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BLD2017-0352
Eli RED V'' CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 na. 189 STATUS: ISSUED 06/05/2017 Permit #: BLD20170352 Expiration Date: 06/05/261$, Project Address: 751 NORTHSTREAM LN, EDMONDS Parcel No: 00532500000800 P.IPy. 1 y' APPLICANT CONTRACTOR JOE & LISA PETSCHL LARRY CROSS MURPHY BUILDING COMPANY 751 NORTHSTREAM LANE 2476 WESTLAKE AVE NO C/O ROBERT MURPHY EDMONDS, WA 98020 SEATTLE, WA 98109 6203 202ND ST SW LYNNWOOD, WA 98036- (206)283-0066 (425)775-3388 LICENSE #: MURPHBCI 13K3 EXP:OS/24/2018 1: DESCRIPTION REMODEL OF AND ADDITION TO, AN EXISTING SINGLE FAMILY RESIDENCE. PLUMBINGAND MECHANICAL INCLUDED. VALUATION: $500,000.00 PERMIT TYPE: Residential PERMIT GROUP: 02 - Addition GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 0 LOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1ST FLOOR: 273 2ND FLOOR: 2535 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 65 DECK: 241 OTHER: 0 BEDROOMS:0 BATHROOMS:O 1 BEDROOMS:5 BATHROOMS:6 I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 1827. HIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUUILLDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Print Name Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBC110/ IRCI 10. E-IONLINE = APPLICANT ASSESSOR N STATUS: ISSUED BLD20170352 CONDITIONS • It has been established by cost comparison summary and approved by the Building Official that this construction project will not exceed 75%demolition of the existing house, in order to maintain the status of remodeVaddition project. Demolition beyond 75%will result in the stoppage of work, and the project as a whole will require City review, and be required to meet all applicable requirements for a new structure. • Any change in scope of demolition must be approved by the City of Edmonds prior to work being done • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits ofECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all othertimes the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMITTIME LIMIT: SEE ECDC 19.00.005(A)(6) CALL FOR INSPECTIONS BUILDING 425 771-0220 EXT. 1333 ENGINEERING 425 771-0220 EXT. 1326 FIRE 425 775-7720 PUBLIC WORKS 425) 771-0235 1 PRE TREATIVII®VT 425 672-5755 1 RECYCLING 425) 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E-Erosion ControVMobilization • E Engineering Final • B-Preconstruction meeting • B-Final Demolition • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-First Floor Framing • B-Plumb Rough In • B-Gras Test/Pipe • B-Mechanical Rough In • B-Roof Sheathing • B-Shear Nailing • B-Framing • 'B-WaIIInsulation/Caulk • B-Insulation/Energy • B-SheetrockNail • B-Building Final City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 5`h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 It Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): q51 nloR:TAS P_S-1kM t-14aEs Pa V1,-_ �, t (�(� �v 5>V-) Subdivision/Lot #: t.n-r $ ao�zt�ST�.E-AM t.aa� �o�.Z3 eF FL*rVz.0+ Project Valuation M I A n one, FaxInv_� Address (Street, City, State, ip�� M 5 � Q1 7/ E dres ► PROP RTY MIA V L Phone: Fax: Address (Street, C ty, State, Zip): E-Mail Address: LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip). E-Mail Address: CONTRACTOR:* Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: TA eMODEL oT , At4D tLeS tpSA AbPi"Tfo4 T-0 , 4X(STIn(ct 514C LW- FAn!:) PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: D sq. ft. Select Basement Type: Finished X1 Unfinished I" Floor: sq. ft. Garage/Carport: (.5 sq. ft. 2° Floor: 21535 sq. ft. Deck/Cvrd Porch/Patio: 2.41 sq. ft. Bedrooms # +' Full-3/4 Bath # Half -Bath # 2 Other: sq. ft. Fire Sprinklers: Yes No Retaining Wall: Yes No LJ Grading: Cut o cu. yds. Fill _ 0 cu.yds. Cut/Fill in Critical Area: Yes No I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of E4,monds. Print Name: Owner . Age t/Other ❑ (specify): Signature: Date: FORM A LABuilddiing N �W Folder 2010�DONE & x-ferred to L-Building-New drive�Form A2014.docx Updated: 1/17/2014 O� EDP 4 O " DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A �St 1 gq�j 121 5`h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771,0220 2 Fax 425.771.0221 Equipment Type Appliance/Equipment Information (new and relocated) Total # Furnace Gas # Elec #_Other: # BTUs: <100k_ >100k Location(s) Air Handler / VAV (circle selected) Gas #_Elec #_Other: # CFM: <10k_ >10k_ Location(s) AC / Compressor / Boiler / Heat Pump / Gas # Elec #_Other: # BTUs: <100k, 100k-500k, 500k-1Mil Roof Top Unit HP: <3, 3-15, 15-30 Location(s) (circle selected) Hydronic Heating Gas #_Elec #_In -Floor _Wall Radiant_ Boiler BTUs: Location Fans (single duct) duct Bath #Kitchen #.Laundry # a0ther: #_ O Fireplace Gas # 5 Elec #_Other: FAw�ILRee.K # Location(s)LoWfi2 % v ti o aoaoo Dryer Duct FUEL GAS Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): ` Furnace BTUs: Location(s): Water Heater BTUs: Location(s): Boiler BTUs: Location(s): Other: 1 L BTUs: Location(s): Fireplace/Insert BTUs: Location(s): Stove/Range/Oven a Dryer a Outdoor BBQ TOTAL OUTLETS PLUMBING Fixture Type (new and relocated) Total # Fixture Type (new and relocated) Total # Water Closet (Toilet) (o Pressure Reduction Valve/Pressure Regulator Sink (Idtchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line Tub/Shower rj' Drinking Fountain Dishwasher 3 Clothes Washer 2— Hose Bib Backflow Prevention Device (e.g. RBPA, ncoA, AVB) Water Heater Tankless? Yes ❑ No ❑ Hydronic Heat in: Floor 0 Wall ❑ Floor Drain/Floor Sink Other: Refrigerator water supply (for waterrce dispenser) Other: FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New driveTorm A2014.docx Updated: 1/17/2014 st; I STl DBVELOPMENT SEPWICES DEPARTMENT 1.21 S* Avonua:N�, Edmn&;.VA 98020- Phoft.4.. L �OM.0211. PropeAyAddrm (Street;. clt.ytsflk*ZlP)'. 151.NorMstre.am 1440# t4mond iWA 08020: MAY 1 1 ZU'll BUILDING DEPARTMENT CITY OF EDMONDS TAN.0"12500"0800 POW lh4vp- read the requirements for AupossWDwollinglAftogatained in Chapter 20.21 oftha Edmoa&Cb=vd4*. eve opment Code (ECDO. Villt (ADO ..C. C 05 ow6 P.. pemit(s).aro approved and any re quired.mispecdaus 4o ftauza I abo id at an AM canno approve permit, it W ,dW- Wtoia in Chester: -W-h0:4eew - items: m bnuRte moludi . _.zA& of-da, anwanA A ovw W -Nfilawft-fSho tiia sh Cb tjfe-#gions - I amwt rwsv*v to eftblish an: Acemory Dwell iugU it'' W.-port a.the. a atinn de b L 34VOW - AW�.'ta IU 'M&rgtm d-- th A t----&e v4i s. rev*1 ew 0 f the subject bW'I&ta g p eiriit f4turc-Vprowd ofa ADU. bk� mad coavpld4 an d1hofft O.&ugi.curved and, 1p AD page; 4._`� o SPECIAL INSPECTION ANDTESTING AGREEMENT Permit #: BLD2017-0*2 r A N N Eo v Pet�cht MAlteration Project: , J 1�� i Prior to isstrortce'of qpemk iflirfornt.MAW be molded :uefils end" and retuned to the City for appmmL The coiitpleled form mist how signaftm of ack ledgxtW by dl pahres. ',nos AND t oysts", Skdg j920922 YVr® Aw sneci llasoeccotst Tbe, t-peaial Im4peotivn fi►m of �i�!?lr�h .� !�s•u+�fy' wilt perform special inspection for the followieg types of Wo (separate'farms►must be submittedif more than one ftm is to be employed): -Retrofit hold downs All indivldual lnspectorsto bn employed on:this prbjeataflt be WABO certified forttwtypo of work they ere to inspect. if inspection is f6t work is not "Covered isy the"WABO ,Degorias; or the tnsecmr is rat WABb certified. a doWled resume of Vw inspector and firm must be submitted. The resume miimt show L40 the inspector and d. e-firm..' quaHfted by edrmddn and expo ism to pert m the work and'tastipg required by.*c project des4n"and specifications, The work shall be inspected for coaforrmence wbb the plans etrd slikitcatfons epprovaby.the City. Revisions and addenda sheets will not be used for inqxCt m unless they have beear approved by the City. Inspection records shall include: t ' • A daily record tube malmained on site, itemizing the igepeptions performed Any noncnttfomring work shall be:brought to the invoWima etteetion oftba corm"for, resolution. • A weekly molt shall be submitted -to the City; detailWglbe irrspecttoos and testing performed, listing any noncon formieg work and resolution of tY !li lug florets • A fnial reprior to the.Certificate ofOccupancy befog Wiled, This reprint cvi11 Irtdiaate tliaC lo9peotion � testingwas completed in conformance with the sppmyedple!L;,.F acifi.Wicnsand•epprovedrarrislara6raddbmda Apy.uriresoivaddiscrepaaelesmust be detailed in the final MP* Coaaractark The contractor shall provide the special inspector or -agency adequate notification of work requiring Inspection. The City approved plan and specifications must be made availnble,'at the jobsite.fbr the use of the special inspector and the City inspector. The contractor shall matntain"alf doily inspection reports; an site.for rsviaw by all -parties, - - The special inspection functions are eonstdered to be in additWn to;the, normal .inspections performed by the City and the co bactor is responsible for contacting the City to schcduld.regular Inspections. No concreteahall W ;,. poured or other work -covered until approval is oven by the City. uspdotor. ��ctm,.y�rrrmeoti+►ppoKeu�M�aosom�wbiao»bi�t,M,omy rak«na t�ux�ca+aatb�iodcwraccwrAbt�4ye�s+ knrpacNon t�sii - etnron�u ►eu�.aoasnorlsn Bntldla[ Dew The buildingdoporta*t shall ieview, ouiy icvisions and addenda. 'i'he City Inspector will monitor the special -Inspection functions foi,compiiaru a veldt;the.agreemeat grid the approved plans. The City. inspector shall be tespoltslble for approving various stages of constiuction to becoveriid and fbr work to proceed. 7Up'irchitect �r-"Sftieeriviil clearly iiidioatp.on the plans and spwlfiations the speeifio types of special utipodiom mquifed:eiid shall° inoiude"a scliedule for' ktion end gating, Tba architect and/or engineer will coordinate their revision and sddgnda_procesa io each a way as to 014ure that all required City approvals am o6tairmd,.prwr io.worh showe�on tbereviaiana being pedbRned in the field. Tba.projecf ovvuer, or the architect or_eegltteor acting es the cWhers ggent, shall empty the special inspector or ENFORCE11SI. € A aitura of tI►e special inspector or firm to perfoaii is kVepl6g M h.le raqulremeeta of the ®C, the approved pbura end this document inoy vold this agreinwt snd the Build iig.Ofna W's .approval of fhe special inspector: In such o case a now special Lispectoi aad/or firm would need to -be p dposed for approval. A failm of the design and/or construction partiea.to perform in aecea&nft with thij agreement may result in it STOP WORK notice being posted on the project unit nonoonfoiming-items have.bper► received. E t have read and agrce mpl terms /y the and coMb Owner. fLL✓C Signature Caatraator. Special 1-uz Speciallnsp.,4@ency_.•.�e/�2�A+-g" IJSefVG�14'�� A t!:t'I`Y OF 14DM%M BUUZINt3 DBPT, y' C�tEr�E�1AppD�EEAtaaT�Miad�olllNtladodsYtnpppo�7 kgpiiet FfwlCene Blb7AIT.0352 Petsa�doe3liR►tp17 . t � t Date: 3� iocvV,IAoirlsp�li��lmtt+rm .. . r I CITY COPY DATE: May 3, 2017 TO: Eric Carter, Plans Examiner City of Edmonds FROM: Larry Cross, AIA 2476 Westlake Ave N #102 Seattle, WA 98109 Tel: 206 283 0066 Fax: 206 283 0972 info@cross2dg.com www.cross2dg.com SUBJECT: Plan Check: BLD2017-0352 751 Northstream Lane Edmonds, Washington 98020 Mr. Carter, OOA .4 AM CROSS 2 DESIGN GROUP RES V B MAY 11 2ov BUILDING DEPARTMENT CITY OF EDMONDS The purpose of this memorandum is to present our cost analysis related to the renovation in progress at the aforementioned address. To determine the costing information we complied data from the following source(s). 1. RS Means online addition - Unit costs; 2. Historical data from previous renovations we have completed; and 3. Unit pricing provided to us by several, contractor(s). Attached to this letter is a project cost breakdown and applicable construction drawings outlining the extent of the renovation. Larry Cross, AIA Principal Cross 2 Design Group Petschl Residence Cost Analysis 5/2/17 Task Sq. ft. cost Sq. Ft Total Demo Cost Remain Cost Foundation $ 6.00 2,735 $ 16,410.00 - $ - 2,735 $ 16,410.00 Floor Framing $ 7.75 2,341 $ 18,142.75 - $ - 2,341 $ 18,142.75 Floor Insulation $ 0.75 2,341 $ 1,755.75 2,341 $ 1,755.75 - $ - Wall Framing $ 8.00 3,608 $ 28,864.00 3,128 $ 25,024.00 480 $ 3,840.00 Wall Insulation $ 0.75 2,832 $ 2,124.00 2,832 $ 2,124.00 - $ - Siding $ 7.00 2,832 $ 19,824.00 2,468 $ 17,276.00 364 $ 2,548.00 Roof Framing $ 8.00 3,828 $ 30,624.00 3,828 $ 30,624.00 - $ - Attic Insulation $ 0.40 2,910 $ 1,164.00 2,910 $ 1,164.00 - $ - Plumbing $ 4.50 4,130 $ 18,585.00 1,032 $ 4,644.00 3,098 $ 13,941.00 Electrical $ 6.00 4,130 $ 24,780.00 1,032 $ 6,192.00 3,098 $ 18,588.00 Drywall $ 1.50 8,184 $ 12,276.00 5,576 $ 8,364.00 21608 $ 3,912.00 Deck $ 10.00 - $ - $ - - $ - Lump Sum Work Unit Cost Units Windows/each $ 600.00 32 $ 19,200.00 32 $ 19,200.00 - $ - Doors/each $ 600.00 22 $ 13,200.00 22 $ 13,200.00 - $ - HVAC $ 12,000.00 1 $ 12,000.00 - $ - 1 $ 12,000.00 Cabinets $ 15,000.00 1 $ 15,000.00 1 $ 15,000.00 - $ - Replacement Total Demo Total Remain Total $ 233,949.50 $ 144,567.75 $ 89,381.75 Percentage of demolition work: 61.8% Main File No. 1604.154 Pa a #3 OR4226024 ES U 113) Uniform Residential Appraisal Report File# 1604-154 I KA • Neighborhood Description The subject is located in the desirable University Colony/Edmonds Bowl area of Edmonds. The subject neighborhood is composed of a wide ran a of a es and styles ' ranging from non view propedies in the $400K range to view property and waterfront homes valued over $2 000 000. Some homes date back to the early 1900's. The bulk oAhg homes were built in the 1950's to the 1970's however, there are several newer tames interspersed on lots that have been short platted. Many have replaced older dwellings due to the high land values In the area. The subject is within a mile north of the popular downtown Edmonds area. It has a number of specialty shops, restaurants a beach front and numerous leasure activities. Employment opportunities are 3-5 miles away in the south County areas of Lynnwood and Bothell. The Boeing Aircraft Com an s Everett Plant is within eight miles north All levels of schools Edmonds School District are within about a two mile radius. Dowtown Everett is about 12 miles north and Seattle and Bellevue are within 15-18 miles south and southeast via major freeways. Access to the freeway is via 196th St. SW with entrances about 3 miles east RE: Railroad The subject abuts the railroad right of way. This rail line is quite active with a several commuter tr Sounder Rail and several freight trains runn!nQ on a daily basis. The trains no doubt are a deterrent to some buyers who simply will not live near the railroad because of the noise the dirt and grime that can result from the trains and the risk to animals or children who may cross the tracks etc. These factors were all considered. • Typically, tames in a neighborhood with nearby tracks will show market value adjustments that correlate to the distance from the tracks. However, the only homes that have frontage on the Sound in this area abut the railroad. Rather than try and estimate haw much impact the rail lines may or may not have I chose to only use comparable homes that are impacted to some degree by the trains and the noise. COST APPROACH TO VALUE(not required b Fannie Mae Provide adequate information for the lender/client to replicate the below cost figures and calculations. Support for the opinion of site value(summary of comparable land sales or other methods for estimating site value I did not ideNify any competitive lot sales in the area in the past year. The lot value was artved at using market extraction and paired sales analysis. County site assessments were also used as a guide. ESTIMATED REPRODUCTION OR 0 REPLACEMENT COST NEW IONNION OF SITE VALUE ....... _..... _............... ____... ___........... =$ 1400 000 Source of cost data Marshall & Swift IJWELLING 2327-5.Ft.@.$ 140.00....—=$---325780 Dual' r*g from cost service good Effective date of cost data 12/2015 Basement 1448 =$ 121.632 - Comments on Cost Approach(gross living area calculations, depreciation, etc, roh tios =$ 30,000 -The Marshall/Swift Residential Cost Handbook was used as a guide. Rounded filarage/CaW 700 S .Ft @ $ X00 —_ = 18,200 • -12 yr effective age based on a 60 yreconomic life = 20% phys.depredafion. Total Estimate of. Cost -New ..-...._J= 495 612 -Hi h land to value ratio is typical for comparable homes in the area Less Physical I Functional IEKteMal De reciaton 99,1221 1 99122 De reciated Cost of Improvements ...................................... _........... =$ 396,490 "As -is" Value of Site Im royements................................ _.................. =$ 25,000 Estimated Remaining Economic Life(HUD and VA onlo 48 Years INDICATED VALUE BY COST APPROACH ...---.---_.._.._..........._.......... _$ 1,821490 INCOME APPROACH TO VALUE(not required b Fannie Mae • Estimated Monthly Market Rent $ X Gross Rent MuIB tier = $ Indicated Value by Income Approach Summary of Income Approach(including support for market rent and GRM PROJECT INFORMATION FOR PUDs Of applicable) Is the developer/builder in control of the Homeowners' Association (HOA)? [-]Yes ❑ No Unit e s Detached El Attached Provide the following information for PUDs ONLY it the developer/builder is in control of the HOA and the subject properly is an attached dwelling unit Legal Name of Pmject • Total number of phases Total number of units Total number of units sold Total number of units rented Total number of units for sale Data source(s) Was the project created by the conversion of existing building(s) into a PUD? Yes No If Yes, date of conversion. Does the project contain any mul&dwellin units? El Yes No Data Source Are the units, common elements, and recreation facilities complete? 0 Yes El No It No, describe the stales of com letton. Are the common elements leased to or by the Homeowners' Association? E3 Yes No If Yes descdbe the rental terms and options. Describe common elements and recreational facilities. Freddie Mac Form 70 March 2005 UAD Version 9/2011 Page 3 of 6 Fannie Mae Forth 1004 March 2005 G DEPARTMENT X EDMONDS Forth 1004UAD—'WinTOTAL" appraisal software by a la mode, inc.—1-800-ALAMODE I A DEVELOPMENT SERVICUDSPARTMENT avenue :N�, Efton& VA 98020' 44M.0221. Piropela Y-Addr- (Street;. Cltyo:,SW4� Zip)-. .. m Ukut#.-Rdmonds, WA 08020; 00532SOOKOSOO MAY I I ?4� P" �i BUILDING DEPARTMENT CITY OF EDMONDS I haw read. tbanq*ements for Acoessory. Dwolling WtscoutaWod in Chapter 2.(1.21. of Edmn& qwtu!uif Developnldnt Code (ECDO.-Wd,UW&06&lbat:.atAcWao.t.y�Dftil4 , Unit( ADI))as:dammed *�00W.:Sectioxl,2t.os * 0 is 61 lofd r"uaa Apt permits) axe -approved and any requiredinspecdous an ftalizc& Falco undonteAdt-hat a , Wpermit, camot are moth a -Ads Ajh�;em my items w swim , cW Wieda in Chapter. -.20.2 1, t of ocr and A. am&t rugthe to a. so-V stmto ostaWsh an Accogwry Dw&ing., U .Jmy-p Wof bit sijbjwt bWl,- ca Wu AM pormitK 4,04030 toe stahlish . SUC ADU., 1 undergand that-therity's TeviewoftheluWoub diiig:pezmit application doesuot*l(Aq' Aftmapproval ofan ADS: 1 de*re wid0rimnift com gilsk god. SO] a* Prkt.Namo: Signaturp: 40*0474W94 m 1. AP abo ve infe"nooff & &ue� correci, and. Abiovt l4esi-ci` n-- r*lb- id - - PT j� - - - Page`! off r 2476 Westlake Ave N #102 Seattle, WA 98109 Tel: 206 283 0066 Fax: 206 283 0972 info@cross2dg.com www.cross2dg.com DATE: October 27, 2017 TO: Eric Carter, Plans Examiner City of Edmonds FROM: Larry Cross, AIA SUBJECT: Plan Check: BLD2017-0352 751 Northstream Lane Edmonds, Washington 98020 Mr. Carter, I Oe, 4 if C ROss 2 DESIGN GROUP The purpose of this memorandum is to describe the work proposed in this Permit Revision 2 submittal. We are proposing two changes: 1. Addition of a post in the west part of the house to help support a central beam so that part of that beam may be made less deep for a short distance. 2. Revision to the walls and windows of the Craft Room in the east part of the house on the Upper Level, to take better advantage of the space above the Garage. Larry Cross, AIA Principal - Cross 2 Design Group OCT 2 7 2017 I p ,gc0 ao►Tca3S� Sups lemental Structural Calculations Petschl Residence 751 Northstream Lane Edmonds, WA OCT 2 7 2017 Franklin Pacific Structural LLC Seattle, Washington t: 206.352.3860 f: 206.621.7484 Project Information Petschl Residence Project Petschl Residence Address 751 Northstream Lane, Edmonds, WA Job No Designer Justin J Franklin Date 10-25-17 Scope: The following calculations are supplemental to the original calculation package provided on January 9, 2017, which is incorporated by reference to the following calculations for all assumptions and supporting calculations Table of Contents: 1 Revised Roof Framing 2 Revised Floor Framing Seal Justin J Franklin Franklin Pacific Structural LLC Seattle, Washington t: 206.352.3860 f: 206.621.7484 r It,P 1 Revised Roof Framing Petschl Residence Project Petschl Residence Job No Designer Justin J Franklin Date 10-25-17 Pages Scope: Analysis and design of roof framing. Design Information: Roof Dead Load = 15 psf Roof Snow Load = 25 psf Design Notes: Load Combination (IBC 1605.3.1) D+F D+H+F+L D+H+F+(Lr or S or R) D+H+F+0.75(L)+0.75(Lr or S or R) D+H+F+(0.6W or 0.7E) D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R) D+H+F+0.75(0.7E)+ 0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H Franklin Pacific Structural LLC Seattle, Washington t: 206.352.3860 f: 206.621.7484 F 0 R T E"' MEMBER REPORT Level, Joist 3 PASSED 1 piece(s) li 7/8" TJI@ 360 @ 24" OC T 0 12 1.75 20' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 2' 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 799 @ 2 1/2" 1731 (3.50") Passed (46%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 776 @ 3 1/2" 1961 Passed (40%) 1.15 1.0 D + 1.0 5 (Alt Spans) Moment (Ft-Ibs) 3811 @ 9' 11 7/16" 7107 Passed (54%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.138 @ 22' 0.200 Passed (2L/376) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.219 @ 22' 0.217 Passed (2L/238) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2U240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 7" o/c unless detailed otherwise. Supports Bearing Length Loads to supports (Ibs) Accessories Total Available Required Dead Roof Snow Total 1 - Beveled Plate - OF 3.50" 3.50" 1.75" 301 399 499 1199 Blocking 2 - Beveled Plate - OF 3.50" 3.50" 3.50" 366 483 604 1453 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads Location (Side) Spacing Dead (0.90) Roof Live (non-srww:1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 22' 24" 15.0 20.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party cerdfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.00m/woodproducs/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Justin Franklin Franklin Pacific Structural LLC (206)734-6971 justintranklin@franklinpadfic.net System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 1.75/12 ♦ SUSTAINABLE FORESTRY INITIATIVE 10/25/2017 10:38:56 AM Forte v5.3, Design Engine: V7.0.0.5 joist.4te Page 1 of 1 2 Revised Floor Framing Petschl Residence Project Petschl Residence Job No Designer Justin J Franklin Date 10-25-17 Pages Scope: Analysis and design of floor framing. Design Information: Floor Dead Load = 15 psf Floor Live Load = 40 psf Design Notes: Load Combination (IBC 1605.3.1) D+F D+H+F+L D+H+F+(Lr or S or R) D+H+F+0.75(L)+0.75(Lr or S or R) D+H+F+(0.6W or 0.7E) D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R) D+H+F+0.75(0.7E)+ 0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H Franklin Pacific Structural LLC Seattle, Washington t: 206.352.3860 f. 206.621.7484 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing 8 Structure Title Block" selection. Title Block Line 6 Printed:16 JAN 2017,12:55PM ��O�O�d Beam File = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 2,900.0 psi Ebend-xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam IPSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling I 1)(1.94) Lr(2.318) S(2.897) I i 0(1.94) Lr(2.318) S(2.897) 0(1.94) Lr(2.318) S(2.897) 1)(1.94) Lr(2.318) S(2.897) 5.25A 4.0 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 0.0 ft, (beam 1c reaction) Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 6.50 ft, (beam 1c reaction) Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 13.011, (beam 1c reaction) Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 19.50 ft, (beam 1 c reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.76Q 1 Maximum Shear Stress Ratio = 0.323 :1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 2,493.03psi tv : Actual = 107.83 psi FB : Allowable = 3,278.42psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.993ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.626 In Ratio = 383>=240. Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Downward Total Deflection 1.080 in Ratio = 222>=120. Max Upward Total Deflection 0.000 in Ratio = 0 <120.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values tv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.407 0.175 0.90 0.983 1.00 1.00 1.00 1.00 1.00 14.92 1,043.76 2565.72 2.24 45.75 261.00 +D+L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.366 0.158 1.00 0.983 1.00 1.00 1.00 1.00 1.00 14.92 1,043.76 2850.80 2.24 45.75 290.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.618 0.263 1.25 0.983 1.00 1.00 1.00 1.00 1.00 31.49 2,203.37 3563.50 4.68 95.42 362.50 +D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.760 0.323 1.15 0.983 1.00 1.00 1.00 1.00 1.00 35,63 2,493.03 3278.42 5.28 107.83 333.50 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. • Title Block Line 6 Pdnted:16 JAN 2017,12:55PM Wood Beam File = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 3 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb F'b V Shear Values fv F'v +D+0.750Lr+0.750L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.537 0.229 1.25 0.983 1.00 1.00 1,00 1.00 1.00 27.35 1,913.47 3563,50 4.07 83.00 362.50 +D+0.750L+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 20.0 ft 1 0.650 0.277 1.15 0.983 1.00 1.00 1,00 1.00 1.00 30.45 2,130.71 3278,42 4.52 92.31 333.50 +D+0.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.229 0.099 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.92 1,043.76 4561.28 2.24 45.75 464.00 +D+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.229 0.099 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.92 1,043.76 4561.28 2.24 45.75 464.00 +D+0.750Lr+0.750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.420 0.179 1.60 0.983 1.00 1.00 1.00 1.00 1.00 27.35 1,913.47 4561.28 4.07 83.00 464.00 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.467 0.199 1.60 0.983 1.00 1.00 1.00 1.00 1.00 30.45 2,130.71 4561,28 4.52 92.31 464.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.467 0.199 1.60 0.983 1.00 1.00 1.00 1.00 1.00 30.45 2,130.71 4561.28 4.52 92.31 464.00 +0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.137 0.059 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.95 626.25 4561.28 1.35 27.45 464.00 +0.60D+0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.137 0.059 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.95 626.25 4561.28 1.35 27.45 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.0798 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.146 9.662 Overall MINimum 2.524 2.408 +D+H 4.207 4.013 +D+L+H 4.207 4.013 +D+Lr+H 8.959 8.533 +D+S+H 10.146 9.662 +D+0.750Lr+0.750L+H 7.771 7.403 +D+0.750L+0.750S+H 8.661 8.250 +D+0.60W+H 4.207 4.013 +D+0.70E+H 4,207 4.013 +D+0.750Lr+0.750L+0.450W+H 7.771 7.403 +D+0.750L+0.750S+0.450W+H 8.661 8.250 +D+0.750L+0.750S+0.5250E+H 8.661 8.250 +0.60D+0.60W+0.60H 2.524 2.408 +0.60D+0.70E+0.60H 2.524 2.408 D Only 4.207 4.013 Lr Only 4.752 4.520 L Only S Only 5.939 5.649 W Only E Only H Only Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 6OCT 2017, 9:46AM Wood Beam File = N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.828, Ver:10.17.8.28 Description : Header 4b CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 1,000.0 psi Ebend- xx 1,700.Oksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing : Completely Unbraced - - - -- --- ----I D(0.2025) Lr(0.27) S(0.3375) 4x10 Span = 7.50 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =13.50 ft, (tributary roof loading) DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.681: 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb : Actual = 924.72psi fv : Actual FB : Allowable = 1,358.49psi Fv : Allowable Load Combination +D+S+H Load Combination Location of maximum on span = 3.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio = 1461 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.100 in Ratio = 901 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr 0.365 :1 4x10 i 75.62 psi 207.00 psi +D+S+H = 6.734 ft Span # 1 Shear Values C m C t C L M fb Fb V fv Fv Moment Values +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.332 0.179 0.90 1.200 1.00 1.00 1.00 1.00 0.99 1.47 354.18 1067.56 0.63 28.96 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.299 0.161 1.00 1.200 1.00 1.00 1.00 1.00 0.99 1.47 354.18 1184.29 0.63 28.96 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0,00 0.00 0.00 0.00 Length = 7.50 ft 1 0.550 0.295 1.25 1.200 1.00 1.00 1.00 1.00 0.98 3.37 810.62 1473.97 1.43 66.29 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.681 0.365 1.15 1.200 1.00 1.00 1.00 1.00 0.98 3.85 924.72 1358.49 1.63 75.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.473 0.253 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.90 696.51 1473.97 1.23 56.95 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Petschi Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:46AM Wood Beam File = N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:10.17.828, Ver:10.17.8.28 IIIIATZ11411114,411111111 Description : Header4b Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 7.50 It 1 0.576 0.309 1.15 1.200 1.00 1.00 1.00 1.00 0.98 3,25 782.09 1358.49 1.38 63.95 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.189 0.101 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.47 354.18 1873.50 0.63 28.96 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.189 0,101 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.47 354.18 1873.50 0.63 28.96 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.372 0,198 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.90 696.51 1873.50 1.23 56.95 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.417 0.222 1.60 1.200 1.00 1.00 1.00 1.00 0,98 3.25 782.09 1873.50 1.38 63.95 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.417 0.222 1.60 1.200 1.00 1.00 1.00 1.00 0.98 3.25 782.09 1873.50 1.38 63.95 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.113 0.060 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.88 212.51 1873.50 0.38 17.38 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.113 0.060 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.88 212.51 1873.50 0.38 17.38 288.00 Overall Maximum Deflections Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0998 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.051 2.051 Overall MINimum 1.266 1.266 +D+H 0.786 0.786 +D+L+H 0.786 0.786 +D+Lr+H 1.798 1.798 +D+S+H 2.051 2.051 +D+0.750Lr+0.750L+H 1.545 1.545 +D+0.750L+0.750S+H 1.735 1.735 +D+0.60W+H 0.786 0.786 +D+0.70E+H 0.786 0.786 +D+0.750Lr+0.750L+0.450W+H 1.545 1.545 +D+0.750L+0.750S+0.450W+H 1.735 1.735 +D+0.750L+0.750S+0.5250E+H 1.735 1.735 +0.60D+0.60W+0.60H 0.471 0.471 +0.60D+0.70E+0.60H 0.471 0.471 D Only 0.786 0.786 Lr Only 1.013 1.013 L Only S Only 1.266 1.266 W Only E Only H Only Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:46AM Wood Beam File = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Description : Header4b CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pd Beam Bracing : Completely Unbraced D(0.18) Lr(024) S(0.3) 4x12 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =12.0 ft, (tributary roof loading) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.80@ 1 ar Stress Ratio = Maximum Shu-s 0.368 :1 Section used for this span 4x12 Section ed for this span 4x12 fb : Actual 992.57psi tv : Actual 76.07 psi FB : Allowable 1,232.01 psi Fv: Allowable 207.00 psi j Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = O.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.096 in Ratio = 1247>=360 I Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.157 in Ratio = 766>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 I Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.394 0.181 0,90 1.100 1.00 1.00 1.00 1.00 0.98 2.36 383.05 971.57 0.77 29.36 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.356 0.163 1.00 1.100 1.00 1.00 1.00 1.00 0.98 2.36 383.05 1076.41 0.77 29.36 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.652 0.297 1.25 1.100 1.00 1.00 1.00 1.00 0.97 5.36 870.67 1334.49 1.75 66.73 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0,806 0.368 1.15 1.100 1.00 1.00 1.00 1.00 0.97 6.11 992.57 1232.01 2.00 76.07 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.561 0.255 1.25 1.100 1.00 1.00 1.00 1.00 0.97 4,61 748.76 1334.49 1.51 57.39 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. • Title Block Line 6 Wood Beam Description : Header4b Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 60CT20V, 9:46AM File = N. ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.828, Ver:10.17.8.28 Moment Values Shear Values Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length =10.0 ft 1 0.682 0.311 1.15 1.100 1.00 1.00 1.00 1.00 0.97 +0+0.60W+H 1.100 1.00 1.00 1.00 1.00 0.97 Length =10.0 ft 1 0.228 0.102 1.60 1.100 1.00 1.00 1.00 1.00 0.96 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.96 Length =10.0 ft 1 0.228 0.102 1.60 1.100 1.00 1.00 1.00 1.00 0.96 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.96 Length =10.0 ft 1 0.445 0,199 1.60 1.100 1.00 1.00 1.00 1.00 0.96 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.96 Length =10.0 ft 1 OA99 0.224 1.60 1.100 1.00 1.00 1.00 1.00 0.96 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 0.96 Length =10.0 ft 1 0.499 0.224 1.60 1.100 1.00 1.00 1.00 1.00 0.96 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.96 Length =10.0 ft 1 0.137 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.96 Length =10.0 ft 1 0.137 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.96 Overall Maximum Deflections 5.17 840.19 1232.01 1.69 64.39 207.00 0.00 0.00 0.00 0.00 2.36 383.05 1683.37 0.77 29.36 288.00 0.00 0.00 0.00 0.00 2.36 383.05 1683.37 0.77 29.36 288.00 0.00 0.00 0.00 0.00 4.61 748.76 1683.37 1.51 57.39 288.00 0.00 0.00 0.00 0.00 5.17 840.19 1683.37 1.69 64.39 288.00 0.00 0.00 0.00 0.00 5.17 840.19 1683.37 1.69 64.39 288.00 0.00 0.00 0.00 0.00 1.41 229.83 1683.37 0.46 17.61 288.00 0.00 0.00 0.00 0.00 1.41 229.83 1683.37 0.46 17.61 288.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1566 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.443 2.443 Overall MINimum 1.500 1.500 +D+H 0.943 0.943 +D+L+H 0.943 0.943 +D+Lr+H 2.143 2.143 +D+S+H 2.443 2.443 +D+0.750Lr+0.750L+H 1.843 1.843 +D+0.750L+0.750S+H 2.068 2.068 +D+0.60W+H 0.943 0.943 +D+0.70E+H 0.943 0.943 +D+0.750Lr+0.750L+0.450W+H 1.843 1.843 +D+0.750L+0.750S+0.450W+H 2.068 2.068 +D+0.750L+0.750S+0.5250E+H 2.068 2.068 +0.60D+0.60W+0.60H 0.566 0.566 +0.60D+0.70E+0.60H 0.566 0.566 D Only 0.943 0.943 Lr Only 1.200 1.200 L Only S Only 1.500 1.500 W Only E Only H Only Title Block Line 1 Project Title: Petschl Residence _ You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. • Title Block Line 6 Printed: 6OCT 2017, 9:50AM Wood Beam File=N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.828, Ver:10.17.828 Description : I Beam 15b i CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination 1BC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Paraltam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01995) L(0.0532) • utty.1) ° b D(0.195) Lr( .26) S(0.3 5) i I i I i2.6875x11.875 I Span = 14.167 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Extent = 0.0 ->> 12.0 ft, Tributary Width =13.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.330 ft, (tributary floor loading) DESIGN SUMMARY • - • Maximum Bending Stress Ratio = 0.8941 Maximum Shear Stress Ratio _ = 0.547 : 1 Section used for this span 2.6875x11.875 Section used for this span 2.6875x11.875 I fb : Actual = 2,982.32psi fv : Actual = 182.29 psi i FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.928ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.373 in Ratio = 455 >=360 i Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ! Max Downward Total Deflection 0.755 in Ratio = 225>=180 Max Upward Total Deflection i 0.000 in Ratio = 0 <180 I Maximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.577 0.351 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.92 1,505.28 2610.00 1.95 91.64 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.606 0.369 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9,26 1,758.75 2900.00 2.27 106.90 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.741 0.453 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.15 2,686.89 3625.00 3.49 164.16 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14,167 ft 1 0.894 0.547 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.70 2,982,32 3335.00 3.88 182.29 333.50 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: s using the "Settings" menu item Protect Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:50AM Wood Beam File=N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.828, Ver:10.17.8.28 `Description : Beam 15b Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.712 0.434 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.59 2,581.59 3625.00 3.35 157.47 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.841 0.513 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.76 2,803.14 3335.00 3.64 171.07 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.324 0.198 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.92 1,505.28 4640.00 1.95 91.64 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.167 ft 1 0.324 0.198 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.92 1,505.28 4640.00 1.95 91.64 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.556 0.339 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.59 2,581.59 4640.00 3.35 157.47 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.167 ft 1 0.604 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.76 2,803.14 4640.00 3.64 171.07 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 It 1 0.604 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.76 2,803.14 4640.00 3.64 171.07 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.195 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 903.17 4640.00 1.17 54.99 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.167 ft 1 0.195 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 903.17 4640.00 1.17 54.99 464.00 Overall Maximum Deflections Load Combination Span Max. V Deti Location in Span Load Combination Max. "+" Detl Location in Span +D+S+H 1 0.7551 7.084 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.518 3.563 Overall MINimum 2.248 1.652 +D+H 2.269 1.911 +D+L+H 2.646 2.288 +D+Lr+H 4.068 3.233 +D+S+H 4.518 3.563 +D+0.750Lr+0.750L+H 3.901 3.185 +D+0.750L+0.750S+H 4.238 3.433 +D+0.60W+H 2.269 1.911 +D+0.70E+H 2.269 1.911 +D+0.750Lr+0.750L+0.450W+H 3.901 3.185 +D+0.750L+0.750S+0.450W+H 4.238 3.433 +D+0.750L+0.750S+0.5250E+H 4.238 3.433 +0.60D+0.60W+0.60H 1.362 1.147 +0.60D+0.70E+0.60H 1.362 1.147 D Only 2.269 1.911 Lr Only 1.799 1.321 L Only 0.377 0.377 S Only 2.248 1.652 W Only E Only H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. i Title Block Line 6 Wood Beam Description : Beam 15c CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling I - nrn n,nnc� r m nco- 2.6875x11.875 Span = 10.0 ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Printed: 6 OCT 2017, 9:49AM 9le = N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 INC.1983-2017, Build:10.17.828, Ver:10.17.8.28 E : Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,016.54ksi Density 45.050pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =13.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.330 ft, (tributary floor loading) DESIGN SUMMARY • Vlaximum Bending Stress Ratio = 0.4631 Maximum Shear Stress Ratio = 0.368 :1 Section used for this span 2.6875x11.875 Section used for this span 2.6875x11.875 fb : Actual = 1,543.18psi fv : Actual = 122.61 psi FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 I Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio = 1223 >=360 i Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.196 in Ratio = 611 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces $ Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb Pb V Shear Values fv Pv +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.296 0.235 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.06 771.51 2610.00 1.30 61.30 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.310 0.246 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.73 897.83 2900.00 1.52 71.34 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.383 0.304 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.31 1,388.85 3625.00 2.35 110.35 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.463 0.368 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1,543.18 3335.00 2.61 122.61 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Petschl Residence _ You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:49AM Wood Beam File = N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983.2017, Build:10.17.8.28. Ver:10.17.8.28 Description : Beam 15c Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v Length =10.0 ft 1 0.367 0.291 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.00 1,329.25 3625.00 2.25 105.62 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.433 0.344 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.61 1,445.00 3335.00 2.44 114.81 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.166 0.132 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.06 771.51 4640.00 1.30 61.30 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.166 0.132 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.06 771.51 4640.00 1.30 61.30 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.286 0.228 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.00 1,329.25 4640.00 2.25 105.62 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0,311 0.247 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.61 1,445.00 4640.00 2.44 114.81 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.311 0.247 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.61 1,445.00 4640.00 2.44 114.81 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.100 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.44 462.91 4640.00 0.78 36.78 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.100 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.44 462.91 4640.00 0.78 36.78 464.00 Overall Maximum Deflections Load Combination Span Max. 72 Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+S+H 1 0.1961 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.250 3.250 Overall MINimum 1.625 1,625 +D+H 1.625 1.625 +D+L+H 1.891 1.891 +D+Lr+H 2.925 2.925 +D+S+H 3.250 3.250 +D+0.750Lr+0.750L+H 2.799 2.799 +D+0.750L+0.750S+H 3.043 3.043 +D+0.60W+H 1.625 1.625 +D+0.70E+H 1.625 1.625 +D+0.750Lr+0.750L+0.450W+H 2.799 2.799 +D+0.750L+0.750S+0.450W+H 3.043 3.043 +D+0.750L+0.750S+0.5250E+H 3.043 3.043 +0.60D+0.60W+0.60H 0.975 0.975 +0.60D+0.70E+0.60H 0.975 0.975 D Only 1.625 1.625 Lr Only 1.300 1.300 L Only 0.266 0.266 S Only 1.625 1.625 W Only E Only H Only Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing 8 Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:53AM Wood Beam File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2017. Build:10.17.828, Ver:10.17.8.28 Description: Beam 15d CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fc- Perp 750.0 psi Fv 290.0 psi Beam Bracing Beam is Fully Braced against Ft 2,025.0 psi Density lateral -torsional buckling 45.050pcf D 0.18 L 0.48 i r . 5.25x20 Span = 22.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =1.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : 0 = 0.0150, L = 0.040 ksf, Tributary Width =12.0 ft, (tributary floor loading) Point Load : D = 2.269, Lr=1.799, L = 0.3770, S = 2.248 k @ 19.250 ft, (beam 15b reaction) Point Load : D=1.625, Lr =1.30, L = 0.2660, S =1.625 k @ 19.250 ft, (beam 15c reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7351 Maximum Shear Stress Ratio = 0.574 : 1 Section used for this span 5.25x20 Section used for this span 5.25x20 fb : Actual = 2,014.63psi N : Actual = 166.33 psi FB : Allowable = 2,740.14psi Fv : Allowable = 290.00 psi I Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 12.071 ft Location of maximum on span = 20.858ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.414 in Ratio = 652>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.782 in Ratio = 345>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.383 0.355 0.90 0.945 1.00 1.00 1.00 1.00 1.00 27.56 944.81 2466.13 6.48 92.59 261.00 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.735 0.574 1,00 0.945 1.00 1.00 1.00 1.00 1.00 58.76 2,014,63 2740.14 11.64 166.33 290.00 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.349 0.367 1.25 0.945 1.00 1.00 1.00 1.00 1.00 34.84 1,194.60 3425.18 9.32 133.21 362.50 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Protect Descr: Second Story Additon to Existing Wood Framed Residential + and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:53AM Wood Beam File =N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.828, Ver:10.17.8.28 I Description : Beam 15d Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 22.50 ft 1 0.400 0.430 1.15 0.945 1.00 1.00 1.00 1.00 1.00 36.73 1,259.44 3151,16 10,04 143.36 333.50 +D+0.750Lr+0.750L+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.561 0.492 1.25 0.945 1.00 1.00 1.00 1.00 1.00 56,03 1,921.09 3425.18 12.49 178.36 362.50 +D+0.750L+0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.624 0.558 1.15 0.945 1.00 1.00 1.00 1.00 1.00 57.33 1,965.56 3151A6 13.02 185.97 333.50 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.216 0.200 1.60 0.945 1.00 1.00 1.00 1,00 1.00 27.56 944.81 4384.22 6.48 92.59 464.00 +D+0.70E+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.216 0.200 1.60 0.945 1.00 1.00 1.00 1.00 1.00 27.56 944.81 4384.22 6.48 92.59 464.00 +D+0.750Lr+0.750L+0.450W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.438 0.384 1.60 0.945 1.00 1.00 1.00 1.00 1.00 56.03 1,921.09 4384.22 12.49 178.36 464.00 +D+0.750L+0.750S+0.450W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.448 0.401 1.60 0.945 1.00 1.00 1.00 1.00 1.00 57.33 1,965.56 4384.22 13.02 185.97 464.00 +D+0.750L+0.750S+0.5250E+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.448 0.401 1.60 0.945 1.00 1.00 1.00 1.00 1.00 57.33 1,965.56 4384.22 13.02 185.97 464.00 +0.60D+0.60W+0.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.129 0.120 1,60 0.945 1.00 1.00 1.00 1.00 1.00 16.53 566.89 4384.22 3.89 55.55 464.00 +0.60D+0.70E+0.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.129 0.120 1.60 0.945 1.00 1.00 1.00 1.00 1.00 16.53 566.89 4384.22 3.89 55.55 464.00 Overall Maximum Deflections Load Combination Span Max. V Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.7822 11.496 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.744 14.179 Overall MINimum 0.841 3.595 +D+H 4.251 7.020 +D+L+H 9.744 12.970 +D+Lr+H 4.923 9.896 +D+S+H 5.091 10.615 +D+0.750Lr+0.750L+H 8.875 13.640 +D+0.750L+0.750S+H 9.001 14.179 +D+0.60W+H 4.251 7.020 +D+0.70E+H 4,251 7.020 +D+0.750Lr+0.750L+0.450W+H 8.875 13.640 +D+0.750L+0.750S+0.450W+H 9.001 14.179 +D+0.750L+0.750S+0.5250E+H 9.001 14.179 +0.60D+0.60W+0.60H 2.550 4.212 +0.60D+0.70E+0.60H. 2.550 4.212 D Only 4.251 7.020 Lr Only 0.673 2.876 L Only 5.493 5.950 S Only 0.841 3.595 W Only E Only H Only Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential .. and then using the "Printing & Structure Title Block" selection. Title Block Line 6 HMO:17 JAN 2017, 8:08AM Wood Beam File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Header 11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination t BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Beam Bracing : Completely Unbraced Ft 675.0psi Density 31.20pcf W0.03) L(0.08) t 1 1 1 t o(O, � t t INO-031 Lr(O.o4) a(0,05) ♦ V 4x12 F span - 9.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (tributary floor loading) DESIGN SUMMARY Maximum Bending Stress Ratio = aximum Shear Stress Ratio = 0.188 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 409.01 psi tv : Actual = 33.90 psi FB : Allowable = 1,079.08 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.500ft Location of maximum on span 8.080ft Span # where maximum occurs Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 6418 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 1930>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.285 0.142 0.90 1.100 1.00 1.00 1.00 1.00 0.98 1.71 277.35 973.59 0.60 22.99 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.379 0.188 1.00 1.100 1.00 1.00 1.00 1.00 0.98 2.52 409.01 1079.08 0.89 33.90 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.256 0.126 1.25 1.100 1.00 1.00 1.00 1.00 0.97 2.11 343.18 1339.43 0.75 28.44 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.291 0.144 1.15 1.100 1.00 1.00 1.00 1.00 0.98 2.21 359.64 1235.91 0.78 29.81 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item " and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:17 JAN 2017, 8:08AM Wood Beam File = N:\ENGINE-11PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016. Build:6.16.12.31, Ver:6.16.12.31 Description : Header 11 Load Combination Max Stress Ratios Segment Length Span # M V Length = 9.0 ft 1 0.318 0.157 +D+0.750L+0.750S+H Length = 9.0 ft 1 0.354 0.175 +D+0.60W+H Length = 9.0 ft 1 0.164 0.080 +D+0.70E+H Length = 9.0 ft 1 0.164 0.080 +D+0.750Lr+0.750L+0.450W+H Length = 9.0 ft 1 0.251 0.122 +D+0.750L+0.750S+0.450W+H Length = 9.0 ft 1 0.258 0.126 +D+0.750L+0.750S+0.5250E+H Length = 9.0 ft 1 0.258 0.126 +0.60D+0.60W+0.60H Length = 9.0 ft 1 0.098 0.048 +0.60D+0.70E+0.60H Length = 9.0 ft 1 0.098 0.048 Overall Maximum Deflections Cd CFN Ci Cr Cm C t CL Moment Values M tb F'b 1.25 1.100 1.00 1.00 1.00 1.00 0.97 2.62 425.47 1339.43 1.100 1.00 1.00 1.00 1.00 0.97 0.00 1.15 1.100 1.00 1.00 1.00 1.00 0.98 2.69 437.81 1235,91 1.100 1.00 1.00 1.00 1.00 0.98 0.00 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.71 277.35 1693.83 1.100 1.00 1.00 1.00 1.00 0.96 0.00 1.60 1.100 1.00 1.00 1.00 1.00 0.96 1.71 277.35 1693.83 1.100 1.00 1.00 1.00 1.00 0.96 0.00 1.60 1.100 1.00 1.00 1.00 1.00 0.96 2.62 425.47 1693.83 1.100 1.00 1.00 1.00 1.00 0.96 0.00 1.60 1.100 1.00 1.00 1.00 1.00 0.96 2.69 437.81 1693.83 1.100 1.00 1.00 1.00 1.00 0.96 0.00 1.60 1.100 1.00 1.00 1.00 1.00 0.96 2.69 437.81 1693.83 1.100 1.00 1.00 1.00 1.00 0.96 0.00 1.60 1,100 1.00 1.00 1.00 1.00 0.96 1,02 166.41 1693.83 1.100 1.00 1.00 1.00 1.00 0.96 0.00 1.60 1.100 1.00 1.00 1.00 1,00 0.96 1,02 166.41 1693.83 Shear Values V fv F v 0.93 35.26 225.00 0.00 0.00 0.00 0.95 36.28 207.00 0.00 0.00 0.00 0.60 22.99 288.00 0.00 0.00 0.00 0.60 22.99 288.00 0.00 0.00 0.00 0.93 35.26 288.00 0.00 0.00 0.00 0.95 36.28 288.00 0.00 0.00 0.00 0.95 36.28 288.00 0.00 0.00 0.00 0.36 13.79 288.00 0.00 0.00 0.00 0.36 13.79 288.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0560 4.533 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.197 1.197 Overall MINimum 0.180 0.180 +D+H 0.758 0.758 +D+L+H 1.118 1.118 +D+Lr+H 0.938 0.938 +D+S+H 0.983 0.983 +D+0.750Lr+0.750L+H 1.163 1.163 +D+0.750L+0.750S+H 1.197 1.197 +D+0.60W+H 0.758 0.758 +D+0.70E+H 0.758 0.758 +D+0.750Lr+0.750L+0.450W+H 1.163 1.163 +D+0.750L+0.750S+0.450W+H 1.197 1,197 +D+0.750L+0.750S+0.5250E+H 1.197 1.197 +0.60D+0.60W+0.60H 0.455 0.455 +0.60D+0.70E+0.60H 0,455 0.455 D Only 0,758 0.758 Lr Only 0.180 .0.180 L Only 0,360 0.360 S Only 0.225 0.225 W Only E Only H Only Title Block Line 1 Project Title: Petsch) Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:55AM Wood Column File=N-.TNGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.828, Ver:10.17.8.28 Description : Column 15b Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb + 700.0 psi Fv 180.0 psi Fb - 700.0 psi Ft 450.0 psi Fc - PHI 850.0 psi Density 31.20 pd Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Wood Section Name 4-2x6 Wood Grading(Manuf. Graded Lumber Wood Member Type Sawn Exact Width 6.0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 33.0 inA2 Cf or Cv for Compression 1.0 Ix 83.188 in^4 Cf or Cv for Tension 1.0 ly 99.0 inA4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 1512 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along XA Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling =10 It, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 57.20 Ibs " Dead Load Factor AXIAL LOADS... bem 15d reaction: Axial Load at 8.0 ft, D = 4.251, Lr = 0.6730, L = 5.493, S = 0.8410 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4970 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.801 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along XA 0.0 in at 0.0 ft above base Fc: Allowable 597.62 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0-750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H C D C p Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 0.737 0.2315 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.703 0.4970 PASS 0.0 ft 0.0 PASS 8.0 It 1.250 0.623 0.2280 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 0.654 0.2441 PASS 0.0 ft 0.0 PASS 8.0 ft 1.250 0.623 0.4089 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 0.654 0.4295 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 0.529 0.1815 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 0.529 0.1815 PASS 0.0 ft 0.0 PASS 8.0 it 1.600 0.529 0.3764 PASS 0.0 ft 0.0 PASS 8.0 it 1.600 0.529 0.3817 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 0.529 0.3817 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 0.529 0.1089 PASS 0.0 ft 0.0 PASS 8.0 ft Title Block Line 1 You can change this area using the "Settings" menu item vi and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description: Column 15b Load Combination Results Load Combination +0.60D+0.70E+0.60H Maximum Reactions Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Protect Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 6 OCT 2017, 9:55AM 11e = N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 INC.1983-2017. Build:10.17.8.28. Ver:10.17.8.28 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C 0 C P Stress Ratio Status Location Stress Ratio Status Location 1.600 0.529 0.1089 PASS 0.0 ft 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 4.308 +D+L+H 9,801 +D+Lr+H 4.981 +D+S+H 5.149 +D+0.750Lr+0,750L+H 8.933 +D+0.750L+0.750S+H 9.059 +D+0.60W+H 4,308 +D+0.70E+H 4.308 +D+0.750Lr+0.750L+0.450W+H 8.933 +D+0.750L+0.750S+0.450W+H 9.059 +D+0.750L+0.750S+0.5250E+H 9.059 +0.60D+0.60W+0.60H 2.585 +0.60D+0.70E+0.60H 2.585 D Only 4.308 Lr Only 0.673 L Only 5.493 S Only 0.941 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0,0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft - Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: qr using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential yj and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 6OCT 2017, 9:55AM Wood Column File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2017, Build:10.17.8.28, Ver:10.17.8.28 0.ii:.i Description : Column 15b I Sketches c 0 LO j 6.0 in Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. v Title Block Line 6 Printed: 6OCT 2017, 9:54AM Wood Column File=N:1ENGINE-lTETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:10.17.828, Ver:10.17.8.28 Description : Column 15c Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top & Bottom Pinned Wood Grading(Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 6,0 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 33.0 in^2 Cf or Cv for Compression 1.0 Fb + 700.0 psi Fv 180.0 psi Ix 83.in^4 Cf or Cv for Tension 1.0 Fb - 700.0 psi Ft 450.0 psi Iy 990 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along XA Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 57.20 Ibs * Dead Load Factor AXIAL LOADS ... bem 15d reaction: Axial Load at 8.0 ft, D = 7.020, Lr = 2.876, L = 5.950, S = 3.595 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6749 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X O.O k Bottom along X-X 0.0 k Location of max.above base 0•0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 14.236 k for load combination : nla Applied Mx 0.0 k-ft Applied My 0 0 k_ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 639.16 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.737 0.3802 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.703 0.6606 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.623 0.4557 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.654 0.5060 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.623 0.6271 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750L+0.750S+H 1.150 0.654 0.6749 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.529 0.2982 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.529 0.2982 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.529 0.5771 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.529 0.5998 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.529 0.5998 PASS O.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.529 0.1789 PASS 0.0 ft 0.0 PASS 8.0 ft Title Block Line 1 You can change this area using the "Settings" menu item IR and then using the "Printing & Title Block" selection. b� T;41- CI-L, I ;- C Wood Column Description : Column 15c Load Combination Results Load Combination +0.60D+0.70E+0.60H Maximum Reactions Load Combination Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Maximum Axial + Bending Stress Ratios C D C p Stress Ratio Status Location 1-600 0.529 0.1789 PASS 0.0 ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base Printed: 60CT2017, 9:54AM File = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top +D+H 7.077 +D+L+H 13.027 +D+Lr+H 9.953 +D+S+H 10.672 +D+0.750Lr+0.750L+H 13.697 +D+0.750L+0.750S+H 14.236 +D+0.60W+H 7.077 +D+0.70E+H 7.077 +D+0.750Lr+0.750L+0.450W+H 13,697 +D+0.750L+0.750S+0.450W+H 14.236 +D+0.750L+0.750S+0.5250E+H 14,236 +0.60D+0.60W+0.60H 4.246 +0.60D+0.70E+0.60H 4.246 D Only 7.077 Lr Only 2.876 L Only 5.950 S Only 3.595 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft ' 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0,000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0,000 ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : Column 15c Sketches X Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 6 OCT 2017, 9:54AM File = N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 INC.1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Structural Calculations Petschl Residence 751 Northstream Lane Edmonds, WA RECEIVED MAR 14 2017 DEVELOPMevT SERVICES CA CITY OF EDMONDS CITY COPY Franklin Pacific Structural LLC Seattle, Washington t: 206.352.3860 f: 206.621.7484 Pane 1 of 247 Project Information Petschl Residence Project Petschl Residence Address 751 Northstream Lane, Edmonds, WA Job No Designer Justin J Franklin Date 01-09-17 Scope: Gravity and lateral load analysis and design for addition to existing residential structure. Building Information: Occupancy Class: R-3 Construction Type: V-B Referenced Building Code and Specifications, Product Guides and Manuals Design Code: 2015 International Building Code Design Specifications: ACI 318-11 ACI 341-10 NDS and SDPWS — 2008 Edition Product Manuals: 2015-2016 Simpson Wood Construction Connectors Project Notes: Table of Contents: 1 Lateral load analysis and design for main lateral restraint system 2 Gravity load analysis and design for roof framing 3 Gravity load analysis and design for floor framing 4 Gravity and lateral load analysis and design for foundations Seal Justin J Franklin Panes 9 of 947 1 Lateral Restraint Petschl Residence Project Petschl Residence Designer Justin J Franklin Date 01-09-17 Scope: Analysis and design of main lateral restraint system. Design Information: Wind Design Parameters Risk Category II Wind speed = 110 mph Exposure = "C" Wind Speed up Factor Kn = 1.67 Seismic Design Parameters Site Class = "C" (based on Geotech recommendations) 0.2 sec Spectral Response: S5 = 127.9% 1.0 sec Spectral Response: S1 = 50.1 % Seismic Risk Category = I Importance Factor: le= 1.0 Basic Seismic Force Restraint System: • Light framed walls sheathed with wood structural panels rated for shear resistance • Response Modification Coefficient = 6.5 • System Overstrength Factor = 3.0 • Deflection Amplification Factor = 4.0 • Building Height Limitation = 65 ft Roof Dead Load = 15 psf Floor Dead Load = 15 psf Exterior Wall Dead Load = 15 psf Interior Wall Dead Load = 10 psf Load Combination (IBC 1605.3.1) D+F D+H+F+L D+H+F+(Lr or S or R) D+H+F+0.75(L)+0.75(Lr or S or R) D+H+F+(0.6W or 0.7E) D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R) D+H+F+0.75(0.7E)+ 0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H Pane 3 of 947 I Lateral Restraint Petschl Residence Lateral Restraint Elements Second Floor PaaP 4 of 947 1 Lateral Restraint Petschl Residence First Floor s E77 Pane 5 of 247 I Lateral Restraint Petschl Residence Basement Floor Pane 6 of 247 1 Lateral Restraint Petschl Residence Main Wind Force Resisting System Enclosed Simple Diaphragm Low Rise Building Design Wind Loads Ps = N*Kzt*ps30 X = 1.35 Kzt = 1.67 ne%n for 110 nnnh hasic wind snppd anti 0 rian rnnf psA= 1.35*1.67*19.2 = 43.3 psf psB = 1.35*1.67*-10.0 = -22.6 psf psc = 1.35*1.67*12.7 = 28.6 psf psi= 1.35*1.67*-5.9 = -13.3 psf Minimum Wind Loads psA= 16 psf psB = 8 psf psc = 16 psf psi = 8 psf Wind Loads End zone = 0.1*54 or 0.4*25 > 0.04*54 or 3 feet = 5.4 feet Lonaitudinal Actina Wind (parallel to grids A. B. and C) Lateral Tributary Wind Areas (so Total Restraint Element Zone A (43.3 psf) Zone B (-22.6 psf) Zone C (28.6 psf) Zone D (-13.3 psf) Tributary Load (lbs) Roof Dia 180 263 15316 2nd Floor Dia- 223 308 18465 1 n Floor Dia. 206 285 17071 Panes 7 of 947 Mp 1 Lateral Restraint Petschl Residence Transverse Acting Wind(parallel to grids 1, 2, 3 and 4 Lateral Restraint Element Tributary Wind Areas (sf) Total Tributary Load (lbs) Zone A (43.3 psf) Zone B (-22.6 psf) Zone C (28.6 psf) Zone D (-13.3 psf) Roof Dia 154 311 15563 2Id Floor Dia. 288 574 28887 1 ' Floor Dia. 102 154 8821 Distribution to Second Floor Shear Wall Lines Shear Panel Line Tributary Factor Story Shear Load From Above Shear Panel Line Load (W) 1 0.0 15563 0 0 2 0.37 15563 0 5759 3 0.22 15563 0 3424 4 0.41 15563 0 6381 A 0.33 15316 0 5055 B 0.5 15316 0 7658 C 0.17 15316 0 2604 Distribution to First Floor Shear Panel Lines Shear Panel Line Tributary Factor Story Shear Load From Above Shear Panel Line Load (W) 1 0.14 28887 0 4044 2 0.23 28887 5759 12403 3 1 0.22 28887 3424 9779 4 0.41 28887 6381 18225 A 0.33 18465 5055 11149 B 0.5 18465 7658 16891 C 0.17 18465 2604 5743 Panes R of 947 w MP 1 Lateral Restraint Petschl Residence Distribution to Basement Shear Panel Lines Shear Panel Line Tributary Factor Story Shear Load From Above Shear Panel Line Load (W) 2 0.23 8821 12403 14432 3 0.22 8821 1 9779 1 11720 A 0.33 17071 1 11149 1 16783 Main Seismic Force Resisting System Acceleration and Velocity Based Site Coefficients Fa = 1.0 Fv = 1.5 Maximum Considered Spectral Response Acceleration Parameters SMs = Ss* Fa = 1.279*1.0 = 1.279 Smi = Si* Fv = 0.501 *1.5 = 0.752 Design Spectral Response Acceleration SDs = 2/3* Sms = 2/3*1.279 = 0.853 SD1 = 2/3* Smi = 2/3*0.752 = 0.501 Determine Seismic Design Category For Seismic Risk Category I Seismic Design Category Based on SDs = D Seismic Design Category Based on SD1 = D Fundamental Period Calculations Approximate = Ta = Cthn' = 0.02*250 75 = 0.22 seconds Maximum = Tmax = Ta*C„= 0.22*1.4 = 0.31 seconds Horizontal Structure Irregularities Type 1 b Torsional irregularity requirements shall not apply for flexible diaphragm buildings. Type 2, and 4 Increase design forces 25% for connections of diaphragms to vertical elements and to collectors and collectors to vertical elements. Vertical Structure Irregularities Type 4 Increase design forces 25% for connections of diaphragms to vertical elements and to collectors and collectors to vertical elements. Pane 9 of 947 1 Lateral Restraint Petschl Residence Redundancy For shear walls or wall piers with a height -to -length ratio greater than 1.0 where the removal of a shear wall of wall pier will not result in more than a 33% reduction in story strength p = 1.0 Direction of Loading Any column or wall that forms part of two or more intersecting seismic force resisting systems and is subject to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20% of the axial design strength of the column or wall shall be designed for the most critical load effect due to application of seismic forces in any direction. The components and their foundations shall be analyzed for 100% of the seismic forces in one direction plus 30% of the seismic forces in the perpendicular direction. Analysis Procedure For Seismic Design Category "D" use "Equivalent Lateral Force Analysis" Building Mass Distribution Level Tributary Areas (sf) Total Tributary Mass Framed Roof 05 psf) Framed Floors (15 psf) Framed Ext. Walls (15 psf) Framed Int. Walls (10 psf) Roof 3264 1251 998 83105 2 Floor 3534 2723 2124 115095 1 Floor 1 2636 1652 2006 84380 total 282580 Seismic Base Shear V=CSW Cs = Sos/(R/le) = 0.853/(6.5/1.0) = 0.131 � Controls Csmax = SD1/(T*(R/ le)) = 0.501/0.31*(6.5/1.0) = 0.249 Csmin = 0.044Sos le = 0.044*0.853*1.0 = 0.034 V = 0.131 *282580 = 37018 Ibs Pane in of 947 1 Lateral Restraint Petschl Residence Vertical Distribution of Base Shear F. = CvxV C. = (wxhxk)/(Yw;h k) K = 1.0 for T <_ 0.5 seconds Level Weight (Ibs) Height (ft) wxhxl 1w;h k C,x F. (Ibs) Roof 83105 27.5 2285388 5016781 0.456 16880 2 Floor 115095 17.5 2014163 5016781 0.402 14881 1 Floor 84380 8.5 717230 5016781 0.142 5257 Horizontal Shear Distribution and Torsion Distribution to Second Floor Shear Wall Lines Shear Panel Line Tributary Factor Story Shear Load from Above Redundancy Shear Panel Line Load (E) 1 0.0 16880 0 1.0 0 2 0.37 16880 0 1.0 6246 3 0.22 16880 0 1.0 3714 4 0.41 16880 0 1.0 6921 A 0.33 16880 0 1.0 5571 B 0.5 16880 0 1.0 8440 C 0.17 16880 0 1.0 2870 Distribution to First Floor Shear Wall Lines Shear Panel Line Tributary Factor Story Shear Load from Above Redundancy Shear Panel Line Load (E) 1 0.14 14881 0 1.0 2084 2 1 0.23 14881 6246 1 1.0 9669 3 0.22 14881 3714 1.0 6988 4 0.41 14881 6921 1.0 13022 A 0.33 14881 5571 1.0 10482 B 0.5 14881 1 8440 1.0 15881 C 0.17 14881 1 2870 1.0 5400 Panes 11 of 247 1 Lateral Restraint Petschl Residence Distribution to Basement Floor Shear Wall Lines Shear Panel Line Tributary Factor Story Shear Load from Above Redundancy Shear Panel Line Load (E) 2 0.23 5257 9669 1.0 10878 3 0.22 5257 6988 1.0 8145 A 0.33 5257 10482 1.0 12217 Story Drift Determination Wood Framed Shear Wall Deflections en = (Vn/977)1.114 Second Story Line V (lbs) v(Pli h (ft) E (psi) A (spin) Gt Vr ob/s) en (in) b (ft) des (in) to (in) k (kfin) 2 6246 416.4 11.5 1.70E+06 10.5 35000 138.8 0.02 15 0.0625 0.43 14.45 3 3714 209.24 11.5 1.70E+06 10.5 35000 104.62 0.01 17.75 0.0625 0.26 14.04 4 16921 1 413.19 91 1.70E+06 10.5 350001 137.731 0.021 16.75 0.06251 0.34 20.24 A 5571 216.35 9 1.70E+06 10.5 35000 108.17 0.02 25.75 0.0625 0.23 24.72 B 8440 1 602.86 9 1.70E+06 10.5 35000 150.714 0.03 14 0.0625 0.43 19.75 C 2870 410 9 1.70E+06 10.5 35000 136.667 0.02 7 0.0625 0.35 8.21 First Story Wall Line V (lbs) v(Og h (ft) E (psi) A (sqin) Gt V (lb/s) e„ (in) b (ft) des (in) to (in) k (Win) 1 2084 208.4 9 1.70E+06 10.5 35000 104.2 0.01 10 0.0625 0.22 9.46 2 9669 471.66 9 1.70E+06 10.5 35000 157.22 0.03 20.5 0.0625 0.40 23.97 3 6988 393.69 9 1.70E+06 10.5 35000 131.23 0.02 17.75 0.0625 0.32 21.73 4 13022 486.8 9 1.70E+06 10.5 35000 162.268 0.031 26.75 0.0625 0.42 31.09 A 10482 293.2 9 1.70E+06 10.5 35000 97.7343 0.01 35.75 0.0625 0.23 46.22 B 15881 1134.4 9 1.70E+06 10.5 35000 141.795 0.03 14 0.0625 0.56 28.61 C 5400 771.43 9 1.70E+06 10.5 35000 128.571 0.02 7 0.0625 0.44 12.22 Basement Story © L®. • :•: • � 1 1: 1 . .111 .�::1. I IC � I I:'/w 1 yJ® Panes 19 of 947 Story Drift 1 Lateral Restraint Petschl Residence 6, = Cd* dXe/I Second Story Wall Line A3e Cd I A3 2 0.43 4.0 1.0 1.72 3 0.26 4.0 1.0 1.04 4 0.34 4.0 1.0 1.36 A 0.23 4.0 1.0 0.92 B 0.43 4.0 1.0 1.72 C 0.35 4.0 1.0 1.40 First Story Wall Line 62e Cd I A2 1 0.22 4.0 1.0 0.88 2 0.40 4.0 1.0 1.60 3 0.32 4.0 1.0 1.28 4 0.42 4.0 1.0 1.68 A 0.23 4.0 1.0 0.92 B 0.56 4.0 1.0 2.24 C 0.44 4.0 1.0 1.76 Basement Story Wall Line ale Cd I Al 1 0.52 4.0 1.0 2.08 2 0.35 4.0 1.0 1.40 A 0.65 4.0 1.0 2.60 P-Delta Effects O = (Px*A)/(VxhsxCd) Omar = 0.5/ *Cd 15 0.25 Level PX A Vx hsx Cd O Omax 0.10 limit Roof 83105 1.72 16880 330 4.0 0.006 1.0 0.125 OK 2nd 115095 2.24 14881 210 4.0 0.02 1.0 0.125 OK 1 St 84380 2.6 5257 102 4.0 0.10 1.0 0.125 OK P-Delta effects not required Pane 13 of 247 MP 1 Lateral Restraint Petschl Residence Diaphragms Chords and Collectors Diaphragm Force Fpx = (2:Fi/ZWi)*cJpx Fpx max = OASDSICJpx Fpxmim = 0.2SDSIwpx Dia Story Story Sum of Sum of Divisor Max Min Force Weght Force Weight JFJJcJi Fpx Fpx max Fpx min Fx (Ibs) CWpx (Ibs) 7Fi (Ibs) ):CJi (Ibs) Roof 16880 83105 16880 83105 0.20 16621 28355 14177 2nd 14881 115095 31761 198200 0.16 18415 39270 19635 1st 5257 84380 37018 282580 0.13 10969 28790 14395 Increase design forces 25% for connections of diaphragms to vertical elements and to collectors and collectors to vertical elements. PanP 14 of 247 I Lateral Restraint Petschl Residence Diaphragm Design Note: design forces shall be increased by 25% for connections of diaphragms to vertical elements and to collectors and for connections of collectors to the vertical elements Roof Diaphragm 0 LO Loading 0 28'-0" 54'-0" Wz W1(wind) = 15316 / 54 = 284 plf Wl(seismic) = 16621 / 54 = 308 plf Wz(wh,d) = 15563 / 82 = 190 plf Wz(seismic) = 16621 / 82 = 203 plf Factored Unit Shear Loading Longitudinal Unit Shear Wind = 0.6*284*(54/2)/28 = 170 plf Longitudinal Unit Shear Seismic = 0.7*308*(54/2)/28 = 216 plf Transverse Unit Shear Wind = 0.6*190*(54/2)/25 = 124 plf Transverse Unit Shear Seismic = 0.7*203*(54/2)/25 = 154 plf W1 Pane 15 of 947 MP 1 Lateral Restraint Petschl Residence Longitudinal Chord Force Wind = 1.25*0.6*190*542/(8*25) = 2078 Ibs Longitudinal Chord Force Seismic = 1.25*0.7*203*542/(8*25) = 2590 Ibs Transverse Chord Force Wind = 1.25*0.6*284*542/(8*28) = 2773 Ibs Transverse Chord Force Seismic = 1.25*0.7*308*542/(8*28) = 3508 Ibs Diaphragm Shear Capacity For 5/8" plywood sheathing nailed with 10d nails at 6" edge and 12" field Blocked Diaphragm Allowable Unit Shear Wind = 755/2 = 378 plf Blocked Diaphragm Allowable Unit Shear Seismic = 540/2 = 270 plf Unblocked Diaphragm Allowable Unit Shear Wind = 505/2 = 252 plf Unblocked Diaphragm Allowable Unit Shear Seismic = 360/2 = 180 plf Chord Capacity For (2) 2x6 Plates Allowable Compression =[850*1.3*1.0*1.0*1.0*1.0*1.0]*2*1.5*5.5 = 18232 Ibs Diaphragm Chord Splice Tmax = 3508 Ibs Vaiiow = 118*1.6 = 188.8 Ibs/nail (for 16d nails) For (30) each 16d nails Tallow = 188.8*30 = 5664 Ibs Pane IS of 947 I Lateral Restraint Petschl Residence Second Floor Diaphragm 0 ;t LO Loading W1 28'-0" 61'-0" W2 W1(wind) = 18465 / 54 = 342 plf W1(seismic) = 19635 / 54 = 364 plf W2(wind) = 28887 / 89 = 325 pif W2(seismic) = 19635 / 89 = 221 plf Factored Unit Shear Loading Longitudinal Unit Shear Wind = 0.6*342*(54/2)/28 = 198 plf Longitudinal Unit Shear Seismic = 0.7*364*(54/2)/28 = 246 plf Transverse Unit Shear Wind = 0.6*325*(61/2)/25 = 238 plf Transverse Unit Shear Seismic = 0.7*221*(61/2)/25 = 189 plf Longitudinal Chord Force Wind = 1.25*0.6*325*612/(8*25) = 4535 Ibs Longitudinal Chord Force Seismic = 1.25*0.7*221 *612/(8*25) = 3598 Ibs Transverse Chord Force Wind = 1.25*0.6*342*542/(8*28) = 3339 Ibs Transverse Chord Force Seismic = 1.25*0.7*364*542/(8*28) = 4146 Ibs W1 Pane 17 of 247 1 Lateral Restraint Petschl Residence Diaphragm Shear Capacity For 3/4" plywood sheathing nailed with 10d nails at 6" edge and 12" field Blocked Diaphragm Allowable Unit Shear Wind = 895/2 = 448 plf Blocked Diaphragm Allowable Unit Shear Seismic = 640/2 = 320 plf Unblocked Diaphragm Allowable Unit Shear Wind = 600/2 = 300 plf Unblocked Diaphragm Allowable Unit Shear Seismic = 430/2 = 215 plf Chord Capacity For (2) 2x6 Plates Allowable Compression =[850*1.3*1.0*1.0*1.0*1.0*1.0]*2*1.5*5.5 = 18232 Ibs Diaphragm Chord Splice Tmax = 4535 Ibs Vauow = 118*1.6 = 188.8 Ibs/nail (for 16d nails) For (30) each 16d nails Tallow = 188.8*30 = 5664 lbs Shear Wall Design See following Enercalc reports Panes I of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 PriMed:11 JAN 2017, 125PM Wood Shear Wait File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Second Floor Shear Wall Line 2 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 5.0 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 9.0 ft Wood Grade: Stud Fc - Pdl = 850 psi Ft - Tension 450 psi Fc - Perp = 625 psi E 1400 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level: Level 1 Chord Size : 2x4 Chord Cf: Opening ID Dist to Opening Dist to Left Edge Width Bottom See Chord Summary Tables for number of Chords required at each panel end. Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 5.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening Height ft ft ft ft ft ft ft ft ft ft ft U Pana 19 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted:11 JAN 2017, 1:25PM Wood Shear Wall File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 Description : Second Floor Shear Wall Line 2 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (tt) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 1.986 2.154 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.002 +D+0.70E 1 301.6 380.0 OK Use 4" at panel edges,12" in field 1.80 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 2.7 +D+0.70E 1 2x4 1.27 Comp NGI Comp Values: Max. Down: 2.7 k Load Comb: +D+0.70E Max fc = 517 psi Allow Pc = 406 psi Tens Values: Max. Uplift: 2.7 k Load Comb :+D+0.70E Max ft = 517 psi Allow F't = 720 psi User -specified anchorage device : _... ---- --- .... __...... .......- --- ------ ..................... --------- C2 1 5.00 2.7 +D+0.70E ----- 1 --... 2x4 1.27 -- ...... Comp NGI Comp Values: Max. Down: 2.7 k Load Comb: +D+0.70E Max fc = 517 psi Allow F'c = 406 psi Tens Values: Max. Uplift: 2.7 k Load Comb: +D+0.70E Max ft = 517 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Panes 7n of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Shear Wall Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdrded: I i JAN 2017. 2:06PM :ile = N:TNGINE•11PETSCH-11FRAMIN-1.EC6 INC.1983-2016, Build:6.16.12.31. Ver.6.16.12.31 Description : Second Floor Shear Wall Line 3 General Information Calculations per NDs 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 17.750 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 11.50 ft Wood Grade: Stud Fc - Pdl = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathinq SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing,15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 20 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft it ft ft Cz Pana 91 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I life 1510CK Line b Printed: I I JAN 2017, 206PM Wood Shear Wall File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCAI-C, INC. 1963.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Second Floor Shear Wall Line 3 Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 11.50 0.0 0.0 0.0 0.0 3.424 3.714 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment HeighMdth Ratio Actual Allow Notes P1 1 0.003 +D+0.70E 1 146.5 260.0 OK Use 6" at panel edges, 12" in field 0.65 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 Comp Values: Max. Down: Tens Values: Max. Uplift: User -specified anchorage device 1.7 +D+0.70E 1 2x4 1.25 Comp NGI 1.7 k Load Comb :+D+0.70E Max fc = 321 psi Allow Pc = 258 psi 1.7 k Load Comb :+D+0.70E Max ft = 321 psi Allow F't = 720 psi Comp Values : Max. Down: Tens Values: Max. Uplift: User -specified anchorage device: Chord Naming Information: C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall .7 +D+0.70E 1.7 k Load Comb :+D+0.70E 1.7 k Load Comb :+D+0.70E 1 20 1.25 Max fc = 321 psi Max ft = 321 psi Comp Allow F'c = Allow Pt = NGI 258 psi 720 psi Pane 99 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & 'title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure iiie blOCK Line o Printed:11 JAN 2017, 1:35PM Wood Shear Waif File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Second Floor Shear Wall Line 4 General Information Total Wall Length Number of Storys Story #1 Height Sheathing Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 5.50 ft Framing & Chord Material : 1 Wood Species: Douglas Fir - Larch 9.0 ft Wood Grade: Stud Fc - Pdl = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plo : 6" Spac. 520 3" Spac. 980 4" Spac. 760. 2" Spac. 1280 Nominal Wind Shear Capacities (plo : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data ;,hord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of --plane of wall for story height Opening ID Dist to Opening Dist to Opening Story 1 --» Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft C1 P1 C2 Pane 93 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Protect Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 HMO: JAN 2017. 1:35PM WOOC� .Sear Wall File =N:IENGINE-11PETSCH-�11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 0.00.0 Description : Second Floor Shear Wall Line 4 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 2.095 2.273 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment HeightNVidth Ratio Actual Allow Notes P1 1 0.002 +D+0.70E 1 289.3 380.0 OK Use 4" at panel edges, 12" in field 1.64 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 2.6 +0+0.70E 1 2x6 0.40 Comp OK Comp Values: Max. Down: 2.6 k Load Comb: +D+0.70E Max fc = 316 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 2.6 k Load Comb :+D+0.70E Max ft = 316 psi Allow F't = 720 psi User -specified anchorage device : C2 1 5.50 2.6 +D+0.70E 1 2x6 0.40 Comp OK Comp Values: Max. Down: 2.6 k Load Comb :+D+0.70E Max fc = 316 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 2.6 k Load Comb :+D+0.70E Max ft = 316 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Pane 94 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure itle Block" selection. ,tle Block Line 6 Printed: I I JAN 2017, U5PNI Wood Shear Wail File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31. Ver.6.16.12.31 Description : Second Floor Shear Wall Line A General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 16.750 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 11.50 ft Wood Grade: Stud Fc - Pdl = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (pif) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data ;,hord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft story 1 —>> ft ft ft ft ft Ct ft ft ft ft ft Pf Pang 25 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:11 JAN 2017. 1:35PM Wood Shear Wall File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licenses: FRANKLIN PACIFIC Description : Second Floor Shear Wall Line A Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 11.50 0.0 0.0 0.0 0.0 5.055 5.571 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.004 +D+0.70E 1 232.8 260.0 OK Use 6" at panel edges,12" in field 0.69 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 2.7 +D+0.70E 1 2x6 0.60 Comp OK Comp Values : Max. Down: 2.7 k Load Comb :+D+0.70E Max fc = 325 psi Allow F'c = 537 psi Tens Values : Max. Uplift: 2.7 k Load Comb :+D+0.70E Max ft = 325 psi Allow Pt = 720 psi User -specified anchorage device : C2 1 16.75 2.7 +D+0.70E 1 2x6 0.60 Comp OK Comp Values: Max. Down : 2.7 k Load Comb: +D+0.70E Max fc = 325 psi Allow F'c = 537 psi Tens Values: Max. Uplift: 2.7 k Load Comb: +D+0.70E Max ft = 325 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L : Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Pane 76 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:21 FEB 2017, 2:47PM Wood Shear Wald File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Description : Second Floor Shear Wall Line B General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Total Wall Length 5.0 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 9.0ft Wood Grade: Stud Fc - PHI = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table : 4.3A Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft C2 Panes 77 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 ftted:21 FES 2017, 2:47PM Wood Shear Wall File =N:1ENGINE-1lPETSCH-11FRAMIN-1.EC6 11111 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Second Floor Shear Wall Line B Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 3.191 3.517 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.002 +D+0.70E 1 492.4 640.0 OK Use Tat panel edges, 12"infield 1.80 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 4.4 +D+0.70E 1 2x6 0.69 Comp OK Comp Values: Max. Down: 4.4 k Load Comb: +D+0.70E Max fc = 537 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 4.4 k Load Comb :+D+0.70E Max ft = 537 psi Allow Pt = 720 psi User -specified anchorage device: C2 1 5.00 4.4 +D+0.70E 1 2x6 0.69 Comp OK Comp Values: Max. Down: 4.4 k Load Comb :+D+0.70E Max fc = 537 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 4.4 k Load Comb :+D+0.70E Max ft = 537 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information: C : Item is a Chord L : Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Pane 9R of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed:11 JAN 2017, 137PM Wood Shear WallFlle=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6-16.12.31, Ver:6.16.12.31 r.rr:.r i Description : Second Floor Shear Wall Line C General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Total Wall Length 7.0 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 11.50 ft Wood Grade: Stud Fc - Pril = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category ; D Sheathing Main Sheathing SDPWS 2012 Construction Table : 4.3A Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft it It ft ft ft it it it it it C2 Panes 24 of '?47 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Primed: II JAN 2017, 1:37PM Wood Shear Wald File =N:%ENGINE-1%PETSCH-1%FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Second Floor Shear Wall Line C Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 11.50 0.0 0.0 0.0 0.0 2.604 2.870 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary 8 Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.002 +D+0.70E 1 287.0 380.0 OK Use 4" at panel edges,12" in field 1.64 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 3.3 +D+0.70E 1 2x6 0.75 Comp OK Comp Values: Max. Down: 3.3 k Load Comb :+D+0.70E Max fc = 400 psi Allow Pc = 537 psi Tens Values: Max. Uplift: 3.3 k Load Comb: +D+0.70E Max ft = 400 psi Allow F't = 720 psi User -specified anchorage device: C2 1 7.00 3.3 +D+0.70E 1 2x6 0.75 Comp OK Comp Values: Max. Down: 3.3 k Load Comb :+D+0.70E Max fc = 400 psi Allow F'c = 537 psi Tens Values: Max. Uplift: 3.3 k Load Comb :+D+0.70E Max ft = 400 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Panes sn of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Me Block Line 6 Printed: 11 JAN 2017, 1:56PM rWood Shear Wall File =N:IENGINE-1TETSCH-1TRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : First Floor Shear Wall Line 1 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 4.50 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 9.0 ft Wood Grade: Stud Fc - Pdl = 850 psi Ft - Tension 450 psi Fc - Perp = 625 psi E 1400 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table : 4.3A Wood Structural Panels, Sheathing,15/32" Thk,1-318" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6"Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (pID : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 "Chord Data 3hord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 in^2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft It It It ft ft ft it It C2 Pane 31 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 Printed: II JAN2017, 1:56PM Wood Shear Wall File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : First Floor Shear Wall Line 1 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 1.805 0.930 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.001 +D+0.60W 1 240.7 365.0 OK Use 6" at panel edges, 12" in field 2.00 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 2.2 +D+0.60W Comp Values: Max. Down: 2.2 k Tens Values: Max. Uplift: 2.2 k User -specified anchorage device : 1 2x6 0.34 Comp OK Load Comb :+D+0.60W Max fc = 263 psi Allow F'c = 780 psi Load Comb: +D+0.60W Max ft = 263 psi Allow F't = 720 psi C2 1 4.50 2.2 +D+0.60W 1 2x6 0.34 Comp OK Comp Values: Max. Down: 2.2 k Load Comb :+D+0.60W Max fc = 263 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 2.2 k Load Comb: +D+0.60W Max ft = 263 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft Pc 2.50 ksi Rebar Cover 3.0 in Wall Length 4.50 ft Fy 60.0 ksi Footing Thickness 10.0 in Dist. Right 1.0 ft Width 18.0ft Total Ftg Length 6.50 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 125.0 psf @ Left Side of Footing 125.0 psf _ .... goveming load comb D Only .... governing load comb +0.60D+0.70E @ Right Side of Footing 209.020 psf @ Right Side of Footing 209.020 psf .... governing load comb +D+0.60W .... governing load comb +0.60D+0.70E Footing One -Way Shear Check... Overturning Stability... @ Left End of Ftg (@ Right End of Ftg vu @ Left End of Footing 0.7295 psi Overturning Moment 10.650 k-ft 10.650 k-ft vu @ Right End of Footing 1.188 psi Resisting Moment 28.519 k-ft 28.519 k-ft vn' phi : Allowable 85.0 psi Stability Ratio 2.678 :1 2.678:1 .... governing load comb +0.60D+0.60W +0.60D+0.60W Footing Bending Design... Left End 0 Right End Mu 1.125 k-ft 1.804 k-ft Ru 1.417 psi 2.272 psi As % Req'd 0.00180 in12 0.00180 in"2 As Req'd in Footing Width 2.722 inA2 2.722 inA2 Pane 32 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Me Block Line 6 Printed: 11 JAN2017, 2:09PM Wood Shear Wall File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.19a2016, Build:6.16.12.31, Ver.6.16.12.31 I Description : First Floor Shear Wall Line 2 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Total Wall Length 7.50ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 9.0ft Wood Grade: Stud Fc - Prll = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: UA Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plt : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data ,>ord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft C2 Pana 33 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 NnWl:II JAN2017, 2:09PM File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 Wood Shear Wail ENERCALC, INC.1963-2016, euild:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC' Description : First Floor Shear Wall Line 2 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 4.538 3.538 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.003 +D+0.60W 1 363.0 365.0 OK Use 6" at panel edges,12" in field 1.20 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 3.3 +D+0.60W 1 2x6 0.51 Comp OK Comp Values: Max. Down : 3.3 k Load Comb :+D+0.60W Max fc = 396 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 3.3 k Load Comb: +D+0.60W Max ft = 396 psi Allow F't = 720 psi User -specified anchorage device: C2 1 7.50 3.3 +D+0.60W 1 2x6 0.51 Comp OK Comp Values: Max. Down: 3.3 k Load Comb :+D+0.60W Max fc = 396 psi Allow Pc = 780 psi Tens Values: Max. Uplift: 3.3 k Load Comb: +D+0.60W Max ft = 396 psi Allow F't = 720 psi User -specified anchorage device: Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Panes .4 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Protect Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. ille Block Linee,6 Pmded: 11 JAN 2017. 2:10PM Shear Wail File .Sh WOOd ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 Description : First Floor Shear Wall Line 3 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Total Wall Length 17.750ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 9.0 ft Wood Grade: Stud Fc - Pdl = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathino SDPWS 2012 Construction Table : 4.3A Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (pig: 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data ,3hord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 44 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 12.250 inA2 AEI chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft Panes 3S of 747 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I Me 131OCK Line u POW: Ii JAN2017, 2:11013M Wood Shear Wall File =N:IENGINE-11PETSCH-1IFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : First Floor Shear Wall Line 3 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 9.779 6.988 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment HeightlWidth Ratio Actual Allow Notes P1 1 0.006 +D+0.60W 1 330.6 365.0 OK Use Vat panel edges,12" in field 0.51 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 3.0 +D+0.60W 1 40 0.60 Comp OK Comp Values: Max. Down: 3.0 k Load Comb :+D+0.60W Max fc = 243 psi Allow F'c = 406 psi Tens Values: Max. Uplift: 3.0 k Load Comb :+D+0.60W Max ft = 243 psi Allow F't = 720 psi User -specified anchorage device: C2 1 17.75 3.0 +D+0.60W 1 4x4 0.60 Comp OK Comp Values: Max. Down: 3.0 k Load Comb :+D+0.60W Max fc = 243 psi Allow F'c = 406 psi Tens Values: Max. Uplift: 3.0 k Load Comb :+D+0.60W Max ft = 243 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Pan- 16 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure nie CIOCK Line I7 Printed: I I JAN 2017, 2:14PM r ood Shear Wall File =N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : First Floor Shear Wall Line 4 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 5.50 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 9.0 ft Wood Grade: Stud Fc - Prll = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft It ft ft Cz Pane 37 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 11 JAN 2017, 2:14PM Wood Shear Wall File=N:IENGINE-ITETSCH-IIFRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 ' KW-06008601 Licensee: FRANKLIN PACIFIC Description : First Floor Shear Wall Line 4 ADelied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 3.748 2.677 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.002 +D+0.60W 1 408.9 532.5 OK Use 4" at panel edges,12" in field 1.64 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 3.7 +D+0.60W 1 2x6 0.57 Comp OK Comp Values: Max. Down: 3.7 k Load Comb :+D+0.60W Max fc = 446 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 3.7 k Load Comb :+D+0.60W Max ft = 446 psi Allow Pt = 720 psi User -specified anchorage device : C2 1 5.50 3.7 +D+0.60W 1 2x6 0.57 Comp OK Comp Values: Max. Down: 3.7 k Load Comb :+D+0.60W Max fc = 446 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 3.7 k Load Comb :+D+0.60W Max ft = 446 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L: Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 5.50 ft Fy 60.0 ksi Footing Thickness 10.0 in Dist. Right 1.0 ft Width 18.0 ft Total Ftg Length 7.50 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 125.0 psf @ Left Side of Footing 125.0 psf .... governing load comb D Only .... goveming load comb +0.60D+0.70E @ Right Side of Footing 256.191 psf @ Right Side of Footing 256.191 psf .... governing load comb +D+0.60W .... governing load comb +0.60D+0.70E Footing One -Way Shear Check... Overturning Stability... (a) Left End of Ftg {a) Right End of Ftg vu @ Left End of Footing 0.7295 psi Overturning Moment 22.113 k-ft 22.113 k-ft vu @ Right End of Footing 1.452 psi Resisting Moment 37.969 k-ft 37.969 k-ft vn * phi : Allowable 85.0 psi Stability Ratio 1.717 :1 1.717:1 .... governing load comb +0.60D+0.60W +0.60D+0.60W Footing Bending Design... Left End (a) Right End Mu 1.125 k-ft 2.201 k-ft Ru 1.417 psi 2.772 psi As % Req'd 0.00180 in12 0.00180 in12 As Req'd in Footing Width 2.722 in12 2.722 in12 Pane 3R of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure me blOCK Line o Printed:11 JAN2017, 221PM Wood Shear Walt File=N:1ENGINE•11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : First Floor Shear Wall Line A General Information Total Wall Length Number of Storys Story #1 Height Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 5.50 ft Framing & Chord Material : 1 Wood Species: Douglas Fir - Larch 9.0 ft Wood Grade: Stud Fc - PHI = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC :Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-318" Min Pen, 8d Nominal Seismic Shear Capacities (plo : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (pif) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height it It ft It ft ft ft ft ft it it Cz Pant- 39 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:11 JAN 2017, 221PM Wood Shear Wall 1-110= :ltNUIM-W'tIJl:„'1vwwroln•1.tw ' ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : First Floor Shear Wall Line A Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 2.292 2.155 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment HeightAidth Ratio Actual Allow Notes P1 1 0.002 +D+0.70E 1 274.3 380.0 OK Use 4" at panel edges,12" in field 1.64 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 2.5 +D+0.70E 1 2x6 0.38 Comp OK Comp Values: Max. Down: 2.5 k Load Comb :+D+0.70E Max fc = 299 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 2.5 k Load Comb :+D+0.70E Max ft = 299 psi Allow Pt = 720 psi User -specified anchorage device: C2 1 5.50 2.5 +D+0.70E 1 2x6 0.38 Comp OK Comp Values: Max. Down: 2.5 k Load Comb :+D+0.70E Max fc = 299 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 2.5 k Load Comb :+D+0.70E Max ft = 299 psi Allow F't = 720 psi User -specified anchorage device: Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Panes 40 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnled:21 FEB2017. 2:48PM Wood Shear Wall File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.1.16, Ver:6.17.1.16 0.10,i Description : First Floor Shear Wall Line B General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Total Wall Length 4.50ft Number of Storys 1 Story #1 Height 9.0 ft Sheathing Main Sheathin SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plo 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : S Level 1 Chord Size : 46 Chord Cf: Comp: 1. Framing & Chord Material : Wood Species: Douglas Fir - Larch Wood Grade: Stud Fc - Prll = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing in 2nd Side SDPWS 2008 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plo : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 ee Chord Summary Tables for number of Chords required at each panel end. 0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 19.250 in12 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft Cz Pane 41 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title 131ock Line 6 Pdnted:21 FEB 2017, 2:48PM Wood Shear Wall File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description : First Floor Shear Wall Line B _Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 6.610 6.214 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.004 +D+0.70E 2 966.6 980.0 OK Use 3" at panel edges, 12" in field 2.00 3.50 Side 1 OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C7 1 0.00 8.7 +D+0.70E 1 46 0.58 Comp OK Comp Values: Max. Down: 8.7 k Load Comb :+D+0.70E Max fc = 452 psi Allow PC = 780 psi Tens Values : Max. Uplift: 8.7 k Load Comb :+D+0.70E Max ft = 452 psi Allow F't = 720 psi User -specified anchorage device : C2 1 4.50 8.7 +D+0.70E 1 4x6 0.58 Comp OK Comp Values: Max. Down: 8.7 k Load Comb :+D+0.70E Max fc = 452 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 8.7 k Load Comb :+D+0.70E Max ft = 452 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L : Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft Wall Length 4.50 ft Dist. Right 1.0 ft Total Ftg Length 6.50 ft Max Factored Soil Pressures @ Left Side of Footing 125.0 psf .... governing load comb D Only @ Right Side of Footing 1,664.88 psf .... governing load comb +D+0.70E Footing One -Way Shear Check... vu @ Left End of Footing 0.7295 psi vu @ Right End of Footing 7.642 psi vn' phi : Allowable 85.0 psi Footing Bending Design... Left End Mu 1.125 k-ft Ru 1.417 psi As % Req'd 0.00180 in12 As Req'd in Footing Width 2.722 inA2 fc 2.50 ksi Fy 60.0 ksi Rebar Cover 3.0 in Footing Thickness 10.0 in Width 18.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 125.0 psf .... governing load comb +0.60D+0.70E @ Right Side of Footing 1,664.88 psf .... governing load comb +0.60D+0.70E Overturning Stability... P Left End of Ftg Right End of Ftg Overturning Moment 42.773 k-ft 42.773 k-ft Resisting Moment 28,519 k-ft 28.519 k-ft Stability Ratio 0.6667 :1 0.6667 :1 .... governing load comb +0.60D+0.70E +0.60D+0.70E lja� Right End 6.765 k-ft 8.522 psi 0.00180 in12 2.722 in^2 Panes 49 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Shear Wall Description : First Floor Shear Wall Line C General Information Total Wall Length Number of Storys Story #1 Height Sheathing Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:11 JAN 2017. 235PM "Ile = N:1tNUINt" 11Nt I bUH-11FKAMIN-1.tGb INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 7.0 ft Framing & Chord Material : 1 Wood Species: Douglas Fir - Larch 9.0 ft Wood Grade: Stud Fc - Pdl = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC :Seismic Design Category : D Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plo 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plo: 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level : S Level 1 Chord Size: 46 Chord Cf-. Comp: 1. Sheathing in 2nd Side SDPWS 2008 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plo : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 ee Chord Summary Tables for number of Chords required at each panel end. 0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 19.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft It ft ft ft ft ft ft ft It Cz Panes 43 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing t£ Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: I I JAN 2017, 2:35PM Wood Shear Wall FIe=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016. Build:6.16.12.31, Ver:6.16.12.31 Description : First Floor Shear Wall Line C Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 0.0 0.0 0.0 0.0 5.743 5.40 Shear Panel Summary - Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.004 +D+0.70E 2 540.0 760.0 OK Use 4" at panel edges, 12" in field 1.29 3.50 Side 1 0K Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 4.9 +D+0.70E 1 4x6 0.32 Comp OK Comp Values: Max. Down: 4.9 k Load Comb: +D+0.70E Max fc = 252 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 4.9 k Load Comb :+D+0.70E Max ft = 252 psi Allow F't = 720 psi User -specified anchorage device: C2 1 7.00 4.9 +D+0.70E 1 4x6 0.32 Comp OK Comp Values : Max. Down : 4.9 k Load Comb :+D+0.70E Max fc = 252 psi Allow F'c = 780 psi Tens Values: Max. Uplift: 4.9 k Load Comb :+D+0.70E Max ft = 252 psi Allow F't = 720 psi User -specified anchorage device : Chord Naming Information : C : Item is a Chord L : Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft Wall Length 7.0 ft Dist. Right 1.0 ft Total Ftg Length 9.0 ft Max Factored Soil Pressures @ Left Side of Footing 125.0 psf .... governing load comb D Only @ Right Side of Footing 312.339 psf .... governing load comb +0.60D+0.70E Footing One -Way Shear Check... vu @ Left End of Footing 0.7295 psi vu @ Right End of Footing 1.735 psi vn' phi : Allowable 85.0 psi Footing Bending Design... 0 Left End Mu 1.125 k-ft Ru 1.417 psi As % Req'd 0.00180 inA2 As Req'd in Footing Width 2.722 inA2 Pc 2.50 ksi Rebar Cover 3.0in Fy 60.0 ksi Footing Thickness 10.0 in Width 18.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 125.0 psf .... governing load comb +0.60D+0.70E @ Right Side of Footing 312.339 psf .... governing load comb +0.60D+0.70E Overturning Stability... Pa Left End of Ftg Ca) Right End of Ftg Overturning Moment 37.170 k-ft 37.170 k-ft Resisting Moment 54.675 k-ft 54.675 k-ft Stability Ratio 1.471 :1 1.471 :1 .... governing load comb +0.60D+0.70E +0.60D+0.70E 0 Right End 2.594 k-ft 3.268 psi 0.00180 inA2 2.722 inA2 Pane 44 of 947 Title Block Line 1 ProjectTitie: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr, Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 PriMed:11 JAN 2017, 2.38PM WOOCI Shear Wall File=NAIRNGINE•1TETSCH-11FRAMIN-1.EC6 ' ENERCALC, INC.1983-2016, Build:6.16.12.31. Ver:6.16.12.31 Description : Basement Floor Shear Wall Line 2 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 11.0 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 8.0 ft Wood Grade: Stud Fc - Pdl = 850 psi Ft - Tension 450 psi Fc - Perp = 625 psi E 1400 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathinq SDPWS 2012 Construction Table : 4.3A Wood Structural Panels, Sheathing,15132" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Sheathing in 2nd Side SDPWS 2008 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15132" Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 44 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 : 1 Chord Area = 12.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft, ft ft ft ft ft ft ft Panes 45 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:11 JAN2017, 238PM Wood Shear Wall File =N:IENGINE-IIPETSCH-�11FRAMIN-1.EC6 ENERCALC, INC.1963.2016, Build:6.16.12.31, Ver:6.16.12.31 r.ii:.0• Description : Basement Floor Shear Wall Line 2 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 8.0 0.0 0.0 0.0 0.0 14.432 10.878 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.009 +D+0.60W 2 787.2 1,065.0 OK Use 4" at panel edges,12" in field 0.73 3.50 Side 1 OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 6.3 +D+0.60W 1 40 1.03 Comp NGI Comp Values: Max. Down: 6.3 k Load Comb :+D+0.60W Max fc = 514 psi Allow Pc = 499 psi Tens Values : Max. Uplift: 6.3 k Load Comb :+D+0.60W Max ft = 514 psi Allow F't = 720 psi User -specified anchorage device : C2 1 11.00 6.3 +D+0.60W 1 4x4 1.03 Comp NGI Comp Values: Max. Down: 6.3 k Load Comb :+D+0.60W Max fc = 514 psi Allow F'c = 499 psi Tens Values : Max. Uplift: 6.3 k Load Comb :+D+0.60W Max ft = 514 psi Allow F't = 720 psi User -specified anchorage device: Chord Naming Information : C : Item is a Chord L : Followed by level number # : Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 11.0 ft Fy 60.0 ksi Footing Thickness 12.0 in Dist. Right 1.0 ft Width 2.0ft Total Ftg Length 13.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 150.0 psf @ Left Side of Footing 150.0 psf .... governing load comb D Only .... governing load comb +0.60D+0.70E @ Right Side of Footing 150.0 psf @ Right Side of Footing 150.0 psf .... governing load comb D Only .... governing load comb +0.60D+0.70E Footing One -Way Shear Check... Overturning Stability... C& Left End of Ftg Right End of Ftg vu Left End of Footing @ 9 0.4085 psi Overturning Moment 77.933 k-ft 77.933 k-ft vu @ Right End of Footing 0.4085 psi Resisting Moment 15.210 k-ft 15.210 k-ft vn' phi: Allowable 85.0 psi Stability Ratio 0.1952 : 1 0.1952:1 .... governing load comb +0.60D+0.60W +0.60D+0.60W Footing Bending Design... Left End Pa Right End Mu 0.150 k-ft 0.150 k-ft Ru 1.029 psi 1.029 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.3888 inA2 0.3888 inA2 Panes 46 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 PdnW:11 JAN 2017, 2:40PM Mood Shear Wall File =N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Basement Floor Shear Wall Line 3 General Information Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 17.750ft Framing & Chord Material: Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 8.0 ft Wood Grade: Stud Fc - Prll = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15132" Thk,1-318" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (plf) : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 44 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 :1 Chord Area = 12.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft It ft U Pane 47 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:11 JAN 2017, 2:40PM Wood Shear W81� File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ' ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Basement Floor Shear Wall Line 3 lied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 8.0 0.0 0.0 0.0 0.0 11.720 8.145 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment P1 1 0.007 +D+0.60W 1 396.2 Chord Summary Dist from Chord Level Left Force ID # (ft) (kips) Load Comb C1 1 0.00 3.2 +D+0.60W Comp Values: Max. Down: 3.2 k Load Comb :+D+0.60W Tens Values: Max. Uplift: 3.2 k Load Comb :+D+0.60W User -specified anchorage device : C2 1 17.75 3.2 +D+0.60W Comp Values: Max. Down: 3.2 k Load Comb :+D+0.60W Tens Values: Max. Uplift: 3.2 k Load Comb :+D+0.60W User -specified anchorage device: Chord Naming Information: C : Item is a Chord L : Followed by level number WL : Indicates Chord is on left edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft fc 2.50 ksi Wall Length 17.750 ft Fy 60.0 ksi Dist. Right 1.0 ft Total Ftg Length 19.750 ft Max Factored Soil Pressures @ Left Side of Footing 150.0 psf .... governing load comb D Only @ Right Side of Footing 1,626.19 psf .... governing load comb +D+0.70E Height/Width Ratio Actual Allow Notes 532.5 OK Use 4" at panel edges,12" in field 0.45 3.50 Ratio OK CHORD DESIGN SUMMARY # Req"d Member Stress @ Location Size Ratio Governs Status 1 44 0.52 Comp OK Max fc = 259 psi Allow F'c = 499 psi Max ft = 259 psi Allow F't = 720 psi 1 4x4 0.52 Comp OK Max fc = 259 psi Allow F'c = Max ft = 259 psi Allow Pt = # : Followed by chord number from left to right WR : Indicates Chord is on right edge of wall Rebar Cover 3.0 in Footing Thickness 12.0 in Width 2.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 150.0 psf .... governing load comb +0.60D+0.70E @ Right Side of Footing 1,626.19 psf .... governing load comb +0.60D+0.70E 499 psi 720 psi Footing One -Way Shear Check... Overtuming Stability... Left End of Ftg Right End of Ftg vu @ Left End of Footing 0.4085 psi Overturning Moment 63.288 k-ft 63.288 k-ft vu @ Right End of Footing 4.277 psi Resisting Moment 35.106 k-ft 35.106 k-ft vn * phi: Allowable 85.0 psi Stability Ratio 0.5547 :1 0.5547 :1 .... governing load comb +0.60D+0.60W +0.60D+0.60W Footing Bending Design... A Left End Cod Right End Mu 0.150 k-ft 1.477 k-ft Ru 1.029 psi 10.133 psi As % Req'd 0.00180 inA2 0.00180 in^2 As Req'd in Footing Width 0.3888 inA2 0.3888 in^2 Pane 4R of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Me Block Line 6 fttad:11 JAN 2017, 2A2PM rwood .Shear Wall File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Basement Floor Shear Wall Line A General Information Calculations per Nos 2012, IBC 2012, CBC 2013, ASCE 7.10 Total Wall Length 12.0 ft Framing & Chord Material : Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 8.0 ft Wood Grade: Stud Fc - Prll = 850.0 psi Ft - Tension 450.0 psi Fc - Perp = 625.0 psi E 1,400.0 ksi Specific Gravity = 0.50 SDC :Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32"Thk,1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac. 520 3" Spac. 980 4" Spac. 760 2" Spac. 1280 Nominal Wind Shear Capacities (pig : 6" Spac. 730 3" Spac. 1370 4" Spac. 1065 2" Spac. 1790. . -, Chord Data 3hord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 44 Chord Cf. Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 12.250 in^2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft It It ft ft ft ft ft ft ft ft C2 Pane 49 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing 8 Structure Title Block" selection. Title Block Line 6 Printed:11 JAN2017, 2:42PM Wood Shear Wall File =N:1ENGINE-1tPETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : easement Floor Shear Wall Line A Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 8.0 0.0 0.0 0.0 0.0 8.392 6.109 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary 8 Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.005 +D+0.60W 1 419.6 532.5 OK Use 4" at panel edges, 12" in field 0.67 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C7 1 0.00 3.4 +D+0.60W 1 44 0.55 Comp OK Comp Values: Max. Down: 3.4 k Load Comb :+D+0.60W Max fc = 274 psi Allow Pc = 499 psi Tens Values: Max. Uplift: 3.4 k Load Comb :+D+0.60W Max ft = 274 psi Allow F't = 720 psi User -specified anchorage device : C2 1 12.00 3.4 +D+0.60W 1 44 0.55 Comp OK Comp Values: Max. Down: 3.4 k Load Comb :+D+0.60W Max fc = 274 psi Allow F'c = 499 psi Tens Values: Max. Uplift: 3.4 k Load Comb :+D+0.60W Max ft = 274 psi Allow Pit = 720 psi User -specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 12.0 ft Fy 60.0 ksi Footing Thickness 12.0in Dist. Right 1.0 ft Width 1.50ft Total Fig Length 14.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 150.0 psf @ Left Side of Footing 150.0 psf .... governing load comb D Only .... governing load comb +0.60D+0.70E @ Right Side of Footing 150.0 psf @ Right Side of Footing 150.0 psf .... governing load comb D Only .... governing load comb +0.60D+0.70E Footing One -Way Shear Check... Overturning Stability... @ Left End of Ftg A Right End of Ftg vu @ Left End of Footing 0.4085 psi Overturning Moment 45.317 k-ft 45.317 k-ft vu @ Right End of Footing 0.4085 psi Resisting Moment 13.230 k-ft 13.230 k-ft vn . phi : Allowable 85.0 psi Stability Ratio 0.2919 :1 0.2919 :1 .... governing load comb +0.60D+0.60W +0.60D+0.60W Footing Bending Design... Left End (@ Right End Mu 0.1125 k-ft 0.1125 k-ft Ru - 1.029 psi 1.029 psi As % Req'd 0.00180 in12 0.00180 in12 As Req'd in Footing Width 0.2916 in12 0.2916 in12 Pane 50 of 947 2 Roof Framing Petschl Residence Project Petschl Residence Job No Designer Justin J Franklin Date 01-09-17 . Pages Scope: Analysis and design of roof framing. Design Information: Roof Dead Load = 15 psf Roof Snow Load = 25 psf Design Notes: Load Combination (IBC 1605.3.1) D+F D+H+F+L D+H+F+(Lr or S or R) D+H+F+0.75(L)+0.75(Lr or S or R) D+H+F+(0.6W or 0.7E) D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R) D+H+F+0.75(0.7E)+ 0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H Panes 51 of 947 2 Roof Framing Petschl Residence Roof Framing Elements PaaP 59 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:16 JAN 2017,12:11PM rwood Beam File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31. Ver:6.16.12.31 Description : car decking -roof CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination t BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling m o04951 Lr(0.00661 L(0.006251 i T i V 3.50 X 2.50 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020, L = 0.0250 ksf, Tributary Width = 0.330 ft, (tributary roof loading) DESIGN SUMMARY • Maximum Bending Stress Ratio 0.1751 1 Maximum Shear Stress Ratio = 0.044 : 1 Section used for this span 3.50 X 2.50 Section used for this span 3.50 X 2.50 fb : Actual = 262.41 psi fv : Actual = 7.92 psi FB : Allowable = 1,500.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 6.310 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio = 1813>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.094 in Ratio = 831 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm C t C L Moment Values M fb Pb V Shear Values fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.088 0.022 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.04 119.00 1350.00 0.02 3.59 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.175 0.044 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.08 262.41 1500.00 0.05 7.92 180.00 O+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.125 0.031 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.07 233.73 1875.00 0.04 7.05 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.069 0.017 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.04 119.00 1725.00 0.02 3.59 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.167 0.042 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.09 312.60 1875.00 0.06 9.43 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pane 53 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 16 JAN 2017,12:1 1PM Wood Beam File =N:IENGINE-11PETSCH-11FRAMIN•1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 i.00:.i • Description : car decking -roof Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Length = 6.50 ft 1 0.131 0.033 1.15 1.500 +D+0.60W+H 1.500 Length = 6.50 ft 1 0.050 0.012 1.60 1.500 +D+0.70E+H 1.500 Length = 6.50 It 1 0.050 0.012 1.60 1.500 +D+0.750Lr+0.750L+0.450W+H 1.500 Length = 6.50 ft 1 0.130 0.033 1.60 1.500 +D+0.750L+0.750S+0.450W+H 1.500 Length = 6.50 ft 1 0.094 0.024 1.60 1.500 +D+0.750L+0.750S+0.5250E+H 1.500 Length = 6.50 It 1 0.094 0.024 1.60 1.500 +0.60D+0.60W+0.60H 1.500 Length = 6.50 ft 1 0.030 0.007 1.60 1.500 +0.60D+0.70E+0.60H 1.500 Length = 6.50 ft 1 0.030 0.007 1.60 1.500 Overall Maximum Deflections C i C r C m C t C L Moment Values M fb Fb V Shear Values fv Fv 1.00 1.00 1.00 1.00 1.00 0.07 226.56 1725.00 0.04 6.84 207.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.04 119.00 2400.00 0.02 3.59 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.04 119.00 2400.00 0.02 3.59 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.09 312.60 2400.00 0.06 9.43 288.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.07 226.56 2400.00 0.04 6.84 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.07 226.56 2400.00 0.04 6.84 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.02 71.40 2400.00 0.01 2.15 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.02 71.40 2400.00 0.01 2.15 288.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. W Dell Location in Span +D+0.750Lr+0.750L+0.450W+H 1 0.0938 3.274 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.058 0.058 Overall MINimum 0.013 0.013 +D+H 0.022 0.022 +D+L+H 0.049 0.049 +D+Lr+H 0.044 0.044 +D+S+H 0.022 0.022 +D+0.750Lr+0.750L+H 0.058 0.058 +D+0.750L+0.750S+H 0.042 0.042 +D+0.60W+H 0.022 0.022 +D+0.70E+H 0.022 0.022 +D+0.750Lr+0.750L+0.450W+H 0.058 0.058 +D+0.750L+0.750S+0.450W+H 0.042 0.042 +D+0.750L+0.750S+0.5250E+H 0.042 0.042 +0.60D+0.60W+0.60H 0.013 0.013 +0.60D+0.70E+0.60H 0.013 0.013 D Only 0.022 0.022 Lr Only 0.021 0.021 L Only 0.027 0.027 S Only W Only E Only H Only Panes 94 of 947 it F O R T E` MEMBER REPORT Level, Joist 1 1 piece(s) 11 7/8" T3I@ 360 @ 24" OC PASSED + 0 2 1.75r i 16 , 22" o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 605 @ 5 1/2" 1242 (1.75") Passed (49%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 605 @ 5 1/2" 1961 Passed (31%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 2275 @ 7' 11 13/16" 7107 Passed (32%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.173 @ 8' 1" 0.516 Passed (U999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.275 @ 8' 7/8" 0.774 Passed (U676) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (1-/360) and TL (LJ240). Overhang deflection critera: LL (2L/360) and TL (2U240)- Bmcing (W): All compression edges (top and bottom) must be braced at 5' 5 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Supports Beating Length Loads to Supports (Ibs) Accessories Total Avaliable Required Dead RLive Snow Total 1 - Hanger on 11 7/8" PSL beam 5.50" Hanger, 1.75" / - 2 240 321 401 962 See note 1 2 - Beveled Plate - DF 5.50" 5.50" 3.50" 310 410 512 1232 Blocking ckIng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners System : Roof Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO Member Pitch: 1.75/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Top Mount Hanger LBV2.37/11.88X U8 2.50" 6-10d common 4-10d common 2-10d x 1-1/2 1 Web Stiffeners Loads Location (Side) Spacing Dead (0.90) Roof t.lve (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 18' 2" 24" 15.0 20.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator A SUSTAINABLE FORESTRY INMATIVE I Forte Software Operator I Job Notes I Justin Franklin Franklin Pacific Structural LLC (206) 734-6971 justinfranklin@franklinpaciftc.net 1/17/2017 7:12:26 AM Forte v5.1, Design Engine: V6.5.1.1 joist.4te Pane SS nfP)ve1 Of 1 F 0 R T E " MEMBER REPORT Level, Joist 1 piece(s) 11 7/8" TJI® 360 @ 16" OC PASSED Overall Length: 27' 11" 0 25 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 745 @ 1' 2 3/4" 3450 (5.25") Passed (22%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 636 @ 1' 5 1/2" 1961 Passed (32%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 4293 @ 13' 11 1/2" 7107 Passed (60%) 1.15 1.0 D + 1.0 5 (Alt Spans) Live Load Defl.(in) 0.796 @ 13' 11 1/2" 0.849 Passed (L/384) - 1.0 D + 1.0 5 (Alt Spans) Total Load Defl. (in) 1.271 @ 13' 11 1/2" 1.273 Passed (1-/240) - 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (1-/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 11 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. i ISupport, Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - DF 5.50" 5.50" 3.50" 279 373 466 ills Blocking 2 - Stud wall - DF 5.50" 5.50" 3.50" 279 373 466 1118 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads Location (Side) Spacing Dead (0.90) Roof Live (ron-snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 271 11" 16" 15.0 20.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cDm/servioes/s_CDdeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator I Job Notes Justin Franklin Franklin Pacific Structural LLC (206)734-6971 justintranklin@franklinpacific.net System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch: 0/12 (25) SUSTAINABLE FORESTRY INITIATIVE 1/11/2017 4:02:34 PM Forte v5.1, Design Engine: V6.5.1.1 joist.4te pans 56 of 1 Of 1 �f F (DR 7 E `' MEMBER REPORT Level, Joist 3 iJl I� III t! 1 piece(s) 11 7/8" TJI@ 360 @ 24" OC PASSED Overall Slowed Lenoth: 17' 9 15/16" 15' 6" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 2' + 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 617 @ 2 1/2" 1731 (3.50") Passed (36%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 593 @ 3 1/2" 1961 Passed (30%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (R-Ibs) 2240 @ 7' 8 1/8" 7107 Passed (32%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.167 @ T 9 1/16" 0.510 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.265 @ 78 15/16" 0.765 Passed (L/692) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (21-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at S' 5 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Snow Total 1 - Beveled Plate - OF 3.50" 3.50" 1.75" 231 308 385 924 Blocking 2 - Beveled Plate - OF 3.50" 3.50" 3.50" 299 395 494 1188 Blocking idng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.1S) Comments 1 - Uniform (PSF) 0 to 17' 6" 24" 15.0 20.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.mm/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 1.75/12 1 SUSTAINABLE FORESTRY INITIATIVE I Forte Software Operator I Job Notes I Justin Franklin Franklin Pacific Structural LLC (206) 734-6971 justinfranklin@franklinpacific.net 1/11/20174:02:48 PM Forte v5.1, Design Engine: V6.5.1.1 joist.4te Pane 57 ofpw 1 Of 1 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing Structure Title Block" selection. Title Block Line 6 Printed:16 JAN 2017,12:10PM Wood Beam File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam la CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade ; Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.151875)1- 0.2025) S(0.253125) ♦ ♦ 3.5x11.25 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width=10.125 ft, (tributary roof loading) DESIGN SUMMARY = • Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.326 :1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual = 2,037.04 psi fv : Actual = 108.82 psi FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.750ft Location of maximum on span = 14.595ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.398 in Ratio = 467>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.656 in Ratio = 283>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.307 0.164 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4,93 801.47 2610.00 1.12 42.81 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =15.50 ft 1 0.276 0.148 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.93 801.47 2900.00 1.12 42.81 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.494 0.264 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.01 1,789.93 3625.00 2.51 95.62 362.5 +D+S+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.611 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.53 2,037.04 3335.00 2.86 108.82 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.426 0.227 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.49 1,542.81 3625.00 2.16 82.42 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Pane SR of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Ale Block Line 6 Wood Beam Description : Beam 1a Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L -ue = INC. Moment Values M fb Fb Pdnted:16 JAN 2017,12l OPM -1TETSCH-11FRAMIN-1.EC6 Build:6.16.12.31, Ver:6.16.12.31 Shear Values V fv Fv Length =15.50 It 1 0.518 0.277 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10,63 1,728.15 3335.00 2.42 92.32 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.173 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4,93 801.47 4640.00 1.12 42.81 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.173 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4,93 801.47 4640.00 1.12 42.81 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.333 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9A9 1,542.81 4640.00 2.16 82.42 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 It 1 0.372 0.199 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.63 1,728.15 4640.00 2.42 92.32 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.372 0.199 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.63 1,728.15 4640.00 2.42 92.32 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.104 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2,96 480.88 4640.00 0.67 25.69 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =15.50 ft 1 0.104 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.96 480.88 4640.00 0.67 25.69 464.00 Overall Maximum Deflections Load Combination Span Max. ° " Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.6563 7.807 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.234 3.234 Overall MINimum 0.763 0.763 +D+H 1.272 1.272 +D+L+H 1.272 1.272 +D+Lr+H 2.842 2.842 +D+S+H 3.234 3.234 +D+0.750Lr+0.750L+H 2.450 2.450 +D+0.750L+0.750S+H 2.744 2.744 +D+0.60W+H 1.272 1.272 +D+0.70E+H 1.272 1.272 +D+0.750Lr+0.750L+0.450W+H 2.450 2.450 +D+0.750L+0.750S+0.450W+H 2.744 2.744 +D+0.750L+0.750S+0.5250E+H 2.744 2.744 +0.60D+0.60W+0.60H 0.763 0.763 +0.60D+0.70E+0.60H 0.763 0.763 D Only 1.272 1.272 Lr Only 1.569 1.569 L Only S Only 1.962 1.962 W Only E Only H Only Panes 5A of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017,1229PM Wood Beam File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam lb CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination 1BC 2015 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Pril 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D 0.0675 Lr 0.09 S 0.1125 F.r S 0.1125 D 0.0675 Lr 0.09 S 0.1125 M M N - 5.5x9.5 5.5x9.5 5.5x9.5 Span = 13.750 ft Span = 7.750 ft Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 4.50 ft, (tributary roof loading) Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 4.50 ft, (tributary roof loading) Point Load : D=1.272, Lr=1.569, S =1.962 k @ 2.080 ft Load for Span Number 3 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 4.50 ft, (tributary roof loading) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2813 1 Maximum Shear Stress Ratio = 0.281 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb : Actual = 611.67psi fv : Actual = 85.56 psi FB : Allowable = 2,127.50 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 13.750ft Location of maximum on span = 13.750ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio = 1598 >=240. Max Upward Transient Deflection -0.003 in Ratio = 28323 >=240. Max Downward Total Deflection 0.169 in Ratio = 922 >=120. Max Upward Total Deflection -0.006 in Ratio = 14993>=120. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.149 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 1665,00 1.18 33.88 238.50 Length = 7.750 ft 2 0.149 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 1665.00 1.18 33.88 238.50 Length = 6.50 ft 3 0.145 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.67 241.52 1665.00 0.45 33.88 238.50 Pane Rn of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed:16 JAN 2017,1229PM Wood Beam File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 1b Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M tb Fb V fv Fv +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.134 0.128 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 1850.00 1.18 33.88 265.00 Length = 7.750 It 2 0.134 0.128 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 1850.00 1.18 33.88 265.00 Length = 6.50 It 3 0.131 0.128 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.67 241.52 1850.00 0.45 33.88 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.233 0.227 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.71 538.86 2312.50 2.62 75.21 331.25 Length = 7.750 It 2 0.233 0.227 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.71 538.86 2312.50 2.62 75.21 331.25 Length = 6.50 ft 3 0.224 0.227 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.57 517.30 2312.50 0.97 75.21 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.288 0.281 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 611.67 2127.50 2.98 85.56 304.75 Length = 7.750 ft 2 0.288 0.281 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 611.67 2127.50 2.98 85.56 304.75 Length = 6.50 it 3 0.276 0.281 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.04 586.25 2127.50 1.10 85.56 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.202 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.21 466.10 2312.50 2.26 64.88 331.25 Length = 7.750 ft 2 0.202 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.21 466.10 2312.50 2.26 64.88 331.25 Length = 6.50 ft 3 0.194 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.09 448.36 2312.50 0.84 64.88 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.245 0.238 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.59 520.71 2127.50 2.53 72.64 304.75 Length = 7.750 ft 2 0.245 0.238 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.59 520.71 2127.50 2.53 72.64 304.75 Length = 6.50 ft 3 0.235 0.238 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.45 500.07 2127.50 0.94 72.64 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0,084 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 2960.00 1.18 33.88 424.00 Length = 7,750 It 2 0.084 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 2960.00 1.18 33.88 424.00 Length = 6.50 ft 3 0.082 0.080 1.60 1,000 1.00 1.00 1.00 1.00 1.00 1.67 241.52 2960.00 0.45 33.88 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.084 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 2960.00 1.18 33.88 424.00 Length = 7.750 ft 2 0.084 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 247.84 2960,00 1.18 33.88 424.00 Length = 6.50 It 3 0.082 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.67 241.52 2960.00 0.45 33.88 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.750 ft 1 0.157 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.21 466.10 2960.00 2.26 64.88 424.00 Length = 7.750 ft 2 0.157 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.21 466.10 2960.00 2.26 64.88 424.00 Length = 6.50 ft 3 0.151 0.153 1.60 1.000 1.00 1.00 1.00 1,00 1.00 3.09 448.36 2960.00 0.84 64.88 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.176 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.59 520.71 2960.00 2.53 72.64 424.00 Length = 7.750 ft 2 0.176 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.59 520.71 2960.00 2.53 72.64 424.00 Length = 6.50 ft 3 0.169 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.45 500.07 2960.00 0.94 72.64 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 It 1 0.176 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.59 520.71 2960.00 2.53 72.64 424.00 Length = 7.750 ft 2 0.176 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.59 520.71 2960.00 2.53 72.64 424.00 Length = 6.50 ft 3 0.169 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.45 500.07 2960.00 0.94 72.64 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.050 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 148.70 2960.00 0.71 20.33 424.00 Length = 7.750 It 2 0.050 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 148.70 2960.00 0.71 20.33 424.00 Length = 6.50 ft 3 0.049 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 144.91 2960.00 0.27 20.33 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 It 1 0.050 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 148.70 2960.00 0.71 20.33 424.00 Length = 7.750 It 2 0.050 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 148.70 2960.00 0.71 20.33 424.00 Length = 6.50 ft 3 0.049 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 144.91 2960.00 0.27 20.33 424.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.1002 6.008 0.0000 0.000 +D+S+H 2 O.0045 2.605 +D+S+H -0.0062 6.447 +D+S+H 3 0.1690 6.500 0.0000 6.447 'Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.009 4.752 2.830 Overall MINimum 0.251 1.145 0.692 +D+H 0.418 1.908 1.154 Pane 61 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017, 12:29PM Wood Beam File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1963-2016, Buiid:6.16.12.31, Ver.6.16.12.31 Description : Beam 1b Vertical Reactions Load Combination +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 0.418 1.908 1.154 0.890 4.183 2.495 1.009 4.752 2.830 0.772 3.614 2.160 0.861 4.041 2.411 0.418 1.908 1.154 0.418 1.908 1.154 0.772 3.614 2.160 0.861 4.041 2.411 0.861 4.041 2.411 0.251 1.145 0.692 0.251 1.145 0.692 0.418 1.908 1.154 0.473 2.275 1.341 0.591 2.844 1.677 Values in KIPS Panes 82 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: %JAN 2017,1228PM WOOd Beath File =.N:IENGINE-11PETSCH�-IIFRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31' KW-06008601 Licensee, FRANKLIN PACIFIC Description : Beam 1c CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - PHI 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D 0.0975 Lr 0.13 S 0.1625 D 0.0975 Lr 0.13 SM. 1625 5.5x9.5 Span = 21.50 ft 5.5x9.5 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (tributary roof loading) Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (tributary roof loading) DESIGN SUMMARY - - .........._ ..__. --- �Maximum Bending Stress Ratio = ........... _..... __..... ---.._.._................... .... ...... ... _.... --- 0.680t 1 Maximum Shear Stress Ratio = 0.281 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb :Actual = 1,877.29psi fv : Actual = 85.77 psi FB : Allowable = 2,760.00 psi Fv: Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 9.729ft Location of maximum on span = 20.779ft j Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.872 in Ratio = 295 >=240. Max Upward Transient Deflection -0.590 in Ratio = 264>=240. Max Downward Total Deflection 1.456 in Ratio = 177>=120. Max Upward Total Deflection -0.984 in Ratio = 158>=120. Maximum Forces & Stresses for Load iCombinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C I C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 21.50 it 1 0.349 0.144 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.19 752.94 2160.00 1.20 34.40 238.50 Length = 6.50 it 2 0.200 0.144 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.30 333.45 1665.00 0.62 34.40 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.50 ft 1 0.314 0.130 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.19 752,94 .2400.00 1.20 34.40 265.00 Length = 6.50 ft 2 0.180 0.130 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.30 333.45 1850.00 0.62 34.40 265.00 +D+Lr+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes FS of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:16 JAN 2017,1228PM Wood BeamFile=N:IENGINE�-11PETSCH--IIFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 1c Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 21.50 ft 1 0.551 0.228 1.25 1.000 Length = 6.50 ft 2 0.316 0.228 1.25 1.000 +D+S+H 1,000 Length = 21.50 ft 1 0.680 0.281 1.15 1.000 Length = 6.50 ft 2 0.391 0.281 1.15 1.000 +D+0.750Lr+0.750L+H 1.000 Length = 21.50 ft 1 0.476 0.197 1.25 1.000 Length = 6.50 ft 2 0.273 0.197 1.25 1.000 +D+0.750L+0.750S+H 1.000 Length = 21.50 ft 1 0.578 0.239 1.15 1.000 Length = 6.50 ft 2 0.332 0.239 1.15 1.000 +D+0.60W+H 1.000 Length = 21.50 It 1 0.196 0.081 1.60 1.000 Length = 6.50 ft 2 0.113 0.081 1.60 1.000 +D+0.70E+H 1.000 Length = 21.50 ft 1 0.196 0.081 1.60 1.000 Length = 6.50 ft 2 0.113 0.081 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length = 21.50 it 1 0.372 0.154 1.60 1.000 Length = 6.50 ft 2 0.214 0.154 1.60 1,000 +D+0.750L+0.750S+0.450W+H 1.000 Length = 21.50 ft 1 0.416 0.172 1.60 1.000 Length = 6.50 ft 2 0.239 0.172 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length = 21.50 ft 1 0.416 0.172 1.60 1.000 Length = 6.50 ft 2 0.239 0.172 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 21.50 ft 1 0.118 0.049 1.60 1.000 Length = 6.50 ft 2 0.068 0.049 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length = 21.50 It 1 0.118 0.049 1.60 1.000 Length = 6.50 ft 2 0.068 0.049 1.60 1.000 Overall Maximum Deflections Load Combination Span Max."-" Defl +D+S+H 1 1.4556 2 0.0000 Vertical Reactions Moment Values Shear Values M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 11.39 1,652.42 3000.00 2.63 75.50 331.25 1.00 1.00 1.00 1.00 1.00 5.05 731.80 2312.50 1.37 75.50 331.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 12.94 1,877.29 2760.00 2.99 85.77 304.75 1.00 1.00 1.00 1.00 1.00 5.73 831.39 2127.50 1.56 85.77 304.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.84 1,427.55 3000.00 2.27 65.22 331.25 1.00 1.00 1.00 1.00 1.00 4.36 632.21 2312.50 1.18 65.22 331.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 11.00 1,596.20 2760.00 2.54 72.93 304.75 1.00 1.00 1.00 1.00 1.00 4.87 706.90 2127.50 1.32 72.93 304.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 5.19 752.94 3840.00 1.20 34.40 424.00 1.00 1.00 1.00 1.00 1.00 2.30 333.45 2960.00 0.62 34.40 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 5.19 752.94 3840.00 1.20 34.40 424.00 1.00 1.00 1.00 1.00 1.00 2.30 333.45 2960.00 0.62 34.40 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.84 1,427.55 3840.00 2.27 65.22 424.00 1.00 1.00 1.00 1.00 1.00 4.36 632.21 2960.00 1.18 65.22 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 11.00 1,596.20 3840.00 2.54 72.93 424.00 1.00 1.00 1.00 1.00 1.00 4.87 706.90 2960.00 1.32 72.93 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 1.00 1.00 1.00 1.00 1.00 11.00 1,596.20 3840.00 2.54 72.93 424.00 1.00 1.00 1.00 1.00 1.00 4.87 706.90 2960.00 1.32 72.93 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.11 451.76 3840.00 0.72 20.64 424.00 1.00 1.00 1.00 1.00 1.00 1.38 200.07 2960.00 0.37 20.64 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.11 451.76 3840.00 0.72 20.64 424.00 1.00 1.00 1.00 1.00 1.00 1.38 200.07 2960.00 0.37 20.64 424.00 Location in Span Load Combination Max. "+" Defl Location in Span 10.450 0.0000 0.000 10.450 +D+S+H-0.9845 6.500 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.650 4.947 Overall MINimum 0.638 1.190 +D+H 1.063 1.984 +D+L+H 1.063 1.984 +D+Lr+H 2.333 4.354 +D+S+H 2.650 4.947 +D+0.750Lr+0.750L+H 2.015 3.762 +D+0.750L+0.750S+H 2.253 4.206 +D+0.60W+H 1.063 1.984 +D+0.70E+H 1.063 1.984 +D+0.750Lr+0.750L+0.450W+H 2.015 3.762 +D+0.750L+0.750S+0.450W+H 2.253 4.206 +D+0.750L+0.750S+0.5250E+H 2.253 4.206 +0.60D+0.60W+0.60H 0.638 1.190 +0.60D+0.70E+0.60H 0.638 1.190 D Only 1.063 1.984 Lr Only 1.270 2.370 L Only S Only 1.587 2.963 W Only Pane 64 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:16 JAN 2017,1228PM J Y ood Beam He=N:\ENGINE-1tPETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 1c Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 H Only Values in KIPS Panes 65 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 9 FEB 2017, 3:17PM Wood Beam File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 1d CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2400 psi Ebend- xx 1800 ksi Fc - Prll 2500 psi Eminbend - xx 914.88 ksi Wood Species ; Trus Joist Fc - Perp 425 psi Wood Grade ; Parallam PSL 1.8E Fv 190 psi Ft 1755psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.06) Lr(0.08) S(0.1) D(0.06) Lr(0.08) S(ODO.06) Lr(0.08) S(0.1) D(0.06) Lr(0.08) S(0.1) I D(0.03) Lr(0.04) S(0.05) ♦ i 1.75x11.875 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (tributary roof loading) Point Load : D = 0.060, Lr = 0.080, S = 0.10 k @ 2.0 ft, (skylight beam reaction) Point Load : D = 0.060, Lr = 0.080, S = 0,10 k @ 6.0 ft, (skylight beam reaction) Point Load : D = 0.060, Lr = 0.080, S = 0.10 k @ 8.0 ft, (skylight beam reaction) Point Load : D = 0.060, Lr = 0.080, S = 0.10 k @ 12.0 ft, (skylight beam reaction) DEMN SUMMARY • _-..------------ - Maximum Bending Stress Ratio = 0.4621 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual = 1,274.42 psi fv : Actual = 70.10 psi FB : Allowable = 2,760.00psi Fv: Allowable = 218.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.269 in Ratio = 714>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.452 in Ratio = 424 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.239 0.166 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.77 515.85 2160.00 0.39 28.36 171.0( +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.215 0.149 1.00 1,000 1.00 1.00 1.00 1.00 1.00 1.77 515.85 2400.00 0.39 28.36 190.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =16.0 ft 1 0.374 0.260 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.85 1,122.71 3000.00 0.86 61.75 237.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pana 66 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & 'itle Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure me CIOCK Line u Printed: 9 FEB 2017, 3:17PM [Wood Beam file=N:\ENGINE-11PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description: Beam1d Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL Moment Values M fb Pb Shear Values fv F'v Length =16.0 ft 1 0.462 0.321 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.37 1,274.42 2760.00 0.97 70.10 218.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.324 0.225 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.33 970.99 3000.00 0.74 53.40 237.50 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.393 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.72 1,084.78 2760.00 0.83 59.67 218.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.134 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 515.85 3840.00 0.39 28.36 304.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.134 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 515.85 3840.00 0.39 28.36 304.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.253 0.176 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 970.99 3840.00 0.74 53.40 304.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.282 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 1,084,78 3840.00 0.83 59.67 304.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.282 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.72 1,084.78 3840.00 0.83 59.67 304.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =16.0 It 1 0.081 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.06 309.51 3840.00 0.24 17.02 304.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.081 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.06 309.51 3840.00 0.24 17.02 304.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.4522 8.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.052 0.972 Overall MINimum 0.256 0238 +D+H 0.427 0.397 +D+L+H 0.427 0.397 +D+Lr+H 0.927 0.857 +D+S+H 1.052 0.972 +D+0.75OLr+0.750L+H 0.802 0.742 +D+0.750L+0.7505+H 0.896 0.828 +D+0.60W+H 0.427 0.397 +D+0.70E+H 0.427 0.397 +D+0.750Lr+0.750L+0.450W+H 0.802 0.742 +D+0.750L+0.750S+0.450W+H 0.896 0.828 +D+0.750L+0.750S+0.5250E+H 0.896 0.828 +0.60D+0.60W+0.60H 0256 0.238 +0.60D+0.70E+0.60H 0.256 0.238 D Only 0.427 0.397 Lr Only 0.500 0.460 L Only S Only 0.625 0.575 W Only E Only H Only Pane 67 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing t£ Structure Title Block" selection. Title Block Line 6 Printed:16 JAN 2017,12:43PM Wood Beam File =N:1ENGINE-11PETSCH-lTRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination 1 BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.2475)1-40.331 S(0.4125} D(0.2475) LOOM) 5(0.4125) ��11t• � � 1 1 5.25x11.875 Span = 1.0 ft 5.25x11.875 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =16.50 ft, (tributary roof loading) Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =16.50 ft, (tributary roof loading) DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.5521 Maximum Shear Stress Ratio = 0.324 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 1,842.13psi fv, : Actual = 108.09 psi FB : Allowable = 3,335.00 psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.542ft Location of maximum on span = 1.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.320 in Ratio = 562>=280. Max Upward Transient Deflection -0.067 in Ratio = 356>=280. Max Downward Total Deflection 0.527 in Ratio = 341 >=180 Max Upward Total Deflection -0.111 in Ratio = 216>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.005 0.163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.13 12.98 2610.00 1.77 42.47 261.Or Length =15.0 ft 2 0.277 0.163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.44 723.85 2610.00 1.77 42.47 261.0, +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.004 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.13 12.98 2900.00 1.77 42.47 290.00 Length = 15.0 It 2 0.250 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.44 723.85 2900,00 1.77 42.47 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pana 88 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & �itle Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure me 1110CK Lme o Printed:16 JAN 2017,12:43PM Wood Beam File =N:IENGINE-1\PETSCH-lTRAMIN•1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 2 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Length =1.0 ft 1 0.008 0.262 1.25 1.000 Length =15.0 ft 2 0.446 0.262 1.25 1.000 +D+S+H 1.000 Length =1.0 ft 1 0.010 0.324 1.15 1.000 Length =15.0 It 2 0.552 0.324 1.15 1.000 +D+0.750Lr+0.750L+H 1.000 Length =1.0 ft 1 0.007 0.226 1.25 1.000 Length =15.0 ft 2 0.385 0.226 1.25 1.000 +D+0.750L+0.750S+H 1.000 Length =1.0 ft 1 0.008 0.275 1.15 1.000 Length =15.0 ft 2 0.469 0.275 1.15 1.000 +D+0.60W+H 1.000 Length =1.0 ft 1 0.003 0.092 1.60 1.000 Length =15.0 ft 2 0.156 0.092 1.60 1.000 +D+0.70E+H 1.000 Length =1.0 ft 1 0.003 0.092 1.60 1.000 Length =15.0 It 2 0.156 0.092 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length =1.0 ft 1 0.005 0.176 1.60 1.000 Length =15.0 ft 2 0.301 0.176 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length =1.0 ft 1 0.006 0.198 1.60 1.000 Length =15.0 ft 2 0.337 0.198 1.60 1.000 +0.750L+0.750S+0.5250E+H 1.000 Length =1.0 ft 1 0.006 0.198 1.60 1.000 Length =15.0 ft 2 0.337 0.198 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length =1.0 ft 1 0.002 0.055 1.60 1.000 Length =15.0 ft 2 0.094 0.055 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length =1.0 ft 1 0.002 0.055 1.60 1.000 Length =15.0 ft 2 0.094 0,055 1.60 1.000 Overall Maximum Deflections Moment Values M tb F'b Shear Values V fv Pv 1.00 1.00 1.00 1.00 1.00 0.30 29.03 3625.00 3.95 94.97 362.50 1.00 1.00 1.00 1.00 1.00 16.64 1,618.48 3625.00 3.95 94.97 362.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.34 33.04 3335.00 4.49 108.09 333.50 1.00 1.00 1.00 1.00 1.00 18.94 1,842.13 3335.00 4.49 108.09 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.26 25.02 3625.00 3.40 81.84 362.50 1.00 1.00 1.00 1.00 1.00 14.34 1,394.82 3625.00 3.40 81.84 362.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.29 28.03 3335.00 3.81 91.69 333.50 1.00 1.00 1.00 1.00 1.00 16.07 1,562.56 3335.00 3.81 91.69 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.13 12.98 4640.00 1.77 42.47 464.00 1.00 1.00 1.00 1.00 1.00 7.44 723.85 4640.00 1.77 42.47 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.13 12.98 4640.00 1.77 42.47 464.00 1.00 1.00 1.00 1.00 1.00 7.44 723.85 4640.00 1.77 42.47 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.26 25.02 4640.00 3.40 81.84 464.00 1.00 1.00 1.00 1.00 1.00 14.34 1,394.82 4640.00 3.40 81.84 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.29 28.03 4640.00 3.81 91.69 464.00 1.00 1.00 1.00 1.00 1.00 16.07 1,562.56 4640.00 3.81 91.69 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.29 28,03 4640.00 3.81 91.69 464.00 1.00 1.00 1.00 1.00 1.00 16.07 1,562.56 4640.00 3.81 91.69 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.08 7.79 4640.00 1.06 25.48 464.00 1.00 1.00 1.00 1.00 1.00 4.47 434.31 4640.00 1.06 25.48 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.08 7.79 4640.00 1.06 25.48 464.00 1.00 1.00 1.00 1.00 1.00 4.47 434.31 4640.00 1.06 25.48 464.00 Load Combination Span Max. " " Deal Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+S+H -0.1106 0.000 +D+S+H 2 O.5273 7.542 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.798 5.074 Overall MINimum 1.367 1.196 +D+H 2.278 1.994 +D+L+H 2.278 1.994 +D+Lr+H 5.094 4.458 +D+S+H 5.798 5.074 +D+0.750Lr+0.750L+H 4.390 3.842 +D+0.750L+0.750S+H 4.918 4.304 +D+0.60W+H 2.278 1.994 +D+0.70E+H 2.278 1.994 +D+0.750Lr+0.750L+0.450W+H 4.390 3.842 +D+0.750L+0.750S+0.450W+H 4.918 4.304 +D+0.750L+0.750S+0.5250E+H 4.918 4.304 +0.60D+0.60W+0.60H 1.367 1.196 +0.60D+0.70E+0.60H 1.367 1.196 D Only 2.278 1.994 Lr Only 2.816 2.464 L Only S Only 3.520 3.080 W Only Pane fig of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:16 JAN 2017,12:43PM Wood Beam File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 2 Vertical Reactions Load Combination H Only Support notation : Far left is #1 Values in KIPS Support Support Support Pans 70 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & itle Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:16 JAN 2017,12 55PM [Wood Beam FlIe=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination 1BC2015 Fb -Compr 2,900.0psi Ebend-xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.94) Lr(2.318) S(2.897) D(1.94) Lr(2.318) S(2.897) 1)(1.94) Lr(2.318) S(2.897) D(1.94) Lr(2.318) S(2.897) 5.25x14.0 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D=1.940, Lr = 2.318, S = 2,897 k @ 0.0 ft, (beam 1c reaction) Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 6.50 ft, (beam 1c reaction) Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 13.0 ft, (beam 1 c reaction) Point Load : D=1.940, Lr = 2.318, S = 2.897 k @ 19.50 ft, (beam 1c reaction) DESIGN SUMMARY • _ Maximum Bending Stress Ratio0.7601 Maximum Shear Stress Ratio = 0.323 :1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 2,493.03psi fv : Actual = 107.83 psi ' FB : Allowable = 3,278.42 psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.993ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.626 in Ratio = 383 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Downward Total Deflection 1.080 in Ratio = 222 >=120. Max Upward Total Deflection 0.000 in Ratio = 0 <120.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 20.0 it 1 0.407 0.175 0.90 0.983 1.00 1.00 J+L+H 0.983 1.00 1.00 Length = 20.0 ft 1 0.366 0.158 1.00 0.983 1.00 1.00 +D+Lr+H 0.983 1.00 1.00 Length = 20.0 it 1 0.618 0.263 1.25 0.983 1.00 1.00 +D+S+H 0.983 1.00 1.00 Length = 20.0 ft 1 0.760 0.323 1.15 0.983 1.00 1.00 C m C t C L Moment Values M fb F'b V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.92 1,043.76 2565.72 2.24 45.75 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.92 1,043.76 2850.80 2.24 45.75 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 31,49 2,203.37 3563.50 4.68 95.42 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 35.63 2,493.03 3278.42 5.28 107.83 333.50 Pane 71 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017,12:55PM Wood BeamFile=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1902016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 --Licensee: FRANKLIN PACIFIC: Description : Beam 3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M tb Fb V tv Fv *u*V.rUVuIV. 1UVL*n U.noo 1.UV i.VU 1.VV 1.VV 1.VV V.UU U.UU U.UV V.UU Length = 20.0 ft 1 0.537 0.229 1.25 0.983 1.00 1.00 1.00 1.00 1.00 27,35 1,913.47 3563.50 4.07 83.00 362.50 +D+0.750L+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.650 0.277 1.15 0.983 1.00 1.00 1.00 1.00 1.00 30,45 2,130.71 3278.42 4.52 92.31 333.50 +D+0.60W+H 0.983 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.229 0.099 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14,92 1,043.76 4561.28 2.24 45.75 464.00 +D+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.229 0,099 1.60 0,983 1.00 1.00 1.00 1.00 1.00 14,92 1,043.76 4561.28 2.24 45.75 464.00 +D+0.75OLr+0.750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.420 0.179 1.60 0.983 1.00 1.00 1.00 1.00 1.00 27.35 1,913.47 4561.28 4.07 83.00 464.00 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.467 0.199 1.60 0.983 1.00 1.00 1.00 1.00 1.00 30.45 2,130.71 4561.28 4.52 92.31 464.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.467 0.199 1.60 0.983 1.00 1.00 1.00 1.00 1.00 30.45 2,130.71 4561.28 4.52 92.31 464.00 +0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.137 0.059 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8,95 626.25 4561.28 1.35 27.45 464.00 +0.60D+0.70E460H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.137 0.059 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.95 626.25 4561.28 1.35 27.45 464.00 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.0798 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.146 9.662 Overall MINimum 2.524 2.408 +D+H 4.207 4.013 +D+L+H 4.207 4.013 +D+Lr+H 8.959 8.533 +D+S+H 10.146 9.662 +D+0.750Lr+0.750L+H 7.771 7.403 +D+0.750L+0.750S+H 8.661 8.250 +D+0.60W+H 4.207 4.013 +D+0.70E+H 4.207 4.013 +D+0.750Lr+0.750L+0.450W+H 7.771 7.403 +D+0.750L+0.750S+0.450W+H 8.661 8.250 +D+0.750L+0.750S+0.5250E+H 8.661 8.250 +0.60D+0.60W+0.60H 2.524 2,408 +0.60D+0.70E+0.60H 2.524 2.408 D Only 4.207 4.013 Lr Only 4.752 4.520 L Only S Only 5.939 5.649 W Only E Only H Only Panes 79 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Beam Description : Beam 4 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:16 JAN 2017.1254PM 'Ile = N:1tNU1Nt"1 Wt I ZiL;M-11FKAMIN-1 &L;b INC.1983-2016, Build:6.16.12.31. Ver.6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(0.895) Lr(1.003) S(1.254) D(0.16875) 1-0.225) S(0.28125) D(0.168751 1-00.225) S(0.28125) 5.25x11.875 5.25x11.875 Span = 18.750 ft Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Extent = 5.50 -->> 18.750 ft, Tributary Width=11.250 ft, (tributary roof loading) Point Load: D = 0.8950, Lr=1.003, S =1.254 k @ 5.50 ft, (beam 1 c reaction) Load for Span Number 2 Uniform Load : D = 0.0150, Lr= 0.020, S = 0.0250 ksf, Tributary Width=11.250 ft, (tributary roof loading) DE_SI_GN_SUMM_ARY _ • Maximum Bending Stress Ratio __ 0.6741 Maximum Shear Stress Ratio = 0.306 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 2,247.05 psi fv : Actual = 101.99 psi FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.799ft Location of maximum on span = 17.807ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.590 in Ratio = 381 >=240. Max Upward Transient Deflection -0.098 in Ratio = 244 >=240. Max Downward Total Deflection 0.999 In Ratio = 225 >=120. Max Upward Total Deflection -0.166 in Ratio = 144 >=120. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv F'v D+H 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.352 0.158 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.46 919.70 2610.00 1.72 41.36 261.00 Length =1.0 ft 2 0.004 0.158 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.09 9.15 2610.00 0.00 41.36 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.317 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1 A0 9.46 919.70 2900.00 1.72 41.36 290.00 Length =1.0 ft 2 0.003 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.09 9.15 2900.00 0.00 41.36 290.00 Pane 71 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 POnted:16 JAN 2017,12.54PM Wood Beam File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C t C L M fb F'b V fv F'v +D+Lr+H 1.000 1.00 _Cm 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.547 0.248 1.25 1.000 1.00 1.00 1.00 1.00 1.00 20.37 1,981.50 3625.00 3.73 89.86 362.50 Length =1.0 ft 2 0.006 0.248 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.21 20.10 3625.00 0.00 89.86 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.674 0.306 1.15 1.000 1.00 1.00 1.00 1.00 1.00 23.11 2,247.05 3335.00 4.24 101.99 333.50 Length =1.0 ft 2 0.007 0.306 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0,23 22.83 3335.00 0.01 101.99 333.50 +D+0.750Lr}0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.473 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.64 1,716.02 3625.00 3.23 77.73 362.50 Length =1.0 ft 2 0,005 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.36 3625.00 0.00 77.73 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.574 0.260 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.69 1,915.18 3335.00 3.61 86.83 333.50 Length =1.0 ft 2 0.006 0,260 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0,20 19.41 3335.00 0.00 86.83 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 It 1 0.198 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9A6 919.70 4640.00 1.72 41.36 464.00 Length =1.0 ft 2 0.002 0,089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 9.15 4640.00 0.00 41.36 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.198 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.46 919,70 4640.00 1.72 41.36 464.00 Length =1.0 ft 2 0.002 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 9.15 4640.00 0.00 41.36 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.370 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.64 1,716.02 4640.00 3.23 77.73 464.00 Length =1.0 ft 2 0.004 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,18 17.36 4640.00 0.00 77.73 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 It 1 0.413 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.69 1,915.18 4640.00 3.61 86.83 464.00 Length =1.0 ft 2 0.004 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 19.41 4640.00 0.00 86.83 464.01 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.413 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.69 1,915.18 4640.00 3.61 86.83 464.00 Length =1.0 ft 2 0.004 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,20 19.41 4640.00 0.00 86.83 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.119 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.67 551.82 4640.00 1.03 24.81 464.00 Length =1.0 ft 2 0.001 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 5.49 4640.00 0.00 24.81 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.119 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.67 551.82 4640.00 1.03 24.81 464.00 Length =1.0 ft 2 0,001 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 5.49 4640.00 0.00 24.81 464.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.9988 9.323 0.0000 0.000 2 0.0000 9.323 +D+S+H -0.1661 1.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.796 5.151 Overall MINimum 0.960 1.251 +D+H 1.600 2.085 +D+L+H 1.600 2.085 +D+Lr+H 3.356 4.538 +D+S+H 3.796 5.151 +D+0.750Lr+0.750L+H 2.917 3.924 +D+0.750L+0.750S+H 3.247 4.384 +D+0.60W+H 1.600 2.085 +D+0.70E+H 1.600 2.095 +D+0.750Lr+0.750L+0.450W+H 2.917 3.924 +D+0.750L+0.750S+0.450W+H 3.247 4.384 +D+0.750L+0.750S+0.5250E+H 3.247 4.384 +0.60D+0.60W+0.60H 0.960 1.251 +0.60D+0.70E+0.60H 0.960 1.251 D Only 1.600 2.085 Lr Only 1.756 2.453 L Only S Only 2.195 3.066 PanA 74 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ale Block_ Line 6 Printed:16 JAN 2017,12:54PM File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 WOOCi BeamENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination E Only H Only Support 1 Support 2 Support 3 Panes 75 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 printed: 16 JAN 2017, 1:46PM Wood Beam File = N-. ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1963-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Header 1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination 1BC 2015 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb - Tension 1000 psi E : Modulus of Elasticity Fb - Compr 1000 psi Ebend- xx 1700 ksi Fc - Prll 1500 psi Eminbend - xx 620 ksi Fc - Perp 625 psi Fv 180 psi Ft 675 psi Density 31.2 pcf D(0.015) W0.02) S(0.025) i i i i i , 4x10 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =1.0 ft, (tributary roof loading) SUMMARY • _DESIGN _ __ Maximum Bending Stress Ratio V 0.0441 Maximum Shear Stress Ratio = 0.026 :1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 59.70 psi fv : Actual = 5.43 psi FB : Allowable = 1,361.46 psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.741 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 30307 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.005 in Ratio = 16116 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFIV Ci Cr +D+H Length = 6.50 It 1 0.026 0.016 0.90 1.200 1.00 1.00 +D+L+H 1.200 1.00 1.00 Length = 6.50 ft 1 0.024 0.014 1.00 1.200 1.00 1.00 +D+Lr+H 1.200 1.00 1.00 Length = 6.50 ft 1 0.036 0.022 1.25 1.200 1.00 1.00 +D+S+H 1.200 1.00 1.00 Length = 6.50 ft 1 0.044 0.026 1.15 1.200 1.00 1.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 Length = 6.50 ft 1 0.032 0.019 1.25 1.200 1.00 1.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 C m C t C L Moment Values M fb Fb 0.00 1.00 1.00 0.99 0,12 27.95 1069.20 1.00 1.00 0.99 0.00 1.00 1.00 0.99 0.12 27.95 1186.40 1.00 1.00 0.99 0,00 1.00 1.00 0.99 0,22 53.35 1477.65 1.00 1.00 0.99 0.00 1.00 1.00 0.99 0.25 59.70 1361,46 1.00 1.00 0.99 0.00 1.00 1.00 0.99 0.20 47.00 1477.65 1.00 1.00 0.99 0.00 Shear Values V fv Fv 0.00 0.00 0.00 0.05 2.54 162.00 0.00 0.00 0.00 0,05 2.54 180.00 0.00 0.00 0.00 0.10 4.85 225.01 0.00 0.00 0.00 0.12 5.43 207.00 0.00 0.00 0.00 0.09 4.27 225.00 0.00 0.00 0.00 Pane 76 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure -itle Block" selection. Ale Block Line 6 Printed: 16 JAN 2017, 1:46PM Wood Beam File =N:1ENGINE•11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver.6.16.12.31 Description: Header 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv Length = 6.50 ft 1 0.038 0.023 1.15 1.200 1.00 1.00 1.00 1.00 0.99 0.22 51.76 1361.46 0.10 4.70 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.015 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.12 27.95 1880.54 0.05 2.54 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.015 0.009 1,60 1.200 1.00 1.00 1.00 1.00 0.98 0.12 27.95 1880.54 0.05 2.54 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.025 0,015 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.20 47.00 1880.54 0.09 4.27 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.028 0.016 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.22 51.76 1880.54 0.10 4.70 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.028 0.016 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.22 51.76 1880.54 0.10 4.70 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.009 0.005 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.07 16.77 1880.54 0.03 1.52 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.009 0.005 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.07 16.77 1880.54 0.03 1.52 288.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0048 3.274 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.153 0.153 Overall MINimum 0.043 0.043 +D+H 0.072 0.072 +D+L+H 0.072 0.072 +D+Lr+H 0.137 0.137 +D+S+H 0.153 0.153 +D+0.750Lr+0.750L+H 0.120 0.120 +D+0.750L+0.750S+H 0.132 0.132 +D+0.60W+H 0.072 0.072 +D+0.70E+H 0.072 0.072 +D+0.750Lr+0.750L+0.450W+H 0.120 0.120 +D+0.750L+0.750S+0.450W+H 0.132 0.132 +D+0.750L+0.750S+0.5250E+H 0.132 0.132 +0.60D+0.60W+0.60H 0.043 0.043 +0.60D+0.70E+0.60H 0.043 0.043 D Only 0.072 0.072 Lr Only 0.065 0.065 L Only S Only 0.081 0.081 W Only E Only H Only Pang 77 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:16JAN 2017, 1:44PM Wood Beam File =N:IENGINE-1IPETSCH-11FRAMIN•l.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description: Header2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination t BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PHI 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.144375)Lr(0.1925) S(0.240625) 4A 0 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 9.625 ft, (tributary roof loading) DESIGN_ SUMMARY = • __ Maximum Bending Stress Ratio _ _ _ _ 0.628 1 Maximum Shear Stress Ratio = 0.308 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 851.20psi fv : Actual = 63.67 psi FB : Allowable = 1,355.33psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.072 in Ratio = 1408>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.118 in Ratio = 864 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 8.50 ft 1 0.308 0,152 0.90 1.200 1.00 1.00 +D+L+H 1.200 1.00 1.00 Length = 8.50 ft 1 0,278 0.137 1.00 1.200 1.00 1.00 +D+Lr+H 1.200 1.00 1.00 Length = 8.50 ft 1 0.508 0.248 1.25 1.200 1.00 1.00 +D+S+H 1.200 1.00 1.00 Length = 8.50 ft 1 0.628 0.308 1.15 1.200 1.00 1.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 Length = 8.50 ft 1 0.437 0.213 1.25 1.200 1.00 1.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 C m C t C L Moment Values M lb F'b 0.00 1.00 1.00 0.99 1.37 328.72 1065.84 1.00 1.00 0.99 0.00 1.00 1.00 0.99 1.37 328.72 1182.07 1.00 1.00 0.99 0.00 1.00 1.00 0.98 3.11 746.70 1470.06 1.00 1.00 0.98 0.00 1.00 1.00 0.98 3.54 851.20 1355.33 1.00 1.00 0.98 0.00 1.00 1.00 0.98 2.67 642,21 1470.06 1.00 1.00 0.98 0.00 Shear Values V fv F'v 0.00 0.00 0.00 0.53 24.59 162.00 0.00 0.00 0.00 0.53 24.59 180.00 0.00 0.00 0.00 1.21 55.85 225.0, 0.00 0.00 0.00 1.37 63.67 207.00 0.00 0.00 0.00 1.04 48.04 225.00 0.00 0.00 0.00 Pane 7R of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted: 16 JAN 2017, 1:44PM Wood BeamFile=N:1ENGINE-11PETSCH�-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Header 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb Fb V fv Fv Length = 8.50 ft 1 0.532 0.260 1.15 1.200 1.00 1.00 1.00 1.00 0.98 3.00 720.58 1355.33 1.16 53.90 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.176 0.085 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.37 328.72 1865.82 0.53 24.59 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.176 0.085 1.60 1.200 1.00 1.00 1.00 1,00 0.97 1.37 328.72 1865.82 0.53 24.59 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.344 0.167 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2,67 642,21 1865.82 1.04 48.04 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.386 0.187 1.60 1.200 1.00 1.00 1.00 1.00 0.97 3,00 720.58 1865.82 1.16 53.90 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.386 0.187 1.60 1.200 1.00 1.00 1.00 1.00 0.97 3.00 720.58 1865.82 1.16 53.90 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.106 0.051 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.82 197.23 1865.82 0.32 14.75 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.106 0.051 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0,82 197.23 1865.82 0.32 14.75 288.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1180 4.281 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.666 1.666 Overall MINimum 0.386 0.386 +D+H 0.643 0.643 +D+L+H 0.643 0.643 +D+Lr+H 1.462 1.462 +D+S+H 1.666 1.666 +D+0.750Lr+0.750L+H 1.257 1.257 +D+0.750L+0.750S+H 1.410 1.410 +D+0.60W+H 0.643 0.643 +D+0.70E+H 0.643 0.643 +D+0.750Lr+0.750L+0.450W+H 1.257 1.257 +D+0.750L+0.750S+0.450W+H 1.410 1.410 +D+0.750L+0.750S+0.5250E+H 1.410 1.410 +0.60D+0.60W+0.60H 0.386 0.386 +0.60D+0.70E+0.60H 0.386 0.386 D Only 0.643 0.643 Lr Only 0.818 0.818 L Only S Only 1.023 1.023 W Only E Only H Only Pane 79 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing 8 Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017,12:57PM Wood Beath FIe=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983.2016, Buiid:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Header 3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2400 psi Ebend- xx 1800ksi Fc - Prll 2500 psi Eminbend - xx 914.88 ksi Wood Species : Trus Joist Fc - Perp 425 psi Wood Grade : Parallam PSL 1.8E Fv 190 psi Ft 1755 psi Density 45.05pcf Beam Bracing : Completely Unbraced D(2.085) Lr(2.453) S(3.066) Z. 5.25x11.25 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (tributary roof loading) Point Load: D = 2.085, Lr = 2,453, S = 3.066 k @ 4.0 ft, (beam 4 reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.51171 Maximum Shear Stress Ratio = 0.390 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fib : Actual = 1,405.73psi fv : Actual = 85.28 psi FB : Allowable = 2,721.15 psi Fv : Allowable = 218.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.987ft Location of maximum on span = 0,000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio = 1262 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.154 in Ratio = 739 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces 8_ Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv F v +D+H 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.271 0.207 0.90 1.000 1.00 1.00 1.00 1.00 0.99 5.35 579.27 2137.41 1.39 35.35 171.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.244 0.186 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.35 579.27 2371.53 1.39 35.35 190.OP +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.0 Length = 9.50 ft 1 0.420 0.317 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.45 1,240.49 2953.10 2.96 75.29 237.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.517 0.390 1.15 1.000 1.00 1.00 1.00 1.00 0.99 12.97 1,405.73 2721.15 3.36 85.28 218.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.364 0.275 1.25 1.000 1.00 1.00 1.00 1.00 0.98 9.92 1,075.19 2953.10 2.57 65.31 237.50 Pane fin of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:16 JAN 2017,12:57PM Wood Beam File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Header 3 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv Fv +u+u.f*UL+u.i5us+n 1.uuu 1.uu 1.uu 1.uu 1.uu u.su 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.441 0.333 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.07 1,199.12 2721.15 2.87 72.79 218.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.154 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.98 5.35 579.27 3756.91 1.39 35.35 304.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.154 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.98 5.35 579.27 3756.91 1.39 35.35 304.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.286 0.215 1.60 1.000 1.00 1.00 1.00 1.00 0.98 9.92 1,075.19 3756.91 2.57 65.31 304.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.319 0.239 1.60 1.000 1.00 1.00 1.00 1.00 0.98 11.07 1,199.12 3756.91 2.87 72.79 304.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.319 0.239 1.60 1.000 1.00 1.00 1.00 1.00 0.98 11.07 1,199.12 3756.91 2.87 72.79 304.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.093 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.21 347.56 3756.91 0.84 21.21 304.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.093 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.21 347.56 3756.91 0.84 21.21 304.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1541 4.577 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.450 2.637 Overall MINimum 0.862 0.665 +D+H 1.437 1.108 +D+L+H 1.437 1.108 +D+Lr+H 3.048 2.331 +D+S+H 3.450 2.637 +D+0.750Lr+0.750L+H 2.645 2.025 +D+0.750L+0.750S+H 2.947 2.254 +D+0.60W+H 1.437 1.108 +D+0.70E+H 1.437 1.108 +D+0.750Lr+0.750L+0.450W+H 2.645 2.025 +D+0.750L+0.750S+0.450W+H 2.947 2.254 +D+0.750L+0.750S+0.5250E+H 2.947 2.254 +0.60D+0.60W+0.60H 0.862 0.665 +0.60D+0.70E+0.60H 0.862 0.665 D Only 1.437 1.108 Lr Only 1.610 1.223 L Only S Only 2.013 1.528 W Only E Only H Only Paoa R1 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 25 NOV 2016,12:12PM Wood Beam File=c:lUsersllusbnlDesktoplPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver:6.16.10.31 4.io:.i • Description: Header 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PHI 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.2025) Lr(0.271 S(0.3375) 1 I 1 T i WO = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =13.50 ft, (tributary roof loading) SUMMARY_ • _DESIGN _ _ _ _ Maximum Bending Stress Ratio �_ 0.6701 Maximum Shear Stress Ratio = 0.365 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 924.72 psi fv : Actual = 75.62 psi FB : Allowable = 1,380.00psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.750ft Location of maximum on span = 6.734ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio = 1461 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.100 in Ratio = 901 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C It C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0,328 0,179 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.47 354.18 1080.00 0.63 28.96 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 7.50 ft 1 0.295 0.161 1.00 1,200 1.00 1.00 1.00 1.00 1.00 1.47 354.18 1200.00 0.63 28.96 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 O.Of Length = 7.50 ft 1 0.540 0.295 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.37 810.62 1500.00 1.43 66.29 225.0 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.670 0.365 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.85 924.72 1380.00 1.63 75.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.464 0.253 1.25 1.200 1.00 1.00 1.00 1,00 1.00 2.90 696.51 1500.00 1.23 56.95 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes R? of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure 110 ISIOCK Line o Pnnted:25 NOV2016,12:12PM Wood BeamFile=c:\UsersllustinlDesktoplPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : Header 4 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 7.50 ft 1 0.567 0.309 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.25 782,09 1380.00 1.38 63.95 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.184 0.101 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.47 354.18 1920.00 0.63 28.96 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.184 0.101 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.47 354.18 1920.00 0.63 28.96 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.363 0.198 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.90 696.51 1920.00 1.23 56.95 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.407 0.222 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.25 782.09 1920.00 1.38 63.95 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.407 0.222 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.25 782.09 1920.00 1.38 63.95 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.111 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.88 212.51 1920.00 0.38 17.38 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.111 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.88 212.51 1920.00 0.38 17.38 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0998 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.051 2.051 Overall MINimum 0.471 0.471 +D+H 0.786 0.786 +D+L+H 0.786 0.786 +D+Lr+H 1.798 1.798 +D+S+H 2.051 2.051 +D+0.750Lr+0.750L+H 1.545 1.545 +D+0.750L+0.750S+H 1.735 1.735 +D+0.60W+H 0.786 0.786 +D+0.70E+H 0.786 0.786 +D+0.750Lr+0.750L+0.450W+H 1.545 1.545 +D+0.750L+0.750S+0.450W+H 1.735 1.735 +D+0.750L+0.750S+0.5250E+H 1.735 1.735 +0.60D+0.60W+0.60H 0.471 0.471 +0.60D+0.70E+0.60H 0.471 0.471 D Only 0.786 0.786 Lr Only 1.013 1.013 L Only S Only 1.266 1.266 W Only E Only H Only Panes A3 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 25NOV 2016,12:14PM Wood Column File =c:lUsersljusunlDesktoplPETSCH-11FRAMIN-1.EC6 I ENERCALC, INC.1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Description: Column 1 Code References _ Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.0 ft Wood Member Type Sawn ( used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth P 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.1 Area 12.250 in, 2 Cf or Cv for Compression 1 A 50 Fb - Tension 1000 psi Fv 180 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb - Compr 1000 psi Ft 675 psi I Cm: Wet Use Factor y 12.505 in 4 1.0 Fc - Prll 1500 psi Density 31.2 pcf Ct :Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1700 1700 1700 ksi Use Cr: Repetitive ? No Minimum 620 620 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 12.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling =12.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 31.850 Ibs * Dead Load Factor AXIAL LOADS ... bem 1 reaction: Axial Load at 12.0 ft, D=1.345, Lr=1.666, S = 2.083 k DESIGN SUMMAf?Y Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9704 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 3.460 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 291.065 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 12.0 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +D+H 0.900 0.185 0.3903 PASS 0.0 ft 0.0 PASS 12.0 ft +D+L+H 1.000 0.168 0.3884 PASS 0.0 ft 0.0 PASS 12.0 ft +D+Lr+H 1.250 0.135 0.8509 PASS 0.0 ft 0.0 PASS 12.0 ft +D+S+H 1.150 0.147 0.9704 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750Lr+0.750L+H 1.250 0.135 0.7344 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+H 1.150 0.147 0.8243 PASS 0.0 ft 0.0 PASS 12.0 it +D+0.60W+H 1.600 0.107 0.3822 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.10E+11 1.600 0.107 0.3822 PASS 0.0 ft 0.0 PASS 12.0 it +D+0.750Lr+0.750L+0.450W+H 1.600 0.107 0.7291 PASS 0.0 ft 0.0 PASS 12.0 it +D+0.750L+0.750S+0.450W+H 1.600 0.107 0.8159 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.107 0.8159 PASS 0.0 ft 0.0 PASS 12.0 ft +0.60D+0.60W+0,60H 1.600 0.107 0.2293 PASS 0.0 ft 0.0 PASS 12.0 ft Pane. R4 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 25 NOV 2016,12:14PM Wood Column File=c:\UsersUusbn\DesktoplPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : Column 1 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.107 0.2293 PASS 0.0ft 0.0 PASS 12.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.377 k +D+L+H k k 1.377 k +D+Lr+H k k 3.043 k +D+S+H k k 3.460 k +D+0.750Lr+0.750L+H k k 2.626 k +D+0.750L+0.750S+H k k 2.939 k +D+0.60W+H k k 1.377 k +D+0.70E+H k k 1.377 k +D+0.750Lr+0.750L+0.450W+H k k 2.626 k +D+0.750L+0.750S+0.450W+H k k 2.939 k +D+0.750L+0.750S+0.5250E+H k k 2.939 k +0.60D+0.60W+0.60H k k 0.826 k +0.60D+0.70E+0.60H k k 0.826 k D Only k k 1.377 k Lr Only k k 1.666 k L Only k k k S Only k k 2.083 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Panes 85 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pnnted: 25 NOV 2016,12:14PM Wood ColumnFile=c.lUsersllustinlDesktop'PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver:6.16.10.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 1 Sketches Load 1 ----3.50in --- x 5.094k 1— Loads are total entered value. Arrows do not reflect absolute direction. Pana RR of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Protect Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. !tie Block Line 6 Printed:16JAN2017, 1:02PM Wood Column File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016. Build:6.16.12.31. Ver:6.16.12.31 Description: Column 2 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method ; Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 6.0 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 33.0 in^2 Cf or Cv for Compression 1.0 Fb - Tension 700.0 psi Fv 180.0 psi Ix 83.188 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi ly 99.0 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1,0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for XA Axis buckling =12.0 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling =12.0 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 85.80 Ibs' Dead Load Factor AXIAL LOADS ... beam 1 b reaction: Axial Load at 12.0 ft, D=1.908, Lr = 2.275, S = 2.844 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2908 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.838 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 504.16 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0,609 0.1296 PASS 0.0 ft 0.0 PASS 12.0 ft +D+L+H 1.000 0.569 0.1249 PASS 0.0 ft 0.0 PASS 12.0 ft +D+Lr+H 1.250 0.485 0.2513 PASS 0.0 ft 0.0 PASS 12.0 ft +D+S+H 1.150 0.516 0.2908 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750Lr+0.750L+H 1.250 0.485 02178 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+H 1.150 0.516 0.2480 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.60W+H 1.600 0.397 0.1118 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.70E+H 1.600 0.397 0.1118 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.397 0.2075 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.397 0.2314 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.397 0.2314 PASS 0.0 ft 0.0 PASS 12.0 ft +0.60D+0.60W+0.60H 1.600 0.397 0.06709 PASS 0.0 ft 0.0 PASS 12.0 ft Panes 97 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 16 JAN 2017, 1:02PM Wood Column File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 2 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.397 0.06709 PASS 0.0 ft 0.0 PASS 12.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.994 k +D+L+H k k 1.994 k +D+Lr+H k k 4.269 k +D+S+H k k 4.838 k +D+0.750Lr+0.750L+H k k 3.700 k +D+0.750L+0.750S+H k k 4.127 k +D+0.60W+H k k 1.994 k +D+0.70E+H k k 1.994 k +D+0.750Lr+0.750L+0.450W+H k k 3.700 k +D+0.750L+0.750S+0.450W+H k k 4.127 k +D+0.750L+0.750S+0.5250E+H k k 4.127 k +0.60D+0.60W+0.60H k k 1.196 k +0.60D+0.70E+0.60H k k 1.196 k D Only k k 1.994 k Lr Only k k 2.275 k L Only k k k S Only k k 2.844 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pant, RR of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 16 JAN 2017, 112PM �WOOd ColumnFite=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 2 Sketches Y 4-2x6 —--- 6.0 In — — — — — — — 7.027k I Loads are total entered value. Arrows do not reflect absolute direction. Pane RA of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 16 JAN 2017, 100PM Wood Column File=WENGINEZETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 3 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top & Bottom Pinned wood GradinglManuf. Graded Lumber Overall Column Height 12.0 ft wood Member Type Sawn ( Used for non -slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 1.0 Wood Grade Stud Area .50 33.0 in12 Cf or Cv for Compression 1.0 Fb - Tension 700.0 psi Fv 180.0 psi Ix 83.188 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi ly 99.0 inA4 Cm: Wet Use Factor 1.0 Fc - Pdl 850.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for XA Axis buckling =12.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for XA Axis buckling =12.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 85.80 ibs * Dead Load Factor AXIAL LOADS ... beam 1c reaction: Axial Load at 12.0 ft, D=1.984, Lr = 2.370, S = 2.963 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3025 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.033 k for load oombination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 504.16 psi for load combination : We Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendlnci Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.609 0.1346 PASS 0.0 ft 0.0 PASS 12.0 ft +D+L+H 1.000 0.569 0.1297 PASS 0.0 ft 0.0 PASS 12.0 ft +D+Lr+H 1250 0.485 0.2613 PASS 0.0 ft 0.0 PASS 12.0 ft +D+S+H 1.150 0.516 0.3025 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0,750Lr+0.750L+H 1.250 0.485 0,2265 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+H 1.150 0.516 0.2580 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.60W+H 1.600 0.397 0.1161 PASS 0.0 It 0.0 PASS 12.0 ft +D+0.70E+H 1.600 0.397 0.1161 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.397 0.2158 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.397 0.2407 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.397 0.2407 PASS 0.0 ft 0.0 PASS 12.0 ft +0.60D+0.60W+0.60H 1.600 0.397 0.06965 PASS 0.0 ft 0.0 PASS 12.0 ft Papa An of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Me BIOCK Line b Pdnted: 16 JAN 2017, 1:00PM Wood ColumnFile=N:1ENGINE-11PETSCH--IIFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 3 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.397 0.06965 PASS 0.0 ft 0.0 PASS 12.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 2.070 k +D+L+H k k 2.070 k +D+Lr+H k k 4.440 k +D+S+H k k 5.033 k +D+0.750Lr+0.750L+H k k 3.847 k +D+0.750L+0.750S+H k k 4.292 k +D+0.60W+H k k 2.070 k +D+0.70E+H k k 2.070 k +D+0.750Lr+0.750L+0.450W+H k k 3.847 k +D+0.750L+0.750S+0.450W+H k k 4.292 k +D+0.750L+0.750S+0.5250E+H k k 4.292 k +0.60D+0.60W+0.60H k k 1.242 k +0.60D+0.70E+0.60H k k 1.242 k D Only k k 2.070 k Lr Only k k 2.370 k L Only k k k S Only k k 2.963 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.75OLr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pane 91 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017, 1:OOPM Wood ColumnFile=N:1ENGINE-11PETSCH-flFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC, Description : Column 3 Sketches + 4-2x6 7.31n i X 0 0 CV II L I i 1 I. Loads are total entered value. Arrows do not reflect absolute direction. Panes W of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. Me Block Line 6 Pdnted 16JAN2017, 1:05PM WOOti ColumnFile=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 i.ii:.0Licensee: FRANKLIN PACIFIC Description : Column 4 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 24.750 in^2 Cf or Cv for Compression 1.0 Fb -Tension 700.0 psi Fv 180.0 psi Ix 62.391 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi ly 41766 in 4 Cm :Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf . Ct :Temperature Factor 1.0 Fc -Pere 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along XA Axis Y-Y (depth) axis: Unbraced Length for XA Axis buckling = 8.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 42.90 IbsDead Load Factor AXIAL LOADS ... beam 2 rezction: Axial Load at 8.0 ft, D=1.994, Lr = 2.464, S = 3,080 k beam 3 reaction: Axial Load at 8.0 ft, D = 4.207, Lr = 4.752, S = 5.939 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7943 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are ... Along Y-Y 0.0 in at 0.0 it above base Applied Axial 15.263 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 776.42 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.848 0.3887 PASS 0-0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.827 0.3588 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.772 0,6630 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.794 0.7943 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.772 0.5741 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.794 0.6769 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.695 0.2669 PASS 0.0 ft 0.0 PASS 8,0ft +D+0.70E+H 1.600 0.695 0.2669 PASS 0.011 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.695 0.4982 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.695 0.5560 PASS 0.O ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.695 0.5560 PASS O.Oft 0.0 PASS 8.0 It Pant- A3 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 Pdnted:16JAN2017, V05PM Wood Column File=N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 4 Load Combination Results Load Combination +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions �01 1.600 0.695 1.600 0.695 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.1601 PASS O.Oft 0.1601 PASS O.Oft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 8.0 ft 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 6.244 k +D+L+H k k 6.244 k +D+Lr+H k k 13.460 k +D+S+H k k 15.263 k +D+0.75OLr+0.750L+H k k 11.656 k +D+0.750L+0.750S+H k k 13.008 k +D+O.60W+H k k 6.244 k +D+0.70E+H k k 6.244 k +D+0.750Lr+0.750L+0.450W+H k k 11.656 k +D+0.750L+0.750S+0.450W+H k k 13.008 k +D+0.750L+0.750S+0.5250E+H k k 13.008 k +0.60D+0.60W+0.60H k k 3.746 k +0.60D+0.70E+0.60H k k 3.746 k D Only k k 6.244 k Lr Only k k 7.216 k L Only k k k S Only k k 9.019 k W Only k k k E Only k k k H Only k k k r Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.75OLr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 it 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Panes A4 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & 'itle Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Me Block Line 6 Pdnted: 16 JAN 2017, 1:05PM Wood Column File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 4 Sketches Y vas x 3-24 Loads are total entered value. Arrows do not reflect absolute direction. Pant- 95 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017, 1.06PM Wood Column File =N:IENGINE-�11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 5 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 it ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb - Tension 700.0 psi Fv 180.0 psi Fb - Compr 700.0 psi Ft 450.0 psi Fc - PdI 850.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Wood Section Name 4-2x4 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 6.0 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.10 Area 21.0 inA2 Cf or Cv for Compression 1.050 Ix 21.438 inA4 Cf or Cv for Tension 1.10 ly 63.0 in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 36.40 Ibs * Dead Load Factor AXIAL LOADS ... beam 3 reaction: Axial Load at 8.0 ft, D = 4.013, Lr = 4.520, S = 5.649 k beam 4 reaction: Axial Load at 8.0 ft, D =1.60, Lr=1.756, S = 2.195 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6260 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections - At maximum location values are ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 13.493 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc : Allowable 1,026.38 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.3349 PASS 0.0 ft 0.0 PASS 8.0 it +D+L+H 1.000 1.000 0.3014 PASS 0.0 ft 0.0 PASS 8.0 It +D+Lr+H 1.250 1.000 0.5090 PASS 0.0 ft 0-0 PASS 8.0 ft +D+S+H 1.150 1.000 0.6260 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.4421 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.5351 PASS 0.0 ft 0.0 PASS 8.0 it +D+0.60W+H 1.600 1.000 0.1884 PASS 0.0 It 0.0 PASS 8.0 it +D+0.70E+H 1.600 1.000 0.1884 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.3454 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.3846 PASS 0.0 ft 0.0 PASS 8.0 it +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.3846 PASS 0.0ft 0.0 PASS 8.0 it Pans 96 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Column Description : Column 5 [^Load Combination Results Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Primed:16 JAN 2017, 1.06PM File = N:IENGINE-11PETSCH- ITRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 1.000 0.1130 PASS 0.0 ft 0.0 PASS 80 ft +0.60D+0.70E+0.60H 1.600 1.000 0.1130 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions T' ' R ? Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 5.649 k +D+L+H k k 5.649 k +D+Lr+H k k 11.925 k +D+S+H k k 13.493 k +D+0.750Lr+0.750L+H k k 10.356 k +D+0.750L+0.750S+H k k 11.532 k +D+0.60W+H k k 5.649 k +D+0.70E+H k k 5.649 k +D+0.750Lr+0.750L+0.450W+H k k 10.356 k +D+0.750L+0.750S+0.450W+H k k 11.532 k +D+0.750L+0.750S+0.5250E+H k k 11.532 k +0.60D+0.60W+0.60H k k 3.390 k +0.60D+0.70E+0.60H k k 3.390 k D Only k k 5.649 k Lr Only k k 6.276 k L Only k k k S Only k k 7.844 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations __ -I Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0,000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0,000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0,000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Panes A7 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017. 1:O6PM Wood ColumnFile=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31. Ver:6.16.12.31 Description : Column 5 Sketches Y L 6.0 In 83M Xi O OD III Loads are total entered value. Arrows do not reflect absolute direction. Panes 9R of 947 =P 3 Floor Framing Petschl Residence Project Petschl Residence Job No Designer Justin J Franklin Date 01-09-17 Pages Scope: Analysis and design of floor framing. Design Information: Floor Dead Load = 15 psf Floor Live Load = 40 psf Design Notes: Load Combination (IBC 1605.3.1) D+F D+H+F+L D+H+F+(Lr or S or R) D+H+F+0.75(L)+0.75(Lr or S or R) D+H+F+(0.6W or 0.7E) D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R) D+H+F+0.75(0.7E)+ 0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H Pane q9 of 947 3 Floor Framing Petschl Residence Floor Framing Elements Second Floor 417 yn A ;t I , 1 i Ic9 , 17--- w j1, I ill i 1 I� it I ii Pane inn of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ile Block Line 6 Printed:16 JAN 2017,12:10PM Wood BeamFile=N:IENGINE-ITETSCH�-IT-RAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 i.0i:.i Description : car decking -floor CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PHI 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling ' D(0.00495) L(0.01321 -- --------...---------------------------- _..__...._.....__ ............... - , � � 1 + t• tr 3.50 X 2.50 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 0.330 It, (tributary floor loading) DESIGN SUMMARY - - - •- - ------ ------- ----------------- Maximum Bending Stress Ratio = ----------- ----- ---- --- - -- 0.166 1 -- - ------ Maximum Shear Stress Ratio = 0.049 :1 Section used for this span 3.50 X 2.50 Section used for this span 3.50 X 2.50 fb : Actual = 249.48 psi fv : Actual = 8.76 psi FB : Allowable = 1,500.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.750ft Location of maximum on span = 5.299ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 1870>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.054 in Ratio = 1231 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 5.50 it 1 0,063 0.018 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0,03 85.20 1350.00 0.02 2.99 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.166 0.049 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.08 249.48 1500.00 0.05 8.76 180.00 •D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.045 0.013 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.03 85.20 1875.00 0.02 2.99 225.00 *D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.049 0.014 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.03 85.20 1725.00 0.02 2.99 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.111 0.033 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.06 208.41 1875.00 0.04 7.32 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pan,- 101 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017,12:10PM Wood Beam File=N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC. INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Description : car decking -floor Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Moment Values Shear Values M fb Fb V fv F'v Length = 5.50 ft 1 0.121 0.035 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.06 208.41 1725.00 0.04 7.32 207.00 +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.036 0.010 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03 85.20 2400.00 0.02 2.99 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.036 0.010 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03 85.20 2400.00 0.02 2.99 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.087 0.025 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 208.41 2400,00 0.04 7.32 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00. 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.087 0.025 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 208.41 2400.00 0.04 7.32 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.087 0.025 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 208.41 2400.00 0.04 7.32 288.00 +O.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 OA21 0.006 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.02 51.12 2400,00 0.01 1.80 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.021 0.006 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.02 51.12 2400.00 0.01 1.80 288.00 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+^ Deft Location in Span +D+L+H 1 0.0536 2.770 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.055 0.055 Overall MINimum 0.011 0.011 +D+H 0.019 0.019 +D+L+H 0.055 0.055 +D+Lr+H 0.019 0.019 +D+S+H 0.019 0.019 +D+0.75OLr+0.750L+H 0.046 0.046 +D+0.750L+0.750S+H 0.046 0.046 +D+0.60W+H 0.019 0.019 +D+0.70E+H 0.019 0.019 +D+0.750Lr+0.750L+0.450W+H 0.046 0.046 +D+0.750L+0.750S+0.450W+H 0.046 0.046 +D+0.750L+0.750S+0.5250E+H 0.046 0.046 +0.60D+0.60W+0.60H 0.011 0.011 +0.60D+0.70E+0.60H 0.011 0.011 D Only 0.019 0.019 Lr Only L Only 0.036 0.036 S Only W Only E Only H Only Panes 109 of 947 FORTE ? MEMBER REPORT Level, Joist 4 iC�) u u� a L� 1 piece(s) 16" TH@ 560 @ 12" OC PASSED 0 Overall Length: 28' 28' a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Resuft LDF Load: Combination (Pattern) Member Reaction (Ibs) 764 @ 4 1/2" 1725 (3.50") Passed (44%) 1.00 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 745 @ 5 1/2" 2710 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5105 @ 14' 12925 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.404 @ 14' 0.681 Passed (L/809) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.556 @ 14' 1.362 1 Passed (L/588) - 1.0 D + 1.0 L (All Spans) TJ-Pro- Rating 38 1 38 1 Passed Deflection criteria: LL (U480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23132" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro— Rating include: None C"fPports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead F� Total jud wall - OF 5.50" 4.25" 1.75" 210 560 770 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 4.25" 1.75" 210 560 770 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 28' 12" 15.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteda and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and FSR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Joist Building Use: Residential Building Code : IBC 2015 Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator I Job Notes Justin Franklin Franklin Pacific Structural LLC (206)734-6971 justinfranklin@lranklinpacific, net 1 /11 /2017 4:02:59 PM Forte v5.1, Design Engine: V6.5.1.1 joist.4te Pans 10.1OfPNVe 1 of 1 ail F O R T E` MEMBER REPORT Level, Joist 5 1 piece(s) 16" TJI@ 560 @ 12" OC PASSED Overall Length: 32' 9" + 0 E 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 761 @ 4 1/2" 1725 (3.50") Passed (44%) 1.00 1.0 D + 1.0 L (Aft Spans) Shear (Ibs) 745 @ 276 1/2" 2710 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5067 @ 13' 11 3/8" 12925 Passed (39%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.412 @ 14' 7/8" 0.685 Passed (L/797) - 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.556 @ 14' 3/8" 1 1.370 1 Passed (L/591) - 1.0 D + 1.0 L (Alt Spans) TJ-Pro— Rating 38 1 38 lipassed - - Deflection criteria: LL (L/480) and TL (IJ240). Overhang deflection criteria: LL (2U480) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 13/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TI-Pro- Rating include: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall - DF 5.50" 4.25" 1.75" 204 563/-14 767/-14 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 5.50" 3.50" 287 765 1052 Blocking • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 32' 9" 12" 15.0 40_0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Justin Franklin Franklin Pacific Structural LLC (206)734.6971 justinfranklin@iranklinpacific.net System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 1 /11 /2017 4:03:07 PM Forte v5.1, Design Engine: V6.5.1.1 joist.4te pane 1 n4 of 1 of 1 �i F ® jib 7 E " MEMBER REPORT Level, Joist 6 ill u u� u lf.. 1 piece(s) 16" T7I@ 560 @ 12" OC 0 Overall Length: 25' 25' E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. E Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 682 @ 4 1/2" 1725 (3.50") Passed (40%) 1.00 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 662 @ 5 1/2" 2710 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4D43 @ 12' 6" 12925 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) L)ve Load Defl. (in) 0.260 @ 12' 6" 0.606 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.358 @ 12' 6" 1 1.212 Passed (LJ812) - 1.0 D + 1.0 L (All Spans) TJ-Pro"m Rating 46 1 40 Passed - - Deflection criteria: LL (L/480) and TL (L,/240). Bracing (L.u): All compression edges (top and bottom) must be braced at 9' 3/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stabillty. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge— Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro- Rating Include: None PPo� Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Fie loor Total d wall - OF 5.50" 4.25" 1.75" 188 500 688 1 1/4" Rim Board 2 - Stud wall - OF 5.50" 4.25" 1.75" 188 501 688 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location (Side) Spadng (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 25, 12" 15.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR-1153 and FSR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.oDm/services/s_CcdeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD $1, SUSTAINABLE FORESTRY INITIATIVE I Forte Software Operator I Job Notes Justin Franklin Franklin Pacific Structural LLC (206) 734.6971 justinfranklin@franklirpacific.net 1/1112017 4:03:18 PM Forte v5.1, Design Engine: V6.5.1.1 joist 4te Panes 1(IS nfP.Qge 1 of 1 MEMBER REPORT Level, Joist 7 ®� 1 piece(s) 16" TJI@ 560 @ 16" OC PASSED 0 Overall Length: 15' 2" 14' 2" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. il Design Results Actual C Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 516 @ 4 1/2" 1725 (3.50") Passed (30%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 490 @ 5 1/2" 2710 Passed (18%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 1679 @ 7' 1 11/16" 12925 Passed (13%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.043 @ 7' 1 7/8" 0.339 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.059 @ 7' 1 13/16" 0.678 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) T]-Pro— Rating 65 40 Passed Deflection criteria: LL (1./480) and TL (L/240). Overhang deflection criteria: LL (2L/480) and TL (2L/240). Bracing (L.u): All compression edges (top and bottom) must be braced at 14' 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro"" Rating Include: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Fllioo Total 1 - Stud wall - DF 5.50" 4.25" 1.75" 142 382 524 1 1/4" Rim Board 2 - Stud wall - OF 5.50" 5,50" 3.50" 161 430 591 Blocking • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 15' 2" 16" 15.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Justin Franklin Franklin Pacific Structural LLC (206) 734-6971 justinfranklin@franklinpacific.net System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 1/17/2017 7:14:25 AM Forte v5.1, Design Engine: V6.5.1.1 joist 4te pane InR nffte1 of 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing b Title Block" selection. itle Block Line 6 i Wood Beam Description : Beam 6 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017. 950AM •Ile = Mt-NUM-11f't I J(:H-1U KAMIN-1.t(;b INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DFIDF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.09) L(0.24) 5.5x9.5 Span =11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.0 ft, (tributary floor loading) DESIGNSUMMARY • Maximum Bending Stress Ratio = _ 0.3121 Maximum Shear Stress Ratio = 0.175 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb : Actual = 748.83 psi fv : Actual = 46.42 psi FB : Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.237ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.112 in Ratio = 1174 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.160 in Ratio = 825>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.103 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.53 222.29 2160.00 0.48 13.78 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.312 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.16 748.83 2400.00 1.62 46.42 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.074 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.53 222.29 3000.00 0.48 13.78 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.081 0.045 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.53 222.29 2760.00 0.48 13.78 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.206 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.25 617.19 3000.00 1.33 38.26 331.25 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes 1n7 of 747 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8JAN2017, 9:50AM Wood Beam File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31i KW-06008601 Licensee: FRANKLIN PACIFIC Description: Beam 6 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm C t C L Moment Values M fb Fb V Shear Values fv Fv Length =11.0 ft 1 0.224 0.126 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.25 617.19 2760.00 1.33 38.26 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.058 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.53 222.29 3840.00 0.48 13.78 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.058 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.53 222.29 3840.00 0.48 13.78 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.161 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 617.19 3840.00 1.33 38.26 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.161 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 617.19 3840,00 1.33 38.26 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.161 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 617.19 3840.00 1.33 38.26 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.035 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.92 133.37 3840.00 0.29 8.27 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.035 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.92 133.37 3840.00 0.29 8.27 424.00 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H 1 0.1599 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.877 1.877 Overall MINimum 0.334 0.334 +D+H e557 0.557 +D+L+H 1.877 1.877 +D+Lr+H 0.557 0.557 +D+S+H 0.557 0.557 +D+0.750Lr+0.750L+H 1.547 1.547 +D+0.750L+0.750S+H 1.547 1.547 +D+0.60W+H 0.557 0.557 +D+0.70E+H 0.557 0.557 +D+0.750Lr+0.750L+0.450W+H 1.547 1.547 +D+0.750L+0.750S+0.450W+H 1.547 1.547 +D+0.750L+0.750S+0.5250E+H 1.547 1.547 +0.60D+0.60W+0.60H 0.334 0.334 +0.60D+0.70E+0.60H 0.334 0.334 D Only 0.557 0.557 Lr Only L Only 1.320 1.320 S Only W Only E Only H Only Pane 109 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. .tie Block Line 6 Wood Beam Description : Beam 7 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:16 JAN 2017. 1:37PM -Ile=IV:lt UINt'11NtIJI:H-11FKAMIN-1.K;b INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.Oksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0675)1- 0.09)S(0.1125) 0(0.0975) L 0.26 .� 0(1.213) Lr(0.692tL(1.41t) S(05) 6.75X21 Span = 34.011 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0,0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (tributary floor loading) Point Load : D=1.213, Lr = 0.6920, L=1.412, S = 0,8650 k @ 27.750 ft, (beam 12 reaction) Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Extent = 27.750 ->> 34.0 ft, Tributary Width = 4.50 ft DESIGN SUMMARY r • Maximum Bending Stress Ratio = 0.751: 1 Maximum Shear Stress Ratio = 0.333 :1 Section used for this span 6.75x21 Section used for this span 6.75x21 fb : Actual = 1,579.66psi tv : Actual 88.19 psi FB : Allowable = 2,103.88psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 18.365ft Location of maximum on span = 32,263ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.952 in Ratio = 428>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.480 in Ratio = 275 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length = 34.0 ft 1 0.297 0.143 0.90 0.877 1.00 1.00 +D+L+H 0.877 1.00 1.00 Length = 34.0 ft 1 0.751 0.333 1.00 0.877 1.00 1.00 +D+Lr+H 0.877 1.00 1.00 Length = 34.0 ft 1 0.246 0.132 1.25 0.877 1.00 1.00 +D+S+H 0.877 1.00 1.00 Length = 34.0 It 1 0.277 0.151 1.15 0.877 1.00 1.00 +D+0.750Lr+0.750L+H 0.877 1.00 1.00 Cm C I C L Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 23,24 562.20 1893.49 3.21 34.00 238.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 65.31 1,579.66 2103.88 8.33 88.19 265100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 26.78 647.62 2629.85 4.13 43.72 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 27,70 669.92 2419.46 4.36 46.16 304.75 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Pane 1n9 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted:16 JAN 2017, 1:37PM Wood BeamFile=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 j ENERCALC, INC. 1983.2016, Build:6.16.12.31, Ver:6.16.12.31 1 Description : Beam 7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 34.0 It 1 0.527 0.247 1.25 0.877 1.00 1.00 1.00 1.00 1.00 57.28 1,385.55 2629.85 7.74 81.93 331.25 +D+0.750L+0.750S+H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 ft 1 0.579 0.275 1.15 0.877 1.00 1.00 1.00 1.00 1.00 57,92 1,400.86 2419.46 7.92 83.76 304.75 +D+0.60W+H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 It 1 0.167 0.080 1.60 0.877 1.00 1.00 1.00 1.00 1.00 23.24 562.20 3366.20 3.21 34.00 424.00 +D+0.70E+H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 ft 1 0.167 0.080 1.60 0.877 1.00 1.00 1.00 1.00 1,00 23.24 562.20 3366.20 3.21 34.00 424.00 +D+0.750Lr+0.750L+0.450W+H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 ft 1 0.412 0.193 1.60 0.877 1.00 1.00 1.00 1.00 1.00 57.28 1,385.55 3366.20 7.74 81.93 424.00 +D+0.750L+0.750S+0.450W+H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 ft 1 0.416 0.198 1.60 0,877 1.00 1.00 1.00 1.00 1.00 57.92 1,400.86 3366.20 7.92 83.76 424.00 +D+0.750L+0.750S+0.5250E+H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 ft 1 0.416 0.198 1.60 0.877 1.00 1.00 1.00 1.00 1.00 57.92 1,400.86 3366.20 7.92 83.76 424.00 +0.60D+0.60W+0.60H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 It 1 0.100 0.048 1.60 0.877 1.00 1.00 1.00 1.00 1.00 13.95 337.32 3366.20 1.93 20.40 424.00 +0.60D+0.70E+0.60H 0.877 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 34.0 ft 1 0.100 0.048 1.60 0.877 1.00 1.00 1.00 1.00 1.00 13.95 337.32 3366.20 1.93 20.40 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 1.4797 17.372 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.121 9.125 Overall MINimum 0.179 1.076 +D+H 2.441 3.553 +D+L+H 7.121 9.125 +D+Lr+H 2.620 4.628 +D+S+H 2.665 4.897 +D+0.750Lr+0.750L+H 6.085 8.539 +D+0.750L+0.750S+H 6.119 8.740 +D+0.60W+H 2.441 3.553 +D+0.70E+H 2.441 3.553 +D+0.750Lr+0.750L+0.450W+H 6.085 8.539 +D+0.750L+0.750S+0.450W+H 6.119 8.740 +D+0.750L+0.750S+0.5250E+H 6.119 8.740 +0.60D+0.60W+0.60H 1.465 2.132 +0.60D+0.70E+0.60H 1.465 2.132 D Only 2.441 3.553 Lr Only 0.179 1.076 L Only 4.680 5.572 S Only 0.224 1.344 W Only E Only H Only Panes 110 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ile Block Line 6 Printed:17 JAN 2017, 8:31AM Steel Beam File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 8 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(1.994) U2.275) S(2.844) �,- .-...- ., D(6244) Lr7.216) S(9.619) T ^ Span = 27.750 ft L HSS16x4x5/16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (tributary floor loading) Point Load : D=1.994, Lr = 2.275, S = 2.844 k @ 7.750 ft, (column 2 reaction) Point Load : D = 6,244, Lr = 7.216, S = 9.019 k @ 21.50 ft, (column 4 reaction) !DESIGN SUMMARY R • Maximum Bending Stress Ratio = 0.734: 1 Maximum Shear Stress Ratio = 0.096 : 1 Section used for this span HSS16x4x5/16 Section used for this span HSS16x4x5/16 Ma: Applied 86.050 k-ft Va : Applied 13.945 k Mn / Omega: Allowable 117.295 k-ft Vn/Omega : Allowable 145.502 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 21.486ft Location of maximum on span 27.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.678 in Ratio = 490>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.233 in Ratio = 270 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 27.75 ft 1 0.319 0.042 37.43 37.43 195.88 117.30 1.00 1.00 6.16 242.99 145.50 +D+L+H Dsgn. L = 27.75 ft 1 0.342 0.046 40.12 40.12 195.88 117.30 1.00 1.00 6.72 242.99 145.50 +D+Lr+H Dsgn. L = 27.75 ft 1 0.651 0.085 76.33 76.33 195.88 117.30 1.00 1.00 12.39 242.99 145.50 +D+S+H Dsgn. L = 27.75 It 1 0.734 0.096 86.05 86.05 195.88 117.30 1.00 1.00 13.94 242.99 145.50 +D+0.750Lr+0.750L+H Dsgn. L = 27.75 ft 1 0.585 0.077 68.62 68.62 195.88 117.30 1.00 1.00 11.25 242.99 145.50 +D+0.750L+0.750S+H Dsgn. L = 27.75 ft 1 0.647 0.085 75.91 75.91 195.88 117.30 1.00 1.00 12.42 242.99 145.50 +D+0.60W+H Dsgn. L = 27.75 ft 1 0.319 0.042 37.43 37.43 195.88 117.30 1.00 1.00 6.16 242.99 145.50 D+0.70E+H Dsgn. L = 27.75 ft 1 0.319 0.042 37.43 37.43 195.88 117.30 1.00 1.00 6.16 242.99 145.50 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 27.75 ft 1 0.585 0.077 68.62 68.62 195.88 117.30 1.00 1.00 11.25 242.99 145.50 +D+0.750 L+0.750 S+0.450W+H Dsgn. L = 27.75 It 1 0.647 0.085 75.91 75.91 195.88 117.30 1.00 1.00 12.42 242.99 145.50 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 27.75 It 1 0.647 0.085 75.91 75.91 195.88 111730 1.00 1.00 PAP1112A"97 145.50 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description : Beam 8 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:17 JAN 2017, 831AM INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 27.75 ft 1 0.191 0.025 22.46 22.46 195.88 117.30 1.00 1.00 3.70 242.99 145.50 +0.60D+0.70E+0.60H Dsgn. L = 27.75 It 1 0.191 0.025 22.46 22.46 195.88 117.30 1.00 1.00 3.70 242.99 145.50 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.2334 14.747 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.692 13.945 Overall MINimum 0.555 0.555 +D+H 3.611 6.163 +D+L+H 4.166 6.718 +D+Lr+H 6.876 12.389 +D+S+H 7.692 13.945 +D+0.750Lr+0.750L+H 6,476 11.248 +D+0.750L+0.750S+H 7.088 12.415 +D+0.60W+H 3.611 6.163 • +D+0.70E+H 3.611 6.163 +D+0.750Lr+0.750L+0.450W+H 6.476 11.248 +D+0.750L+0.750S+0.450W+H 7.088 12.415 +D+0.750L+0.750S+0.5250E+H 7.088 12.415 +0.60D+0.60W+0.60H 2.167 3.698 +0.60D+0.70E+0.60H 2.167 3.698 D Only 3.611 6.163 Lr Only 3.265 6.226 L Only 0.555 0.555 S Only 4.081 7.782 W Only E Only H Only Pana 119 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. .tle Block Line 6 Pdnted: 9 FEB 2017, 6:16PM Beam File =N:tENGINE-ITETSCH-1\FRAMIN-1.EC6 [Wood ENERCALC, INC.1983-2017, Build:6.17.1.16, Yer:6.17.1.16 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 9 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination 1 BC 2015 Fb - Compr 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Pdl 2,500.0 psi Eminbend - xx 914.88 ksi Wood Species : Trus Joist Fc - Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1425) L(0.38) 1 i 1 1 1 2.6875x16 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (tributary floor loading) DESIGN SUMMARY • _ Maximum Bending Stress Ratio = __ _ _ 0.4341 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 2.6875x16 Section used for this span 2.6875x16 fb : Actual = 1,009.40psi fv : Actual = 87.60 psi FB : Allowable = 2,324.57psi Fv : Allowable = 190.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio = 1333>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.152 in Ratio = 945>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.140 0.149 0.90 0.969 1.00 1.00 1.00 1.00 1.00 2.81 293.72 2092.11 0.73 25.49 171.00 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.434 0,461 1.00 0.969 1.00 1.00 1.00 1.00 1.00 9.65 1,009.40 2324.57 2.51 87.60 190.00 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.101 0.107 1.25 0.969 1.00 1.00 1.00 1.00 1.00 2.81 293.72 2905.72 0.73 25.49 237.50 ,D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.110 0.117 1.15 0.969 1.00 1.00 1.00 1.00 1.00 2.81 293.72 2673.26 0.73 25.49 218.50 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.286 0,303 1.25 0.969 1.00 1.00 1.00 1.00 1.00 T94 830.48 2905.72 2.07 72.07 237.50 +0+0.750L+0.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pane 113 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 9FEB 2017, 6:16PM Wood Beam File =N:1ENGINE-1tPETSCH-11FRAMIN-1.EC6 ENERCALC. INC. 1963-2017, Build:6.17.1.16. Ver:6.17.1.16 Description : Beam 9 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr CM C t C L Moment Values M tb Fb V Shear Values fv Fv Length =12.0 ft 1 0.311 0.330 1.15 0.969 1.00 1.00 1.00 1.00 1.00 7.94 830.48 2673.26 2.07 72.07 218.50 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.079 0.084 1.60 0.969 1.00 1.00 1.00 1.00 1.00 2.81 293.72 3719.32 0.73 25.49 304.00 +D+0.70E+H 0,969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.079 0,084 1.60 0.969 1.00 1.00 1.00 1.00 1.00 2.81 293.72 3719.32 0.73 25.49 304.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.223 0.237 1.60 0.969 1.00 1.00 1.00 1.00 1.00 7.94 830.48 3719.32 2.07 72.07 304.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.223 0.237 1.60 0.969 1.00 1.00 1.00 1.00 1.00 7.94 830.48 3719.32 2.07 72.07 304.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.223 0.237 1.60 0.969 1.00 1.00 1.00 1.00 1.00 7.94 830.48 3719,32 2.07 72.07 304.00 +0.60D+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.047 0.050 1.60 0.969 1.00 1.00 1.00 1.00 1.00 1.68 176.23 3719.32 0.44 15.29 304.00 +0.60D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.047 0.050 1.60 0.969 1.00 1.00 1.00 1.00 1.00 1.68 176.23 3719.32 0.44 15.29 304.00 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1523 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.216 3.216 Overall MINimum 0.561 0.561 +D+H 0.936 0.936 +D+L+H 3.216 3.216 +D+Lr+H 0.936 0.936 +D+S+H 0.936 0.936 +D+0.750Lr+0.750L+H 2.646 2.646 +D+0.750L+0.750S+H 2.646 2.646 +D+0.60W+H 0.936 0.936 +D+0.70E+H 0.936 0.936 +D+0.750Lr+0.750L+0.450W+H 2.646 2.646 +D+0.750L+0.750S+0.450W+H 2.646 2.646 +D+0.750L+0.750S+0.5250E+H 2.646 2.646 +0.60D+0.60W+0.60H 0.561 0.561 +0.60D+0.70E+0.60H 0.561 0.561 D Only 0.936 0.936 Lr Only L Only 2.280 2.280 S Only W Only E Only H Only Pane 114 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'Title Block" selection. itle Block Line 6 Printed: 9 FEB 2017, 3:47PM Wood Beam File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Bulld:6.17.1.16, Ver:6.17.1.16 i3Oi:,i • Description : Beam 10 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 2,400.0 psi E: Modulus of Elasticity Load Combination t BC 2015 Fb - Compr 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Pdl 1,650.0 psi Eminbend - xx 950.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(5.649) Lr(6.276) S(7.844) D(0.15375) L(0.41) ♦ i � ♦ 1 6.75x21 Span = 28.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width=10.250 ft, (tributary floor loading) Point Load : D = 5.649, Lr = 6.276, S = 7.844 k @ 21.750 ft, (column 5 reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8921 Maximum Shear Stress Ratio = 0.521 : 1 Section used for this span 6.75x21 Section used for this span 6.75x21 fo : Actual = 2,200.67psi fv : Actual = 158.63 psi FB : Allowable = 2,466.89psi Fv : Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 19.212ft Location of maximum on span = 26.263 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.608 in Ratio = 552>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.345 in Ratio = 249>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Flo V fV F'V +D+H 0.00 HO 0.00 0.00 Length = 28.0 ft 1 0.502 0.295 0.90 0.894 1.00 1.00 1.00 1.00 1.00 40.04 968.47 1930.61 6.65 70.37 238.50 +D+L+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.871 0.466 1.00 0.894 1.00 1.00 1.00 1.00 1.00 77.25 1,868.42 2145.12 11.68 123.57 265.00 J+Lr+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.634 0.368 1.25 0.894 1.00 1.00 1.00 1.00 1.00 70,33 1,701.01 2681.41 11.53 121.96 331.25 +D+S+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.764 0.442 1.15 0.894 1.00 1.00 1.00 1.00 1.00 77.91 1,894.41 2466.89 12.74 134.85 304.75 +D+0.750Lr+0.750L+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.776 0.450 1.25 0.894 1.00 1.00 1.00 1.00 1.00 86.01 2,080.26 2681.41 14.08 148.97 331.25 Pano 115 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 Printed: 9FEB 2017. 3A7PM Wood Beam File=NAENGINE-11PETSCH-1TRAMIN-I.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description : Beam 10 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Moment Values M fb Pb Shear Values V fv F'v TW'V./JVLTV./JVJTFI V.UJY I.VV [.VV I.VV I.VV P.- V.VV V.VV V.VV V.VV Length = 28.0 ft 1 0.892 0.521 1.15 0.894 1.00 1.00 1.00 1.00 1.00 90.98 2,200.67 2466.89 14.99 158.63 304.75 +D+0.60W+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.282 0.166 1.60 0,894 1.00 1.00 1.00 1.00 1.00 40.04 968.47 3432.20 6.65 70.37 424.00 +D+0.70E+H 0,894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.282 0.166 1.60 0.894 1.00 1.00 1.00 1.00 1.00 40.04 968.47 3432.20 6.65 70.37 424.00 +D+0.75OLr+0.750L+0.450W+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.606 0.351 1.60 0.894 1.00 1.00 1.00 1.00 1.00 86.01 2,080.26 3432.20 14.08 148.97 424.00 +D+0.750L+0.750S+0.450W+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.641 0.374 1.60 0.894 1.00 1.00 1.00 1.00 1.00 90.98 2,200.67 3432.20 14.99 158.63 424.00 +D+0.750L+0.750S+0.5250E+H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.641 0.374 1.60 0.894 1.00 1.00 1.00 1.00 1.00 90.98 2,200.67 3432.20 14.99 158.63 424.00 +0.60D+0.60W+0.60H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.169 0.100 1.60 0.894 1.00 1.00 1.00 1.00 1.00 24.02 581.08 3432.20 3.99 42.22 424.00 +0.60D+0.70E+0.60H 0.894 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.169 0A00 1.60 0.894 1.00 1.00 1.00 1.00 1.00 24.02 581.08 3432.20 3.99 42.22 424.00 Overall Maximum Deflections Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 1.3454 14.818 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.583 15.845 Overall MINimum 1.401 4.182 +D+H 3.843 6.971 +D+L+H 9.593 12.711 +D+Lr+H 5.244 11.846 +D+S+H 5.594 13.064 +D+0.750Lr+0.750L+H 9.199 14.932 +D+0.750L+0.750S+H 9.462 15.845 +D+0.60W+H 3.843 6.971 +D+0.70E+H 3.843 6.971 +D+0.750Lr+0.750L+0.450W+H 9.199 14.932 +D+0.750L+0.750S+0.450W+H 9.462 15.845 +D+0.750L+0.750S+0.5250E+H 9.462 15.845 +0.60D+0.60W+0.60H 2.306 4.182 +0.60D+0.70E+0.60H 2.306 4.182 D Only 3.843 6.971 Lr Only 1.401 4.875 L Only 5,740 5.740 S Only 1.751 6.093 W Only E Only H Only Pane 116 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 8 JAN 2017,10:19AM Wood BeamFlIe=N:IENGINE-11PETSCH-IIFRAMIN-I.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 1850 psi Ebend- xx 1800 ksi Fc - Pdl 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0825) L(0.22) 5.5x9.5 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (tributary floor loading) DESIGN SU_MMA_R_Y_ - - __ � - • Maximum Bending Stress Ratio _ _ 0.76a 1 Maximum Shear Stress Ratio 0.279 :1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb : Actual = 1,843.57psi fv : Actual = 73.98 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.000ft Location of maximum on span = 17.212 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.739 in Ratio = 292 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Downward Total Deflection 1.054 in Ratio = 204 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M lb Fb V tv F'v +D+H 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.255 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.80 551.16 2160.00 0.77 22.12 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 It 1 0.768 0.279 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.71 1,843.57 2400.00 2.58 73.98 265.00 D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.184 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.80 551.16 3000.00 0.77 22.12 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.200 0.073 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.80 551.16 2760.00 0.77 22.12 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.507 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.48 1,520.47 3000.00 2.13 61.01 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pana 117 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,10:19AM Wood BeamFile=N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 11 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length =18.0 ft 1 0.551 0.200 1.15 1.000 +D+0.60W+H 1.000 Length =18.0 ft 1 0.144 0.052 1.60 1.000 +D+0.70E+H 1.000 Length =18.0 ft 1 0.144 0.052 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length =18.0 ft 1 0.396 0.144 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length =18.0 ft 1 0.396 0.144 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length =18.0 It 1 0.396 0.144 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length =18.0 ft 1 0.086 0.031 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length =18.0 ft 1 0.086 0.031 1.60 1.000 Overall Maximum Deflections C i C r C m C t C L Moment Values M fb F'b V Shear Values fv F'v 1.00 1.00 1.00 1.00 1.00 10.48 1,520.47 2760.00 2.13 61.01 304.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.80 551.16 3840.00 0.77 22.12 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.80 551.16 3840.00 0.77 22.12 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 10.48 1,520.47 3840.00 2.13 61.01 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 10.48 1,520.47 3840.00 2.13 61.01 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 10.48 1,520.47 3840.00 2.13 61.01 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.28 330.70 3940.00 0.46 13.27 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.28 330.70 3840.00 0.46 13.27 424.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 1.0540 9.066 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.824 2.824 Overall MINimum 0.507 0.507 +D+H 0.844 0.844 +D+L+H 2.824 2.824 +D+Lr+H 0.844 0.844 +D+S+H 0.844 0.844 +D+0.750Lr+0.750L+H 2.329 2.329 +D+0.750L+0.750S+H 2.329 2.329 +D+0.60W+H 0.844 0.844 +D+0.70E+H 0.844 0.844 +D+0.750Lr+0.750L+0.450W+H 2.329 2.329 +D+0.750L+0.750S+0.450W+H 2.329 2.329 +D+0.750L+0.750S+0.5250E+H 2.329 2.329 +0.60D+0.60W+0.60H 0.507 0.507 +0.60D+0.70E+0.60H 0.507 0.507 D Only 0.844 0.844 Lr Only L Only 1.980 1.980 S Only W Only E Only H Only Pane 119 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure ale MOCK Line b Pdnted:16 JAN 2017, 1:30PM rWood Beam File=WENGINE-ITETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, BdId:6.16.12.31, Ver:6.16.12.31 Description : Beam 12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _._.... _.................. .......... _.. D(6.089) Lr(6.226) L(0.555) S(7.782) i D 0.225 L 0.6 2.6875x16 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =15.0 ft, (tributary floor loading) Point Load : D = 6.089, Lr = 6.226, L = 0.5550, S = 7.782 k @ 0.50 ft, (beam 8 reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.207.1 Maximum Shear Stress Ratio = 0.210 : 1 Section used for this span 2.6875x16 Section used for this span 2.6875x16 fb : Actual = 668.92 psi fv : Actual = 69.91 psi FB : Allowable = 3,230.19psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 0.509ft Location of maximum on span = 3.170ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 11462 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 j Max Downward Total Deflection 0.011 in Ratio = 4956 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L +D+H Length = 4.50 ft 1 0.122 0.120 0.90 0.969 1.00 1.00 1.00 1.00 1.00 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.153 0.182 1.00 0.969 1.00 1.00 1.00 1.00 1.00 )+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.170 0.153 1.25 0.969 1.00 1.00 1.00 1.00 1.00 +D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 4.50 it 1 0.207 0.184 1.15 0.969 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.169 0.180 1.25 0.969 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.94 307.86 2527.97 0.90 31.25 261.00 0.00 0.00 0.00 0.00 4.11 429.86 2808.86 1.51 52.64 290.00 0.00 0.00 0.00 0.00 5.70 596.73 3511.07 1.59 55.37 362.50 0.00 0.00 0.00 0.00 6.39 668.92 3230.19 1.76 61.40 333.50 0.00 0.00 0.00 0.00 5.65 591.66 3511.07 1.87 65.39 362.50 Pane 11 A of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 16 JAN 2017, 1:30PM Wood Beam File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 12 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V tv F'v *u*v.rZ)uc*v.rova*n u.aoa i.uu 1.uu 1.vu 1.uu 1.uv u.uu u.uu u.vu u.uu Length = 4.50 It 1 0.200 0.210 1.15 0.969 1.00 1.00 1.00 1.00 1.00 6.17 645.80 3230.19 2.00 69.91 333.50 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.069 0.067 1.60 0.969 1.00 1.00 1.00 1.00 1.00 2.94 307.86 4494.17 0.90 31.25 464.00 +D+0.70E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 It 1 0.069 0.067 1.60 0.969 1.00 1.00 1.00 1.00 1.00 2.94 307.86 4494.17 0.90 31.25 464.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.132 0.141 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.65 591.66 4494.17 1.87 65.39 464.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.144 0.151 1.60 0.969 1.00 1.00 1.00 1.00 1.00 6.17 645.80 4494.17 2.00 69.91 464.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.144 0.151 1.60 0.969 1.00 1.00 1.00 1.00 1.00 6.17 645.80 4494.17 2.00 69.91 464.00 +0.60D+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.041 0.040 1.60 0.969 1.00 1.00 1.00 1.00 1.00 1.77 184.71 4494.17 0.54 18.75 464.00 +0.60D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 It 1 0.041 0.040 1.60 0.969 1.00 1.00 1.00 1.00 1.00 117 184.71 4494.17 0.54 18.75 464.00 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0109 2.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.866 2.920 Overall MINimum 1.843 0.692 +D+H 5.949 1.213 +D+L+H 7.792 2.625 +D+Lr+H 11.483 1.905 +D+S+H 12.866 2.078 +D+0.750Lr+0.750L+H 11.482 2.791 +D+0.750L+0.750S+H 12.519 2.920 +D+0.60W+H 5.949 1.213 +D+0.70E+H 5.949 1.213 +D+0.750Lr+0.750L+0.450W+H 11.482 2.791 +D+0.750L+0.750S+0.450W+H 12.519 2.920 +D+0.750L+0.750S+0.5250E+H 12.519 2.920 +0.60D+0.60W+0.60H 3.569 0.728 +0.60D+0.70E+0.60H 3.569 0.728 D Only 5.949 1.213 Lr Only 5.534 0.692 L Only 1.843 1.412 S Only 6.917 0.865 W Only E Only H Only Panes 1?n of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. -Me Block Line 6 Wood Beam Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Nnted: 8 JAN 2017.1024AM •Ile = MR-NUINh-11Nt I,iUi-1TKAMIN-1.hU INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 13 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination 1BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi R 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0375) Q0.1) I 1 + 1 1 2.6875x16 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0,0150, L = 0.040 ksf, Tributary Width = 2.50 ft, (tributary floor loading) DESIGN SUMMARY • _ Maximum Bending Stress Ratio = T 0.0251 Maximum Shear Stress Ratio = 0.031 : 1 Section used for this span 2.6875x16 Section used for this span 2.6875x16 fb : Actual = 71.08psi fv : Actual 8.88 psi FB : Allowable = 2,808.86 psi Fv : Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = O.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 45037 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 29834>=180 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 6.0 ft 1 0.009 0.011 0.90 0.969 1.00 1.00 +D+L+H 0.969 1.00 1.00 Length = 6.0 ft 1 0.025 0.031 1.00 0.969 1.00 1.00 O+Lr+H 0.969 1.00 1.00 Length = 6.0 ft 1 0.007 0.008 1.25 0.969 1.00 1.00 +D+S+H 0.969 1.00 1.00 Length = 6.0 It 1 0.007 0.009 1.15 0.969 1.00 1.00 +D+0.750Lr+0.750L+H . _ 0.969 1.00 1.00 Length = 6.0 ft 1 0.017 0.020 1.25 0.969 1.00 1.00 +D+0.750L+0.750S+H 0.969 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.23 23.99 2527,97 0.09 3.00 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.68 71.08 2808.86 0.25 8.88 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.23 23.99 3511.07 0.09 3.00 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.23 23.99 3230.19 0.09 3.00 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.57 59.30 3511.07 0.21 7.41 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pane 121 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,10:24AM Wood Beam File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Description : Beam 13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b V fv F'v Length = 6.0 ft 1 0.018 0.022 1.15 0.969 1.00 1.00 1.00 1.00 1.00 0,57 59.30 3230.19 0.21 7.41 333.50 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.005 0.006 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0,23 23.99 4494.17 0.09 3.00 464.00 +D+0.70E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.005 0.006 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.23 23.99 4494.17 0.09 3.00 464.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.013 0.016 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.57 59,30 4494.17 0.21 7.41 464.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.013 0.016 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.57 59.30 4494.17 0.21 7.41 464.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.013 0.016 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.57 59.30 4494,17 0.21 7.41 464.00 +0.60D+0.60W+H0H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.003 0.004 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.14 14.40 4494.17 0.05 1.80 464.00 +0.60D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.003 0.004 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.14 14.40 4494.17 0.05 1.80 464.00 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0024 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.453 0.453 Overall MINimum 0.092 0.092 +D+H 0.153 0.153 +D+L+H 0.453 0.453 +D+Lr+H 0.153 0.153 +D+S+H 0.153 0.153 +D+0.750Lr+0.750L+H 0.378 0.378 +D+0.750L+0.750S+H 0.378 0.378 +D+0.60W+H 0.153 0.153 +D+0.70E+H 0.153 0.153 +D+0.750Lr+0.750L+0.450W+H 0.378 0.378 +D+0.750L+0.750S+0.450W+H 0.378 0.378 +D+0.750L+0.750S+0.5250E+H 0.378 0.378 +0.60D+0.60W+0.60H 0.092 0.092 +0.60D+0.70E+0.60H 0.092 0.092 D Only 0.153 0.153 Lr Only L Only 0,300 0.300 S Only W Only E Only H Only Pan,- 199 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Ale Block Line 6 Wood Beam Description : Beam 14 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: iBC 2015 Material Properties Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017,10:32AM -Ile = K:ItNU1Nt-1W1:1-5UH-11FKAMIN-1.t(1i INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination t BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.159375) Lr(0.2125) S(0.265625) D(0.0751 L(0.2) 2.6875.16 Span = 11.50 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (tributary floor loading) Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width=10.625 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) DESIGN SUMMARY Maximum Bending Stress Ratio _ -0.37a 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2.6875x16 Section used for this span 2.6875x16 fb : Actual = 1,205.68psi fv : Actual = 108.16 psi FB : Allowable = 3,230.19psi Fv : Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 2408 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.150 in Ratio = 917>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.238 0.207 0.90 0.969 1.00 1.00 1.00 1.00 1.00 5.75 601.64 2527.97 1.55 53.97 261.00 O+L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 It 1 0.337 0.293 1.00 0.969 1.00 1.00 1.00 1.00 1.00 9.06 947.58 2808.86 2.44 85.00 290.00 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.276 0.240 1.25 0.969 1.00 1.00 1.00 1.00 1.00 9.26 969.20 3511.07 2.49 86.94 362.50 +D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.328 0.285 1.15 0.969 1.00 1.00 1.00 1.00 1.00 10.14 1,061.09 3230.19 2.73 95.19 333.50 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes 193 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,10:32AM Wood BeamFile=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 14 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i C r C m C t C L Moment Values M tb F'b V Shear Values fv F'v Length =11.50 ft 1 0.324 0.281 1.25 0.969 1.00 1.00 1.00 1.00 1.00 10.86 1,136.76 3511.07 2.92 101.98 362.50 +D+0.750L+0.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.373 0.324 1.15 0.969 1.00 1.00 1.00 1.00 1.00 11.52 1,205.68 3230.19 3.10 108.16 333.50 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.134 0.116 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.75 601.64 4494.17 1.55 53.97 464.00 +D+0.70E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.134 0.116 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.75 601.64 4494.17 1.55 53.97 464.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.253 0.220 1.60 0.969 1.00 1.00 1.00 1.00 1.00 10.86 1,136.76 4494.17 2.92 101.98 464.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 It 1 0.268 0.233 1.60 0.969 1.00 1.00 1.00 1.00 1.00 11.52 1,205.68 4494,17 3.10 108.16 464.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.268 0.233 1.60 0.969 1.00 1.00 1.00 1.00 1.00 11.52 1,205.68 4494.17 3.10 108.16 464.00 +0.60D+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 It 1 0.080 0.070 1.60 0.969 1.00 1.00 1.00 1.00 1.00 3.45 360.98 4494.17 0.93 32.38 464.00 +0.60D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11,50 ft 1 0.080 0.070 1.60 0.969 1.00 1.00 1.00 1.00 1A 3A5 360,98 4494.17 0.93 32.38 464.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1504 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.008 4.008 Overall MINimum 1.150 1.150 +D+H 2.000 2.000 +D+L+H 3.150 3.150 +D+Lr+H 3.222 3.222 +D+S+H 3.527 3.527 +D+0.750Lr+0.750L+H 3.779 3.779 +D+0.750L+0.750S+H 4.008 4.008 +D+0.60W+H 2.000 2.000 +D+0.70E+H 2.000 2.000 +D+0.750Lr+0.750L+0.450W+H 3.779 3.779 +D+0.750L+0.750S+0.450W+H 4.008 4.008 +D+0.750L+0.750S+0.5250E+H 4.008 4.008 +0.60D+0.60W+0.60H 1.200 1.200 +0.60D+0.70E+0.60H 1.200 1.200 D Only 2,000 2.000 Lr Only 1.222 1.222 L Only 1.150 1.150 S Only 1.527 1.527 W Only E Only H Only Pan- 1124 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 9FEB 2017, 3:48PM Wood Beam File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 15a CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225) L(0.6) t; 2.6875x16 Span = 4.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =15.0 ft, (tributary floor loading) DESIGN SUMMARY I- • • Maximum Bending Stress Ratio _ _ 0.08@ 1 Maximum Shear Stress Ratio = 0.107 : 1 Section used for this span 2.6875x16 Section used for this span 2.6875x16 fb : Actual = 247.42 psi fv : Actual = 30.92 psi FB : Allowable = 2,808.86psi Fv : Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.375ft Location of maximum on span = 3.432 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 15128>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.005 in Ratio = 10825>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 4.750 ft 1 0.028 0.034 0.90 0.969 1.00 1.00 +D+L+H 0.969 1.00 1.00 Length = 4.750 ft 1 0.088 0.107 1.00 0.969 1.00 1.00 `D+Lr+H 0.969 1.00 1.00 Length = 4.750 ft 1 0.020 0.024 1.25 0.969 1.00 1.00 +D+S+H 0.969 1.00 1.00 Length = 4.750 ft 1 0.022 0.026 1.15 0.969 1.00 1.00 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 Length = 4.750 It 1 0.058 0.070 1.25 0.969 1.00 1.00 +D+0.750L+0.750S+H 0.969 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values tv Pv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.67 70.37 2527.97 0.25 8.79 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.36 247.42 2808.86 0.89 30.92 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.67 70.37 3511.07 0.25 8.79 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.67 70.37 3230.19 0.25 8.79 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.94 203.16 3511.07 0.73 25.39 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pana 19..5 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Primed: 9 FEB 2017, 3:48PM Wood Beam File = NAENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 0.i0:.i i Description : Beam 15a Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M lb Fb V tv Fv Length = 4.750 ft 1 0.063 0.076 1.15 0.969 1.00 1.00 1.00 1.00 1.00 1.94 203.16 3230.19 0.73 25.39 333.50 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.016 0.019 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.67 70.37 4494.17 0.25 8.79 464.00 +D+0.70E+H 0,969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 It 1 0.016 0.019 1.60 0,969 1.00 1.00 1.00 1.00 1.00 0,67 70.37 4494.17 0.25 8.79 464.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.045 0.055 1.60 0.969 1.00 1.00 1.00 1.00 1.00 1.94 203.16 4494.17 0.73 25.39 464.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 4.750 ft 1 0.045 0.055 1.60 0.969 1.00 1.00 1.00 1.00 1.00 1.94 203.16 4494.17 0.73 25.39 464.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 It 1 0.045 0.055 1.60 0.969 1.00 1.00 1.00 1.00 1.00 1.94 203.16 4494,17 0.73 25.39 464.00 +0.60D+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.009 0.011 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.40 42.22 4494.17 0.15 5.28 464.00 +0.60D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 It 1 0.009 0.011 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.40 42.22 4494.17 0.15 5.28 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0053 2.392 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.991 1.991 Overall MINimum 0.340 0.340 +D+H 0.566 0.566 +D+L+H 1.991 1.991 +D+Lr+H 0.566 0.566 +D+S+H 0.566 0.566 +D+0.750Lr+0.750L+H 1.635 1.635 +D+0.750L+0.750S+H 1.635 1.635 +D+0.60W+H 0.566 0.566 +D+0.70E+H 0.566 0.566 +D+0.750Lr+0.750L+0.450W+H 1.635 1.635 +D+0.750L+0.750S+0.450W+H 1.635 1.635 +D+0.750L+0.750S+0.5250E+H 1.635 1.635 +0.60D+0.60W+0.60H 0.340 0.340 +0.60D+0.70E+0.60H 0.340 0.340 D Only 0.566 0.566 Lr Only L Only 1.425 1.425 S Only W Only E Only H Only Pana 196 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. tie Block Line 6 printed:12 FEB 2017, 9:05AM WOOL) BeamFile=N:IENGINE-11PETSCH-�11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 15b CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01995) L(0.0532) D(0.1) 0(0.15) Lr(0.2) S(0.25) 2.6875x11.875 Span=14.167 ft _Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 7.0 ft, Tributary Width =10.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.330 ft, (tributary floor loading) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.499t 1 Maximum Shear Stress Ratio = 0.353 :1 Section used for this span 2.6875x11.875 Section used for this span 2.6875x11.875 fb : Actual = 1,664.50psi fv : Actual = 117.86 psi FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 5.894ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.150 in Ratio = 1130 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.409 in Ratio = 416>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 --------------- Maximum Forces Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr CM C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =14.167 ft 1 0.381 0.259 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.23 993.22 2610.00 1.44 67.48 261.00 +L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.429 0.285 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.54 1,242.73 2900.00 1.76 82.73 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.167 It 1 0.417 0.297 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.97 1,513.02 3625.00 2.29 107.78 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.493 0.353 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.65 1,643.90 3335.00 2.51 117.86 333.50 Pane 197 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:12 FEB 2017, 995AM Wood Beans File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1963-2017, Build:6.17.1.16, Ver.6.17.1.16 r.ii:.i r Description : Beam 15b Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b Shear Values V fv F'v +u+u.ravu*u.fOUL*n 1.uuu 1.uu i.vu 1.uu t.vu t.uu u.uu u.uu u.uu u.uu Length=14.167 ft 1 0.432 0.301 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.25 1,566.98 3625.00 2.32 109.15 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.499 0.350 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.76 1,664.50 3335.00 2.48 116.70 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.214 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.23 993.22 4640.00 1.44 67.48 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.214 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.23 993.22 4640.00 1.44 67.48 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.338 0.235 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.25 1,566.98 4640.00 2.32 109.15 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.359 0.252 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.76 1,664.50 4640.00 2A8 116.70 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0,359 0.252 1.60 1.000 1.00 1.00 1.00 1.00 1,00 8.76 1,664.50 4640.00 2.48 116.70 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.128 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.14 595.93 4640.00 0.86 40.49 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.167 ft 1 0.128 0,087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.14 595.93 4640.00 0.86 40.49 464.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4087 6.825 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.029 1.787 Overall MINimum 0.377 0.346 +D+H 1.711 1.180 +D+L+H 2.088 1.557 +D+Lr+H 2.765 1.526 +D+S+H 3.029 1.612 +D+0.750Lr+0.750L+H 2.784 1.722 +D+0.750L+0.750S+H 2.982 1.787 +D+0.60W+H 1.711 1.180 +D+0.70E+H 1.711 1.180 +D+0.750Lr+0.750L+0.450W+H 2.784 1.722 +D+0.750L+0.750S+0.450W+H 2.982 1.787 +D+0.750L+0.750S+0.5250E+H 2.982 1.787 +0.60D+0.60W+0.60H 1.027 0.708 +0.60D+0.70E+0.60H 1.027 0.708 D Only 1,711 1.180 Lr Only 1.054 0.346 L Only 0.377 0.377 S Only 1.318 0.432 W Only E Only H Only Pane 1 9R of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing b Title Block" selection. food Beam �.(( ,( Description : Beam 15c CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:12 FEB 2017. 9:06AM D = NAtNU1Nt_11rt IbL;H 1TKAMIN-1.tL;b INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination 1BC2015 Fb -Compr 2,900.0 psi Ebend-xx 2,000.Oksi Fc - Pill 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01995) L(0.0532) � 1 1 D(0.151 Lr(0.2) S(0.251 2.687501.875 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020, S = 0.0250 ksf, Tributary Width =10.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.330 ft, (tributary floor loading) DESIGN SUMMARY E- • • :Maximum Bending Stress Ratio = _ 0.3771 Maximum Shear Stress Ratio = 0.300 :1 Section used for this span 2.6875x11.875 Section used for this span 2.6875x11.875 fb : Actual = 1,258.26psi fv : Actual = 99.98 psi FB : Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 1590>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.160 in Ratio = 750 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.255 0.202 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.50 664.67 2610.00 1.12 52.81 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.273 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.16 790.98 2900.00 1.34 62.85 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.314 0.250 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.00 1,139.54 3625.00 1.93 90.54 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.377 0.300 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.62 1,258.26 3335.00 2.13 99.98 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes 124 nf 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 12 FEB 2017. 9:08AM Wood Beam FIe=N:tENGINE-1tPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Description : Beam 15c Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length =10.0 ft 1 0.308 0.245 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.87 1,115.56 3625.00 1.89 88.64 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.361 0.287 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.34 1,204.60 3335.00 2.04 95.71 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.143 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.50 664.67 4640.00 1.12 52.81 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.143 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.50 664.67 4640.00 1.12 52.81 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.240 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.87 1,115.56 4640.00 1.89 88.64 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.260 0.206 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.34 1,204.60 4640.00 2.04 95.71 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.260 0,206 1.60 1,000 1.00 1.00 1.00 1.00 1.00 6.34 1,204.60 4640.00 2.04 95.71 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.086 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 398.80 4640.00 0.67 31.69 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.086 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 398.80 4640.00 0.67 31.69 464.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1599 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.650 2.650 Overall MINimum 0.266 0.266 +D+H 1.400 1.400 +D+L+H 1.666 1.666 +D+Lr+H 2.400 2.400 +D+S+H 2.650 2.650 +D+0.750Lr+0.750L+H 2.349 2.349 +D+0.750L+0.7505+H 2.537 2.537 +D+0.60W+H 1.400 1.400 +D+0.70E+H 1.400 1.400 +D+0.750Lr+0.750L+0.450W+H 2.349 2.349 +D+0.750L+0.750S+0.450W+H 2.537 2.537 +D+0.750L+0.750S+0.5250E+H 2.537 2.537 +0.60D+0.60W+0.60H 0.840 0.840 +0.60D+0.70E+0.60H 0.840 0.840 D Only 1.400 1.400 Lr Only 1.000 1.000 L Only 0.266 0.266 S Only 1.250 1.250 W Only E Only H Only Pan. 13n nf 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. He Block Line 6 "Wood Beam Description : Beam 15d CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:16 JAN 2017, 2:33PM 'lie = N ItNUINt- Wt IJI:H-1U•KAMIN•1&L7o INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination fBC2015 Fb -Compr 2,900.0 psi Ebend-xx 2,000.Oksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.181 U0.48) � 1 ♦ 1 D(0.1) n---^ nun- 0(0.0151 W0.02) S(0.025) o.Idoxtu Span = 22.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =1.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load ; D = 0,0150, L = 0.040 ksf, Tributary Width =12.0 ft, (tributary floor loading) Point Load : D=1.736, Lr=1.054, L = 0.3770, S =1.318 k @ 15.250 ft, (beam 15b reaction) Point Load : D=1.417, Lr =1.0, L = 0.2660, S =1.250 k @ 15.250 ft, (beam 15c reaction) ~_ Maximum Bending Stress Ratio 0.823 1 Maximum Shear Stress Ratio = 0.509 : 1 Section used for this span 5.25x20 Section used for this span 5.25x20 fb : Actual = 2,256.26psi fv : Actual = 147.63 psi FB : Allowable = 2,740.14psi Fv: Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 12.728ft Location of maximum on span = 20.858 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.429 in Ratio = 628 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.859 in Ratio = 314>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V N Fv +D+H 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.469 0.289 0.90 0.945 1.00 1.00 1.00 1.00 1.00 33.75 1,157.16 2466.13 5.29 75.53 261.00 *D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.823 0.509 1.00 0.945 1.00 1.00 1.00 1.00 1.00 65.81 2,256.26 2740.14 10.33 147.63 290.00 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.448 0.271 1.25 0.945 1.00 1.00 1.00 1.00 1.00 44.80 1,535.96 3425.18 6.87 98.16 362.50 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pane 131 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16JAN2017, 233PM Wood BeamFile=N:IENGINE-1tPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 15d Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 22.50 ft 1 0.518 0.311 1.15 0.945 +D+0.750Lr+0.750L+H 0.945 Length = 22.50 ft 1 0.653 0.404 1.25 0.945 +D+0.750L+0.750S+H 0.945 Length = 22.50 ft 1 0.731 0.452 1.15 0.945 +D+0.60W+H 0.945 Length = 22.50 ft 1 0.264 0.163 1.60 0.945 +D+0.70E+H 0.945 Length = 22.50 ft 1 0.264 0.163 1.60 0.945 +D+0.750Lr+0.750L+0.450W+H 0.945 Length = 22.50 ft 1 0.510 0.316 1.60 0.945 +D+0.750L+0.750S+0.450W+H 0.945 Length = 22.50 ft 1 0.525 0.325 1.60 0.945 +D+0.750L+0.750S+0.5250E+H 0.945 Length = 22.50 ft 1 0.525 0.325 1.60 0.945 +0.60D+0.60W+0.60H 0.945 Length = 22.50 ft 1 0.158 0.098 1.60 0.945 +0.60D+0.70E+0.60H 0.945 Length = 22.50 ft 1 0.158 0.098 1.60 0.945 Overall Maximum Deflections C i C r C m C t C L Moment Values M fb Fb V Shear Values fv Fv 1.00 1.00 1.00 1.00 1.00 47.59 1,631.74 3151.16 7.27 103.82 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 65.22 2,236.04 3425.18 10.26 146.58 362.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 67.15 2,302.16 3151.16 10.56 150.83 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 33.75 1,157.16 4384.22 5.29 75.53 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 33.75 1,157.16 438422 529 75.53 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 65.22 2,236.04 438422 10.26 146.58 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 67.15 2,302.16 4384.22 10.56 150.83 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 67.15 2,302.16 4384.22 10.56 150.83 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20.25 694.29 438422 3.17 45.32 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20.25 694.29 4384.22 3.17 45.32 464.00 Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.8591 11.661 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.311 11.719 Overall MINimum 0.887 1.617 +D+H 4.704 5.825 +D+L+H 10.311 11.661 +D+Lr+H 5.591 7.442 +D+S+H 5.813 7.847 +D+0.750Lr+0.750L+H 9.575 11.415 +D+0.750L+0.750S+H 9.741 11.719 +D+0.60W+H 4.704 5.825 +D+0.70E+H 4.704 5.825 +D+0.750Lr+0.750L+0.450W+H 9.575 11.415 +D+0.750L+0.750S+0.450W+H 9.741 11.719 +D+0.750L+0.750S+0.5250E+H 9.741 11.719 +0.60D+0.60W+0.60H 2.823 3.495 +0.60D+0.70E+0.60H 2.823 3.495 D Only 4.704 5.825 Lr Only 0.887 1.617 L Only 5.607 5.836 S Only 1.109 2.022 W Only E Only H Only Pan,- 1-49 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Beam Description : Header 5 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017,11:47AM File = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1000 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1000 psi Ebend- xx 1700 ksi Fc - Prll 1500 psi Eminbend - xx 620 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Completely Unbraced IDIOM 7' I 4X12 Span 8.50 ft _Applled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (tributary floor loading) Point Load : D = 0.6570, L =1.320 k @ 5.50 ft, (beam 6 reaction) DESIGN SUMMARY - 3.-= IMaximum Bending Stress Ratio = 0.751: 1 Maximum Shear Stress Ratio = 0.372 :1 I Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 810.83psi fv : Actual = 66.95 psi j FB : Allowable = 1,080.35psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.491 ft Location of maximum on span = 7.569 ft j Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ! Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio = 2337 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.080 in Ratio = 1277>=180 ! Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.350 0.181 0.90 1.100 1.00 1.00 1.00 1.00 0.98 2.10 341.33 974.56 0.77 29.35 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.751 0.372 1.00 1.100 1.00 1.00 1.00 1.00 0.98 4.99 810.83 1080.35 1.76 66.95 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.254 0.130 1.25 1.100 1.00 1.00 1.00 1.00 0.98 2.10 341.33 1341.77 0.77 29.35 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.276 0.142 1.15 1.100 1.00 1.00 1.00 1.00 0.98 2.10 341.33 1237.77 0.77 29.35 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Pans 133 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,11:47AM WOOL) BeamFile=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Header 5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fV F'v Length = 8.50 It 1 0.517 0.256 1.25 1.100 1.00 1.00 1.00 1.00 0.98 4.27 693.46 1341.77 1.51 57.55 225.00 +D+0.750L+0.750S+H 1,100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.560 0.278 1.15 1.100 1.00 1.00 1.00 1.00 0.98 4.27 693.46 1237.77 1.51 57.55 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.201 0.102 1.60 1.100 1.00 1.00 1.00 1.00 0.97 2.10 341.33 1698.66 0.77 29.35 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.201 0.102 1.60 1.100 1.00 1.00 1.00 1.00 0.97 2.10 341,33 1698.66 0.77 29.35 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.408 0.200 1.60 1.100 1.00 1.00 1.00 1.00 0.97 4.27 693.46 1698.66 1.51 57.55 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.408 0.200 1.60 1.100 1.00 1.00 1.00 1.00 0.97 4.27 693.46 1698.66 1.51 57.55 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.408 0.200 1.60 1.100 1.00 1.00 1.00 1.00 0.97 4.27 693.46 1698.66 1.51 57.55 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.121 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.97 116 204.80 1698.66 0.46 17.61 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.121 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.97 1.26 204.80 1698.66 0.46 17.61 288.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0798 4.498 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.357 1.910 Overall MINimum 0.433 0.531 +D+H 0.722 0.885 +D+L+H 1.357 1.910 +D+Lr+H 0.722 0.885 +D+S+H 0.722 0.885 +D+0.750Lr*0.750L+H 1.199 1.654 +D+0.750L+0.750S+H 1.199 1.654 +D+0.60W+H 0.722 0.885 +D+0.70E+H 0.722 0.885 +D+0.750Lr+0.750L+0.450W+H 1.199 1.654 +D+0.750L+0.750S+0.450W+H 1.199 1.654 +D+0.750L+0.750S+0.5250E+H 1.199 1.654 +0.60D+0.60W+0.60H 0.433 0.531 +0.60D+0.70E+0.60H 0.433 0.531 D Only 0.722 0.885 Lr Only L Only 0.636 1.024 S Only W Only E Only H Only PanP 114 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed:16 JAN 2017, ) s7PM I BeamFile = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,euild:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Header 6a CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 2900 psi Ebend- xx 2000 ksi Fc - Pril 2900 psi Eminbend - xx 1016.535 ksi Wood Species : Trus Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Completely Unbraced o(2-(IttL'Ps7; M,,1i .963) D(0.12) ♦ ♦ 1 5.25x11.875 Span=12.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.120, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =14.0 ft, (tributary floor loading) Point Load : D = 0.130, S = 0.1620 k @ 6.125 ft, (header 1 reaction) Point Load: D = 2.070, Lr = 2.370, S = 2.963 k @ 6.125 ft, (column 3 reaction) 'DESIGNSUMM_A_RY__ • Maximum Bending Stress Ratio _ ��- 0.80 1 Maximum Shear Stress Ratio = 0.479 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 2,757.09 psi fv : Actual = 138.97 psi FB : Allowable = 3,259.41 psi Fv: Allowable = 290.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+L+H Location of maximum on span = 6.125ft Location of maximum on span = 11.266 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.195 in Ratio = 754>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.474 in Ratio = 310 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr cm C t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length=12.250 It 1 0.504 0.267 0.90 1.000 1.00 1.00 1.00 1.00 0.98 13.29 1,292.83 2567.31 2.90 69.70 261.00 )+L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =12.250 ft 1 0.813 0.479 1.00 1.000 1.00 1.00 1.00 1.00 0.98 23.80 2,314.42 2845.59 5.78 138.97 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =12.250 ft 1 0.566 0.271 1.25 1.000 1.00 1.00 1.00 1.00 0.97 20.55 1,998.71 3532.62 4.08 98.21 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =12.250 It 1 0.682 0.322 1.15 1.000 1.00 1.00 1.00 1.00 0.98 22.86 2,223.58 3259.41 4.46 107.29 333.50 Pana 135 of 747 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description: Header6a Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Printed;16 JAN 2017, 157PM -Ile = NILNUINt^1Wt 15G11^1U•KAMIN-1.tUb INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Moment Values M fb F'b Shear Values V fv F'v tUtUJ9ULrtU.r9ULtr1 1.000 Luu Luu 1.UU 1.uu UM u.uu U.UU u.uu u.uu Length=12.250 ft 1 0.733 0.395 1.25 1.000 1.00 1.00 1.00 1.00 0.97 26.62 2,588.44 3532.62 5.95 143.04 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.846 0.449 1.15 1.000 1.00 1.00 1.00 1.00 0.98 28.35 2,757.09 3259.41 6.23 149.85 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.289 0.150 1.60 1.000 1.00 1.00 1.00 1.00 0.96 13,29 1,292.83 4468.42 2.90 69.70 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.289 0.150 1.60 1.000 1.00 1.00 1.00 1.00 0.96 13,29 1,292.83 4468.42 2.90 69.70 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.250 It 1 0.579 0.308 1.60 1.000 1.00 1.00 1.00 1.00 0.96 26.62 2,588.44 4468.42 5.95 143.04 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.617 0.323 1.60 1.000 1.00 1.00 1.00 1.00 0.96 28,35 2,757.09 4468.42 6.23 149.85 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.617 0.323 1.60 1.000 1.00 1.00 1.00 1.00 0.96 28.35 2,757.09 4468.42 6.23 149.85 464.00 +0.60D+0.60W+0.60H 1,000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.174 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.96 7.98 775.70 4468.42 1.74 41.82 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.174 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.96 7.98 775.70 4468.42 1.74 41.82 464.00 Overall Maximum Deflections Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4740 6.170 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.985 6.985 Overall MINimum 1.185 1.185 +D+H 3.241 3.241 +D+L+H 6.671 6.671 +D+Lr+H 4.426 4.426 +D+S+H 4.803 4.803 +D+0.75OLr+0.750L+H 6.702 6.702 +D+0.750L+0.750S+H 6.985 6.985 +D+0.60W+H 3.241 3.241 +D+0.70E+H 3.241 3.241 +D+0.750Lr+0.750L+0.450W+H 6.702 6.702 +D+0.750L+0.750S+0.450W+H 6.985 6.985 +D+0.750L+0.750S+0.5250E+H 6.985 6.985 +0.60D+0.60W+0.60H 1.944 1.944 +0.60D+0.70E+0.60H 1.944 1.944 D Only 3.241 3.241 Lr Only 1.185 1.185 L Only 3.430 3.430 S Only 1.563 1.563 W Only E Only H Only Panes 136 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam � 7177, Description : Header 6b CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 9 FEB 2017, 3:51PM File = N:IENGINE-11PETSCH-�11FRAMIN•1.EC6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing :Completely Unbraced 5.25x11.875 Span = 6.750 ft _Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.120 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =14.0 ft, (tributary floor loading) Point Load : D = 3.843, Lr=1.401, L = 5.740, S =1.751 k @ 5.0 ft, (beam 10 reaction) DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.555[ 1 Maximum Shear Stress Ratio = 0.769 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 tb : Actual = 1,594.34psi fv : Actual = 223-08 psi FB : Allowable = 2,870-90psi Fv : Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.001 ft Location of maximum on span = 5.765ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0-049 In Ratio = 1648>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.081 in Ratio = 997>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses t`or Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.245 0.339 0.90 1.000 1.00 1.00 1.00 1.00 0.99 6.51 632.89 2586.84 3.68 88.59 261.00 Length = 0.02464 ft 1 0.004 0.339 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.64 2609.93 3.68 88.59 261.00 )+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.555 0.769 1.00 1.000 1.00 1.00 1.00 1.00 0.99 16.39 1,594.34 2870.90 9.27 223.08 290.00 Length = 0.02464 ft 1 0.008 0.769 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 24.33 2899.91 9.27 223.08 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.226 0.313 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.32 809.42 3577.43 4.72 113.55 362.50 Length = 0.02464 ft 1 0.003 0.313 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.12 12.12 3624.86 4.72 113.55 362.50 Pane 137 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 9FM2017, 351PM Wood Beam File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2017. Build:6.17.1.16, Ver:6.17.1.16 Description : Header 6b Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C t C L M fb F'b V fv Fv +D+S+H 1.000 1.00 _Cm 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.259 0.359 1.15 1.000 1.00 1.00 1.00 1.00 0.99 8.78 853.52 3295.47 4.98 119.79 333.50 Length = 0.02464 It 1 0.004 0.359 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.13 12.74 3334.88 4.98 119.79 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.415 0.574 1.25 1.000 1.00 1.00 1.00 1.00 0.99 15.28 1,486.38 3577.43 8.65 208.19 362.50 Length = 0.02464 ft 1 0.006 0.574 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.23 22.52 3624.86 8.65 208.19 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 It 1 0.461 0.638 1.15 1.000 1.00 1.00 1.00 1.00 0.99 15.62 1.519.46 3295.47 8.85 212.86 333.50 Length = 0.02464 ft 1 0.007 0.638 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 22.99 3334.88 8.85 212.86 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.139 0.191 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.51 632.89 4556.77 3.68 88.59 464.00 Length = 0.02464 It 1 0.002 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.64 4639.77 3.68 88.59 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 It 1 0.139 0.191 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.51 632.89 4556.77 3.68 88.59 464.00 Length = 0.02464 It 1 0.002 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.64 4639.77 3.68 88.59 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.326 0.449 1.60 1.000 1.00 1.00 1.00 1.00 0.98 15,28 1,486.38 4556.77 8.65 208.19 464.00 Length = 0.02464 ft 1 0.005 0.449 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,23 22.52 4639.77 8.65 208.19 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 It 1 0.333 0.459 1.60 1.000 1.00 1.00 1.00 1.00 0.98 15.62 1,519.46 4556.77 8.85 212.86 464.00 Length = 0.02464 ft 1 0.005 0.459 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 22.99 4639.77 8.85 212.86 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.333 0.459 1.60 1.000 1.00 1.00 1.00 1.00 0.98 15.62 1,519.46 4556.77 8.85 212.86 464.00 Length = 0.02464 It 1 0.005 0.459 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 22.99 4639.77 8.85 212.86 464.0( +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 It 1 0.083 0.115 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.90 379.73 4556.77 2.21 53.15 464.00 Length = 0.02464 ft 1 0.001 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 5.78 4639.77 2.21 53.15 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.725 ft 1 0.083 0.115 1.60 1.000 1.00 1.00 1.00 1.00 0.98 3.90 379.73 4556.77 2.21 53.15 464.00 Length = 0.02464 ft 1 0.001 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 5.78 4639.77 2.21 53.15 464.00 Overall Maximum Deflections Load Combination Span Max." " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0812 3.646 0.0000 0.000 Vertical Reactions _ Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.554 10.168 Overall MINimum 0.363 1,038 +D+H 2.176 4.026 +D+L+H 5.554 10.168 +D+Lr+H 2.539 5.064 +D+S+H 2.630 5.323 +D+0.750Lr+0.750L+H 4.982 9.411 +D+0.750L+0.750S+H 5.050 9.605 +D+0.60W+H 2.176 4.026 +D+0.70E+H 2.176 4.026 +D+0.750Lr+0.750L+0.450W+H 4.982 9.411 +D+0.750L+0.750S+0.450W+H 5.050 9.605 +D+0.750L+0.750S+0.5250E+H 5.050 9.605 +0.60D+0.60W+0.60H 1.306 2.416 +0.60D+0.70E+0.60H 1.306 2.416 D Only 2.176 4.026 Lr Only 0.363 1.038 L Only 3.378 6.142 S Only 0.454 1.297 W Only E Only H Only Pane 1111 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Nood Beam 0.00:.0 Description : Header 7 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017,11:59AM File = N:(ENGINE-11PETSCH-lTRAMIN-I.EC6 INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing : Completely Unbraced D(O.OE5) V0.121 i i i i i MAI Q(0 W3751 U(0.19251 S(0.2e06251 ex12 span - 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 9.625 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.0 ft, (tributary floor loading) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0."91 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 512.73psi fv : Actual = 45.15 psi FB : Allowable = 1,142.42 psi Fv: Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 4252 >=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.057 in Ratio = 1783 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.303 0.147 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.74 270.94 895.47 1.01 23.86 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.380 0.185 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.82 378.22 994.35 1.40 33.30 180.00 ,D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.357 0.173 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.48 443.03 1240.95 1.64 39.01 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.425 0.207 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.91 486.05 1142.42 1.80 42.80 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Pane. 1.19 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,11:59AM Wood Beam File =N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016. Build:6.16.12.31. Ver:6.16.12.31 Description : Header 7 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 8.50 ft 1 0.387 0.188 1.25 1.000 +D+0.750L+0.750S+H 1.000 Length = 8.50 ft 1 0.449 0.218 1.15 1.000 +D+0.60W+H 1.000 Length = 8.50 ft 1 0.171 0.083 1.60 1.000 +D+0.70E+H 1.000 Length = 8.50 ft 1 0.171 0.083 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length = 8.50 ft 1 0.303 0.147 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length = 8.50 ft 1 0.324 0.157 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length = 8.50 ft 1 0.324 0.157 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 8.50 ft 1 0.103 0.050 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length = 8.50 ft 1 0.103 0.050 1.60 1.000 Overall Maximum Deflections C i C r C m C t C L Moment Values M tb F'b V Shear Values tv F'v 1.00 1.00 1.00 1.00 0.99 4.85 480.47 1240.95 1.78 42.31 225.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 5.18 512.73 1142.42 1.90 45.15 207.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 2.74 270.94 1584.62 1.01 23.86 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 2.74 270.94 1584.62 1.01 23.86 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 4.85 480.47 1584.62 1.78 42.31 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 5.18 512.73 1584.62 1.90 45.15 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 5.18 512.73 1584.62 1.90 45.15 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 1.64 162.57 1584.62 0.60 14.31 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 1.64 162.57 1584.62 0.60 14.31 288.00 Load Combination Span Max. ° " Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0572 4.281 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.438 2.438 Overall MINimum 0.510 0.510 +D+H 1.288 1.288 +D+L+H 1.798 1.798 +D+Lr+H 2.106 2.106 +D+S+H 2.311 2.311 +D+0.750Lr+0.750L+H 2.284 2.284 +D+0.750L+0.750S+H 2.438 2.438 +D+0.60W+H 1.288 1.288 +D+0.70E+H 1.288 1.288 +0+0.750Lr+0.750L+0.450W+H 2.284 2.284 +D+0.750L+0.750S+0.450W+H 2.438 2.438 +D+0.750L+0.750S+0.5250E+H 2.438 2.438 +0.60D+0.60W+0.60H 0.773 0.773 +0.60D+0.70E+0.60H 0.773 0.773 D Only 1,288 1.288 Lr Only 0.818 0.818 L Only 0.510 0.510 S Only 1.023 1.023 W Only E Only H Only Pane 140 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 'Wood Beam Description : Header 8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination 1BC 2015 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017.12:01 PM -Oe = N:1tNUINt^11Yt I JGM-I TKAMIN-1 kUb INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Fb - Tension 1000 psi E : Modulus of Elasticity Fb - Compr 1000 psi Ebend- xx 1700 ksi Fc - Pdl 1500 psi Eminbend - xx 620 ksi Fc - Perp 625 psi Fv 180 psi Ft 675 psi Density 31.2 pcf D(0.1875) L(0.5) D(2) Lr(1.222) L015) S(1.5271D(O.1) D(0.2025) Lr(027) S(0.3375) i X �1 6x12 Span = 5.50 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Extent = 3.0 - > 5.50 ft, Tributary Width =13.50 ft, (tributary roof loading) Uniform Load : D = 0.10 kilt, Extent = 3.0 ->> 5.50 ft, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 3.0 -->> 5.50 ft, Tributary Width =12.50 ft, (tributary floor loading) Point Load : D = 2.0, Lr=1.222, L=1.150, S =1.527 k @ 3.0 ft, (beam 14 reaction) DESIGN SUMMARY _ Maximum Bending Stress Ratio Yuu= 0.6401 Maximum Shear Stress Ratio = 0.380 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 733.02 psi fv : Actual = 78.64 psi FB : Allowable = 1,145.05psi Fv : Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.011 ft Location of maximum on span = 4.557 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 6463>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in Ratio = 2292>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.398 0.234 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 356,84 897.02 1.60 37.94 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.598 0.359 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.02 596.05 996.30 2.72 64.54 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.456 0.267 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.73 566.78 1244.11 2.53 60.08 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Pan- 141 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8JAN2017,12:0111M Wood Beam File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description: Header 8 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 5.50 ft 1 0.541 0.317 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.26 619.20 1145.05 2.77 65.61 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.558 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.01 693.71 1244.11 3.14 74.49 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.640 0.380 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.41 733.02 1145.05 3.32 78.64 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.224 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.60 356.84 1590.13 1.60 37.94 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 Ho 0.00 0.00 0.00 Length = 5.50 It 1 0.224 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.60 356.84 1590.13 1.60 37.94 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.436 0.259 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.01 693.71 1590.13 3.14 74.49 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.461 0.273 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.41 733.02 1590.13 3.32 78.64 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.461 0.273 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.41 733.02 1590.13 3.32 78.64 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.135 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.16 214.10 1590.13 0.96 22.77 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.135 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.16 214.10 1590.13 0.96 22.77 288.00 Overall Maximum Deflections Load Combination Span Max. °-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0288 2.891 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.709 1.188 +D+H 1.225 2.075 +D+L+H 2.032 3.668 +D+Lr+H 1.934 3.263 +D+S+H 2.111 3.560 +D+0.750Lr+0.750L+H 2.362 4.161 +D+0.750L+0.750S+H 2.495 4.384 +D+0.60W+H 1.225 2.075 +D+0.70E+H 1.225 2.075 +D+0.750Lr+0.750L+0.450W+H 2.362 4A61 +D+0.750L+0.750S+0.450W+H 2.495 4.384 +D+0.750L+0.750S+0.5250E+H 2.495 4.384 +0.60D+0.60W+0.60H 0.735 1.245 +0.60D+0.70E+0.60H 0.735 1.245 D Only 1.225 2.075 Lr Only 0.709 1.188 L Only 0.807 1.593 S Only 0.886 1.485 W Only E Only H Only Pana 142 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Me t80CK Line 0 POW: 25 NOV 2016, 1:56PM rwood Beam File=caUsersUustlnlDesktopTETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver:6.16.10.31 (.1 0:.1 Description : Header 9 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination 1BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PHI 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pd Beam Bracing :Completely Unbraced D(0.1875)Q0.5) D 0.2025 0.27 S 0.3375 t i t i x x v .- 8x12 span - 7,50 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =13.50 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0,040 ksf, Tributary Width =12.50 ft, (tributary floor loading) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6991 Maximum Shear Stress Ratio = 0.369 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 698.57psi fv : Actual = 66.46 psi FB : Allowable = 1,000.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.542 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 2978 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.068 in Ratio = 1315>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.50 it 1 0.390 0.206 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.54 350.58 900.00 1.41 33.35 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.699 0.369 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.06 698.57 1000.00 2.80 66.46 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.431 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.44 538.49 1250.00 2.16 51.23 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.509 0.269 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.91 585.47 1150.00 2.35 55.70 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes 143 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam Description: Headers Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 25 NOV 2016. 156PM INC.1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Fv Length = 7.50 It 1 0.602 0.318 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.60 752.51 1250.00 3.02 71.59 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.685 0.362 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.96 787.75 1150.00 3.16 74.94 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.219 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.54 350.58 1600,00 1.41 33.35 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.219 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3,54 350.58 1600.00 1.41 33.35 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.470 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.60 752.51 1600.00 3.02 71.59 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.492 0,260 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7,96 787.75 1600.00 3.16 74.94 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.492 0.260 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.96 787.75 1600.00 3.16 74.94 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.131 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 210.35 1600.00 0.84 20.01 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.131 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 210.35 1600.00 0.84 20.01 288.00 Overall Maximum Deflections w j Load Combination Span Max." " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0684 3.777 0.0000 0.000 Vertical ReaCii0n_s Y Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.244 4.244 Overall MINimum 1.013 1.013 +D+H 1.889 1.889 +D+L+H 3.764 3.764 +D+Lr+H 2.901 2.901 +D+S+H 3.155 3.155 +D+0.750Lr+0.750L+H 4.055 4.055 +D+0.750L+0.750S+H 4.244 4.244 +D+0.60W+H 1.889 1.889 +D+0.70E+H 1.889 1.889 +D+0.750Lr+0.750L+0.450W+H 4.055 4.055 +D+0.750L+0.750S+0.450W+H 4.244 4.244 +D+0.750L+0.750S+0.5250E+H 4.244 4.244 +0.60D+0.60W+0.60H 1.133 1.133 +0.60D+0.70E+0.60H 1.133 1.133 D Only 1.889 1.889 Lr Only 1.013 1.013 L Only 1.875 1.875 S Only 1.266 1.266 W Only E Only H Only Panes 144 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Beam Description : Header 10 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017.12:10PM -ne = N:1tNlitNt-Wt I Scn-11FKAMIN-1.tCti INC.1983.2016, Build:6.16.12.31, Ver.6.16.12.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination 1 BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.015) L(0.04) D(0.00.fli1.981 D(0.045) L0.06) S(0.075) 6x12 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (tributary floor loading) Point Load : D = 0.8840, L =1.980 k @ 5.0 ft, (beam 11 reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.98a 1 Maximum Shear Stress Ratio = 0.303 :1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 973.16 psi fv : Actual = 54.49 psi FB : Allowable = 993.43psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0,068 In Ratio = 1761 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.128 in Ratio = 935>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.485 0.168 0.90 1.000 1.00 1.00 1.00 1.00 0.99 4.38 433.69 894.74 1.15 27.17 162.00 )+L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.980 0.303 1.00 1.000 1.00 1.00 1.00 1.00 0.99 9.83 973.16 993.43 2.30 54.49 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.410 0.146 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.13 507.93 1239.43 1.39 32.93 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.461 0.166 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.32 526.49 1141.16 1.45 34.38 207.00 Pane 145 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,12:10PM Wood Beam File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Bu1d:6.16.12.31, Ver:6.16.12.31 Description : Header 10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C t C L M fb Fb V fv Fv +D+0.750Lr+0.750L+H 1.000 1.00 -Cm 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.721 0.231 1.25 1.000 1.00 1.00 1.00 1.00 0.99 9.03 893.97 1239.43 2.19 51.98 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.796 0.256 1.15 1.000 1.00 1.00 1.00 1.00 0.99 9.17 907.89 1141.16 2.24 53.07 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.274 0.094 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.38 433.69 1581.93 1.15 27.17 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.274 0.094 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4,38 433.69 1581.93 1.15 27.17 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.565 0.181 1.60 1.000 1.00 1.00 1.00 1.00 0.99 9,03 893.97 1581.93 2.19 51.98 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.574 0.184 1.60 1.000 1.00 1.00 1.00 1.00 0.99 9,17 907.89 1581.93 2.24 53.07 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.574 0.184 1.60 1.000 1.00 1.00 1.00 1.00 0.99 9.17 907.89 1581.93 2.24 53.07 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.164 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.63 260.21 1581.93 0.69 16.30 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.164 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.63 260.21 1581.93 0.69 16.30 288.00 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1283 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.501 2.501 Overall MINimum 0.300 0.300 +D+H 1.311 1.311 +D+L+H 2.501 2.501 +D+Lr+H 1.611 1.611 +D+S+H 1.686 1.686 +D+0.750Lr+0.750L+H 2.428 2.428 +D+0.750L+0.750S+H 2.484 2.484 +D+0.60W+H 1.311 1.311 +D+0.70E+H 1.311 1.311 +D+0.750Lr+0.750L+0.450W+H 2.428 2.428 +D+0.750L+0.750S+0.450W+H 2.484 2.484 +D+0.750L+0.750S+0.5250E+H 2.484 2.484 +0.60D+0.60W+0.60H 0.786 0.786 +0.60D+0.70E+0.60H 0.786 0.786 D Only 1.311 1.311 Lr Only 0.300 0.300 L Only 1,190 1.190 S Only 0.375 0.375 W Only E Only H Only Pans 146 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 PdntW: 17 JAN 2017, 808AM Wood BeamFile=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Header 11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced M0.031 uo.08) W0.n D(0.03) W0.04) S(0.051 402 Span - 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (tributary roof loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (tributary floor loading) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3791 Maximum Shear Stress Ratio = 0.188 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 409.01 psi fv : Actual = 33.90 psi FB : Allowable = 1,079.08psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.080 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 6418>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 1930>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C i Cr +D+H Length = 9.0 ft 1 0.285 0.142 0.90 1.100 1.00 1.00 ,D+L+H 1.100 1.00 1.00 Length = 9.0 ft 1 0.379 0.188 1.00 1.100 1.00 1.00 +D+Lr+H 1.100 1.00 1.00 Length = 9.0 ft 1 0,256 0.126 1.25 1.100 1.00 1.00 +D+S+H 1.100 1.00 1.00 Length = 9.0 ft 1 0,291 0.144 1.15 1.100 1.00 1.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.98 1.71 277.35 973.59 0.60 22.99 162.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 2.52 409.01 1079.08 0.89 33.90 180.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.97 2.11 343.18 1339.43 0.75 28.44 225.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 1.00 0.98 2.21 359.64 1235.91 0.78 29.81 207.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Panra 147 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 17 JAN 2017, 808AM Wood Beam File =N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1963-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Header 11 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Length = 9.0 ft 1 0.318 0.157 1.25 1.100 +D+0.750L+0.750S+H 1.100 Length = 9.0 ft 1 0.354 0.175 1.15 1.100 +D+0.60W+H 1.100 Length = 9.0 ft 1 0.164 0.080 1.60 1.100 +D+0.70E+H 1.100 Length = 9.0 ft 1 0.164 0.080 1.60 1.100 +D+0.750Lr+0.750L+0.450W+H 1.100 Length = 9.0 ft 1 0.251 0.122 1.60 1.100 +D+0.750L+0.750S+0.450W+H 1.100 Length = 9.0 It 1 0.258 0.126 1.60 1.100 +D+0.750L+0.750S+0.5250E+H 1.100 Length = 9.0 ft 1 0.258 0.126 1.60 1.100 +0.60D+0.60W+0.60H 1.100 Length = 9.0 ft 1 0,098 0,048 1.60 1.100 +0.60D+0.70E+0.60H 1.100 Length = 9.0 ft 1 0.098 0.048 1.60 1.100 Overall Maximum Deflections Load Combination Span Max. %* Defl +D+0.750L+0.750S+0.5250E+H 1 0.0560 Vertical Reactions C i C r C m C t C L Moment Values M tb F'b V Shear Values tv F'v 1.00 1.00 1.00 1.00 0.97 2,62 425.47 1339.43 0.93 35.26 225.00 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.98 2,69 437.81 1235.91 0.95 36.28 207.00 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 1.71 277.35 1693.83 0.60 22.99 288.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 1.71 277.35 1693.83 0.60 22.99 288.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 2.62 425.47 1693.83 0.93 35.26 288.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 2.69 437.81 1693,83 0.95 36.28 288.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 169 437.81 1693.83 0.95 36.28 288.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 1.02 166.41 1693.83 0.36 13.79 288.00 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.96 1.02 166.41 1693.83 0.36 13.79 288.00 Location in Span Load Combination Max. "+" Deft Location in Span 4.533 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.197 1.197 Overall MINimum 0.180 0.180 +D+H 0.758 0.758 +D+L+H 1.118 1.118 +D+Lr+H 0.938 0.938 +D+S+H 0.983 0.983 +D+0.750Lr+0.750L+H 1.163 1.163 +D+0.750L+0.750S+H 1.197 1.197 +D+0.60W+H 0.758 0.758 +D+0.70E+H 0.758 0.758 +D+0.750Lr+0.750L+0.450W+H 1.163 1.163 +D+0.750L+0.750S+0.450W+H 1.197 1.197 +D+0.750L+0.750S+0.5250E+H 1.197 1.197 +0.60D+0.60W+0.60H 0.455 0.455 +0.60D+0.70E+0.60H 0.455 0.455 D Only 0.758 0.758 Lr Only 0.180 0.180 L Only 0.360 0.360 S Only 0.225 0.225 W Only E Only H Only Panes 14R of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itla Rlnrk I ina R Description : Column 6 Code References Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017,12:03PM Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 16.50 in^2 Cf or Cv for Compression 1.0 Fb - Tension 700.0 psi Fv 180.0 psi Ix 41.inM Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi ly 12.375 75 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf :Built-up Columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 9.0 ft, K =1.0 Applied Loads Service loads entered_ Load Factors will be applied for calculations. Column self weight included: 32.175 Ibs * Dead Load Factor AXIAL LOADS ... header 5 reaction: Axial Load at 9.0 ft, D = 0,8850, L =1.024 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1801 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 1.941 k for load combination : nla Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 653.29 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.797 0.09120 PASS 0.011 0.0 PASS 9.0 ft +D+L+H 1.000 0.769 0.1801 PASS 0.0ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.699 0.07486 PASS 0.0ft 0.0 PASS 9.0 ft +D+S+H 1.150 0.726 0.07828 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.699 0.1375 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L+0,750S+H 1.150 0.726 0.1438 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.60W+H 1.600 0.609 0.06708 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.609 0.06708 PASS O.Oft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.609 0.1232 PASS O.O ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.609 0.1232 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.609 0.1232 PASS 0.0ft 0.0 PASS 9.0 ft +0.60D+0.60W+0.60H 1.600 0.609 0.04025 PASS 0.0ft 0.0 PASS 9.0 ft Pan- 144 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I Itle WOCK Line b Printed: 8 JAN 2017,1293PM Wood Column File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 I ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description: Column 6 Load Combination Results Load Combination C D C P +0.60D+0.70E+0.60H 1.600 0.609 Maximum Reactions Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.04025 PASS O.Oft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 9.0 ft Note: Only non -zero reactions are listed. X-X Alas Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.917 k +D+L+H k k 1.941 k +D+Lr+H k k 0.917 k +D+S+H k k 0.917 k +D+0.750Lr+0.750L+H k k 1.685 k +D+0.750L+0.750S+H k k 1.685 k +D+0.60W+H k k 0.917 k +D+0.70E+H k k 0.917 k +D+0.750Lr+0.750L+0.450W+H k k 1.685 k +D+0.750L+0.750S+0.450W+H k k 1.685 k +D+0.750L+0.750S+0.5250E+H k k 1.685 k +0.60D+0.60W+0.60H k k 0.550 k +0.60D+0.70E+0.60H k k 0.550 k D Only k k 0.917 k Lr Only k k k L Only k k 1.024 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0,000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 it 0.000 in 0.000 ft Pang 150 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 8 JAN 2017, 12:03PM WOOCI Column File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description: Column 6 Sketch 1.909k I O! i' � Xcli O \ III L will, — 3.0 in""--' Loads are total entered value. Arrows do not reflect absolute direction. Pana 151 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:16JAN2017, 1:3913M Wood ColumnFile=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 'I ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 7 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top & Bottom Pinned Wood Grading(Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width .50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5 .50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 24.750 inA2 Cf or Cv for Compression 1.0 Fb - Tension 700.0 psi Fv 180.0 psi Ix 62.391 inA4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi I y 41.766 in 4 Cm: Wet Use Factor 1.0 Fc - Pril 850.0 psi Density 31.20 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 9.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included ; 48.263 Ibs * Dead Load Factor AXIAL LOADS .. . beam 6 reaction: Axial Load at 9.0 ft, D = 0.5570, L =1.320 k beam 7 reaction: Axial Load at 9.0 ft, D = 2.441, Lr = 0.1790, L = 4.680, S = 0.2240 k DEs1dN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5595 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 9.046 k for load combination : n/a Applied Mx 0.0 k-ft Applied 0. Along X-X 0.0 in at 0.0 ft above base Fc Allowable: si 653.29 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.797 0.2019 PASS 0.0 ft 0.0 PASS 9.0 It +D+L+H 1.000 0.769 0.5595 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.699 0.1755 PASS 0.0 ft 0.0 PASS 9.0 It +D+S+H 1.150 0.726 0.1861 PASS 0.0 ft 0.0 PASS 9.0 It +D+0.750Lr+0.750L+H 1.250 0.699 0.4179 PASS 0.0 ft 0.0 PASS 9.0 It +D+0.750L+0.750S+H 1.150 0.726 0.4389 PASS 0.0 ft 0.0 PASS 9.0 It +D+0.60W+H 1.600 0.609 0.1485 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.609 0.1485 PASS 0.0 ft 0.0 PASS 9.0 It +D+0.750Lr+0.750L+0.450W+H 1.600 0.609 0.3745 PASS 0.0 ft 0.0 PASS 9.0 It +D+0.750L+0.750S+0.450W+H 1.600 0.609 0.3761 PASS 0.0 ft 0.0 PASS 9.0 It +D+0.750L+0.750S+0.5250E+H 1.600 0.609 0.3761 PASS 0.0 ft 0.0 PASS 9.0 ft Panes 159 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed:16 JAN 2017, 1:39PM 'Wood Column File=NAENGINE-VETSCH-11FRAMIN-1.EC6 I ENERCALC, INC.1983-2016, Bt ild:6.16.12.31, Ver.6.16.12.31 0.01:.iLicensee: FRANKLIN PACIFIC Description : Column 7 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.609 0.08911 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.70E+0.60H 1.600 0.609 0.08911 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 3.046 k +D+L+H k k 9.046 k +D+Lr+H k k 3.225 k +D+S+H k k 3.270 k +D+0.750Lr+0.750L+H k k 7.681 k +D+0.750L+0.750S+H k k 7.714 k +D+0.60W+H k k 3.046 k +D+0.70E+H k k 3.046 k +D+0.750Lr+0.750L+0.450W+H k k 7.681 k +D+0.750L+0.750S+0.450W+H k k 7.714 k +D+0.750L+0.750S+0.5250E+H k k 7.714 k +0.60D+0.60W+0.60H k k 1.828 k +0.60D+0.70E+0.60H k k 1.828 k D Only k k 3.046 k Lr Only k k 0.179 k L Only k k 6.000 k S Only k k 0.224 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.75OLr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+O.d50W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pane 153 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017, 139PM Wood Column File =MENGINE-ITETSCH-11FRAMIN-11C.6 I ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 7 Sketches - - - - -- 3-2xe i x 0 t I i c---- Loads are total entered value. Arrows do not reflect absolute direction. Paco 154 nf 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing S Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure me bIOCK Line d ftted:16 JAN 2017, 2WIDNI Wood Column File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 Description : Column 8 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No-1 Fb - Tension 1,000.0 psi Fv 180.0 psi Fb - Compr 1,000.0 psi Ft 675.0 psi Fc - Prll 1,500.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,700.0 1,700.0 Minimum 620.0 620.0 Wood Section Name 3-2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 4.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 24.750 in^2 Cf or Cv for Compression 1.10 Ix 62.391 in^4 Cf or Cv for Tension 1.30 ly 41.766 in^4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,700.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling =10 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 42.90 Ibs " Dead Load Factor AXIAL LOADS ... beam 1 b recation: Axial Load at 8.0 ft, D=1.154, Lr=1.341, S = 1.677 k beam 8 reaction: Axial Load at 8.0 ft, D = 3.538, Lr = 3.265, L = 0.5550, S = 4.081 k header 6b reaction: Axial Load at 8.0 ft, D=1.180, L =1.890 k DESIGN St1MMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7511 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 12.067 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 649.16 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bendino Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.421 0.3820 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1,000 0.386 0.5305 PASS 0.0ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.318 0.6484 PASS 0.0ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.342 0.7265 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.318 0.6905 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.342 0.7511 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.254 0.3562 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.254 0.3562 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.254 0.6746 PASS O.Oft 0.0 PASS 8.0 ft Pane 155 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 16 JAN 2017. 2:07PM Wood Column File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC. INC.1983.2016. Build:6.16.12.31, Ver:6.16.12.31 Description : Column 8 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.600 0.254 0.7267 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.254 0.7267 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.254 0.2137 PASS O.Oft 0.0 PASS 8.0 ft +0.60D+0.70E+0.60H 1.600 0.254 0.2137 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 5.915 k +D+L+H k k 8.360 k +D+Lr+H k k 10.521 k +D+S+H k k 11.673 k +D+0.750Lr+0.750L+H k k 11.203 k +D+0.750L+0.750S+H k k 12.067 k +D+0.60W+H k k 5.915 k +D+0.70E+H k k 5.915 k +D+0.750Lr+0.750L+0.450W+H k k 11.203 k +D+0.750L+0.750S+0.450W+H k k 12.067 k +D+0.750L+0.750S+0.5250E+H k k 12.067 k +0.60D+0.60W+0.60H k k 3.549 k +0.60D+0.70E+0.60H k k 3.549 k D Only k k 5.915 k Lr Only k k 4.606 k L Only k k 2.445 k S Only k k 5.758 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+L+H 0,0000 in 0.000 ft 0.000 in 0,000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0,000 ft Panes 1 rig of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ale Block Line 6 Pdrded:16JAN2017, 291PM Wood Column File=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description: Column 8 i _Sketches naMx 3-2x6 J Ic __u a.5o in Loads are total entered value. Arrows do not reflect absolute direction. Pane 157 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 16 JAN 2017, 2:10PM Wood Column File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 9 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb - Tension 11000.0 psi Fv 180.0 psi Fb - Compr 1,000.0 psi Ft 675.0 psi Fc - Pdl 1,500.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,700.0 1,700.0 Minimum 620.0 620.0 Wood Section Name 4-2x6 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 6.0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 33.0 inA2 Cf or Cv for Compression 1.10 Ix 83.188 inA4 Cf or Cv for Tension 1.30 ly 99.0 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,700.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for XA Axis buckling =10 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for XA Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 57.20 Ibs " Dead Load Factor AXIAL LOADS .. . header 6a recation: Axial Load at 8.0 ft, D = 3.241, Lr=1.185, L = 3.430, S =1.563 k header 6b recation: Axial Load at 8.0 ft, D = 4.596, Lr=1.152, L = 2.342, S = 5.692 k bES1GN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5912 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0•0 It Maximum SERVICE Load Lateral Deflections... At maximum location values are. . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 17.664 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along XA 0.0 in at 0.0 ft above base Fc: Allowable 905.36 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.570 0.2827 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.530 0.4739 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.447 0.3364 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.477 0.5071 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750Lr+0.750L+H 1.250 0.447 0.4595 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0,477 0.5912 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.364 0.2490 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.364 0.2490 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.364 0.4408 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750L+0.750S+0.450W+H 1.600 0.364 0.5572 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1,600 0.364 0.5572 PASS 0.0 ft 0.0 PASS 8.0 ft Pane 15R nf 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 16 JAN 2017, 2:10PM Wood ColumnFile=N:IENGINE-11PETSCH-lWRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Description : Column 9 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.364 0.1494 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.70E+0.60H 1.600 0.364 0.1494 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 7.894 k +D+L+H k k 13.666 k +D+Lr+H k k 10.231 k +D+S+H k k 15.149 k +D+0.750Lr+0.750L+H k k 13.976 k +D+0.750L+0.750S+H k k 17.664 k +D+0.60W+H k k 7.894 k +D+0.70E+H k k 7.894 k +D+0.750Lr+0.750L+0.450W+H k k 13.976 k +D+0.750L+0.750S+0.450W+H k k 17.664 k +D+0.750L+0.750S+0.5250E+H k k 17.664 k +0.60D+0.60W+0.60H k k 4.737 k +0.60D+0.70E+0.60H k k 4.737 k D Only k k 7.894 k Lr Only k k 2.337 k L Only k k 5.772 k S Only k k 7.255 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in U00 ft +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0,000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pan(- 159 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I me MOCK Line t) POnW: 16 JAN 2017. 2:10PM Wood Column File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 9 Sketches 4-2x6 6.0 In i ti 0 u` r at Loads are total entered value. Arrows do not reflect absolute direction. Panes 1 fin of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Column Description : Column 10 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb - Tension 700.0 psi Fv 180.0 psi Fb - Compr 700.0 psi Ft 450.0 psi Fc - PdI 850.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017,12:14PM ,Ile = N:1tNGINt^1 Wt t JGK-1 W KAMIN-1.t1;5 INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Wood Section Name 2-2x6 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 16.50 in"2 Cf or Cv for Compression 1.0 Ix 41.594 in^4 Cf or Cv for Tension 1.0 ly 12.375 in^4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along XA Axis Y-Y (depth) axis: Unbraced Length for XA Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 28.60 Ibs * Dead Load Factor AXIAL LOADS ... bem 10 reaction: Axial Load at 8.0 ft, D = 0.8840, L =1.980 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are. . Applied Axial Applied Mx Applied My Fc: Allowable 0.2933 :1 +D+L+H Comp Only, fc/Fc' 0.0 ft 2.893 k 0.0 k-ft 0.0 k-ft 597.62 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : nla Along X-X 0.0 in at 0.0 It above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 0.737 0.09806 PASS O.Oft 0.0 PASS 8.0 ft 1.000 0.703 0.2933 PASS 0.0ft 0.0 PASS 8.0 ft 1.250 0.623 0.08356 PASS 0.0ft 0.0 PASS 8.0 It 1.150 0.654 0.08653 PASS 0.0ft 0.0 PASS 8.0 ft 1.250 0.623 0.2195 PASS 0.0ft 0.0 PASS 8.0 ft 1.150 0.654 0.2273 PASS O.Oft 0.0 PASS 8.0 ft 1.600 0.529 0.07690 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.529 0.07690 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.529 0.2020 PASS O.Oft 0.0 PASS 8.0 ft 1.600 0.529 0.2020 PASS O.Oft 0.0 PASS 8.0 ft 1.600 0.529 0.2020 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.529 0.04614 PASS O.0 ft 0.0 PASS 8.0 ft Panes 161 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017,12:14PM Wood ColumnFile=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 fNERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 10 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.529 0.04614 PASS O.Oft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.913 k +D+L+H k k 2.893 k +D+Lr+H k k 0.913 k +D+S+H k k 0.913 k +D+0.750Lr+0.750L+H k k 2.398 k +D+0.750L+0.750S+H k k 2.398 k +D+0.60W+H k k 0.913 k +D+0.70E+H k k 0.913 k +D+0.750Lr+0.750L+0.450W+H k k 2.398 k +D+0.750L+0.750S+0.450W+H k k 2.398 k +D+0.750L+0.750S+0.5250E+H k k 2.398 k +0.60D+0.60W+0.60H k k 0.548 k +0.60D+0.70E+0.60H k k 0.548 k D Only k k 0.913 k Lr Only k k k L Only k k 1.980 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0,0000 in 0.000 it 0.000 in 0.000 it +D+0.750L+0.750S+H 0,0000 in 0.000 it 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 it +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 it +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It D Only 0.0000 in 0.000 it 0.000 in 0,000 ft Lr Only 0.0000 in 0.000 it 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 it 0.000 in 0.000 it Pane 169 of 947 Title Block Line 1 Project Title: Petsch) Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 8 JAN 2017, 12:14PM �WOOCI ColumnFile=N:1ENGINE•1\PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 14 Sketches I I i a toad 1 X ui 2-2x6 _I & in 2.e64k Loads are total entered value. Arrows do not reflect absolute direction. Pana. 1 S3 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing 8 Structure Title Block" selection. Title Block Line 6 Pdnted:16JAN2017, 2:11PM Wood Column File=N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 r.0i:.0 Description : Column 11 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb - Tension 700.0 psi Fv 180.0 psi Fb - Compr 700.0 psi Ft 450.0 psi Fc - Prll 850.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Wood Section Name 3-2x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 4.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.10 Area 15.750 inA2 Cf or Cv for Compression 1.050 Ix 16.078 inA4 Cf or Cv for Tension 1.10 ly 26.578 inA4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,400.0 ksi Use Cr : Repetitive 7 No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along XA Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 27.30 Ibs * Dead Load Factor AXIAL LOADS .. . beam 12 reaction: Axial Load at 8.0 ft, D = 5.949, Lr = 5.534, L=1.843, S = 6.917 k beam 13 reaction: Axial Load at 8.0 ft, D = 0.1530, L = 0.30 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc: Allowable 0.8071 :1 +D+S+H Comp Only, fc/Fc' 0.0 it 13.046 k 0.0 k-ft 0.0 k-ft 1,026.38 psi PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y Y 0.0 k Top along XA 0.0 k Bottom along XA 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along XA 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.4845 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 1.000 0.5885 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 1.000 0.6638 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 1.000 0.8071 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.6765 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.7995 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 1.000 0.2725 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 1.000 0.2725 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.5285 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0,5746 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.5746 PASS 0.0 ft 0.0 PASS 8.0 ft Pane 164 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Me Block Line 6 Pdnted: 16 JAN 2017, 2:11PM WOOC� ColumnFile=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 11 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 1.000 0.1635 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.70E+0.60H 1.600 1.000 0.1635 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 6.129 k +D+L+H k k 8.272 k +D+Lr+H k k 11.663 k +D+S+H k k 13.046 k +D+0.750Lr+0.750L+H k k 11.887 k +D+0.750L+0.750S+H k k 12.924 k +D+0.60W+H k k 6.129 k +D+0.70E+H k k 6.129 k +D+0.750Lr+0.750L+0.450W+H k k 11.887 k +D+0.750L+0.750S+0.450W+H k k 12.924 k +D+0.750L+0.750S+0.5250E+H k k 12.924 k +0.60D+0.60W+0.60H k k 3.678 k +0.60D+0.70E+0.60H k k 3.678 k D Only k k 6.129 k Lr Only k k 5.534 k L Only k k 2.143 k S Only k k 6.917 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 it 0.000 in 0,000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 it 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 it 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0,000 in 0.000 ft H Only 0.0000 in 0.000 it 0.000 in 0.000 ft Pant- 1AS of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing t£ Structure Title Block" selection. Title Block Line 6 PdntW: 16 JAN 2017. 2:11PM WOOti Column File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983 2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 11 Sketches MOM Y _ a 6 Load 2 -- — — 4.50 In — --- x Loads are total entered value. Arrows do not reflect absolute direction. Pane 1 RR of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:16 JAN 2017, 2:19PM Wood Column File =N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build,6.16.12.31, Ver:6.16.12.31 Description : Column 12 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top & Bottom Pinned Wood GradingfManuf, Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 3.50 in Cf or Cv for Bending 1.10 Wood Grade Stud Area 15.750 in^2 Cf or Cv for Compression 1.050 Fb - Tension 700.0 psi Fv 180.0 psi Ix 16.078 in^4 Cf or Cv for Tension 1.10 Fb - Compr 700.0 psi Ft 450.0 psi IY 26.578 in^4 Cm: Wet Use Factor 1.0 Fc - Pril 850.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 27.30 Ibs * Dead Load Factor AXIAL LOADS ... beam 15a reaction: Axial Load at 8.0 ft, D = 2.129, Lr=1.535, L =1.60, S =1.919 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2967 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . - - Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.796 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,026.38 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results ; Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.1704 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 1.000 0.2672 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 1.000 0.2101 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 1.000 0.2521 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.2565 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.2967 PASS 0.0 ft 0-0 PASS 8.0 It +D+0.60W+H 1.600 1.000 0.09587 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 1.000 0.09587 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0,750L+0.450W+H 1.600 1.000 0-2004 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.2132 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 1-000 0-2132 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 1.000 0.05752 PASS 0.0 ft 0.0 PASS 8.0 ft Pane 167 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:16 JAN 2017, 2:19PM Wood Column File =NAENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC. INC.1983-2016. Build:6.16.12.31, Ver.6.16.12.31 Description: Column 12 Load Combination Results Load Combination Maximum Axial + Bending Stress Ratios C D C p Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 0.05752 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 2.156 k +D+L+H k k 3.756 k +D+Lr+H k k 3.691 k +D+S+H k k 4.075 k +D+0.750Lr+0.750L+H k k 4.508 k +D+0.750L+0.750S+H k k 4.796 k +D+0.60W+H k k 2.156 k +D+0.70E+H k k 2.156 k +D+0.750Lr+0.750L+0.450W+H k k 4.508 k +D+0.750L+0.750S+0.450W+H k k 4.796 k +D+0.750L+0.750S+0.5250E+H k k 4.796 k +0.60D+0.60W+0.60H k k 1.294 k +0.60D+0.70E+0.60H k k 1.294 k D Only k k 2.156 k Lr Only k k 1.535 k L Only k k 1.600 k S Only k k 1.919 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 R S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0,000 in 0.000 ft Pane 1RR of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure me 131OCK Line b Pmded:16JAN2017, 2:19PM 'wood Column He=N:IENGINE-1TETSCH-1TRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 12 Sketches 4.50 In X TIM Loads are total entered value. Arrows do not reflect absolute direction. Pana 164 of 747 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : Column 13 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb - Tension 700.0 psi Fv 180.0 psi Fb - Compr 700.0 psi Ft 450.0 psi Fc - PrIl 850.0 psi Density 31.20 paf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:16 JAN 2017, 22OPM -Ile = rv: kNUINt-1WI:1 iUN-1%t-KAM1N-1.t1A INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Wood Section Name 3-2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact width 4.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 24.750 inA2 Cf or Cv for Compression 1.0 Ix 62.391 in^4 Cf or Cv for Tension 1.0 ly 41.766 in^4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for XA Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 42.90 Ibs " Dead Load Factor AXIAL LOADS .. . beam 10 reaction: Axial Load at 8.0 ft, D = 2.582, L = 5.740 k beam 15a reaction: Axial Load at 8.0 ft, D = 3.952, Lr = 3.327, L=1.805, S = 4.158 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9706 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections .. . At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 15.354 k for load combination : n(a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 639.16 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H C D C p Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 0.737 0.4711 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.703 0.9548 PASS O.Oft 0.0 PASS 8.0 ft 1.250 0.623 0.6045 PASS 0.0ft 0.0 PASS 8.0 ft 1.150 0.654 0.6786 PASS 0.0ft 0.0 PASS 8.0 ft 1.250 0.623 0.8992 PASS 0.0ft 0.0 PASS 8.0 ft 1.150 0.654 0.9706 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.529 0.3695 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 0.529 0.3695 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 0.529 0.8276 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.529 0.8626 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.529 0.8626 PASS 0.0 ft 0.0 PASS 8.0 ft Pans 170 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing 8 Structure Title Block" selection. itle Block Line 6 POW: 16 JAN 2017, 22OPM rWOOd Column File=N,.TNGINE-1tPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 i.i0:.i Description : Column 13 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.529 0.2217 PASS O.Oft 0.0 PASS 8.0ft +0.60D+0.70E+0.60H 1,600 0.529 0.2217 PASS O.O ft 0.0 PASS 8.0 ft F M_aximum Reactions -- - -t Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 6.577 k +D+L+H k k 14.122 k +D+Lr+H k k 9.904 k +D+S+H k k 10.735 k +D+0.750Lr+0.750L+H k k 14.731 k +D+0.750L+0.750S+H k k 15.354 k +D+0.60W+H k k 6.577 k +D+0.70E+H k k 6.577 k +D+0.750Lr+0.750L+0.450W+H k k 14.731 k +D+0.750L+0.750S+0.450W+H k k 15.354 k +D+0.750L+0.750S+0.5250E+H k k 15.354 k +0.60D+0.60W+0.60H k k 3.946 k +0.60D+0.70E+0.60H k k 3.946 k D Only k k 6.577 k Lr Only k k 3.327 k L Only k k 7.545 k S Only k k 4.158 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+Lr+H 0,0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0,0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 it 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0,000 in 0.000 It D Only 0.0000 in 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Pane 171 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 PriMed:16JAN2017. 22OPM Wood Column File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 I ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 13 Sketches 3-M I in Loads are total entered value. Arrows do not reflect absolute direction. Pane 179 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Me Block Line 6 Pdnted: 16 JAN 2017, 1:38PM Wood Column File =N:1ENGINE-11PETSCH-11FRAMIN--I.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 i.io:w Licensee: FRANKLIN PACIFIC Description : Column 14 Code References Calculations per 2012 LADS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations ) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 24.750 in^2 Cf or Cv for Compression 1.0 Fb -Tension 700.0 psi Fv 180.0 psi Ix 62.391 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi ly 41.766 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc -Pere 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along XA Axis Y-Y (depth) axis : Unbraced Length for XA Axis buckling = 8.0 ft, K =1.0 ., Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 42.90 Ibs * Dead Load Factor AXIAL LOADS .. . beam 7 reaction: Axial Load at 8.0 ft, D = 3.553, Lr=1.076, L = 5.572, S =1.344 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5269 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.168 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 703.08 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Comoression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.848 0.2238 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.827 0.5269 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1,250 0.772 0.2301 PASS O.Oft 0.0 PASS 8.0 ft +D+S+H 1.150 0.794 0.2571 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.772 0.4227 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.794 0.4571 PASS O.Oft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.695 0.1537 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.695 0.1537 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.695 0,3668 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.695 0.3754 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.695 0.3754 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.695 0.09223 PASS 0.0ft 0.0 PASS 8.0 ft Pane 173 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 PAW: 16 JAN 2017, 1:38PM Wood Column File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 14 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.695 0.09223 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 3.596 k +D+L+H k k 9.168 k +D+Lr+H k k 4.672 k +D+S+H k k 4.940 k +D+0.750Lr+0.750L+H k k 8.582 k +D+0.750L+0.750S+H k k 8.783 k +D+0,60W+H k k 3.596 k +D+0.70E+H k k 3.596 k +D+0.750Lr+0.750L+0.450W+H k k 8.582 k +D+0.750L+0.750S+0.450W+H k k 8.783 k +D+0.750L+0.750S+0.5250E+H k k 8.783 k +0.60D+0.60W+0.60H k k 2.158 k +0.60D+0.70E+0.60H k k 2.158 k D Only k k 3.596 k Lr Only k k 1.076 k L Only k k 5.572 k S Only k k 1.344 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+OA50W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0,000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0,000 R D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pana 174 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. Ale Block Line 6 Pdnted: 16 JAN 2017, 1:36PM Wood Column File =N:IENGINE-tIPETSCH-ITRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 1.11:.1 I Description : Column 14 Sketches Y 1.545k x 3-24 I aso i� A 11 Loads are total entered value. Arrows do not reflect absolute direction. Pane 175 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted:16JAN2017, 2:21PM Wood Column File=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 15a Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned wood GradinglManuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in .50 Cf or Cv for Bending 1.0 Wood Grade Stud Area 16.50 inA2 Cf or Cv for Compression 1.0 Fb - Tension 700.0 psi Fv 180.0 psi Ix 41.594 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi Iy 12.375 in 4 Cm : Wet Use Factor 1.0 Fc - Pril 850.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Pe rP 625.0 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis ; Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 8.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 28.60 Ibs * Dead Load Factor AXIAL LOADS ... header 8 reaction: Axial Load at 8.0 ft, D = 2.075, Lr=1.188, L=1.593, S =1.485 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3444 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 4.412 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 776.42 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendino Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.848 0.1964 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.827 0.3186 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.772 0.2432 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.794 0.2801 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.772 0.3095 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.794 0.3444 PASS 0.0 ft 0.0 PASS &0 ft +D+0.60W+H 1.600 0.695 0.1349 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.70E+H 1.600 0.695 0.1349 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.695 0.2686 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750L+0.750S+0.450W+H 1.600 0,695 0.2829 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.695 0.2829 PASS 0.0 ft 0.0 PASS 8.0 It +0.60D+0.60W+0.60H 1.600 0.695 0.08093 PASS 0.0 ft 0-0 PASS 8.0 ft Pane 1176 of 747 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing b Structure Title Block" selection. itle Block Line 6 PdnW: 16 JAN 2017, 221PM Wood Column File=WENGINE-1TETSCH•11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Description : Column 15a Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.695 0.08093 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 2.104 k +D+L+H k k 3.697 k +D+Lr+H k k 3.292 k +D+S+H k k 3.589 k +D+0.750Lr+0.750L+H k k 4.189 k +D+0.750L+0.750S+H k k 4.412 k +D+0.60W+H k k 2.104 k +D+0.70E+H k k 2.104 k +D+0.750Lr+0.750L+0.450W+H k k 4.189 k +D+0.750L+0.750S+0.450W+H k k 4.412 k +D+0.750L+0.750S+0.5250E+H k k 4.412 k +0.60D+0.60W+0.60H k k 1.262 k +0.60D+0.70E+0.60H k k 1.262 k D Only k k 2.104 k Lr Only k k 1.188 k L Only k k 1.593 k S Only k k 1.485 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Panes 177 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 I'dWad: 16 JAN 2017, 221PM Wood Column File =N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31. Ver:6.16.12.31 Description : Column 15a Sketches _. _, _. -- __ __ __ _ --- _ -1 Y 6.341k I I I c Load 1 N N 2-24 3.0In a= Loads are total entered value. Arrows do not reflect absolute direction. Panes 17R of 747 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. tle Block Line 6 Pdnted:16 JAN 2017, 2:34PM Wood Column File=N:IENGINE-11PETSCH-flFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 15b Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( used for non -slender calculations) Exact Width 8.0 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 33.0 in^2 Cf or Cv for Compression 1.0 Fb -Tension 700.0 psi Fv p 180.0 psi p Ix 83.188 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi ly 99.0 in^ 4 Cm :Wet Use Factor 1.0 Fc - Prll $50.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc -Pere 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 75.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 57.20 Ibs * Dead Load Factor AXIAL LOADS ... bem 15d reaction: Axial Load at 8.0 ft, D = 4.704, Lr = 0,8870, L = 5,607, S = 1.109 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5257 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 10.368 k for load combination : n/a Applied Mx 0.0 k-ft Applied 0.0 Along X-X 0.0 in at 0.0 ft above base Fc: Allowable psi 597.62 si for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.737 0.2558 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.703 0.5257 PASS 0.0 It 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.623 0.2586 PASS 0.0ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.654 0.2783 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.623 0.4410 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.654 0.4645 PASS O.Oft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.529 0.2006 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.529 0.2006 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.529 0.4058 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.529 0.4128 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.529 0.4128 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.529 0.1204 PASS 0.0ft 0.0 PASS 8.0 ft Pane 17q of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 P&W: 16 JAN 2017. 2:34PM Wood Column File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 15b Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.529 0.1204 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 4.761 k +D+L+H k k 10.368 k +D+Lr+H k k 5.648 k +D+S+H k k 5.870 k +D+0.750Lr+0.750L+H k k 9.632 k +D+0.750L+0.750S+H k k 9.798 k +D+0.60W+H k k 4.761 k +D+0.70E+H k k 4.761 k +D+0.750Lr+0.750L+0.450W+H k k 9.632 k +D+0.750L+0.750S+0.450W+H k k 9.798 k +D+0.750L+0.750S+0.5250E+H k k 9.798 k +0.60D+0.60W+0.60H k k 2.857 k +0.60D+0.70E+0.60H k k 2.857 k D Only k k 4.761 k Lr Only k k 0.887 k L Only k k 5.607 k S Only k k 1.109 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Pang 1Rn of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. tle Block Line 6 ood Column Description : Column 15b Sketches Y X 4.24 6.0In I Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:16 JAN 2017, 2:34PM File = N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 12.307k Loads are total entered value. Arrows do not reflect absolute direction. Pane 191 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 ftted: 16 JAN 2017, 2:36PM Wood Column File=N.\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 15c Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top & Bottom Pinned Wood Grading(Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 6.0 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 33.0 in^2 Cf or Cv for Compression 1.0 Fb - Tension 700.0 psi Fv 180.0 psi Ix 83.188 in^4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi Iy 99.0 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1,0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for XA Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 57.20 Ibs" Dead Load Factor AXIAL LOADS ... bem 15d reaction: Axial Load at 8.0 ft, D = 5.825, Lr=1.617, L = 5.836, S = 2.022 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5942 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fC/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 11.718 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0,0 in at 0,0 ft above base Fc : Allowable 597.62 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.737 0.3160 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.703 0.5942 PASS 0.0 ft 0.0 PASS &0 It +D+Lr+H 1.250 0.623 0.3433 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.654 0.3747 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.623 0.5252 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.654 0.5583 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.529 0.2478 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.529 0.2478 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.529 0.4834 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.529 0.4962 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.529 0.4962 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.529 0.1487 PASS 0.0 ft 0.0 PASS 8.0 ft Panes 1R2 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. He Block Line 6 PdnW: 16 JAN 2017, 2:36PM [Wood Column File =N:1ENGINE-11PETSCH-11FRAMIN--I.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 I Description : Column 15c Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.529 0.1487 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 5.882 k +D+L+H k k 11,718 k +D+Lr+H k k 7.499 k +D+S+H k k 7.904 k +D+0.750Lr+0.750L+H k k 11.472 k +D+0.750L+0.750S+H k k 11.776 k +D+0.60W+H k k 5.882 k +D+0.70E+H k k 5.882 k +D+0.750Lr+0.750L+0.450W+H k k 11.472 k +D+0.750L+0.7503+0.450W+H k k 11.776 k +D+0.750L+0.7503+0.5250E+H k k 11.776 k +0.60D+0.60W+0.60H k k 3.529 k +0.60D+0.70E+0.60H k k 3.529 k D Only k k 5.882 k Lr Only k k 1.617 k L Only k k 5.836 k S Only k k 2.022 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pane 1A3 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 HOW: 16 JAN 2017, 2:36PM Wood Column FIe=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 i ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description: Column 15c Sketches T Y X 4-2x6 I I l --- - 6.0 in 6 Loads are total entered value. Arrows do not reflect absolute direction. Pane 1 R4 of 947 M 3 Floor Framing Petschl Residence First Floor Panes 1R5 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam Description : Joist 8 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 26 NOV 2016. 629AM INC.1983-2016. Build:6.16.10.31, Ver:6.16.10.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(o.015) L(0.04) 2x10 Span =17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040, Tributary Width =1.0 ft, (tributary floor loading) DESIGN SUMMARY • Maximum Bending Stress Ratio = ___ _ 0.979t 1 Maximum Shear Stress Ratio = 0.256 :1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 1,114.62 psi fv : Actual = 46.11 psi FB : Allowable = 1,138.50 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.478 in Ratio = 427 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.657 In Ratio = 310 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length =17.0 ft 1 0.297 0.078 0.90 1.100 1.00 1.15 +D+L+H 1.100 1.00 1.15 Length =17.0 ft 1 0.979 0.256 1.00 1.100 1.00 1.15 +D+Lr+H 1.100 1.00 1.15 Length =17.0 ft 1 0.214 0.056 1.25 1.100 1.00 1.15 +D+S+H 1.100 1.00 1.15 Length =17.0 ft 1 0.232 0.061 1.15 1.100 1.00 1.15 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 Length =17.0 ft 1 0.641 0.168 1.25 1.100 1.00 1.15 +D+0.750L+0.750S+H 1.100 1.00 1.15 Length =17.0 ft 1 0.697 0.182 1.15 1.100 1.00 1.15 C m C t C L Moment Values M fb Fb V Shear Values fV Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.54 303.99 1024.65 0.12 12.58 162.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.99 1,114.62 1138.50 0.43 46.11 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.54 303.99 1423.13 0.12 12.58 225.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 1.00 1.00 1.00 0.54 303.99 1309.28 0.12 12.58 207.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.63 911.96 1423.13 0.35 37.73 225.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1,00 1,63 911.96 1309.28 0.35 37.73 207.00 Pana 1 RR of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 26 NOV 2016, 629AM rwood Beam File =C:lUsersUuitnlDesktop\PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : Joist 8 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Shear Values M tb F'b V fv F'v Moment Values TUTV.UVYVIFI I.IUU I.VU I.FJ I.VV I.VV I.VV U.UU U.UU U.UU U.UU Length =17.0 It 1 0.167 0.044 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.54 303.99 1821.60 0.12 12.58 288.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.167 0.044 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.54 303.99 1821.60 0.12 12.58 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.501 0.131 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.63 911.96 1821.60 0.35 37.73 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.501 0.131 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.63 911.96 1821.60 0.35 37.73 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.501 0.131 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.63 911.96 1821.60 0.35 37.73 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.100 0.026 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.33 182.39 1821.60 0.07 7.55 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.100 0.026 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.33 182.39 1821.60 0.07 7.55 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.6568 8.562 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.468 0.468 Overall MINimum 0.077 0.077 +D+H 0.128 0.128 +D+L+H 0.468 0.468 +D+Lr+H 0.128 0.128 +D+S+H 0.128 0.128 +D+0.750Lr+0.750L+H 0.383 0.383 +D+0.750L+0.750S+H 0.383 0.383 +D+0.60W+H 0.128 0.128 +D+0.70E+H 0.128 0.128 +D+0.750Lr+0.750L+0.450W+H 0.383 0.383 +D+0.750L+0.750S+0.450W+H 0.383 0.383 +D+0.750L+0.750S+0.5250E+H 0.383 0.383 +0.60D+0.60W+0.60H 0.077 0.077 +0.60D+0.70E+0.60H 0.077 0.077 D Only 0.128 0.128 Lr Only L Only 0.340 0.340 S Only W Only E Only H Only Panes 1 R7 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8JAN2017, 1:14PM Wood Beam RIe=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 16 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1000 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 1000 psi Ebend- xx 1700 ksi Fc - Pdl 1500 psi Eminbend - xx 620 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.045) L(0.12) 4x10 Span =11.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.0 ft, (tributary floor loading) DESIGN SUMMARY ' • _ Maximum Bending Stress Ratio =, 0.521: 1 Maximum Shear Stress Ratio = 0.210 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 625.52 psi fv : Actual = 37.75 psi FB : Allowable = 1,200.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.237 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.101 in Ratio = 1302>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.145 in Ratio = 908 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.175 0.070 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.79 189.15 1080.00 0.25 11.42 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.521 0.210 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.60 625.52 1200.00 0.81 37.75 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.126 0.051 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.79 189.15 1500.00 0.25 11.42 225.0 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 O.Ou Length =11.0 ft 1 0.137 0.055 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.79 189.15 1380.00 0.25 11.42 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.344 0,139 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.15 516.43 1500.00 0.67 31.17 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 PaaP 1RR of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 8 JAN 2017, 1:14PM WOOCI BeamFile=NAENGINE-1TETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licenses: FRANKLIN PACIFIC Description : Beam 16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length =11.0 ft 1 0.374 0.151 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.15 516.43 1380.00 0.67 31.17 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.099 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.79 189.15 1920.00 0.25 11.42 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.099 0.040 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.79 189.15 1920.00 0.25 11.42 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.269 0.108 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 516.43 1920.00 0.67 31.17 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =11.0 ft 1 0.269 0.108 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 516.43 1920.00 0.67 31.17 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.269 0.108 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 516.43 1920.00 0.67 31.17 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.059 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.47 113.49 1920.00 0.15 6.85 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.059 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.47 113,49 1920.00 0.15 6.85 288.00 overall Maximum Deflections Load Combination Span Max."" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.1452 5.540 0,0000 0.000 Vedical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.946 0.946 Overall MINimum 0.172 0.172 +D+H 0.286 0.286 +D+L+H 0.946 0.946 +D+Lr+H 0.286 0.286 +D+S+H 0.286 0.286 +D+0.750Lr+0.750L+H 0.781 0.781 +D+0.750L+0.750S+H 0.781 0.781 +D+0.60W+H 0.286 0.286 +D+0-70E+H 0.286 0.286 +D+0.750Lr+0.750L+0.450W+H 0.781 0.781 +D+0.750L+0.750S+0.450W+H 0.781 0.781 +D+0.750L+0.750S+0.5250E+H 0.781 0.781 +0.60D+0.60W+0.60H 0.172 0.172 +0.60D+0.70E+0.60H 0.172 0.172 D Only 0.286 0.286 Lr Only L Only 0.660 0.660 S Only W Only E Only H Only Panes 1 R9 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted:17JAN2017. 7:18AM Wood Beam FlIe=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Beam 17 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination 1BC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(2.156) Lr(1.535) L(1.6) S(1.919) Df0.0151 U0.041 V 7 5.25x9.25 Span = 7.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (tributary floor loading) Point Load: D = 2.156, Lr=1.535, L =1.60, S =1.919 k @ 3.0 fl, (colunm 12 reaction) SUMMARY � • _DESIGN _ _ Maximum Bending Stress Ration 0.441: 1 _ ___ Maximum Shear Stress Ratio = 0.288 : 1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb : Actual = 1,469.23 psi fv : Actual = 95.91 psi FB : Allowable = 3,335.00 psi Fv: Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.995ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio = 2165>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.113 in Ratio = 814>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.254 0.166 0.90 1.000 1.00 1.00 1.00 1.0D 1.00 4.14 664.10 2610.00 1.41 43.42 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.406 0.267 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.34 1,176.67 2900.00 2.50 77.31 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 Length = 7.670 ft 1 0.307 0.199 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.94 1,112.79 3625.00 2.34 72.29 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.367 0.238 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.64 1,225.03 3335.00 2.57 79.51 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.382 0.250 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.64 1,385.05 3625.00 2.93 90.49 362.50 pane 1 Rn of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. tle Block Line 6 Printed: 17 JAN 2017, 7:18AM WOOCI BeamFile=N:IENGINE-11PETSCH�-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31. Ver:6.16.12.31 Description : Beam 17 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb F'b V Shear Values fv F v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.441 0.288 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.17 1,469.23 3335.00 3.11 95.91 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.143 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.14 664.10 4640.00 1.41 43.42 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.143 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4,14 664.10 4640.00 1.41 43.42 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.299 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.64 1,385.05 4640.00 2.93 90.49 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.317 0.207 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.17 1,469.23 4640.00 3.11 95.91 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.317 0.207 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.17 1,469.23 4640.00 3.11 95.91 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.086 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 398.46 4640.00 0.84 26.05 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.670 ft 1 0.086 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2,49 398.46 4640.00 0.84 26.05 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1130 3.611 0.0000 0.000 Veitical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.151 2.106 Overall MlNimum 0.857 0.575 +D+H 1.429 0.959 +D+L+H 2.556 1.738 +D+Lr+H 2.363 1.559 +D+S+H 2.597 1.710 +D+0.750Lr+0.750L+H 2.975 1.994 +D+0.750L+0.750S+H 3.151 2.106 +D+0.60W+H 1.429 0.959 +D+0.70E+H 1.429 0.959 +D+0.750Lr+0.750L+0,450W+H 2.975 1.994 +D+0.750L+0.750S+0.450W+H 3.151 2.106 +D+0.750L+0.750S+0.5250E+H 3.151 2.106 +0.60D+0.60W+0.60H 0.857 0.575 +0.60D+0.70E+0.60H 0.857 0.575 D Only 1.429 0.959 Lr Only 0.935 0.600 L Only 1.128 0.779 S Only 1.168 0.751 W Only E Only H Only Pans 191 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:17 JAN 2017, 726AM Wood Beam File=N:%ENGINE-1%PETSCH-11FRAMIN-1.EC6 1 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Beam 18 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1.19P(ff 3 1M6X1.778) D(0.015) L(0.04) � � w 4x10 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 , Tributary Width =1.0 ft, (tributary floor loading) Point Load : D = 0.30, L = 0.80 k @ 1.250 ft, (stair beam reaction) Point Load : D=1.190, Lr=1.422, S =1178 k @ 1.250 ft, (roof beam reaction) DESIGN SUMMARY N - • _ Maximum Bending Stress Ratio r=v _ 0.681: 1 Maximum Shear Stress Ratio = 0.629 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 845.42 psi fv : Actual = 130.23 psi FIB: Allowable = 1,242.00psi Fv : Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.248ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 3181 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.047 in Ratio = 1529 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 6.0 ft 1 0.375 0,347 0.90 1.200 1.00 1.00 +D+L+H 1.200 1.00 1.00 Length = 6.0 ft 1 0.540 0.498 1.00 1.200 1.00 1.00 +D+Lr+H 1.200 1.00 1.00 Length = 6.0 ft 1 0.520 0.482 1.25 1.200 1.00 1.00 +D+S+H 1.200 1.00 1.00 Length = 6.0 It 1 0.634 0.587 1.15 1.200 1.00 1.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 Length = 6.0 ft 1 0.579 0.535 1.25 1.200 1.00 1.00 C in C t C L Moment Values M tb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 1,00 1.00 1.00 1.52 364.68 972.00 1.21 56.20 162.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.43 583.26 1080.00 1.94 89.69 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0 1.00 1.00 1.00 2.92 702.51 1350.00 2.34 108.36 225.01, 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.27 787,09 1242.00 2.62 121.42 207.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.25 781.99 1350.00 2.60 120.44 225.00 Pane 199 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Wood Beam Description : Beam 18 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdnted:17 JAN 2017, 7:26AM -ue = N3tNWNt" AWt I Jt;H-1WKAMIN-1.LL;b INC.19a2016, Build:6.16.12.31. Ver:6.16.12.31 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b Shear Values V N F'v *U*U.IDUL*u.ioua*n i.zuu Luu I.uu Luu Luu Luu 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.681 0.629 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.52 845.42 1242.00 2.81 130.23 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.211 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.52 364.68 1728.00 1.21 56.20 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.211 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.52 364.68 1728.00 1.21 56.20 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.453 0.418 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.25 781.99 1728.00 2.60 120.44 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.489 0.452 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.52 845.42 1728.00 2.81 130.23 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.489 0.452 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.52 845.42 1728.00 2.81 130.23 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.91 218.81 1728.00 0.73 33.72 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.91 218.81 1728.00 0.73 33.72 288.00 Overall Maximum Deflections Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0471 2.650 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.845 0.848 Overall MINimum 0.735 0.213 +D+H 1.225 0.355 +D+L+H 1.978 0.642 +D+Lr+H 2.350 0.652 +D+S+H 2.632 0.726 +D+0.750Lr+0.750L+H 2.634 0.793 +D+0.750L+0.750S+H 2.845 0.848 +D+0.60W+H 1.225 0.355 +D+0.70E+H 1.225 0.355 +D+0.750Lr+0.750L+0.450W+H 2.634 0.793 +D+0.750L+0.750S+0.450W+H 2.845 0.848 +D+0.750L+0.750S+0.5250E+H 2.845 0.848 +0.60D+0.60W+0.60H 0.735 0.213 +0.60D+0.70E+0.60H 0.735 0.213 D Only 1.225 0.355 Lr Only 1.126 0.296 L Only 0.753 0.287 S Only 1.408 0.370 W Only E Only H Only Panes I M of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8JAN2017. 1:21PM Wood Beam File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Description : Header 12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination 1BC2015 Fb -Compr 1,000.0psi Ebend-xx 1,700.Oksi Fc - PHI 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced 0(0.0751 U0.21 ♦ ♦ oro.n t I 1 0(0.04875) U0.131MAIM IN 4z10 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040, S = 0.0250 ksf, Tributary Width = 3.250 ft, (tributary upper floor loading) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (tributary main floor loading) DESIGN SUMMARY Maximum Bending Stress Ratio =J 0.8001 Maximum Shear Stress Ratio = 0.431 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 947.97 psi tv : Actual = 77.52 psi FB : Allowable = 1,184.29 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.734 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio = 1494>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.102 in Ratio = 879>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.365 0.197 0.90 1.200 1.00 1.00 1.00 1.00 0.99 1.62 390.11 1067.56 0.69 31.90 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.800 0.431 1.00 1.200 1.00 1.00 1.00 1.00 0.99 3.94 947.97 1184.29 1.67 77.52 180.0 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 O.OG Length = 7.50 ft 1 0265 0.142 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.62 390,11 1473.97 0.69 31.90 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.388 0.208 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.19 527.46 1358.49 0.93 43.13 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Panes 1 A4 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 8 JAN 2017, 121PM w0�d Beam File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601• Description : Header 12 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Moment Values M tb F'b Shear Values V tv F'v Length = 7.50 ft 1 0.549 0.294 1.25 1.200 1.00 1.00 1.00 1.00 0.98 3.36 808.50 1473.97 1.43 66.11 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.671 0.360 1.15 1.200 1.00 1.00 1.00 1.00 0.98 3.79 911.52 1358.49 1.61 74.54 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.208 0.111 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.62 390.11 1873.50 0.69 31.90 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.208 0.111 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.62 390.11 1873.50 0.69 31.90 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.432 0.230 1.60 1.200 1.00 1.00 1.00 1.00 0.98 3.36 808.50 1873.50 1.43 66.11 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.487 0.259 1.60 1.200 1.00 1.00 1.00 1.00 0.98 3.79 911.52 1873.50 1.61 74.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.487 0.259 1.60 1.200 1.00 1.00 1.00 1.00 0.98 3.79 911.52 1873.50 1.61 74.54 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.125 0.066 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.97 234.06 1873.50 0.41 19.14 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.125 0.066 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.97 234.06 1873.50 0.41 19.14 288.00 Overall Maximum Deflections Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.1023 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.103 2.103 Overall MINimum 0.305 0.305 +D+H 0.865 0.865 +D+L+H 2.103 2.103 +D+Lr+H 0.865 0.865 +D+S+H 1.170 1.170 +D+0.750Lr+0.750L+H 1.793 1.793 +D+0.750L+0.750S+H 2.022 2.022 +D+0.60W+H 0.865 0.865 +D+0.70E+H 0.865 0.865 +D+0.750Lr+0.750L+0.450W+H 1.793 1.793 +D+0.750L+0.750S+0.450W+H 2.022 2.022 +D+0.750L+0.750S+0.5250E+H 2.022 2.022 +0.60D+0.60W+0.60H 0.519 0.519 +0.60D+0.70E+0.60H 0.519 0.519 D Only 0.865 0.865 Lr Only L Only 1.238 1.238 S Only 0.305 0.305 W Only E Only H Only Pant- 195 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted:17 JAN 2017, MAM Wood Beam File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 �i:,O Description : Header 13 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: OC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1 5.25A4.0 Span =14.50 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.240, Tributary Width =1.0 ft, (wall loading) Uniform Load : D = 0.0150, Lr = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 3.0 ft, (tributary upper floor loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (main nfloor loading) Point Load : D=1.288, Lr = 0.8180, L = 0.510, S =1.023 k @ 1.250 ft, (header 7 reaction) Point Load : D=1.288, Lr = 0.8180, L = 0.510, S =1.023 k @ 9.0 ft, (header 7 reaction) Point Load: D = 2.191, Lr = 0.2620, L=1.993, S =1.815 k @ 11.50 ft, (header 6b reaction) DESIGN SUMMARY rMaximum Bending Stress Ratio _ T^ 0.667.1 Maximum Shear Stress Ratio = 0.536 :1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 2,185.10psi fv : Actual = 178.86 psi FB : Allowable = 3,278.42 psi Fv: Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.996ft Location of maximum on span = 13.336ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.148 in Ratio = 1173 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.477 in Ratio = 365>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fV Fv +D+H 0.00 0.00 0.00 0.0 Length =14.50 ft 1 0.466 0.361 0.90 0.983 1.00 1.00 1.00 1.00 1.00 17,08 1,195.14 2565.72 4.61 94.16 261.Ob +D+L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.656 0.530 1.00 0.983 1.00 1.00 1.00 1.00 1.00 26.73 1,870.57 2850.80 7.53 153.65 290.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.501t 1 0.437 0.325 1.25 0.983 1.00 1.00 1.00 1.00 1.00 22.23 1,555.67 3563.50 5.77 117.65 362.50 Paoa IRS of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Nood Beam Description : Header 13 Load Combination Segment Length Max Stress Ratios Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:17 JAN 2017, 7:31AM File = N:\ENGINE-1IPETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Moment Values Span # M V C d C FN C i Cr C m C t C L M fb F'b Shear Values tv F'v +D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.561 0.443 1.15 0.983 1.00 1.00 1.00 1.00 1.00 26.29 1,839.66 3278.42 7.23 147.61 333.50 +D+0.750Lr+0.750L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.553 0.431 1.25 0.983 1.00 1.00 1.00 1.00 1.00 28.18 1,972.10 3563.50 7.66 156.40 362.50 +D+0.750L+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.667 0.536 1.15 0.983 1.00 1.00 1.00 1.00 1.00 31.23 2,185.10 3278.42 8.76 178.86 333.50 +D+0.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.262 0.203 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.08 1,195.14 4561.28 4.61 94.16 464.00 +D+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.262 0.203 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.08 1,195.14 4561.28 4.61 94.16 464.00 +D+0.750Lr+0.750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.432 0.337 1.60 0.983 1.00 1.00 1.00 1.00 1.00 28.18 1,972.10 4561.28 7.66 156.40 464.00 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0,479 0.385 1.60 0.983 1.00 1.00 1.00 1.00 1.00 31.23 2,185.10 4561.28 8.76 178.86 464.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.479 0.385 1.60 0.983 1.00 1.00 1.00 1.00 1.00 31.23 2,185.10 4561.28 8.76 178.86 464.00 +0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.157 0.122 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.25 717.09 4561.28 2.77 56.50 464.00 +0.60D+0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.157 0.122 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.25 717.09 4561.28 2.77 56.50 464.00 Overall Maximum Deflections Load Combination Span Max. V Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4765 7.568 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.816 9.346 Overall MINimum 1.547 1.221 +D+H 4.461 4.990 +D+L+H 6.692 8.091 +D+Lr+H 6.008 6.211 +D+S+H 6.703 7.696 +D+0.750Lr+0.750L+H 7.295 8.232 +D+0.750L+0.750S+H 7.816 9.346 +D+0.60W+H 4.461 4.990 +D+0.70E+H 4.461 4.990 +D+0.750Lr+0.750L+0.450W+H 7.295 8.232 +D+0.750L+0.750S+0.450W+H 7.816 9.346 +D+0.750L+0.750S+0.5250E+H 7.816 9.346 +0.60D+0.60W+0.60H 2.676 2.994 +0.60D+0.70E+0.60H 2.676 2.994 D Only 4.461 4.990 Lr Only 1.547 1.221 L Only 2.232 3.101 S Only 2.242 2.706 W Only E Only H Only Pane 197 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing lx Structure Title Block" selection. Title Block Line 6 Printed: 8 JAN 2017, 1:38PM Wood Beam FlIe=N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 i.0i:.0• Description : Header 14 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1000 psi E : Modulus of Elasticity Load Combination tBC 2015 Fb - Compr 1000 psi Ebend- xx 1700ksi Fc - PHI 1500 psi Eminbend - xx 620 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Wood Grade ; No.1 Fv 180 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Completely Unbraced 6x12 = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.240, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =10.0 ft, (tributary floor loading) Point Load : D = 0.9170, L =1.024 k @ 3.250 ft, (column 6 reaction) Point Load : D=1.377, Lr=1.666, S = 2.083 k @ 6.0 ft, (column 1 reaction) Point Load: D = 0.5570, L =1.320 k @ 6.0 ft, (beam 6 reaction) SUMMARY__ • _DESIGN ___ Maximum Bending Stress Ratio _� ` 0.817 1 Maximum Shear Stress Ratio = 0.405 : 1 Section used for this span 6x12 Section used for this span 6x12 llb : Actual = 812.89psi fv : Actual = 72.81 psi FB : Allowable = 995.57psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 3149 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.050 in Ratio = 1561 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr Cm C t C L M tb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.453 0.225 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.11 406.41 896.44 1.54 36.43 162.01 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.817 0.405 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.21 812.89 995.57 3.07 72.81 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.360 0.175 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.52 447.63 1242.94 1.66 39.47 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Panes 19R of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Block Line 6 Printed: 8JAN2017, 1:38PM {-Il+e Beam File=N:1ENGINE-11PETSCH--1\FRAMIN-1.EC6 YV��d ENERCALC, INC.1983-2018, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Header 14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv Fv Length = 6.50 ft 1 0.400 0.194 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.63 457.95 1144.07 1.70 40.23 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.597 0.293 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.50 742.19 1242.94 2.78 66.00 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.655 0.322 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.58 749.93 1144.07 2.81 66.57 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.60 ft 1 0.256 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.11 406.41 1588.09 1.54 36.43 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.256 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.11 406.41 1588.09 1.54 36.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.467 0.229 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.50 742.19 1588.09 2.78 66.00 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.472 0.231 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.58 749.93 1588.09 2.81 66.57 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.472 0.231 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.58 749.93 1588.09 2.81 66.57 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.154 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.46 243.84 1588.09 0.92 21.86 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0,154 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.46 243.84 1588.09 0.92 21.86 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0499 3.321 0,0000 0.000 ;Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.833 7.271 Overall MINimum 0.128 1.538 +D+H 1.919 3.556 +D+L+H 3.833 6.586 +D+Lr+H 2.047 5.094 +D+S+H 2.080 5.479 +D+0.750Lr+0.750L+H 3.451 6.982 +D+0.750L+0.750S+H 3.475 7.271 +D+0.60W+H 1.919 3.556 +D+0.70E+H 1.919 3.556 +D+0.750Lr+0.750L+0.450W+H 3.451 6.982 +D+0.750L+0.750S+0.450W+H 3.475 7.271 +D+0.750L+0.750S+0.5250E+H 3.475 7.271 +0.60D+0.60W+0.60H 1.152 2.133 +0.60D+0.70E+0.60H 1.152 2.133 D Only 1.919 3.556 Lr Only 0.128 1.538 L Only 1.914 3.030 S Only 0.160 1.923 W Only E Only H Only Pana 19A of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I Me CIOCK Line o Printed: 8JAN2017, 1:41PM Wood BeamFile=N:\ENGINE-1\PETSCH-lTRAMIN-1.EC6 ENERCALC, INC. 1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Header 15 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination 1BC 2015 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced 6x10 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.160, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (tributary floor loading) Point Load : D = 0.8840, L =1.980 k @ 4,50 ft, (beam 11 reaction) DESIGN SUMMARY _ Maximum Bending Stress Ratio =� 0.7241 Maximum Shear Stress Ratio = 0.405 :1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 721.50 psi fv : Actual = 72.95 psi FB : Allowable = 996.51 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.484ft Location of maximum on span = 5.717 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 2951 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.048 in Ratio = 1613>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.333 0.190 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.06 299.06 897.19 1.07 30.77 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.724 0.405 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.97 721.50 996.51 2.54 72.95 180.0 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 O.Ob Length = 6.50 ft 1 0.240 0.137 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 299.06 1244.46 1.07 30.77 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.261 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.06 299.06 1145.34 1.07 30.77 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Panes 9nn of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ale Block Line 6 Printed: 8JAN2017, 1:4113M Wood BeamFile=N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 i.i0: i • Description : Header 15 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Length = 6.50 It 1 0.495 0.277 1.25 1.000 +D+0.750L+0.750S+H 1.000 Length = 6.50 It 1 0.538 0.301 1.15 1.000 +D+0.60W+H 1.000 Length = 6.50 ft 1 0.188 0.107 1.60 1.000 +D+0.70E+H 1.000 Length = 6.50 ft 1 0.188 0.107 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length = 6.50 ft 1 0.387 0.217 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length = 6.50 ft 1 0.387 0.217 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length = 6.50 ft 1 0.387 0.217 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 6.50 ft 1 0.113 0.064 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length = 6.50 ft 1 0,113 0.064 1.60 1.000 Overall Maximum Deflections Load Combination Span Max. %" Defl +D+L+H 1 0.0483 Vertical Rpactiens Ci Cr Cm C t CL Moment Values M tb Fb V Shear Values fv Fv 1.00 1.00 1.00 1.00 1.00 4.25 615.89 1244.46 2.17 62.40 225.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.25 615.89 1145.34 2.17 62.40 207.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 2.06 299.06 1590.72 1.07 30.77 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 2.06 299.06 1590.72 1.07 30.77 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 4.25 615.89 1590.72 2.17 62.40 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 4.25 615.89 1590.72 2.17 62.40 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 4.25 615.89 1590.72 2.17 62.40 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 1.24 179.44 1590.72 0.64 18.46 288.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.99 1.24 179.44 1590.72 0,64 18.46 288.00 Location in Span Load Combination Max. "+" Detl Location in Span 3.487 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.617 2.718 Overall MINimum 0.527 0.731 +D+H 0.878 1.218 +D+L+H 1.617 2.718 +D+Lr+H 0.878 1.218 +D+S+H 0.878 1.218 +D+0.750Lr+0.750L+H 1.432 2.343 +D+0.750L+0.750S+H 1.432 2.343 +D+0.60W+H 0.878 1.218 +D+0.70E+H 0.878 1.218 +D+0.750Lr+0.750L+0.450W+H 1.432 2.343 +D+0.750L+0.750S+0.450W+H 1.432 2.343 +D+0.750L+0.750S+0.5250E+H 1.432 2.343 +0.60D+0.60W+0.60H 0.527 0.731 +0.60D+0.70E+0.60H 0.527 0.731 D Only 0.878 1.218 Lr Only L Only 0.739 1.501 S Only W Only E Only H Only Pane 901 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing 8 Title Block" selection. Title Block Line 6 Wood Beam Description : Header 16 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2015 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed: 8 JAN 2017, 1:38PM 'lie=N:lMUNt" 1Wt:I bUM-1 TKAMIN-1.tkob INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Fb - Tension 1000 psi E : Modulus of Elasticity Fb - Compr 1000 psi Ebend- xx 1700 ksi Fc - Prll 1500 psi Eminbend - xx 620 ksi Fc - Perp 625 psi Fv 180 psi Ft 675psi Density 31.2pcf 6x12 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.160, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0,0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (tributary floor loading) Point Load : D=1.816, Lr = 2,244, S = 2.806 k @ 3.50 ft, (beam 2 reaction) Point Load : D = 0.5570, L =1.320 k @ 4.250 ft, (beam 6 rection) DESIGN SUMMARY_ • _ _ Maximum Bending Stress Ratio+� _� 0.971: 1 Maximum Shear Stress Ratio = 0.510 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 1,111.29 psi fv : Actual = 105.63 psi FB : Allowable = 1,144.07psi Fv : Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.511 ft Location of maximum on span = 5.551 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 3340>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.064 in Ratio = 1224>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length = 6.50 ft 1 0.576 0,300 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 6.50 ft 1 0.866 0.493 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 6.50 It 1 0.703 0.344 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length = 6.50 It 1 0.842 0.408 1.15 1.000 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values fv F v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.22 516.67 896.44 2,05 48.67 162.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 1.00 1.00 1.00 8.71 862.45 995.57 3.74 88.79 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 8.83 874.18 1242.94 3.26 77.33 225.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.99 9.74 963.71 1144.07 3.56 84.51 207.00 Pane 9n9 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. tle Block Line 6 i Wood Beam Description : Header 16 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Printed: 8 JAN 2017, 1:38PM :ile = N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 INC.1983-2016, Build:6.16.12.31. Ver:6.16.12.31 Moment Values Shear Values M fb F'b V fv F'v TUTV.rovuTv.iovLTn i.uuu 1.vu i.vu i.vu 1.uv u.yn u.uu Length = 6.50 ft 1 0.840 0.446 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10,55 1,044.13 1242.94 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.971 0.510 1.15 1.000 1.00 1.00 1.00 1.00 0.99 11.23 1,111.29 1144.07 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.325 0.169 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.22 516.67 1588.09 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.325 0.169 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.22 516.67 1588.09 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.657 0.348 1.60 1.000 1.00 1.00 1.00 1.00 0.99 10.55 1,044.13 1588.09 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.700 0.367 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.23 1,111.29 1588.09 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.700 0.367 1.60 1.000 1.00 1.00 1.00 1.00 0.99 11.23 1,111.29 1588.09 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.195 0.101 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.13 310.00 1588.09 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.50 ft 1 0.195 0.101 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.13 310.00 1588.09 Overall Maximum Deflections Load Combination Span Max." " Defl Location in Span Load Combination Max. "+" Def +D+0.750L+0.750S+0.5250E+H 1 0.0637 3.345 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.226 5.003 Overall MINimum 1.036 1.208 +D+H 2.034 2.345 +D+L+H 3.661 4.378 +D+Lr+H 3.070 3.554 +D+S+H 3.329 3.856 +D+0.75OLr+0.750L+H 4.031 4.776 +D+0.750L+0.750S+H 4.226 5.003 +D+0.60W+H 2.034 2.345 +D+0.70E+H 2.034 2.345 +D+0.750Lr+0.750L+0.450W+H 4.031 4.776 +D+0.750L+0.750S+0.450W+H 4.226 5.003 +D+0.750L+0.750S+0.5250E+H 4.226 5.003 +0.60D+0.60W+0.60H 1.221 1.407 +0.60D+0.70E+0.60H 1.221 1.407 D Only 2.034 2.345 Lr Only 1.036 1.208 L Only 1.627 2.033 S Only 1.295 1.511 W Only E Only H Only 0.00 0.00 0.00 4.23 100.25 225.00 0.00 0.00 0.00 4.45 105.63 207.00 0.00 0.00 0.00 2.05 48.67 288.00 0.00 0.00 0.00 2.05 48.67 288.00 0.00 0.00 0.00 4.23 100.25 288.00 0.00 0.00 0.00 4.45 105.63 288.00 0.00 0.00 0.00 4.45 105.63 288.00 0.00 0.00 0.00 1.23 29.20 288.00 0.00 0.00 0.00 1.23 29.20 288.00 Location in Span 0.000 Pane 903 nf 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 17 JAN 2017, 7:33AM Wood Column File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 0.1 0:t Description : Column 16 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width .50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 24.750 inA2 Cf or Cv for Compression 1.0 Fb -Tension 700 psi Fv 180 psi Ix 62.391 inA4 Cf or Cv for Tension 1.0 Fb - Compr 700 psi Ft 450 psi ly 41.766 in 4 Cm : Wet Use Factor 1.0 Fc - Pdl 850 psi Density 31.2 pcf Ct :Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1400 1400 1400 ksi Use Cr: Repetitive ? No Minimum 510 510 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for X-X Axis buckling =10 it, K =1.0 Y-Y (depth) axis : Unbraced Length for XA Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 42.90 Ibs " Dead Load Factor AXIAL LOADS ... header 13 reaction: Axial Load at 8.0 ft, D = 4.990, Lr=1.221, L = 3.101, S = 2.706 k DES!GN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7731 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.388 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 490.639 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.595 0.4465 PASS 0.0 ft 0.0 PASS 8.0 it +D+L+H 1,000 0.555 0.6966 PASS 0.0 ft 0.0 PASS 8.0 It +D+Lr+H 1.250 0.471 0.5049 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.502 0.6373 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0A71 0.6681 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.502 0.7731 PASS 0.0 ft 0.0 PASS 8.0 it +D+0.60W+H 1.600 0.385 0.3882 PASS 0.0 ft 0.0 PASS 8.0 it +D+0.70E+H 1.600 0.385 0.3882 PASS 0.0 ft 0.0 PASS 8.0 it +D+0.750Lr+0.750L+0.450W+H 1.600 0.385 0.6382 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.385 0.7241 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.385 0.7241 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.385 0.2329 PASS 0.0 ft 0.0 PASS 8.0 ft Pane. 204 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:17 JAN 2017, 7:33AM Wood Column File=N:IENGINE-11PETSCH-11FRAMIN-I.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 16 Load Combination Results Maximum Axial + Bending Stress Ratios Load Combination C D C P Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.385 0.2329 PASS O.Oft Maximum Reactions X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection +D+H 0.0000 in +D+L+H 0.0000 in +D+Lr+H 0.0000 in +D+S+H 0.0000 in +D+0.750Lr+0.750L+H 0.0000 in +D+0.750L+0.750S+H 0.0000 in +D+0.60W+H 0.0000 in +D+0.70E+H 0.0000 in +D+0.750Lr+0.750L+0.450W+H 0.0000 in +D+0.750L+0.750S+0.450W+H 0.0000 in +D+0.750L+0.750S+0.5250E+H 0.0000 in +0.60D+0.60W+0.60H 0.0000 in +0.60D+0.70E+0.60H 0.0000 in D Only 0.0000 in Lr Only 0.0000 in L Only 0.0000 in S Only 0.0000 in W Only 0.0000 in E Only 0.0000 in H Only 0.0000 in k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k Distance Max. Y-Y Deflection Distance 0.000 ft 0.000 in 0.000 ft 0.000 It 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 It 0.000 in 0.000 ft 0.000 It 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 It 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 It 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 It 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 It 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base 5.033 k 8.134 k 6.254 k 7.739 k 8.274 k 9.388 k 5.033 k 5.033 k 8.274 k 9.388 k 9.388 k 3.020 k 3.020 k 5.033 k 1.221 k 3.101 k 2.706 k k k k Pana 9n5 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted: 17 JAN 2017. 7:33AM Wood Column File =N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983.2016, Buld:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 16 Sketches 3.24 f a:sa i�--_ ..! 12.018k d= Loads are total entered value. Arrows do not reflect absolute direction. Pane 906 nf 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 8JAN2017, 1:44PM Wood ColumnFile=N:1ENGINE�-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KV1.0600860111 Licensee: FRANKLIN PACIFIC Description : Column 17 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 16.50 in^2 Cf or Cv for Compression 1.0 Fib - Tension 700.0 psi Fv 180.0 psi Ix 41.594 inA4 Cf or Cv for Tension 1.0 Fb - Compr 700.0 psi Ft 450.0 psi I y 12.375 in 4 Cm: Wet Use Factor 1.0 Fc - Prll 850.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns: X-X (width) axis. Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 8.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 28.60 Ibs * Dead Load Factor AXIAL LOADS ... header 16 reaction: Axial Load at 8.0 ft, D = 2.345, Lr=1.208, L = 2.033, S =1.511 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3928 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.032 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k_ft Along XA 0.0 in at 0.0 ft above base Fc: Allowable 776.42 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.848 0.2216 PASS 0.0 ft 0.0 PASS 8.0 It +D+L+H 1.000 0.827 0.3799 PASS 0.0 ft 0.0 PASS 8.0 It +D+Lr+H 1.250 0.772 0.2646 PASS 0.0 ft 0.0 PASS 8.0 It +D+S+H 1.150 0.794 0.3032 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750Lr+0.750L+H 1.250 0.772 0.3550 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750L+0.750S+H 1.150 0.794 0.3928 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.60W+H 1.600 0.695 0.1522 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.70E+H 1.600 0.695 0.1522 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.695 0.3080 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.695 0.3226 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.695 0.3226 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.695 0.09132 PASS 0.0 ft 0.0 PASS 8.0 ft Pane 207 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8JAN2017, 1:4413M Wood Column File=N:IENGINE-ITETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, auild:6.16.12.31, Ver:6.16.12.31 Description : Column 17 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.695 0.09132 PASS O.Oft 0.0 PASS 8.0ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 2.374 k +D+L+H k k 4.407 k +D+Lr+H k k 3.582 k +D+S+H k k 3.885 k +D+0.750Lr+0.750L+H k k 4.804 k +D+0.750L+0.750S+H k k 5.032 k +D+0.60W+H k k 2.374 k +D+0.70E+H k k 2.374 k +D+0.750Lr+0.750L+0.450W+H k k 4.804 k +D+0.750L+0.750S+0.450W+H k k 5.032 k +D+0.750L+0.750S+0.5250E+H k k 5.032 k +0.60D+0.60W+0.60H k k 1.424 k +0.60D+0.70E+0.60H k k 1.424 k D Only k k 2.374 k Lr Only k k 1.208 k L Only k k 2.033 k S Only k k 1.511 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Pans 9nR of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ale Block Line 6 Printed: 8JAN2017, 1:44PM WOOtI Column File =N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Buildi6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 17 . Sketches .. Y I.097k i `I load t x yjl � II , L O 2 2-24 ` — - 3.0in -- Loads are total entered value. Arrows do not reflect absolute direction. Panes 90A of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : Column 18 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb - Tension 700.0 psi Fv 180.0 psi Fb - Compr 700.0 psi Ft 450.0 psi Fc - Pril 850.0 psi Density 31.20 pcf Fc - Perp 62 5. 0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:17 JAN 2017, 7:19AM mie = N:1tNUINt-Wit I bUH-19-KAMIN-1.tUb ENERCALC, INC.1983.2016. Build:6.16.12.31, Ver.6.16.12.31 Wood Section Name 2-2x4 Wood Grading(Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.10 Area 10.50 in12 Cf or Cv for Compression 1.050 Ix 10.719 inA4 Cf or Cv for Tension 1.10 ly 7.875 in^4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :18.20 IbsDead Load Factor AXIAL LOADS ... header 17 reaction: Axial Load at 8.0 ft, D=1.429, Lr = 0.9350, L=1.128, S =1.168 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2941 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.169 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,026.38 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Comoression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750 L+0.4 50W+H +D+0.750L+0.750 S+0.450W+H +D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.60W+0.60H C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 1.000 0.1716 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 1.000 0.2748 PASS 0.0 ft 0.0 PASS 8.0 ft 1.250 1.000 0.2034 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 1.000 0.2427 PASS 0.0 ft 0.0 PASS 8.0 ft 1.250 1.000 0.2556 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 1.000 0.2941 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 1.000 0.09652 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 1.000 0.09652 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 1.000 0.1997 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 1.000 0.2114 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 1.000 0.2114 PASS 0.0 ft 0.0 PASS 8.0 ft 1.600 1.000 0.05791 PASS 0.0 ft 0.0 PASS 8.0 ft Pane 91r1 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. itle Block Line 6 Printed: 17 JAN 2017, 7:19AM Wood ColumnFile=N:\ENGINE^11PETSCH-IIFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Column 18 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 0.05791 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.447 k +D+L+H k k 2.575 k +D+Lr+H k k 2.382 k +D+S+H k k 2.615 k +D+0.750Lr+0.750L+H k k 2.994 k +D+0.750L+0.750S+H k k 3.169 k +D+0.60W+H k k 1.447 k +D+0.70E+H k k 1.447 k +D+0.750Lr+0.750L+0.450W+H k k 2.994 k +D+0.750L+0.750S+0.450W+H k k 3.169 k +D+0.750L+0.750S+0.5250E+H k k 3.169 k +0.60D+0.60W+0.60H k k 0.868 k +0.60D+0.70E+0.60H k k 0.868 k D Only k k 1.447 k Lr Only k k 0.935 k L Only k k 1.128 k S Only k k 1.168 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Panes 211 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Plirded:17JAN2017. 7:19AM Wood ColumnFile=N:IENGINE-11PETSCH-IIFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : column 18 Sketches Y x I I --- 3.0in---- 4.660k 1 Loads are total entered value. Arrows do not reflect absolute direction. Pane 919 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Nnted:17JAN2017, 721AM Wood Column File =N:\ENGINE-11PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC. .1963.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 19 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No-1 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb - Tension 1,000.0 psi Fv 180.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb - Compr 1,000.0 psi Ft 675.0 psi ly 76.255 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 1,500.O psi Density 31.20 pcf Ct :Temperature Factor 1.0 FC -Pere 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive ? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 8.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 8.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 52.433 Ibs * Dead Load Factor AXIAL LOADS ... beam 17 reaction: Axial Load at 8.0 ft, D = 0.9590, Lr = 0.60, L = 0.7790, S = 0.7510 k column 13 reaction: Axial Load at 8.0 ft, D = 6.577, Lr = 3.327, L = 7.545, S = 4.158 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4934 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections .. . At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 17.513 k for load combination : n/a Applied Mx 0.0 k-ft Applied 0. Along X-X 0.0 in at 0.0 ft above base Fc Allowable: psi 1,173.47 si for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendino Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.759 0.2447 PASS 0.0ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.727 0.4822 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.650 0.3122 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.680 0.3521 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.650 0.4548 PASS 0.0111 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.680 0.4934 PASS O.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.557 0.1877 PASS 0.0 It 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.557 0.1877 PASS 0.0 It 0.0 PASS 8.O ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.557 0.4149 PASS 0.0 It 0.0 PASS 8.O ft +D+0.750L+0.750S+0.450W+H 1.600 0.557 0.4331 PASS 0.0 It 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.557 0.4331 PASS 0.0 ft 0.0 PASS 8.0 ft Panes 213 of 747 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdnted:17 JAN 2017, 721AM Wood Column File =WENGINE-1TETSCH-11FRAMIN-1.EC6 I ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Column 19 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.557 0.1126 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.70E+0.60H 1.600 0.557 0.1126 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions - Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 7.588 k +D+L+H k k 15.912 k +D+Lr+H k k 11.515 k +D+S+H k k 12.497 k +D+0.750Lr+0.750L+H k k 16.777 k +D+0.750L+0.750S+H k k 17.513 k +D+0.60W+H k k 7.588 k +D+0.70E+H k k 7.588 k +D+0.750Lr+0.750L+0.450W+H k k 16.777 k +D+0.750L+0.750S+0.450W+H k k 17.513 k +D+0.750L+0.750S+0.5250E+H k k 17.513 k +0.60D+0.60W+0.60H k k 4.553 k +0.60D+0.70E+0.60H k k 4.553 k D Only k k 7.588 k Lr Only k k 3.927 k L Only k k 8.324 k S Only k k 4.909 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations - Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0,000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0,0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Panes 914 nf 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure -itle Block" selection. itle Block Line 6 Printed: 17 JAN 2017, 721AM Mood ColumnFile=N:1ENGINE-11PETSCH-�11FRAMIN-1.EC6 ENERCALC, INC. 1963 2016, 8uild:6.16.12.31, Ver:6.16.12.31 0.ii:.0 Description : Column 19 Sketches i Y �o X fI 66 i sso " —" "— Loads are total entered value. Arrows do not reflect absolute direction. Pane 915 of 947 MP 4 Foundation Petschl Residence Project Petschl Residence Job No Designer Justin J Franklin Date 01-09-17 Pages Scope: Gravity and lateral load analysis and design of foundations_ Design Information: Allowable Soil Pressure = 2000 psf Based on table 1804.2 soil class 4 Design Notes: Load Combination (IBC 1605.3.1.) D+F D+H+F+L D+H+F+(L, or S or R) D+H+F+0.75(L)+0.75(Lr or S or R) D+H+F+(0.6W or 0.75E) D+H+F+0.75(0.6W)+0.75L+0.75(Lr or S or R) D+H+F+0.75(0.7E)+0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H Pane 21fi of 947 4 Foundation Petschi Residence Foundation Elements Panes 217 of 247 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 Prirded:17 JAN 2017, 752AM Beam on Elastic FoundationFile=WENGINE-11PETSCH-11FRAMIN-1.EC6 I ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description: Existing Grade Beam 1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 Material fc 1/2 = 2.0 ksi Phi Values Flexure: 0.90 fr= fc * 7.50 = 335.410 psi Shear: 0.750 IV Density = 150.0 pcf P 1 = 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi I (inch deflection) Load Combination IBC 2015 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(4.461) Lr(1.547) L(2.232) S(2CR42$19) Ld(1(72294)_(.3(2M7�(12(306'} WA2` Pyr(1. ft 224) Section & Reinforcing Details _Cross Inverted Tee Section, Stem Width = 6.0 in, Total Height = 24.0 in, Top Flange Width =16.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 50.750 ft in this span 144 at 3.0 in from Top, from 0.0 to 50.750 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 4.461, Lr=1.547, L = 2.232, S = 2.242 k @ 5.250 ft Point Load : D = 4.990, Lr=1.221, L = 3.101, S = 2.706 k @ 19.330 ft Point Load: D = 7.894, Lr = 2.337, L = 5.772, S = 7.255 k @ 24.0 ft Point Load : D = 4.421, Lr=1.185, L = 5.320, S =1.563 k @ 36.0 ft Point Load : D = 5.915, Lr = 4.606, L = 2.445, S = 5.758 k @ 42.750 ft Point Load : D = 3.046, Lr = 0.1790, L = 6.0, S = 0.2240 k @ 46.750 ft DESIGN SUMMARY ' ' • _ Maximum Bending Stress Ratio = 0.882: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied 31.508 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi: Allowable 35.720 k-ft Max Downward Total Deflection 0.044 In Load Combination +1.20D+0.50L+1.60S+1.60H Max Upward Total Deflection 0.005 in Location of maximum on span 23.882 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.584 ksf at 23.12 ft LdComb: +D+0.750L+0.750S+H Allowable Soil Pressure = 2.0 ksf OK Shear Stirrup Requirements Between 0.00 to 18.51 ft, PhiVd2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 19.11 to 19.11 ft, Vu > PhiVc, Req'd Vs=1.098, use stirrups spaced at 10.500 in Between 19.70 to 23.29 ft, PhiVct2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 23.88 to 25.67 ft, Vu > PhiVc, Req'd Vs = 0.6831, use stirrups spaced at 10.500 in o .., oc 07 •- or oo a 0Wki-11 . v., 06;%/ , 0---A %i . - ni-4 o..-A 44 c c 4 „- , e...,.......... A -• n AAA;.. PanP 91 R of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted:17 JAN 2017, 7:52AM Beam on Elastic FoundationFile=N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Existing Grade Beam 1 Shear Stirrup Requirements Between 36.42 to 41.79 It, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 42.39 to 42.39 ft, Vu > PhiVc, Req'd Vs=1.056, use stirrups spaced at 10.500 in Between 42.99 to 49.56 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length San # 9 9 P in Span Mu: Max phi'Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 23.882 31.51 35.72 0.88 +1.40D+1.60H Span # 1 1 23.882 14.05 35.72 0.39 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 23.882 24.51 35,72 0.69 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 23.882 28.16 35.72 0.79 +1.20D+1.60Lr+0.50 L+1.60 H Span # 1 1 42.988 19.60 35.72 0.55 +1.20D+1.60Lr+0.50 W+1.60 H Span # 1 1 42.988 18.91 35.72 0.53 +1.20 D+0.50 L+1.60 S+1.60 H Span # 1 1 23.882 31.51 35.72 0.88 +1.20D+1.60S+0.50W+1.60 H Span # 1 1 23.882 28.03 35.72 0.78 +1.20D+0.50Lr+0.50L+W+1.60 H Span # 1 1 23.882 16.87 35.72 0.47 1.20D+0.50L+0.50S+W+1.60 H Span # 1 1 23.882 20.52 35.72 0.57 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 23.882 22.51 35.72 0.63 +0.90D+W+0.90H Span # 1 1 23,882 9.03 35.72 0.25 +0.90D+E+0.90H Span # 1 1 23.882 9.03 35.72 0.25 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max.'V Defl Location in Span Span 1 1 0.0440 23.119 0.0000 0.000 Detailed Shear Information - --------- Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi"Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +120D+1.60L+0.50S+1.60H 1 0.00 21.00 0.26 026 0.00 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 0.60 21.00 0.66 0.66 0.11 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.19 21.00 1.08 1.08 0.47 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.79 21.00 1.51 1.51 1.07 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.39 21.00 1.96 1.96 1.93 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.99 21.00 2.43 2.43 3.06 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 3.58 21.00 2.90 2.90 4.47 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.18 21.00 3.39 3.39 6.16 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +120D+1.60L+0.50S+1.60H 1 4.78 21.00 3.89 3.89 8.15 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +120D+0.50L+1.60S+1.60H 1 5.37 21.00 -5.70 5.70 9.12 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +120D+0.50L+1.60S+1.60H 1 5.97 21.00 -5.20 5.20 5.68 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.57 21.00 -4.72 4.72 2.53 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.16 21.00 -423 423 0.33 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.76 21.00 -3.76 3.76 2.90 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 1.20D+0.50L+1.60S+1.60H 1 8.36 21.00 -3.28 3.28 5.18 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+0.50L+1.60S+1.60H 1 8.96 21.00 -2.81 2.81 7.19 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.55 21.00 -2.34 2.34 8.91 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 Ho +1.20D+0.50L+1.60S+1.60H 1 10.15 21.00 -1.86 1.86 10.35 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +120D+0.50L+1.60S+1.60H 1 10.75 21.00 -1.37 1.37 11.50 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.34 21.00 -0.86 0.86 12.36 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.94 21.00 -0.32 0.32 12.91 0.60 8.70 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.54 21.00 028 0.28 12.77 0.53 8.62 Vu < PhiVc/2 Not WmidP 91 q of 2MM 0.00 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 17 JAN 2017, 7:52AM Beam on Elastic FoundationFile=N:tENGINE-11PETSCH•11FRAMIN-1.EC6 I ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Existing Grade Beam 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu(Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 13.73 21.00 1.52 1.52 12.16 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 14.33 21.00 2.22 2.22 11.29 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 14.93 21.00 2.97 2.97 10.44 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 15.52 21.00 3.79 3.79 8.71 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 16.12 21.00 4.69 4.69 6.49 1.00 9.15 PhiVc12 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 16.72 21.00 5.66 5.66 3.73 1.00 9.15 PhiVd2 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 17.31 21.00 6.70 6.70 0.39 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 17.91 21.00 7.81 7.81 3.56 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 18.51 21.00 9.00 9.00 8.18 1.00 9.15 PhiVc12 < Vu - Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 19.11 21.00 10.25 10.25 13.52 1.00 9.15 Vu > PhiVc 1.098 0.00 10.50 +1.20D+0.5OLr+1.60L+1.60H 1 19.70 21.00 -1.14 1.14 13.88 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 20.30 21.00 1.07 1.07 14.95 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 20.90 21.00 2.48 2.48 15.54 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 21.49 21.00 3.93 3.93 16.98 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 22.09 21.00 5.40 5.40 19.28 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 22.69 21.00 6.89 6.89 22.47 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 23.29 21.00 8.39 8.39 26.54 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 23.88 21.00 9.88 9.88 31.51 1.00 9.15 Vu> PhiVc 0.7208 0.00 10.50 +1.20D+0.50L+1.60S+1.60H 1 24.48 21.00 -12.63 12.63 25.87 1.00 9.15 Vu > PhiVc 3.476 0.00 10.50 +1.20D+0.50L+1.60S+1.60H 1 25.08 21.00 -11.21 11.21 18.29 1.00 9.15 Vu > PhiVc 2.055 0.00 10.5 +1.20D+0.50L+1.60S+1.60H 1 25.67 21.00 -9.84 9.84 11.56 1.00 9.15 Vu > PhiVc 0.6831 0.00 10.50 +1.20D+0.50L+1.60S+1.60H 1 26.27 21.00 -8.52 8.52 5.64 1.00 9.15 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 26.87 21.00 -7.26 7.26 0.51 1.00 9.15 Phi/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 27.46 21.00 -6.07 6.07 3.87 1.00 9.15 PhiVc(2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 28.06 21.00 -4.93 4.93 7.53 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0,00 +1.20D+0.50L+1.60S+1.60H 1 28.66 21.00 -3.84 3.84 10.51 1.00 9.15 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 29.26 21.00 -2.80 2.80 12.85 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 29.85 21.00 1.80 1.80 14.56 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 30.45 21.00 -0.87 0.87 13.55 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 31.05 21.00 0.87 0.87 14.96 1.00 9.15 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 31.64 21.00 1.81 1.81 14.48 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 3224 21.00 2.76 2.76 13.44 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 32.84 21.00 3.77 3.77 12.94 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 33.44 21.00 4.81 4.81 10.73 1.00 9.15 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 34.03 21.00 5.86 5.86 7.90 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 34.63 21.00 6.95 6.95 4.44 1.00 9.15 PhiVct2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 35.23 21.00 8.07 8.07 0.33 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 35.82 21.00 9.21 9.21 4.44 1.00 9.15 Vu > PhiVc 0.05948 0.00 10.50 +1.20D+0.5OLr+1.60L+1.60H 1 36.42 21.00 -4.28 4.28 4.43 1.00 9.15 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 37.02 21.00 -3.11 3.11 1.83 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 37.61 21.00 -1.91 1.91 0.06 1.00 9.15 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 38.21 21.00 2.00 2.00 1.29 1.00 9.15 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 38.81 21.00 2.96 2.96 0.14 1.00 9.15 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 39.41 21.00 3.94 3.94 1.59 1.00 9.15 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 40.00 21.00 5.12 5.12 3A 3 1.00 9.15 PhiVct2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 40.60 21.00 6.36 6.36 6.15 1.00 9.15 PhtVd2 < Vu <= Not Reqd 1 0.00 O.Oc +1.20D+0.50L+1.60S+1.60H 1 41,20 21.00 7.63 7.63 9.90 1.00 9.15 PhiVc/2 < Vu - Not Reqd 1 0.00 01 +1.20D+0.50L+1.60S+1.60H 1 41.79 21.00 8.91 8.91 14.41 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 42.39 21.00 10.21 10.21 19.69 1.00 9.15 Vu > PhiVc 1.056 0.00 10.50 +1.20D+1.60S+0.50W+1.60H 1 42.99 21.00 -6.05 6.05 20.89 1.00 9.15 PhiVc12 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 43.59 21.00 4.99 4.99 17.24 1.00 9.15 PhVi d2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 44.18 21.00 -3.96 3.96 14.22 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 44.78 21.00 -2.95 2.95 11.81 1.00 9.15 Vu < PhiVct2 Not 1�qAP 72n o1 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. on Elastic Foundation Description: Existing Grade Beam 1 Detailed Shear Information Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pnnted: 17 JAN 2017, 7:52AM He = N:tENGINE-11PETSCH-1tFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50Lr+1.60L+1.60H 1 45.97 21.00 3.97 3.97 12.78 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 46.57 21.00 5.36 5.36 15.11 1.00 9.15 PhiVc/2 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 47.17 21,00 -6.69 6.69 12.80 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 47.76 21.00 -5.35 5.35 8.77 1.00 9.15 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 48.36 21.00 -4.06 4.06 5.53 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 48.96 21.00 -2.82 2.82 3.06 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 49.56 21.00 -1.62 1.62 1.34 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 50.15 21.00 -0.48 0.48 0.33 1.00 9.15 Vu < PhiVc/2 Not Reqd 0.00 0.00 Pana 991 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdrited:17 JAN 2017, 8:17AM Beam on Elastic Foundation File=N:IENGINE-11PETSCH-11FRAMIN--I.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description: Existing Grade Beam 2 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Material fc 1/2 2.0 ksi Phi Values Flexure: 0.90 fr = fc * 7.50 = 335.410 psi Shear: 0.750 V Density = 150.0 pcf 01 = 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination 1 BC 2015 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. In _. ,eti D(6.129) Lr(5.534) L(2.143) S(6.917) D(0.1425) L(0.38) IF Sp�ix17�0�t Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 72.0 in, Top Flange Width =16.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 12.0 It in this span 144 at 3.0 in from Top, from 0.0 to 12.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (tributary floor loading) Point Load : D = 6.129, Lr = 5.534, L = 2.143, S = 6.917 k @ 6.0 ft DESIGN SUMMARY ' ' • Maximum Bending Stress Ratio = 0.233: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 28.469 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn " Phi : Allowable 122.120 k-ft Max Downward Total Deflection 0.043 in Load Combination +1.20D+0.50L+1.60S+1.60H Max Upward Total Deflection 0.011 in Location of maximum on span 5.929 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.534 ksf at 6.00 ft LdComb: +D+0.750L+0.750S+H Allowable Soil Pressure = 2.0 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVct2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 5.929 28.47 122.12 0.23 �4 Ann-4 cnu Pang 929 of 247 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 P6nted:17JAN2017, 8:17AM Beam on Elastic Foundation File =N:1ENGINE-VETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver.6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Existing Grade Beam 2 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.929 19.79 122.12 0.16 +1.20D+1.60L+0.50S+1.60H Span # 1 1 5.929 20.80 122.12 0.17 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 5.929 25.24 122.12 0.21 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 5.929 23.67 122.12 0.19 +1.20D+0.50L+1.60S+1.60H Span # 1 1 5.929 28.47 122.12 0.23 +1.20D+1.60S+0.50W+1.60H Span # 1 1 5.929 26.90 122.12 0.22 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 5.929 16.35 122.12 0.13 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 6.071 17.36 122.12 0.14 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 5.929 19.38 122.12 0.16 +0.90D+W+0.90H Span # 1 1 6.071 8.06 122.12 0.07 +0.90D+E+0.90H Span # 1 1 6.071 8.06 122.12 0.07 Overall Maximum Deflections - Unfactor_ed Loads Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0426 6.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S+1.60H 1 0.00 69.00 0.18 0.18 0.00 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.14 69.00 0.40 0.40 0.02 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.28 69.00 0.63 0.63 0.06 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.42 69.00 0.86 0.86 0.14 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.56 69.00 1.09 1.09 0.26 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.71 69.00 1.31 1.31 0.40 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.85 69.00 1.54 1.54 0.58 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.99 69.00 1.77 1.77 0.79 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.13 69.00 2.00 2.00 1.03 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.27 69.00 2.23 2.23 1.30 1.00 27.51 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.41 69.00 2.45 2.45 1.61 1.00 27.51 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.55 69.00 2.68 2.68 1.94 1.00 27.51 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.69 69.00 2.91 2.91 2.31 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.84 69.00 3.14 3.14 2.71 1.00 27.51 Vu < PhiVG2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.98 69.00 3.37 3.37 3.15 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.12 69.00 3.60 3.60 3.62 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.26 69.00 3.83 3.83 4.11 1.00 27.51 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.40 69.00 4.05 4.05 4.65 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.54 69.00 4.28 4.28 5.21 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.68 69.00 4.51 4.51 5.80 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.82 69.00 4.74 4.74 6.43 1.00 27.51 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.96 69.00 4.97 4.97 7.09 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 F1.20D+0.50L+1.60S+1.60H 1 3.11 69.00 5.20 5.20 7.79 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+0.50L+1.60S+1.60H 1 3.25 69.00 5.43 5.43 8.51 1.00 27.51 Vu < PhiVG2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.39 69.00 5.66 5.66 9.27 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.53 69.00 5.89 5.89 10.06 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.67 69.00 6.12 6.12 10.88 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.81 69.00 6.35 6.35 11.74 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.95 69.00 6.58 6.58 12.63 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 4 na fig no 6 R1 S R1 1R 55 1 on 2751 Vu < PhiVct2 Nnt Attmrla 92.1 of 2WM n no Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Pdrded:17JAN2017, 8:17AM Beam on Elastic Foundation File =N:IENGINE-11PETSCH-ITRAMIN-1.EC6 I ENERCALC, INC.1983.2016, Buitd:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Existing Grade Beam 2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu1Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S+1.60H 1 4.38 69.00 7.27 7.27 15.48 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 4.52 69.00 7.50 7.50 16.50 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 4.66 69.00 7.73 7.73 17.55 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 4.80 69.00 7.96 7.96 18.63 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 4.94 69.00 8.19 8.19 19.75 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5.08 69.00 8.42 8.42 20.90 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5.22 69.00 8.66 8.66 22.08 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5.36 69.00 8.89 8.89 23.29 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5.51 69.00 9.12 9.12 24.54 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5.65 69.00 9.35 9.35 25.82 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5.79 69.00 9.58 9.58 27.13 1.00 27,51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 5,93 69.00 9.81 9.81 28.47 1.00 27.51 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.07 69.00 -9.45 9.45 28.47 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.21 69.00 -9.22 9.22 27.13 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.35 69.00 -8.99 8.99 25.82 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.49 69.00 -8.76 8.76 24.54 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.64 69.00 -8.53 8.53 23.29 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.78 69.00 -8.30 8.30 22.08 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.92 69.00 -8.07 8.07 20.90 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.06 69.00 -7.84 7.84 19.75 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.01 +1.20D+0.50L+1.60S+1.60H 1 7.20 69.00 -7.61 7.61 18.63 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.34 69.00 -7.38 7.38 17,55 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.48 69.00 -7.15 7.15 16.50 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.62 69.00 -6.92 6.92 15.48 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.76 69.00 -6.68 6.68 14.50 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.91 69.00 -6.45 6.45 13.55 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.05 69.00 -6.22 6.22 12.63 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.19 69.00 -5.99 5.99 11.74 1.00 27.51 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.33 69.00 -5.76 5.76 10.88 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.47 69.00 -5.53 5.53 10.06 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.61 69.00 -5.30 5.30 9.27 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.75 69.00 -5.08 5.08 8.51 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.89 69.00 -4.85 4.85 7.79 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.04 69.00 -4.62 4.62 7.09 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.18 69.00 -4.39 4.39 6.43 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.32 69.00 -4.16 4.16 5.80 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.46 69.00 -3.93 3.93 5.21 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.60 69.00 -3.70 3.70 4.65 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.74 69.00 -3.47 3.47 4.11 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.88 69.00 -3.24 3.24 3.62 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.02 69.00 -3.01 3.01 3.15 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.16 69.00 -2.78 2.78 2.71 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.31 69.00 -2.56 2.56 2.31 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.45 69.00 -2.33 2.33 1.94 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.59 69.00 -2.10 2.10 1.61 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.73 69.00 -1.87 1.87 1.30 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.87 69.00 -1.64 1.64 1.03 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.0 +1.20D+0.50L+1.60S+1.60H 1 11.01 69.00 -1.42 1.42 0.79 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.15 69.00 -1.19 1.19 0.58 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.29 69.00 -0.96 0.96 0.40 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.44 69.00 -0.73 0.73 0.26 1.00 27.51 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.58 69.00 -0.50 0.50 0.14 1.00 27.51 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.72 69.00 -0.28 0.28 0.06 1.00 27.51 Vu < PhiVc/2 Not WA. 994 of AW 0.00 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Printed: 17 JAN 2017, 757AM `Beam on Elastic Foundation File =N:IENGINE-ITETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 Material Properties fc 1/2 = 2.50 ksi 6 Phi Values Flexure: 0.90 fr = fc ' 7.50 = 375.0 psi Shear: 0.750 W Density = 150.0 pcf 01 = 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination IBC 2015 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(3.596) Lr(1.076) L(5.572) S(1.344) 6"wx30"h Span=15.0 ft _Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 36.0 in, Top Flange Width =18.0 in, Flange Thickness =10.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 15.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =14.0 ft, (tributary roof loading) Uniform Load : D = 0.240 kfft, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 7.50 ->> 15.0 ft, Tributary Width =12.50 ft, (tributary upper floor loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 7.50 ->> 15.0 ft, Tributary Width = 3.0 ft, (tributary main floor loading) Point Load : D = 3.596, Lr=1.076, L = 5.572, S =1.344 k @ 7.50 ft DESIGN SUMMARY _ _ • Maximum Bending Stress Ratio 0.498: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied 23.339 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn' Phi: Allowable 46.906 k-ft Max Downward Total Deflection 0.043 in Load Combination +1.20D+1.60L+0.50S+1.60H Max Upward Total Deflection 0.006 in Location of maximum on span 7.588 ft Span # where maximum occurs Span # 1 Aaximum Soil Pressure = 1.540 ksf at 15.00 ft LdComb: +D+0.750L+0.750S+H Allowable Soil Pressure = 2.0 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Panes 77S of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed:17 JAN 2017, 7:57AM Beam on Elastic Foundation File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 1 Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 7.588 23.34 46.91 0.50 +1.40D+1.60H Span # 1 1 7.588 8.44 46.91 0.18 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 7.588 23.11 46.91 0.49 +1.20D+1.60L+0.50S+1.60H Span # 1 1 7.588 23.34 46.91 0.50 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 7.588 14.79 46.91 0.32 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 7.588 10.11 46.91 0.22 +1.20D+0.50L+1.60S+1.60H Span # 1 1 7.588 15.51 46.91 0.33 +1.20D+1.60S+0.50W+1.60H Span # 1 1 7.588 10.83 46.91 0.23 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 7.588 12.82 46.91 0.27 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 7.588 13.04 46.91 0.28 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 7.588 13.49 46.91 0.29 +0.90D+W+0.90H Span # 1 1 7.588 5.43 46.91 0.12 +0.90D+E+0.90H Span # 1 1 7.588 5.43 46.91 0.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "--" Det1 Location in Span Load Combination Max. "+" DO Location in Span Span 1 1 0.0428 15.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S+1.60H 1 0.00 27.00 0.15 0.15 0.00 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.18 27.00 0.21 0.21 0.00 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.35 27.00 0.27 0.27 0.02 1.00 12.29 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 0.53 27.00 0.35 0.35 0.05 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 0.71 27.00 0.43 0.43 0.10 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 0.88 27.00 0.53 0.53 0.16 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.06 27.00 0.63 0.63 0.24 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.24 27.00 0.73 0.73 0.33 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.41 27.00 0.84 0.84 0.44 1.00 12,29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.59 27.00 0.96 0.96 0.58 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.76 27.00 1.09 1.09 0.73 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.94 27.00 1.22 1.22 0.91 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.12 27.00 1.36 1.36 1.11 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.29 27.00 1.50 1.50 1.33 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.47 27.00 1.65 1.65 1.58 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.65 27.00 1.81 1.81 1.85 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.82 27.00 1.97 1.97 2.16 1.00 12.29 Vu < PhiVc(2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 3.00 27.00 2.14 2.14 2.49 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 3.18 27.00 2.31 2.31 2.85 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 3.35 27.00 2.49 2.49 3.24 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 OAt +1.20D+1.60L+0.50S+1.60H 1 3.53 27.00 2.68 2.68 3.66 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 3.71 27.00 2.87 2.87 4.12 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 3.88 27.00 3.07 3.07 4.61 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.06 27.00 3.27 3.27 5.14 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.24 27.00 3.48 3.48 5.70 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.41 27.00 3.70 3.70 6.30 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 A0L+O.50S+1A0H 4 A cn n7 nn o nn o M c n,) 4 nn 41 nn W., , otiw..n .o 4 raaa 99R of %WA n nn Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. itle Block Line 6 Printed: 17 JAN 2017, 7:57AM Beam on Elastic Foundation File=N:\ENGINE-11PETSCH-IIFRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Grade Beam 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 4.76 27.00 4.15 4.15 7.61 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.94 27.00 4.39 4.39 8.33 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.12 27.00 4.63 4.63 9.08 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.29 27.00 4.87 4.87 9.89 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.47 27.00 5.12 5.12 10.73 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.65 27.00 5.38 5.38 11.62 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.82 27.00 5.64 5.64 12.55 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.00 27.00 5.91 5.91 13.53 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.18 27.00 6.18 6.18 14.56 1.00 12.29 PhiVd2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.35 27.00 6.46 6.46 15.63 1.00 12.29 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.53 27.00 6.74 6.74 16.75 1.00 12.29 PhiVc12 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.71 27.00 7.03 7.03 17.93 1.00 12.29 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.88 27.00 7.32 7.32 19.15 1.00 12.29 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.06 27.00 7.62 7.62 20.43 1.00 12.29 PhiVc12 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.24 27.00 7.92 7.92 21.75 1.00 12.29 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.41 27.00 8.22 8.22 23.14 1.00 12.29 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.59 27.00 -5.48 5.48 23.34 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.76 27.00 -5.39 5.39 22.34 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 ,1.20D+1.60L+0.50S+1.60H 1 7.94 27.00 -5.30 5.30 21.35 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+1.60L+0.50S+1.60H 1 8.12 27.00 -5.21 5.21 20.38 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 829 27.00 -5.11 5.11 19.42 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 8.47 27.00 -5.00 5.00 18.48 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 8.65 27.00 -4.90 4.90 17.57 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 8.82 27.00 -4.79 4.79 16.67 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.00 27.00 -4.68 4.68 15.78 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.18 27.00 -4.56 4.56 14.92 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 MI-4.50S+1.601-1 1 9.35 27.00 -4.45 4.45 14.08 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.53 27.00 -4.33 4.33 13,26 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.71 27.00 -4.20 4.20 12.46 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.88 27.00 -4.08 4.08 11.69 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.06 27.00 -3.95 3.95 10.93 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.24 27.00 -3.82 3.82 10.20 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.41 27.00 -3.69 3.69 9.49 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.59 27.00 -3.56 3.56 8.80 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.76 27.00 -3.43 3.43 8.13 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.94 27.00 -3.29 3.29 7.49 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.12 27.00 -3.15 3.15 6.88 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.29 27.00 -3.01 3.01 6.29 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.47 27.00 -2.87 2.87 5.72 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.65 27.00 -2.73 2.73 5.18 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.82 27.00 -2.58 2.58 4.66 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.00 27.00 -2.43 2.43 4.17 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.18 27.00 -2.28 2.28 3.70 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.35 27.00 -2.13 2.13 3.26 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.53 27.00 -1.98 1.98 2.85 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 ,1.20D+1.60L+0.50S+1.60H 1 12.71 27.00 -1.83 1.83 2.47 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+1.60L+0.50S+1.60H 1 12.88 27.00 -1.68 1.68 2.11 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.06 27.00 -1.52 1.52 1.78 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.24 27.00 -1.36 1.36 1.47 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.41 27.00 -1.20 1.20 1.20 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.59 27.00 -1.04 1.04 0.95 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.76 27.00 -0.88 0.88 0.73 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.94 27.00 -0.72 0.72 0.54 1.00 12.29 Vu < PhiVc/2 Not �eA. 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title 131ock Line 6 Printed: 17JAN2017, 757AM Beam on Elastic FoundationFile=N:tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 14.29 27.00 -0.39 0.39 0.24 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 14.47 27.00 -0.22 0.22 0.13 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 14.65 27.00 -0.05 0.05 0.06 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 14.82 27.00 0.13 0.13 0.01 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 Pane 79R of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. itle Block Line 6 Pdnted: 17 JAN 2017, 801AM Beam on Elastic Foundation File=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Grade Beam 2 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Material Properties fc 112 = 2.50 ksi Phi Values Flexure: 0.90 fr = fc * 7.50 = 375.0 psi Shear: 0.750 tV Density = 150.0 pcf P 1 = 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination IBC 2015 e ; fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 1em Beam is supported on an elastic foundation. 18" w x 10" h Span=17.670 ft Cross Section & Reinforcing Details Rectangular Section, Width =18.0 in, Height =10.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 17.670 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.240 k/ft, Extent = 0.0 —>> 11.0 ft, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 —>> 11.0 ft, Tributary Width =14.0 ft, (tributary upper floor loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 —>> 11.0 ft, Tributary Width = 3.0 ft, (tributary main floor loading) Point Load : D=1.447, Lr = 0.9350, L=1.128, S =1.168 k @ l l .0 ft Point Load: W=6.0, E=6.0k@ll.Oft DESIGN SUMMARY • _ Maximum Bending Stress Ratio = 0.746: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied 8.980 k-ft Max Upward L+Lr+S Deflection 0.000 In Mn * Phi : Allowable 12.035 k-ft Max Downward Total Deflection 0.031 in Load Combination +1.20D+0.50L+0.70S+E+1.6 Max Upward Total Deflection -0.003 in Location of maximum on span 11.018 ft Span # where maximum occurs Span # 1 Aaximum Soil Pressure = 1.120 ksf at 9.62 ft LdComb: +D+0.750L+0.750S+0.5: Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Pane 999 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing Structure Title Block" selection. Title Block Line 6 POW: 17 JAN 2017, WAM Beam Oh EIBStIC FoundationFile=NAENGINE-11PETSCH-11FRAMIN-1.EC6 "I ENERCALC, INC.1963-2016, Build:6.16.12.31, Ver.6.16.12.31 Description : Grade Beam 2 Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phi"Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 11.018 8.98 12.04 0.75 +1.40D+1.60H Span # 1 1 11.018 2.08 12.04 0.17 +1.20D+0.5OLr+1.60L+1.60H Span # 1 1 11.018 4.17 12.04 0.35 +1.20D+1.60L+0.50S+1.60H Span # 1 1 11.018 4.29 12.04 0.36 +1.20D+1.6OLr+0.50L+1.60H Span # 1 1 11.018 3.84 12,04 0.32 +1.20D+1.6OLr+0.50W+1.60H Span # 1 1 11.018 6.13 12.04 0.51 +1.20D+0.50L+1.60S+1.60H Span # 1 1 11.018 4.20 12.04 0.35 +1.20D+1.60S+0.50W+1.60H Span # 1 1 11.018 6.49 12.04 0.54 +1.20D+0.5OLr+0.50L+W+1.60H Span # 1 1 11.018 8.64 12.04 0.72 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 11.018 8.75 12.04 0.73 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 11.018 8.98 12.04 0.75 +0.90D+W+0.90H Span # 1 1 11.018 7.14 12.04 0.59 +0.90D+E+0.90H Span # 1 1 11.018 7.14 12.04 0.59 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.!-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0311 9.620 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.5OLr+1.60L+1.60H 1 0.00 7.00 0.19 0.19 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 0.21 7.00 0.19 0.19 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 0.42 7.00 0.19 0.19 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 0.62 7.00 0.19 0.19 HO 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0,00 +1.20D+0.5OLr+1.60L+1.60H 1 0.83 7.00 0.19 0.19 0.00 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 1.04 7.00 0.19 0.19 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 1.25 7.00 0.20 0.20 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 1.46 7.00 0.20 0.20 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 1.66 7.00 0.21 0.21 0.00 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 1.87 7.00 0.22 0.22 0.00 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 2.08 7.00 0.23 0.23 0.01 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 2.29 7.00 0.24 0.24 0.02 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 2.49 7.00 0.25 0.25 0.02 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 2.70 7.00 0.27 0.27 0.04 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 2.91 7.00 0.28 0.28 0.05 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 3.12 7.00 0.30 0.30 0.07 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 3.33 7.00 0.31 0.31 0.09 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 3.53 7.00 0.33 0.33 0.12 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 3.74 7.00 0.35 0.35 0.15 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 3.95 7.00 0.37 0.37 0.18 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 OX +1.20D+0.5OLr+1.60L+1.60H 1 4.16 7.00 0.40 0.40 0.22 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 O.Ou +1.20D+0.5OLr+1.60L+1.60H 1 4.37 7.00 0.42 0.42 0.26 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 4.57 7.00 0.44 0.44 0.30 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 4.78 7.00 0.47 0.47 0.36 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 4.99 7.00 0.50 0.50 0.41 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 1 5.20 7.00 0.52 0.52 0.48 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1L20D+n.5n1_r+1.60I.+1.6nH 4 C AA 7 AA A cc A cc A « 4 AA A ,0 «„ , .1_, (P-gQP 73n of %VA A AA Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. itle Block Line 6 Pdnted: 17 JAN 2017, 8:01AM Beam on E�aStC FoundationFile=N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983-2016,Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Grade Beam 2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 5.61 7.00 0.58 0.58 0.60 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.82 7.00 0.61 0.61 0.68 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.03 7.00 0.64 0.64 0.77 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.24 7.00 0.68 0.68 0.86 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.44 7.00 0.73 0.73 0.44 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.65 7.00 0.84 0.84 0.31 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.86 7.00 0.95 0.95 0.17 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.07 7.00 1.06 1.06 0.01 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 728 7.00 1.18 1.18 0.20 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.48 7.00 1.31 1.31 0.42 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.69 7.00 1.44 1.44 0.67 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.90 7.00 1.58 1.58 0.95 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 8.11 7.00 1.73 1.73 1.25 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 8.32 7.00 1.88 1.88 1.59 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 8.52 7.00 2.04 2.04 1.96 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 8.73 7.00 2.20 2.20 2.36 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 8.94 7.00 2.37 2.37 2.79 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 9.15 7.00 2.54 2.54 3.26 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 ,1.20D+0.50L+0.70S+E+1.601 1 9.35 7.00 2.72 2.72 3.76 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+0.50L+0.70S+E+1.601 1 9.56 7.00 2.90 2.90 4.31 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 9.77 7.00 3.08 3.08 4.88 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 9.98 7.00 3.26 3.26 5.50 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.705+E+1.601 1 10.19 7.00 3.44 3.44 6.15 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 10,39 7.00 3.62 3.62 6.84 1.00 9.73 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 10.60 7.00 3.80 3.80 7.57 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 10.81 7.00 3.98 3.98 8.34 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 11.02 7.00 -4.95 4.95 8.98 1.00 9.73 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 11.23 7.00 -4.59 4.59 7.95 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 11.43 7.00 -4.24 4.24 6.99 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 11.64 7.00 -3.90 3.90 6.10 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 11.85 7.00 -3.57 3.57 5.29 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 12.06 7.00 -3.25 3.25 4.54 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 12.27 7.00 -2.94 2.94 3.86 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 12.47 7.00 -2.64 2.64 3.25 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 12.68 7.00 -2.36 2.36 2.69 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.705+E+1.601 1 12.89 7.00 -2.09 2.09 2.20 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.705+E+1.601 1 13.10 7.00 -1.84 1.84 1.76 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 13.30 7.00 -1.60 1.60 1.37 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.705+E+1.601 1 13.51 7.00 -1.37 1.37 1.04 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 13.72 7.00 -1.16 1.16 0.75 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 13.93 7.00 -0.97 0.97 0.50 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.14 7.00 -0.78 0.78 0.30 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.34 7.00 -0.62 0.62 0.13 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.55 7.00 -0.47 0.47 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.76 7.00 -0.33 0.33 0.10 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 ,0.90D+E+0.90H 1 14.97 7.00 -0.23 0.23 0.01 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+0.50Lr+1.60L+1.60H 1 15.18 7.00 0.25 0.25 0.60 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 15.38 7.00 0.29 0.29 0.55 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 15.59 7.00 0.32 0.32 0.50 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 15.80 7.00 0.34 0.34 0.43 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 16.01 7.00 0.34 0.34 0.37 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 1 16.21 7.00 0.34 0.34 0.30 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.42 7.00 0.32 0.32 0.24 1.00 9.73 Vu < PhiVc/2 Not $eA, 9.,31 of ;P1Ro 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 PdnW:17 JAN 2017, BAtAM Beam on Elastic Foundation File=N:IENGINE-11PETSCH-11FRAMIN-i.EC6 ' ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu1Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 16.84 7.00 0.25 0.25 0.12 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.05 7.00 0.20 0.20 0.07 1.00 9.73 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.25 7.00 0.14 0.14 0.03 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.46 7.00 0.06 0.06 0.01 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 Panes 919 of 747 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Beam on Elastic Foundation Description : Grade Beam 3 CODE REFERENCES Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Material Properties fc 1/2 = 2.50 ksi Phi Values Flexure : 0.90 fr = fc ` 7.50 = 375.0 psi Shear: 0.750 V Density = 150.0 pcf R 1 = 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination tBC 2015 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supRorted on an elastic foundation. W(5) E(5) 6" w x 30" h Span=18.0 ft Printed: B JAN 2017. 2:15PM File = N:(ENGINE-11PETSCH-11FRAMIN-1.EC6 INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 30.0 in, Top Flange Width =18.0 in, Flange Thickness =10.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Loads is in 18 in -------------' Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (tributary roof loading) Uniform Load : D = 0.240 k/ft, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.0 ft, (tributary upper floor loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.0 ft, (tributary main floor loading) Point Load: W=5.0, E=5.0k@8.0ft DESIGN SUMMARY -------------- —-------�_.._.. -- -- -- --- -- — -- — — — — -- -- Maximum Bending Stress Ratio = 0.196: 1 Maximum Deflection — --- — --- --- — ------ --- — - Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 9.207 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ` Phi: Allowable 46.906 k-ft Max Downward Total Deflection 0.023 in Load Combination +0.90D+W+0.90H Max Upward Total Deflection 0.006 in Location of maximum on span 8.047 ft Span # where maximum occurs Span # 1 Aaximum Soil Pressure = 0.817 ksf at 7.80 ft LdComb: +D+0.750L+0.750S+0.5: Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVrJ2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Pane 7..1 of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 Printed: 8JAN2017, 2:15PM Beam Oh Elastic FoundationFile=N:\ENGINE-IIPETSCH-IIFRAMIN•1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 3 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 8.047 9.21 46.91 0.20 +1.40D+1.60H Span # 1 1 17.788 -0.00 46.91 0.00 +1.20D+0.5OLr+1.60L+1.60H Span # 1 1 17.788 -0.00 46.91 0.00 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 17.788 -0.00 46.91 0.00 +1.20D+1.6OLr+0.50L+1.60H Span # 1 1 17.788 -0,00 46.91 0.00 +1.20D+1.6OLr+0.50W+1.60H Span # 1 1 8,047 4.60 46.91 0.10 +1.20D+0.50L+1.60S+1.60H Span # 1 1 17,788 -0.00 46.91 0.00 +1.20D+1.60S+0,50W+1.60H Span # 1 1 8.047 4.60 46.91 0.10 +1.20D+0.5OLr+0.50L+W+1.60H Span # 1 1 8.047 9.21 46.91 0.20 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 8.047 9.21 46.91 0.20 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 8.047 9.21 46,91 0.20 +0.90D+W+0.90H Span # 1 1 8.047 9.21 46.91 0.20 +0.90D+E+0.90H Span # 1 1 8.047 9.21 46.91 0.20 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0227 7.800 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.00 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.705+E+1.601 1 0.21 27.00 0.18 0.18 0.00 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 0.42 27.00 0.23 0.23 0.02 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0,00 +1.20D+0.50L+0.70S+E+1.601 1 0.64 27.00 0.28 0.28 0.05 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 0.85 27.00 0.33 0.33 0.08 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 1.06 27.00 0.39 0.39 0.13 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 127 27.00 0.44 0.44 0.19 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 1.48 27.00 0.50 0.50 0.26 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 1.69 27.00 0.55 0.55 0.34 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 1.91 27.00 0.61 0.61 0.43 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 2.12 27.00 0.67 0.67 0.54 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 2.33 27.00 0.73 0.73 0.66 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 2.54 27.00 0.79 0.79 0.79 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 2.75 27.00 0.86 0.86 0.93 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 2.96 27.00 0.92 0.92 1.09 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 3.18 27.00 0.98 0.98 1.26 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 3.39 27.00 1.05 1.05 1.45 1.00 12.29 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 3.60 27.00 1.12 1.12 1.65 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 3.81 27.00 1.19 1.19 1.86 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 4.02 27.00 1.26 1.26 2.09 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.0' +1.20D+0.50L+0.70S+E+1.601 1 4.24 27.00 1.33 1.33 2.33 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 O.OG +1.20D+0.50L+0.70S+E+1.601 1 4.45 27.00 1.40 1.40 2.59 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 4.66 27.00 1.47 1.47 2.86 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 4.87 27.00 1.55 1.55 3.15 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 5.08 27.00 1.62 1.62 3.46 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 5.29 27.00 1.70 1.70 3.78 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.501_+0.70S+F+1Arl 4 C C, 1)7 nn 4 77 4 77 A „ 4 nn ,n nn v„, otiw.n m_4 Q.AaP. 934 nf Wn n nn Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'Itle Block" selection. tie Block Line 6 Printed: 8JAN2017. 2:15PM Beam Oil Elastic FoundationFile=N:\ENGINE-1\PETSCH-1\FRAMIN-1.EC6 ENERCALC, INC.1983.2016, Buld:6.16.12.31. Ver.6.16.12.31 Description : Grade Beam 3 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Reqd Suggest +1.20D+0.50L+0.70S+E+1.601 1 5.72 27.00 1.85 1.85 4.46 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 5.93 27.00 1.93 1.93 4.83 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.14 27.00 2.01 2.01 5.22 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.35 27.00 2.09 2.09 5.62 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.56 27.00 2.17 2.17 6.04 1.00 12.29 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.78 27.00 2.25 2.25 6.47 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 6.99 27.00 2.33 2.33 6.92 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.20 27.00 2.41 2.41 7.39 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.41 27.00 2.49 2.49 7.88 1.00 12.29 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.62 27.00 2.57 2.57 8.38 1.00 12.29 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.84 27.00 2.65 2.65 8.90 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.05 27.00 -2.31 2.31 9.21 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.26 27.00 -2.23 2.23 8.70 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.47 27.00 -2.15 2.15 8.22 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.68 27.00 -2.07 2.07 7.75 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 8.89 27.00 -1.99 1.99 7.29 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.11 27.00 -1.91 1.91 6.86 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.32 27.00 -1.83 1.83 6.44 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 -0.90D+E+0.90H 1 9.53 27.00 -1.76 1,76 6.03 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 ).90D+E+0.90H 1 9.74 27.00 -1.68 1.68 5.65 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 9.95 27.00 -1.61 1.61 5.27 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 10.16 27.00 -1.53 1.53 4.92 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 10.38 27.00 -1.46 1.46 4.58 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 10.59 27.00 -1.39 1.39 4.25 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 10.80 27.00 -1.32 1.32 3.94 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 11.01 27.00 -1.25 1.25 3.65 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 11.22 27.00 A.18 1.18 3.37 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 11.44 27.00 -1.12 1.12 3.10 1.00 12.29 Vu < PhiVcl2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 11.65 27.00 -1.06 1.06 2.85 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 11.86 27.00 -0.99 0.99 2.61 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.07 27.00 -0.93 0.93 2.38 1.00 12.29 Vu < 13hiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.28 27.00 -0.87 0.87 2A7 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.49 27.00 -0.81 0.81 1.97 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.71 27.00 -0.76 0.76 1.78 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.92 27.00 -0.70 0.70 1.61 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.13 27.00 -0.65 0.65 1.44 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.34 27.00 -0.60 0.60 1.29 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.55 27.00 -0.55 0.55 1.15 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.76 27.00 -0.50 0.50 1.02 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13,98 27.00 -0.46 0.46 0.89 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 14.19 27.00 -0.41 0.41 0.78 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 14.40 27.00 -0.37 0.37 0.68 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 14.61 27.00 -0.33 0.33 0.58 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 14.82 27.00 -0.29 0.29 0.50 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 15.04 27.00 -0.25 0.25 0.42 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 fl.90D+E+0.90H 1 15.25 27.00 -0.22 0.22 0.35 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 J.90D+E+0.90H 1 15.46 27.00 -0.18 0.18 0.29 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 15.67 27.00 -0.15 0.15 0.24 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 15.88 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.09 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.31 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.52 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.73 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVcl2 Not WA,. �35 of 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I me 1310CK Line C Printed: 8 JAN 2017, 2:15PM Beam on Elastic FoundationFile=N:1ENGINE-�11PETSCH-1'FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 3 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 17.15 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.36 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.58 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.79 27.00 0.14 0.14 0.00 1.00 12.29 Vu < PhiVc12 Not Reqd 0.00 0.00 Panes PIS of 947 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Ale Block Line 6 Pdnted:17JAN2017, 8:06AM B@alll on Elastic Foundation File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1963-2016, Build:6.16.12.31, Ver:6.16.12.31 Description: Grade Beam 4 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Material Properties fc 112 = 2.50 ksi jh Phi Values Flexure: 0.90 fr = fc ` 7.50 = 375.0 psi Shear: 0.750 W Density = 150.0 pcf 1 = 0.850 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination IBC 2015 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. 18" w x 10" h Span=17-670 ft 1.778) Cross Section & Reinforcing Details Rectangular Section, Width =18.0 in, Height =10.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 17.670 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (tributary roof loading) Uniform Load : D = 0.240 k/ft, Tributary Width =1.0 ft, (tributary wall loading) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (tributary upper floor loading) Uniform Load : D = 0.0150, L = 0,040 ksf, Tributary Width = 2.0 ft, (tributary main floor loading) Point Load: W=6.0, E = 6.0 k @ 15.0 ft Point Load : D = 1.190, Lr=1.422, S =1.778 k @ 4.0 ft Point Load : D = 1.190, Lr=1.422, S =1.778 k @ 10.50 ft Point Load : D = 1.190, Lr=1.422, S =1.778 k @ 16.750 ft DESIGN SUMMARY----------------- • Maximum Bending Stress Ratio = 0.635: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied -3.071 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn " Phi : Allowable 4.835 k-ft Max Downward Total Deflection 0.040 in Load Combination +1.20D+0.50L+1.60S+1.60H Max Upward Total Deflection 0.003 in Location of maximum on span 13.928 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.447 ksf at 17-67 ft LdComb: +D+0.750L+0.750S+0.5: Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Pane 937 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Beam on Elastic Foundation Description : Grade Beam 4 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Pdrded:17 JAN 2017. 8A6AM INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 14.968 3.32 12.04 0.28 +1.40D+1.60H Span # 1 1 16.838 0.20 12.04 0.02 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 16.838 0.26 12.04 0.02 +1.20D+1.60L+0.50S+1.60H Span # 1 1 16.838 0.28 12.04 0.02 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 16.838 0.45 12.04 0.04 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 16.838 0.65 12.04 0.05 +1.20D+0.50L+1.60S+1.60H Span # 1 1 16.838 0.52 12.04 0.04 +1.20D+1.60S+0.50W+1.60H Span # 1 1 16.838 0.72 12.04 0.06 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 14.968 2.66 12.04 0.22 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 14.968 2.55 12.04 0.21 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 14.968 2.33 12.04 0.19 +0.90D+W+0.90H Span # 1 1 14.968 3.32 12.04 0.28 +0.90D+E+0.90H Span # 1 1 14.968 3.32 12.04 0.28 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0402 17.670 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S+1.60H 1 0.00 7.00 0.10 0.10 0.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.605+1.60H 1 0.21 7.00 0.16 0.16 0.01 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.42 7.00 0.23 0.23 0.02 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.62 7.00 0.30 0.30 0.06 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 0.83 7.00 0.37 0.37 0.10 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.04 7.00 0.45 0.45 0.16 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.25 7.00 0.53 0.53 0.24 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.46 7.00 0.62 0.62 0.34 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.66 7.00 0.72 0.72 0.45 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 1.87 7.00 0.82 0.82 0.59 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.08 7.00 0.92 0.92 0.74 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.29 7.00 1.03 1.03 0.92 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.49 7.00 1.14 1.14 1.12 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.70 7.00 1.26 1.26 1.34 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 2.91 7.00 1.38 1.38 1.58 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.12 7.00 1.50 1.50 1.85 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.33 7.00 1.63 1.63 2.15 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.53 7.00 1.76 1.76 2.47 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.74 7.00 1.89 1.89 2.82 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 3.95 7.00 2.02 2.02 3.20 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.0' +1.20D+1.60S+0.50W+1.60H 1 4.16 7.00 -2.21 2.21 2.77 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 O.Ob +1.20D+1.60S+0.50W+1.60H 1 4.37 7.00 -2.08 2.08 2.30 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 4.57 7.00 -1.95 1.95 1.85 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 4.78 7.00 -1.82 1.82 1.43 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 4.99 7.00 -1.69 1.69 1.04 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 5.20 7.00 -1.56 1.56 0.67 1.00 9.73 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.200+1.s0S+O.5OW+1 SOH 4 C AA 7 nn 4 AC 4 d9 A I 4 n„ n» «„ , .I,., Q.aaP 9311 of %Wn n nn Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure -itle Block" selection. itle Block Line 6 PrinWd: 17 JAN 2017, 8:06AM Beam on Elastic Foundation File=N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 KW-06008601 Licensee: FRANKLIN PACIFIC Description : Grade Beam 4 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi`Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60S+0.50W+1.60H 1 5.61 7.00 -1.30 1.30 0.03 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 5.82 7.00 -1.17 1.17 0.26 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 6.03 7.00 -1.04 1.04 0.52 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 6.24 7.00 -0.91 0.91 0.75 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 6.44 7.00 -0.79 0.79 0.95 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 6.65 7.00 -0.66 0.66 1.13 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 6.86 7.00 -0.53 0.53 1.28 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.07 7.00 -0.42 0.42 1.57 1.00 9.73 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.28 7.00 -0.33 0.33 1.67 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 7.48 7.00 -0.25 0.25 1.75 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 7.69 7.00 -0.21 0.21 1.43 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 7.90 7.00 0.25 0.25 1.02 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.11 7.00 0.38 0.38 0.98 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.32 7.00 0.51 0.51 0.92 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.52 7.00 0.64 0.64 0.83 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.73 7.00 0.77 0.77 0.71 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 8.94 7.00 0.90 0.90 0.57 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.15 7.00 1.03 1.03 0.40 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 ,1.20D+0.50L+1.60S+1.60H 1 9.35 7.00 1.17 1.17 0.20 1.00 9.73 Vu <PhiVc/2 Not Reqd 0.00 0.00 1.20D+0.50L+1.60S+1.60H 1 9.56 7.00 1.30 1.30 0.03 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.605+1.60H 1 9.77 7.00 1.44 1.44 0.29 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 9.98 7.00 1.58 1.58 0.57 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 10.19 7.00 1.73 1.73 0.08 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 10.39 7.00 1.90 1.90 0.43 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.60 7.00 -2.28 2.28 1.16 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 10.81 7.00 -2.14 2.14 0.67 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.02 7.00 -2.00 2.00 0.21 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.23 7.00 -1.86 1.86 0.22 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.43 7.00 -1.71 1.71 0.62 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.64 7.00 -1.57 1.57 0.99 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 11.85 7.00 -1.43 1.43 1.34 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 12.06 7.00 -1.29 1.29 1.65 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 12.27 7.00 -1.14 1.14 1.93 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 12.47 7.00 -1.00 1.00 2.18 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.68 7.00 0.95 0.95 1.06 1.00 9.73 Vu < PhiVct2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 12.89 7.00 1.13 1.13 0.87 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.10 7.00 1.31 1.31 0.65 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.30 7.00 1.51 1.51 0.39 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.51 7.00 1.71 1.71 0.08 1.00 9.73 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 13.72 7.00 1.92 1.92 0.26 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 13.93 7.00 2.18 2.18 0.50 1.00 9.73 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.14 7.00 2.47 2.47 0.06 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.34 7.00 2.78 2.78 0.44 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.55 7.00 3.10 3.10 1.00 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 14.76 7.00 3.42 3.42 1.63 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 4.1.20D+0.50L+0.70S+E+1.601 1 14.97 7.00 3.76 3.76 2.33 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 0.90D+E+0.90H 1 15.18 7.00 -2.36 2.36 2.96 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 15.38 7.00 -2.08 2.08 2.46 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 15.59 7.00 -1.80 1.80 2.02 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.200+0.50L+1.60S+1.60H 1 15.80 7.00 1.94 1.94 1.58 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 16.01 7.00 2.19 2.19 1.19 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 16.21 7.00 2.44 2.44 0.75 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 16.42 7.00 2.71 2.71 0.26 1.00 9.73 Vu < PhiVc/2 Not �qAp 73. nf AW 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Title Block Line 6 Pdnted: 17 JAN 2017, 6:06AM Beam on Elastic Foundation File =N:1ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC. INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 4 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50L+0.70S+E+1.601 1 16.84 7.00 -1.46 1.46 0.73 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 17.05 7.00 -1.03 1.03 0.41 1.00 9.73 Vu < PhiVG2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.70S+E+1.601 1 17.25 7.00 -0.60 0.60 0.19 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 17.46 7.00 -0.16 0.16 0.05 1.00 9.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 Pane 940 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Ale Block Line 6 Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure Printed:17 JAN 2017, 8:12AM Beam on Elastic Foundation File =N:1ENGINE-�11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 5 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Material Properties fc = 2.50 ksi fr= fct12 " 7.50 = 375.0 psi yr Density = 150.0 paf X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = Load Combination 1BC 2015 Phi Values Flexure : 0.90 Shear : 0.750 01 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(0.758) Lr(0.18) L(0.36) -- - 18In--___................. Lr(0.18) L(0.36) S(0.225) Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 30.0 in, Top Flange Width =18.0 in, Flange Thickness =10.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 35.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 35.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.7580, Lr = 0.180, L = 0.360, S = 0.2250 k @ 4.50 ft Point Load : D = 0.7580, Lr = 0.180, L = 0.360, S = 0.2250 k @ 13.50 ft Point Load : D = 0.7580, Lr = 0.180, L = 0.360, S = 0.2250 k @ 14.50 ft Point Load : D = 0.7580, Lr = 0.180, L = 0.360, S = 0.2250 k @ 23.50 ft Point Load : D = 0.7580, Lr = 0.180, L = 0.360, S = 0.2250 k @ 24.50 ft Point Load : D = 0,7580, Lr = 0.180, L = 0.360, S = 0.2250 k @ 33.50 ft Point Load : D = 5.882, Lr=1.617, L = 5.836, S = 2.022 k @ 14.0 ft Point Load : D = 5.882, Lr=1.617, L = 5.836, S = 2.022 k @ 24.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.629: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied 29.655 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn " Phi: Allowable 47.151 k-ft Max Downward Total Deflection 0.033 in Load Combination +1.20D+1.60L+0.50S+1.60H Max Upward Total Deflection 0.002 in Location of maximum on span 14.000 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 1.171 ksf at 19.06 ft LdComb: +D+0.750L+0.750S+H Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements - -- -- -- --- ---- -- - - -- .............. Entire Beam Span Length : Vu < PhiVrJ2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Pane 241 of 947 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Petschl Residence Engineer: Justin Franklin Project ID: Project Descr: Second Story Additon to Existing Wood Framed Residential Structure I me 51OCK Line b Prnded:17 JAN 2017, 8:12AM Beam Oil Elastic FoundationFile=N;tENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC. 1983.2016, Buiid:6.16.12.31, Ver:6.16.12.31 Description : Grade Beam 5 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 14.000 29.66 47.15 0.63 +1.40D+1.60H Span # 1 1 14.000 14.58 47.15 0.31 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 14.000 29.30 47.15 0.62 +1.20D+1.60L+0.50S+1.60H Span # 1 1 14.000 29.66 47.15 0.63 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 14.000 21.81 47.15 0.46 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 14.000 17.00 47.15 0.36 +1.20D+0.50L+1.60S+1.60H Span # 1 1 14.000 22.94 47.15 0.49 +1.20D+1.60S+0.50W+1.60H Span # 1 1 14.000 18.12 47.15 0.38 +1.20 D+0.50 Lr+0.50 L+W+1.60H Span # 1 1 14.000 18.72 47.15 0.40 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 14.000 19.07 47.15 0.40 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 14.000 19.77 47.15 0.42 +0.90D+W+0.90H Span # 1 1 14.000 9.37 47.15 0.20 +0.90D+E+0.90H Span # 1 1 14.000 9.37 47.15 0.20 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0325 19.056 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi`Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+E+0.90H 1 0.00 27.00 0.05 0.05 0.00 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 0.41 27.00 -0.10 0.10 0.03 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 0.82 27.00 -0.17 0.17 0.09 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.24 27.00 -0.21 0.21 0.19 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 1.65 27.00 -0.22 0.22 0.30 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.06 27.00 -0.21 0.21 0.42 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.47 27.00 -0.17 0.17 0.53 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 2.88 27.00 -0.10 0.10 0.62 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 3.29 27.00 0.13 0.13 0.18 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 3.71 27.00 0.22 0.22 0.23 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 4.12 27.00 0.32 0.32 0.17 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.53 27.00 -1.15 1.15 0.66 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 4.94 27.00 -0.94 0.94 1.16 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.35 27.00 -0.70 0.70 1.57 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 5.76 27.00 -0.44 0.44 1.89 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 6.18 27.00 -0.17 0.17 1.55 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 6.59 27.00 0.18 0.18 2.18 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.00 27.00 0.53 0.53 2.14 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.41 27.00 0.90 0.90 1.95 1.00 12.67 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 7.82 27.00 1.31 1.31 1.60 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.0' +1.20D+1.60L+0.50S+1.60H 1 8.24 27.00 1.75 1.75 1.08 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.06 +1.20D+1.60L+0.50S+1.60H 1 8.65 27.00 2.22 2.22 0.39 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.06 27.00 2.72 2.72 0.50 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.47 27.00 3.24 3.24 1.59 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 9.88 27.00 3.80 3.80 2.90 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 10.29 27.00 4.38 4.38 4.44 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.601_+O.SOS+1AM 4 ,n„ ), nn r nn r nn 0 n4 4 nn ,n c7 W.,, OkA r) .i_4 dP-IQP 949 of .Wh Ann Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure 'itle Block" selection. Me Block Line 6 Printed: 17 JAN 2017, 8:12AM ;'Beam on Elastic Foundation File =N:\ENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 0.ii:.F Description : Grade Beam 5 Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 11.12 27.00 5.64 5.64 8.25 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.53 27.00 6.31 6.31 10.54 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 11.94 27.00 7.00 7.00 13.11 1.00 12.67 PhVd2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.35 27.00 7.72 7.72 15.97 1.00 12.67 PhiVc(2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 12.76 27.00 8.47 8.47 19.12 1.00 12.67 PhiVc12 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.18 27.00 9.23 9.23 22.58 1.00 12.67 PhiVc12 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 13.59 27.00 8.42 8.42 26.22 1.00 12.67 PhiVc12 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 14.00 27.00 9.22 9.22 29.66 1.00 12.67 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 14.41 27.00 -7.37 7.37 26.26 1.00 12.67 PhVd2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 14.82 27.00 -8.14 8.14 22.68 1.00 12.67 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 15.24 27.00 -7.31 7.31 19.30 1.00 12.67 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 15.65 27.00 -6.46 6.46 16.26 1.00 12.67 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.06 27.00 -5.61 5.61 13.57 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.47 27.00 -4.76 4.76 11.24 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 16.88 27.00 -3.90 3.90 9.25 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.29 27.00 -3.04 3.04 7.62 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 17.71 27.00 -2.18 2.18 6.34 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 18.12 27.00 -1.31 1.31 5.42 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 ,1.20D+1.60L+0.50S+1.60H 1 18.53 27.00 -0.45 0.45 4.85 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+1.60L+0.50S+1.60H 1 18.94 27.00 0.42 0.42 4.64 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 19.35 27.00 1.28 1.28 4.78 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 19.76 27.00 2.15 2.15 5.28 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 20.18 27.00 3.01 3.01 6.14 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 20.59 27.00 3.87 3.87 7.35 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 21.00 27.00 4.73 4.73 8.92 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 21.41 27.00 5.59 5.59 10.84 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 21.82 27.00 6.44 6.44 13.12 1.00 12.67 PhiVc/2 <Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 22.24 27.00 7.28 7.28 15.74 1.00 12.67 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 22.65 27.00 8.12 8.12 18.71 1.00 12.67 PhVd2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 23.06 27.00 8.95 8.95 22.03 1.00 12.67 PhVd2 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 23.47 27.00 9.77 9.77 25.69 1.00 12.67 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 23.88 27.00 8.98 8.98 29.08 1.00 12.67 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 24.29 27.00 -7.64 7.64 27.63 1.00 12.67 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 24.71 27.00 -8.47 8.47 24.13 1.00 12.67 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 25.12 27.00 -7.72 7.72 20.62 1.00 12.67 PhVcl2 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 25.53 27.00 -6.99 6.99 17.41 1.00 12.67 PhVd2 <Vu <= Not Reqd 1 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 25.94 27.00 -6.29 6.29 14.51 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 26.35 27.00 -5.62 5.62 11.89 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 26.76 27.00 -4.97 4.97 9.55 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 27.18 27.00 -4.35 4.35 7.48 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 27.59 27.00 -3.76 3.76 5.66 1.00 12.67 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 28.00 27.00 -3.20 3.20 4.09 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 28.41 27.00 -2.67 2.67 2.74 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 28.82 27.00 -2.17 2.17 1.62 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 29.24 27.00 -1.70 1.70 0.70 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 11.20D+1.60L+0.50S+1.60H 1 29.65 27.00 -1.26 1.26 0.03 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1.20D+1.60L+0.50S+1.60H 1 30.06 27.00 -0.86 0.86 0.58 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 30.47 27.00 -0.48 0.48 0.96 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 30.88 27.00 -0.13 0.13 1.18 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 31.29 27.00 0.25 0.25 1.04 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 31.71 27.00 0.47 0.47 1.21 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 32.12 27.00 0.73 0.73 1.04 1.00 12.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 32.53 27.00 0.95 0.95 0.77 1.00 12.67 Vu < PhiVc/2 Not IMWP 743 of AW 0.00 Title Block Line 1 Project Title: Petschl Residence You can change this area Engineer: Justin Franklin Project ID: using the "Settings" menu item Project Descr: Second Story Additon to Existing Wood Framed Residential and then using the "Printing & Structure Title Block" selection. Title Block Line 6 PdnW: 17 JAN 2017, 8:12AM Beam on EIaSIC FoundationFile=N:IENGINE-11PETSCH-11FRAMIN-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Description: Grade Beam 5 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 33.35 27.00 1.32 1.32 0.04 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 1 33.76 27.00 -0.14 0.14 0.14 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 1 34.18 27.00 -0.04 0.04 0.05 1.00 12.67 Vu < PhiVct2 Not Reqd 0.00 0.00 +0.90D+E+0.90H 1 34.59 27.00 0.05 0.05 0.01 1.00 12.67 Vu < PhiVd2 Not Reqd 0.00 0.00 Panes 944 of 947 Use menu item Settings > Printing & Title Block Title Petschl Residence Page: 1 to set these five lines of information Job # : Dsgnr: Justin Franklin Date: 11 JAN 2017 for your program. Description.... Patio Retaining Wall nis Wall in File: N:\Engineering\Petschl Residence\retaining walls.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058902 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: FRANKLIN PACIFIC Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.79 OK Sliding = 1.72 OK Total Bearing Load = 8,030 Ibs ._.resultant ecc. = 6.50 in Soil Pressure @ Toe = 1,680 psf OK Soil Pressure @ Heel = 615 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,351 psf ACI Factored @ Heel = 861 psf Footing Shear @ Toe = 5.8 psi OK Footing Shear @ Heel = 7.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,187.0 Ibs less 100% Passive Force = - 555.6 Ibs less 100% Friction Force = - 3,212.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data I Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 12.00 # 5 12.00 Edge 0.697 2,746.2 9,464.2 13,573.7 22.5 67.1 10.19 psi = psi = psf = 150.0 = Medium Weight = ASD psi = 2,000.0 psi = 60,000.0 Panes 945 of 947 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: Residence\retaining walls.RPX Title Petschl Residence Page: 2 Job # : Dsgnr: Justin Franklin Date: 11 JAN 2017 Description.... Patio Retaining Wall Ketamrro tci ivt;f-zuio, tsuna,,.,o.u,.,s Cantilevered Retaining Wall License: KW-06058902 9 Code: IBC 2015,ACI 318-14,ACI 530-13 License To: FRANKLIN PACIFIC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2131 in2/ft (4/3) * As : 0.2842 in2/ft Min Stem T&S Reinf Area 2.880 in2 200bd/fy : 200(12)(10.1875Y60000 : 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.2842 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.1041 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.50 ft Toe 11MI Heel Width = 5.50 Factored Pressure = 2,351 861 psf Total Footing Width = 7.00 Mu': Upward = 2,526 11,948 ft-# Footing Thickness = 16.00 in Mu': Downward = 419 16,443 ft-# Mu: Design = 2,107 4,495 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.76 7.90 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd 0.288 in2/ft Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fcrSm Key: No key defined Min footing T&S reinf Area 2.42 in2 Min footing T&S reinf Area per foot 0.35 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs It ft-# Heel Active Pressure = 2,055.1 3.78 7,763.8 Surcharge over Heel = 131.9 5.67 747.3 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,187.0 O.T.M. 8,511.1 Resisting/Overturning Ratio = 3.79 Vertical Loads used for Soil Pressure = 8,030.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over Heel = 4,950.0 4.75 23,512.5 Sloped Soil Over Heel = Surcharge Over Heel = 180.0 4.75 855.0 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 1,500.0 2.00 3,000.0 Earth @ Stem Transitions = Footing Weight = 1,400.0 3.50 4,900.0 Key Weight = Vert. Component = Total = 8,030.0 Ibs R.M.= 32,267.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Pane 948 of 947 Use menu item Settings > Printing & Title Block Title Petschl Residence Page : 3 to set these five lines of information Job # : Dsgnr: Justin Franklin Date: 11 JAN 2017 for your program. Description.... Patio Retaining Wall ais Wall in File: N:\Engineedng\Petschl Residence\retaining walls.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058902 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: FRANKLIN PACIFIC Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall (approximate only) 0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil Pans 247 of 947 GENERAL NOTES LIFE SAFETY N OTES (continued) FRAMING NOTES (continued) Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/2" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 vide one operable escape window in the basement, habitable c and in each sleeping room meeting all of the following uirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. ,scape windows located under decks or porches must have a path 6 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer- than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 oists less than 18" and beams less than 12" to grade and all wood xposed to weather shall be preservative -treated or naturally esistant to decay. IRC R317 IBC 2304.11 oists shall have not less than 1.5 inches bearing on wood or metal .nd 3 inches on concrete. Joists shall be prevented from rotating .t the ends and at intermediate support by approved hangers, 2 inch nominal blocking, or attachment to a -rim board. IRC 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8-1Od nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"x3O" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area Of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. OF ED4f CN MECHANICAL N MEN FLU NIB 11Nli INUJLJ t lKL-KA'TLU UUN J l KU U'l 1UN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x30" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/z times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 Fixtures installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation Ishall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/z". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 Hot water heater must be seismically anchored or strapped at points within the upper one-third and lower one-third of its vertical dimensions. At the lower point, a minimum distance of 4" must be maintained above the controls with the strapping. UPC 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 Minimum 1" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/z" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/z" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. :stopping materials shall not be less than 1/2 inch gypsum board, 3/8 wood structural panels or other approved materials adequately orted and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be and can be freely accessed. 2) The surveyor shall locate the evation of the first floor prior to the City under -floor inspection. 3) A ial letter of height confirmation shall be provided upon completion of the Cn cp A U 0.0 Cn O b1D o UAL CN 2 EXISTING DRAIN; 27- RELOCATE TO CENTER OF PATIO POINT C AND CONNECTTO Q 25.5' EXISTING DRAINS TO SEWER PROPOSED ADDITION FLOOR ABOVE TO EXISTING PATIO - - 92 SQ. FT. IMPERVVOUS SURFACE EXISTING PAVED PATIO RELOCATED DRAIN; CONNECT TO EXISTING DRAINS TO SEWER I LINE OF EXISTING N ROCKERY J 24'-t0' o Z w DN ON O z o 0 10'-0^ rn NITARY I IXISTIN� O' SEWER DRAT EXISTING LINE I Q MANHOLR EXISTINQ . 1 PAVED PATIO CATCH BASIN; SEE E1.3/A1.02 FILTER EXISTING RAILROAD FABRIC TIE STEPS FENCE; SEE E1.1/A1.02-- / i i i i PROPOSED ADDITION REQUIRED SETBACK: i TO BUILDING - 10' TYPICAL, 35' @ 61 SQ' FT. STREET FRONTAGE BUILDING FOOTPRINT- NO NEW IMPERVIOUS EXISTING Q \ / EXISTING STEPS SURFACE ----- gSIC HALT -- POINT B \^ FLOOR ABOVE Y 8" CHERRY TREE) _ — PROPOSED ADDITION TO BUILDING (CHIMNEY ENCLOSURE) - 11 SQ. FT. IMPERIVOUS SURFACE & BUILDING FOOTPRINT — EXISTING RESIDENCE 3,393 SQ, FT. L . .-._. ROOF LINE' LAND (STING PAVED WALKWAY 7" E -121.237 S 65° 58' S OVERALL LOT SLOPE: 6% — — EXISTING SIDEWALK / PATIO COURTYARD GAS MET( SIDEWALK - REPLACEMENT OF EXISTING — — — — — — —EXISTING DRAIN � i PROPOSED ADDITION TO BUILDING - 75 SQ. FT. WATER BUILDING FOOTPRINT- PIPELINE Z J m EXISTING 1 DRAIN OV514 10\ m LPROPOSED ADDITION\ TO BUILDING - 65 SQ. FT. BUILDING FOOTPRINT- \ ` NO NEW IMPERVIOUS 1 L-...Y SURFACE /PROPERTY LINE --- EXISTING POINTA % ASPHALT :URBSJ ��\ PIPELINE IMPERVIOUS SURFACE CALCULATIONS EXISTING BUILDING FOOTPRINT: 3,393 SQ. FT. EXISTING NON -BUILDING IMPERVIOUS SURFACE (DRIVEWAY, SIDEWALKS, PATIOS): 5,525 SQ. FT, PROPOSED ADDITIONAL _ IMPERVIOUS SURFACE (PATIO, CHIMNEY ENCLOSURE): 103 SO. FT. BUILDING FOOTPRINT & LOT AREA CALCULATIONS - EXISTING BUILDING FOOTPRINT: 3,393 SQ. FT. PROPOSED ADDITIONAL FOOTPRINT: 212 SO. FT. PROPOSED BUILDING FOOTPRINT: 3,605 SQ. FT. LOT AREA: 13,742 SQ. FT. BUILDING AS PERCENTAGE OF LOT: 26.2% LOTCOVERAGE: HEIGHT CALCULATIONS 3,605 SQ. FT. (26.2%) POINT A: 30.0' POINT B: 31.0' -LOT AREA: POINT C: 25.5' 13,742 SQ. FT. POINT D: 24.8' LOT SLOPE: AVERAGE GRADE: 27.83' 5.8% ACTUAL: 52.83' MAXIMUM: 52.83' LEGEND ®PROPOSED ADDITIONAL BUILDING FOOTPRINT- NOT NEW IMPERVIOUS SURFACE ®PROPOSED ADDITIONAL IMPERVIOUS SURFACE- NOT IN BUILDING FOOTPRINT PROPOSED ADDITIONAL IMPERVIOUS SURFACE IN BUILDING FOOTPRINT ....... WATER PIPELINE - -- GAS PIPELINE • . . . . SANITARY SEWER PIPELINE NO NEW IMPERVIOUS SURFACE ELECTRICAL BOX o ,� �• DELTA = 45° 49' 39" a . EXISTING'\ RADIUS = 50.00' LENGTH =39.99' CONCRETE � DRIVEWAY (E) 8"CHERRY �. �•� OIYNERICONTRACTOR ACCEPTABLE TIGHTLINE NOTE: INSTALL AND MAINTAIN ALL TREE S RESPONSICLE FOR LOCATING ALL ON-SRE UTILITIES. SDR 35 MATERIAL TESL MEASURES ACCORDING TO RELOCATIONREVISION TO ARM UTILITIES SCH 40 APPROVED PLANS, CITY OF WATER METER MAYGOl1T:". SEPARATE PERMIT N - 12 EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE Q FB10 HANC-0R REQUIRED DURING CONSTRUCTION NORTHSTREAM NOTE: DISTURBED AREAS TO BE COMPOST LANE OWNER/CON;'3ACTOR IS RESPONSIBLE AMENDED PER DOE STANDARD DETAIL BMP T5.13 FOR EROSION CONTROL AND DRAINAGE APPROVED BY ENGINEERING Date: C2DG PROJ. No. 2016041 APPLICATION # BLD2017-035 w U z M � V J W W Z J < J O Q 00 W Cr) < U'^ = V ) O Z W zM LU EE - • =Qa S q1 maa6; - =s � w N 07 m T 0' 3 C•a = a SITE PLAN A P OV€D BY LANNING IF SCANNED JUN 15 2917 T !A/ p COPY MONUMEN CITY 11 OPY Applicant shell repair/replace ell damage to utilities or frontage improvements in City v Zone - ti Comer�Flag_L rEs rlght-ol-way per City standards that Is caused Setbgpks Re9uired Aot al or occurs during the permitted protect. Frontp R U s Side6 Rears; .—L_� — �— MAY 11 2017 OtherVU _-0—.-� try BUILDING DEPARTMENT CITY OF EDMONDS SITE PLAN "=10'-0" 1 SCALE: 1 001-GHT 02017 CROSS 2 CE81GN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SE-CE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART WITHOUT WRITTEN AUTHORISATION OF CROSS 2 DESIGN GROUP. PERMIT SET 03/0812017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN PL CHECK LC A1.01 PLOT DATE May. 10, 17 / / / v / ♦° /� p�'i . n� T3S.g,. COAL HAL O\Vi.' .'m ,R 0 5 0 / 41 j.° 60NGRFj�E' zY'a — 1 INCH 10 FT. / /All ti9 / ✓ �` ° W. RET. WALL Basis of Bearing: 0�/,1;;" $NORTHSTREAM $ • w�z> LANE (VOL. 23, PG. 87) ///� / nF ,9. r 2 6 'rA CONCRETe • w \ . STFAS U / a / o LOT 8 \\ ry Legend: /'ae. '/�° •'g .rnw HOUSE 'Poll,R/ ~s ' - - - ,w \ \ - T EXISTING MONUMENT e CONCRETE m b ® _ O FOUND RE&IR/CAP N \ POLE...�+ FLAG " -' . - �, 9 - ® WATER METER EX. FIRE HYDRANT p / ro_w,w j W WATER VALVE ..UTILITY POLE. o UTILITY ANCHOR / yfx DQ GAS VALVE / woaw_w STREET SIGN 01, EX. CS, TYPE 1 J No �O1 �. CATCH BASIN TYPE 2 SAN SWR. MANHOLE 3�y/ o •. S5— SAN. SWR.. PIPELINE 3 „ CONCaRETE Py STORM DRAIN. — x a W'— WATER PIPELINE —op— OVERHEAD POWER —GAS LINE OVERHEAD POWER 'Pi ro "ASPHALT Tree Legend: / C 'V(/gkNCF w.-rz t0P - 2 3 - CH — CHERRY TREE / LOT 9 rp LOT 7 NORTHSTREAM LANE ro Site Address: ,. (VOL. 23, PG. 87) 751-NORTHSTRE4M LANE EDMONDS WA. pr ?yb4stio TAX NO. 0053250000080016 ?bQO q ... - Legal Description: ro LOT8; NORTHSTREAM LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 23 OF PLATS, PAGE 87, RECORDS OF Tn y KING COUNTY, WASHINGTON. ,wN SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. w A Ito-45'49 39 PV T'�� » R 5000.' L 39.99 . /+ v fEzS ^y" yA' n> CONCRETE PV N 1°Tvr�� bZ,^' 0 0 MB ws a E" rc-.acme / 0 +ate _ __ _ Northstrearn lone RUB MAY 1 1 2017 CITY COPY BUILDING ENT CiTYOFEDMONDS w GENERAL NOTES VICINITY MAP 1. ALL WORK SHALL CONFORM TO THSQ"SEATTLE EXISTING BUILDING CODE (SEBC) AND AS AMENDED BY ANY 19723 1815 1617 162a 1610� 0 s' CC m '- 1911 LOCALBUILDINGCODESORORDINANCES. INCLUDING ENERGY AND ACCESSIBILITY CODE REQUIREMENTS. 19125 A". 1581 19130 ,'' 2. DO NOT SCALE DIMENSIONS FROM DRAWINGS. VERIFY ALL DIMENSIONS, DATUMS, AND LEVEL PRIOR TO I.. CONSTRUCTION. ALL DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE UNLESS NOTED OTHERWISE > TT . gy"8f ' TS98 Sop +, 8?,y �?r" y^ tig42 19210 205 CONSULT WITH ARCHITECT AND OWNER REGARDING ANY SUSPECTED ERRORS. OMISSIONS, OR CHANGES ON 1583. SITE 1 -� ' -S'Y9 >'pa>?. PLANS BEFORE PROCEEDING WITH THE WORK. '>46°�' �.1560 1S 15T0 �. ti >4,. �? ° 19222 3- @2.13 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND METHODS, TB , 0 :.A' ,- - 7d`7S >S >Y, a 19226 �. , 192 TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM THE WORK. 4. THE CONTRACTOR SHALL UTILIZE CONSTRUCTION TECHNIQUES, PRACTICES, AND PROCESSES THAT ARE $'$AO 1540 4ag . d; °>o oro^ STANDARD AND ACCEPTABLE TO THE CONSTRUCTION INDUSTRY QUALITY STANDARDS. THE ARCHITECT DOES FOR METHODS AND MEANS OF CONSTRUCTION. 1930 NOT SPECIFY OR ASSUME LIABILITY OR RESPONSIBILITY 5. THE CONTRACTOR SHALL INDEMNIFY AND SAVE THE OWNER, ARCHITECT& OWNERS REPRESENTATIVE HARMLESS FROM AND AGAINST ANY DAMAGE, COST, OR LIABILITY FROM INJURY OR DEATH TO PERSONS OR FOR r ' '°� ' s DAMAGE TO PROPERTY CAUSED BY NEGLIGENCE OF THE CONTRACTORS, HIS EMPLOYEES, AGENTS; AND/OR y^ - ^ory;,; - . ^ • - P RE SUBCONTRACTORS. �P 451 6, THE CONTRACTOR SHALL EXAMINE THE PREMISES TO DETERMINE THE EXTENT OF WORK AND THE CONDITIONS ry A UNDER WHICH IT MUST BE DONE. NO EXTRA PAYMENTS OR CHARGES WILL BE ALLOWED FOR CLAIMS FOR INSPECTION, ADDITIONAL WORK THAT SHOULD HAVE BEEN INCLUDED IN ORIGINAL 7. THE CONTRACTOR SHALL CHECK AND VERIFY CONTRACT DOCUMENTS AND FIELD CONDITIONS FOR ACCURACY >7f'T >40$ >7q �2 _•$ & - 1421 ;,- 0' w o ''• og. -'0 �pbc �" 1416 AND CONFIRM THAT THE WORK IS BUILDABLE AS SHOWN BEFORE PROCEEDING WITH CONSTRUCTION. THE rc >jf 1g4�._' _.g - 1422 .pry %, ^ory p^.' ry [.'. CONTRACTOR IS TO OBTAIN CLARIFICATION FROM THE ARCHITECT BEFORE PROCEEDING WITH THE WORK IN QUESTION. :. ;. �1 A .- -' >3q gg5a'•, TJ> ..iS,1g 74j w '- ,.. 0 S �y NOTE THAT NOT ALL MISCELLANEOUS ITEMS OF CUTTING, PATCHING OR FITTING ARE � T � qp ... 1414 4U 1410 8. CONTRACTOR SHALL DESCRIBED OR NOTED HEREIN. NO SPECIFIC DESCRIPTION OF CUTTING, PATCHING, OR FITTING q'1�, 693 735 i3§e .INDIVIDUALLY 87 700 �ji °' REQUIRED TO PROPERLY ACCOMMODATE THE SCOPE OF WORK SHALL RELIEVE THE CONTRACTOR FROM dT.a` .,fx,e s" '.," RESPONSIBILITY TO PERFORM SUCH WORK AS REQUIRED. /V. ;: 727 733 T45 743. 800 B7 81 7_': 829 841 849 859 1,; 912'-D 0 9. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIRS OF ANY ACCIDENTAL DAMAGE HE/SHE HIS/HER gl S 1 10 09 } .- e 'I 1324 ' EMPLOYEES INFLICTS UPON THE EXISTING WORK TO REMAIN. IF, FOR ANY REASON, DAMAGE TO EXISTING WORK 731; 739 741 ruc Er W AY N 1312 OR UTILITIES IS CONSIDERED TO BE UNAVOIDABLE, SUBMIT WRITTEN NOTIFICATION OF THIS BEFORE SIGNING THE " �I�- 848 3 w iO` CONTRACT. IN THE ABSENCE OF SUCH NOTIFICATION, THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR -- 828 8d0 . F r,../0. DAMAGE AND THE COST OF SATISFACTORILY REPAIRING OR REPLACING THE DAMAGED WORK. - ABBREVIATIONS 10. THE RELOCATION OF ANY ITEMS INVOLVED IN THE WORK IS SUBJECT TO THE CONTRACTOR'S ABILITY TO DO 50 WITHOUT PERMANENTLY DAMAGING OR MARRING THE ITEMS TO BE RELOCATED. IF THE CONTRACTOR IS ABV -ABOVE EXP - EXPANSION, EXPOSED LOC - LOCATION REF - REFERENCE, REFER UNABLE TO RELOCATE ANY ITEM AS PRESCRIBED HEREIN HE/SHE SHALL NOTIFY ARCHITECT AND OWNER IN WRITING. WITH OWNER AND/ OR ARCHITECTS APPROVAL, CONTRACTOR SHALL SUBSTITUTE NEW MATERIALTO ACOUS-ACOUSTICAL EXT- EXTERIOR PL - LIGHT POLE REINF- REINFORCED MATCH EXISTING IN LIEU OF RELOCATING SAME. CONTRACTOR MAY ALSO ELECT TO USE NEW MATERIAL TO ACT -ACOUSTICAL CEILING TILE FA - FIRE ALARM MACH - MACHINE REQ, REQ'D - REQUIRED MATCH EXISTING IN LIEU OF RELOCATION OF EXISTING FOR HIS/HER OWN CONVENIENCE. ACP -ACOUSTICAL CEILING PAN. FD - FLOOR DRAIN MATL - MATERIAL RM - ROOM 11. IN PERFORMING WORK PRESCRIBED HEREIN AND THE STRUCTURAL AND MEP DRAWINGS OF THIS WORK, IT ADJ -ADJACENT, ADJUSTABLE FDC - FIRE DEPARTMENT CONNECTION MAX - MAXIMUM RO -ROUGH OPENING WILL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR ALL ALL EXISTING CONSTRUCTION DISTURBED, AFF- ABOVE FINISH FLOOR FE- FIRE EXTINGUISHER MOF- MEDIUM DENSITY FIBERBOARD RUB -RUBBER RELOCATED, DAMAGED OR ALTERED AND ALL NEW CONSTRUCTION INSTALLED, AS REQUIRED TO HIDE ALL EVIDENCE OF WORK AND TO REFINISH THIS CONSTRUCTION TO MATCH EXISTING FINISH AND APPEARANCE. ALT -ALTERNATE FEC -FIRE EXTINGUISHER CABINET MOO -MEDIUM DENSITY OVERLAY SEC -SEATTLE BUILDING CODE ALUM -ALUMINUM FFE- FINISHFLOORELEVATION MECH- MECHANICAL SC - SOLID CORE 12. ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN WRITING AND WILL BE ANOD -ANODIZED FH -FIRE HYDRANT MED -MEDIUM SCHED -SCHEDULE, SCHEDULED CONSIDERED ONLY BETTER SERVICE FACILITIES, IT MORE ADVANTAGEOUS DELIVERY DATE OR A LOWER PRICE ARCH -ARCHITECTURAL FIN - FINISH MET - METAL - SDMH - STORM DRAIN MANHOLE WITH CREDIT TO THEE TENANT WILL BE PROVIDED WITHOUT SACRIFICING QUALITY, APPEARANCE, AND FUNCTION. UNDER NO CIRCUMSTANCES WILL THE ARCHITECT BE REQUIRED TO PROVE THAT A PRODUCT PROPOSED FOR ASPH -ASPHALT FLASH -.FLASHING MFR-MANUFACTURER SECT -SECTION SUBSTITUTION IS OR IS NOT OF EQUAL QUALITY TO THE PRODUCT SPECIFIED. BLDG - BUILDING FIND - FOUNDATION MIN - MINIMUM SF - SQUARE FEET 13. ALL WORK NOTED N.I.C." OR "NOT IN CONTRACT" IS TO BE ACCOMPLISHED BY A CONTRACTOR OTHER THAN BLKG - BLOCKING FLR - FLOOR MIR - MIRROR SG -SAFETY GLASS THE GENERAL CONTRACTOR AND IS NOT TO BE A PART OF THE CONSTRUCTION AGREEMENT. THE GENERAL. BLW -BELOW FO -FACE OF MISC - MISCELLANEOUS SHT •SHEET CONTRACTOR SHALL COORDINATE WITH "OTHER" CONTRACTORS AS REQUIRED. BM - BEAM FOIC - FURNITURE OWNERINSTA1 I FDCONTRACTOR MO - MASONRY OPENING SIM -SIMILAR 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL AND PROPER DISPOSAL OF ALL DEBRIS FROM BO - BOTTOM OF F010 - FURNTIURE OWNER INSTALLED OWNER MTD - MOUNTED SL - STREET LIGHT THE WORK AREA DURING PROGRESS OF THE JOB. BOT-BOTTOM FOS-FACE OF STUD MTL-METAL SM - SMALL BRG - BEARING FOW - FACE OF WALL (N) - NEW SPEC- SPECIFICATION 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION AND COSTS ASSOCIATED WITH ALL CAB - CABINET FIR - FIRE RESISTIVE, FIRE RATED NA - NOT APPLICABLE SQ - SQUARE UTILITY REMOVAL AND INSTALLATION WITH APPROPRIATE UTILITY AS REQUIRED. . CB -CATCH BASIN FT - FOOT, FEET NIC - NOT IN CONTRACT SS -SANITARY SEWER 16. UPON COMPLETION OF THE WORK, CONTRACTOR SHALL REMOVE ALL DEBRIS, SURPLUS MATERIALS, AND CIP - OAST IN PLACE FT - FIRE TREATED NO -NUMBER S.S. - iTAINLESS STEEL EQUIPMENT AND THOROUGHLY CLEAN ALL SURFACES SO THATTHE PREMISES ARE READY FOR IMMEDIATE - CJ -CONTROL JOINT FTG -FOOTING NOM -NOMINAL STD -STANDARD OCCUPANCY. CL-CENTERLINE FURR- FURRING NTS-NOT TO SCALE STL-STEEL 17. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO PREVENT THE SPREAD OF DUST, DIRT, AND DEBRIS TO ' CLG - CEILING GA - GAGE 0/- OVER STRLSTRUC - STRUCTURAL AREAS OUTSIDE THE. WORK AREA INCLUDING FINISHED AREAS WITHIN THE BUILDING. CUR -CLEAR GALV-GALVANIZED O.C., o/c - ON CENTER STM-SYMMETRICAL 18. ALL PLUMBING, HEATING, VENTILATION, AND ELECTRICAL EQUIPMENT, FIXTURES, WIRING, PIPING, APPLIANCES,-_.CMU - CONCRETE MASONRY UNIT GC - GENERAL CONTRACTOR OD - OUTSIDE DIAMETER SV -SAEET VINYL ETC., AND ALL ASSOCIATED APPURTENANCES SCHEDULED TO BE REMOVED SHALL BE DEMOLISHED AND REMOVED COL -COLUMN GLS - GLASS ODR -OVERFLOW DRAIN TBD-TO BE DETERMINED BY THE GENERAL CONTRACTOR WITH ALL DISCONNECTIONS OF SAME BY THE RESPECTIVE SUB -CONTRACTOR OF PLUMBING, H.V.A.C., AND ELECTRICAL. SURFACE APPURTENANCES ARE TO BE REMOVED, CARED FOR AND CONIC - CONCRETE GRID - GRADE, GROUND OH - OPPOSITE HAND TEL-TELEPHONE REINSTALLED BY CONTRACTOR.ALSO, CONTRACTOR IS TO MARK AND PROTECT EXISTING PIPING, WIRING, ETC.,-' CONST-CONSTRUCTION GV-GAS VALVE OPN'G-OPENING TG-TEMPERED GLASS AND IS SOLELY RESPONSIBLE FOR DAMAGE CAUSED TO SAME. THIS NOTE APPLIES ONLY TO EXISTING ITEMS -CONT-CONTINUOUS GWB - GYPSUM WALL BOARD OPP - OPPOSITE TO - TJP OF SCHEDULED TO BE REMOVED. CPT -CARPET GYP -GYPSUM PERP-PERPENDICULAR TS - TUBE STEEL 19. OPENINGS AND PENETRATIONS IN FLOOR/CEILING OR ROOF/ASSEMBLIES SHALL BE PROTECTED WITH CT -CERAMIC TILE HB - HOSE BIB PL- PLATE TSP -TELEPHONE SERVICE POL THROUGH -PENETRATION FIRESTOPS AS REQUIRED BY4e7'2'SEBC. CTR - CENTER HC - HANDICAP PLAM - PLASTIC LAMINATE TYP -TYPICAL 2015- -C,f_r.-. 20. PROVIDE NEAT CUT WHERE UTILITIES PENETRATE RATED WALL AND FLOOR ASSEMBLIES- SEAL WITH DET, DTL - DETAIL HD - HOT DIPPED PLT - PLATFORM UL- UNDERWRITER'S LAB. NON-COMBUSTIBLE CODE APPROVED MATERIAL IMPERVIOUS TO THE PASSAGE OF SMOKE. DF- DRINKING FOUNTAIN HDWR-HARDWARE PTO -PAINTED UNO- UNLESS NOTED OTHERWIS DIA - DIAMETER HGT - HEIGHT PINT - PAINT UON-UNLESS OTHERWISE NOT 21. TO MAINTAIN WALL FIRE RATING, GYPSUM WALLBOARD SHALL BE CONTINUOUS TO THE FLOOR SHEATHING (INCLUDING AREAS WHERE BATHTUBS, LAVATORIES, AND KITCHEN WALL AND BASE CABINETS MAY OCCUR). DIM - DIMENSION HM - HOLLOW METAL PP - POWER POLE VIN -VINYL DN - DOWN HORIZ- HORIZONTAL PSF - POUNDS PER SQUARE FOOT VB -VINYL BASE 22. PENETRATING ITEMS PASSING ENTIRELY THROUGH BOTH PROTECTIVE MEMBRANES OF BEARING WALLS AND IDS - DOWNSPOUT HPC - HIGH PERFORMANCE COATING PSI - POUNDS PER SQUARE INCH VCT- VINYL COMPOSITION TILE WALLS REQUIRING PROTECTED OPENINGS SHALL BE PROTECTED WITH THROUGH - PENETRATION AS REQUIRED DW -DISHWASHER - HR-HOUR - P.T. -POST TENSIONED VERT -VERTICAL BY 2012 SEBC. DWG - DRAWING ID - INSIDE DIAMETER PT - PRESSURE TREATED VIF -VERIFY IN FIELD 23. CONTRACTOR SHALL INSTALL FIREBLOCKS AND DRAFTSTOPS AT ALL LOCATIONS REQUIRED AS SPECIFIED IN (E), EXIST - EXISTING INSUL - INSULATION PV - PLUMBING VENT W/-WITH 2012 SEBC. EA -EACH INST- INSTALL, INSTALLER PWD/PLYWD-PLYWOOD WD-WOOD 24. WHEN A CEILING FORMS THE PROTECTIVE MEMBRANE FOR A FIRE -RESISTIVE FLOOR -CEILING OR EF - EXHAUST FAN UNIT - INTERIOR RAD - RADIUS WIN, WDW - WINDOW ROOF -CEILING ASSEMBLY, THE CONTRACTOR SHALL REFER TO SEC FOR INFORMATION AND REQUIREMENTS FOR EJ, EXP JT - EXPANSION JOINT. JAN -JANITOR RB - RUBBER BASE WNST- WAINSCOT INSTALLING FIXTURES OR PENETRATIONS IN THESE ASSEMBLIES. ELEC - ELECTRIC(AL) JT - JOINT RCP - REFLECTED CEILING PLAN WP -WATERPROOF 25. THESE GENERAL NOTES AND DRAWINGS APPLY ONLY TO THAT PORTION OF THE BUILDING/PROJECT IN WHICH ELEV - ELEVATION OR ELEVATOR LAM - LAMINATED RD - ROOF DRAIN WR • WEATHER RESISTANCE WORK DESCRIBED IN THESE DOCUMENTS IS SCHEDULED TO BE PERFORMED.' THE ARCHITECT SHALL ASSUME OR EQ-EQUAL LAV-LAVATORY REC-RECOMMENDED WT-WEIGHT ACCEPT NO LIABILITY FOR WORK IN AREAS WHERE NO WORK IS SCHEDULED TO BE PERFORMED. LB -POUND 26. NOT USED. LG - LARGE 27. NOT USED.. SYMBOLS 28. ALL ELECTRICAL, MECHANICAL, AND PLUMBING WORK SHALL BE BIDDER DESIGNED AND PERMITTED. -" xb ELEVATION INDICATOR O WINDOWTAG ROOM NUMBER X BUILDING SECTION INDICATOR E�fl xxx X WALL SECTION INDICATOR iiY DATUM ELEVATION ow ISSISS �X DETAIUENLARGED PLAN INDICATOR +XXX CEILING HEIGHT INDICATOR x oc l` INTERIOR ELEVATION INDICATOR ' XXX OX DOORTAG 3HTw2017 CROSS 2 DESIGN GI-HESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENTOF SERVICE, ARE THE PROPERTY OFCOS SIGN GROUP AND ARE NOT TOSS USED IN WHOLE OR IN PART WTHOUT ARITTEN AUTHORITATION OF CROSS 2 DESIGNGROUP PETSCHL RESIDENCE 751 NORTHSTREAM LANE EDMONDS, WA 98020 PROJECT TEAM N OFMS788M Builders, LLC 751 Northstream Lane Edmonds, WA 98020 Ph: 425.775.3311 Contact: John Murphy mbc@murphybuilding.com LEGAL DESCRIPTION Cross 2 Design Group 2476 Westlake Avenue North Ste. 102 SeatUe, WA 98109 Ph: 206.283.0066 Fx: 206.782.7818 Contact: Larry Crass Icross@cross2dg.com EDMONDS WA 98020 Franklin Pacific Structural 2621 Thorndyke Avenue West Seattle, WA 98199 Ph: 206.352.3860 Contact: Justin Franklin justinfranklin@frankiinpacific.net PROJECT INFORMATION LOT 8, NORTHSTREAM LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 23 OF PLATS, PAGE 87, RECORDS OF KING COUNTY, WASHINGTON. APPLICABLE CODES 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL RESIDENTIAL CODE 2015 INTERNATIONAL MECHANICAL CODE 20151NTERNATONAL FUEL GAS CODE 20151NTERNATIONAL FIRE CODE 2015 INTERNATIONAL EXISTING BUILDING CODE 2015 INTERNATIONAL PROPERTY MAINTENANCE CODE 2015 ]CC PERFORMANCE CODE 2015 WASHINGTON STATE ENERGY CODE 2015 UNIFORM PLUMBING CODE EDMONDS COMMUNITY DEVELOPMENT CODE TITLE 19 WASHINGTON STATE AMENDMENTS TO ICC CODES AS APPLICABLE 2014 NATIONAL ELECTRICAL CODE LOT AREA 13,742 sq. ft. BUILDING PAD AREA PROPERTY TYPE RESIDENTIAL OCCUPANCY ZONING RS-12 CONSTRUCTION TYPE DESIGN CRITERIA MINIMUM ROOF SNOW LOAD 25 psf(NON-REDUCEABLE) GROUND SNOW LOAD 25 psf SEISMIC DESIGN. CATEGORY DI WIND SPEED 85 mph (BASIC),110 mph (ULTIMATE) WIND EXPOSURE C WINTER DESIGN TEMPERATURE 27 degrees F (-3 degrees C) MEAN ANNUAL TEMPERATURE 50 degrees F (10 degrees C) ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE 3944 sq. fL RESIDENTIAL ENERGY EFFICIENCY CODE COMPLIANCE CODE SECTION / TABLE OPTION COMPLIANCE! FULFILLMENT R406.2 TOTAL ALTERED / ADDED CONDITIONED SPACE: 4,831 SF = MEDIUM DWELLING UNIT -3.5 CREDITS TABLE 406.2 OPTION 1a EFFICIENT BUILDING ENVELOPE 1a- 0.5 CREDITS TABLE 406.2 OPTION 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a - 0.5 CREDITS TABLE 406.2 OPTION 3a HIGH EFFICIENCY HVAC EQUIPMENT 3a: GAS FURNACE WITH MINIMUM AFUE OF 94%-1.0 CREDITS TABLE 406.2 OPTION 5c EFFICIENT WATER HEATING 5c- GAS WATER HEATER WITH A MINIMUM EF OF 0.91-1.5 CREDITS SCOPE OF WORT( REMODEL OF, AND ADDITION TO, EXISTING SINGLE-FAMILY RESIDENCE. GENERAL CS1.01 COVERSHEET SURVEY 1 BOUNDARY & TOPOGRAPHIC SURVEY ARCHITECTURAL A1. SIT Q A .02 SITE DE AILS A2t91^tOWER�EV LOOR PLAN A2.02 MAIN LEVEL FLOOR PLAN A2.03 UPPER LEVEL FLOOR PLAN A3.01 DOOR SCHEDULE A3.02 WINDOW SCHEDULE A6.01 ROOF PLAN A7.01 EXTERIOR ELEVATIONS A7.02 EXTERIOR ELEVATIONS A8.01 BUILDING SECTIONS A8.02 BUILDING SECTIONS A9.01 SECTION DETAILS A9.02 SECTION DETAILS A10.01 STAIR DETAILS SHEET INDEX WORK -- --D ADDRESS OWNER APPROVED DATE: BLDG. OFFICIAL: C2DG PROJ. No. 2016041 APPLICATION # BLD201 U LU 0 w ry TJ i U I- W 0- EE mo3ww�� 3 ""maa■; �3 Nw w..�m3 T 3 t•SSSS,11 COVER SHEET W z Q J O W °O 60 U) Q 0 O z Z O LO �W N '- � m O U 5155 REGISTERER R HITECT uW r A. Noss STAT WAS INGTON) ENT PERMIT SET 03/08/20 PERMIT REV. 1 05/11/17 L DATE DATE ' DATE PERMIT NUMBER LLD 21J11- �352 A P VED BY NNING RESUB MAY 1 1 2017 BUILDING DEPARTMENT CITY OF EDMONDS DRAWN PL CHECK CS 1 .0 1 PLOT DATE May. 10, 17 GRATE FILTER FABRIC SECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR EQUIVALENT I ti CB 00� _12. 8' _ _ 8' FILTER FABRIC MATERIAL IN A 25' MIN. RADIUS R�P9�P QUARRY SPALLS� yDIA 8.MIN MIN. DEPTH O O �O FILTER SOCK WITH OVER FLOW HOLES PLACE 3/4' 1.5' WASHED GRAVEL IN CONTINOUS ROLLS. USE STAPLES THE TRENCH AND ON BOTH SIDES OF OR WIRE RINGS TO ATTACH FILTER FABRIC FENCE ON THE SURFACE. FABRIC TO WIRE. ". a 4. CATCH BASIN c I WIRE MESH SUPPORT FENd E iu I I TO SUPPORT FILTER FAP3 IC. I I I I I rrr 7' �a I I \ BURY BOTTOM OF FILTER I II MATERIAL 8' TO 12' 6' MAX. - I I Li �y9s0 �O-vvvvv 9cpF04''9Y �O<TO - PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION PERIOD. SEDIMENT SHALL BE REMOVED ON A REGULARBASISTO MAINTAIN 2' X 2' WOOD POSTS OR FILTRATION EFFECTIVENESS. EQUIVALENT CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE DURING THE CONSTRUCTION PERIOD. STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. CITY INSPECTION REQUIRED ON ALL EROSION CONTRO MEASURES BEFORE WORK CAN BEGIN. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN. .I.T O.F:..... . �..�....a �:...:E.D: f1 N . v ION STANDARD DETAIL REVISIONS .�RwEo„ a STANDARD DETAIL gREVISIONS pD, STANDARD DETAIL TEMPORARY SEDIMENT TRAP FOR CATCH BASINS D. GEBERT 1vs/o3 BTABN}��I IIONENIRAIME FILSFABAMFENCEFLTRATIONSYSIBIB GEBERT 05/1955 —E 7/z4/0t sca1E NTs wro No' E1.1 Dare 7/24/01 u NTS 0wa No' E12 una 7/24/01 stoic NTS 0xro No.. E1.3 D, GEBERT 05/05/06 189O.7 890-199 7g90-1990 T890-1998 R. ENGLISH 11/01/13 RUB MAY 1 1 2Ut/ BUILDING DEPARTMENT CITYOFEDMONDS C2DG PROD. No. 2115041 APPLICATION # BLD2017-03 U w W W Z J < J Q o W rn < U F- _ U) H �— O Z W Z-5 LU 1-- W Eo — < j ■ - Tn m ,. 0 . SITE DETAILS slss EGISTEREO RCHIiECi INGiON PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN I PL CHECK JLC kAl.02 1 PLOT DATE May. 10, 17 — fIN L WORD( SUBJECT TO FIELD SPFr.TInNs c^ ICE L OS _aIdAKE•DETE TOR 1O. DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE. \ C CARBON MONOXIDE DETECTOR 2O MANUFACTURED FIREPLACE - INSTALL FIREPLACE AND ALL AIR SUPPLY AND VENTING COMPONENTS PER MANUFACTURER'S INSTRUCTIONS AND PER ALL APPLICABLE CODE$, Q INCLUDING 2015 IRC CHAPTER 18 AND SECTIONS R1004 AND R1005. \ Q QF EXHAUST FAN 1 EXISTING WALL 30 HVAC SYSTEM SHALL PROVIDE OUTDOOR AIR AT 120 CFM PER 20151RC M1507.3, OR FACTOR �► THEREOF PER TABLE M1507.3.3(2) IF INTERMITTENT CONTROL IS PROVIDED. --� NEW WALL RESUB MAY 1 1 2017 BUILDING DEPARTME CITY OF EDMONDS LOWER LEVEL FLOOR PLAN SCALE: V4" =1•-0" 1 C2DG PROJ. No. 2016041 APPLICATION # BLD2017-0352 W U Z W W z ry �o Q� w U =� U) U) I— o z W z75 ti W EE _ m a' a ■ m - �e;mm.� � m 0 ■ LOWER LEVEL FLOOR PLAN 5155 REGISTERED ARCHITECT EN K. CRGSS E GF ASNINGION PERMIT SET 03/08/2017 PERMIT REV. 1 65/11/17 DATE DATE DATE DRAWN I PL CHECK ILC T A2.01 PLOT DATE May.10,17 =WORKSUBJECT OS SMOKE DETECTOR 1O DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE. C CARBON MONOXIDE DETECTOR 20 MANUFACTURED FIREPLACE - INSTALL FIREPLACE AND ALL AIR SUPPLY AND VENTING COMPONENTS PER MANUFACTURER'S INSTRUCTIONS AND PER ALL APPLICABLE CODES, Q ❑F EXHAUST FAN I INCLUDING 2015 IRC CHAPTER 18 AND SECTIONS R1004 ANDR1005. O EXISTING WALL 3O HVAC SYSTEM SHALL PROVIDE OUTDOOR AIR AT 120 CFM PER 2015 IRC M1507.3, OR FACTOR THEREOF PER TABLE Ml507.3.3(2) IF INTERMITTENT CONTROL IS PROVIDED. p NEW WALL RESU B MAY 11 illir BUII.DINGDEPAR rl CFIYOP EDMONDS MAIN LEVEL FLOOR PLANLO SCALE: IW =1'•0" C2DG PROJ. No. 2016041 APPLICATION # BLD2017-C35 W U Z W 0 W Lu ry Q c:> W rn U z� U) I- CQ F- o 0 W z� W W t--w a'eeoe _ _ ZUZ' c; «.H__ds N - U) m 0' °_ � 3 Nam. cc:T MAIN LEVEL FLOOR PLAN PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN _ PL CHECK JLC A2.02 PLOT DATE May. 10,17 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE 88'-6" PLAN LEGEND PLAN NOTES OS SMOKE DETECTOR 9O. DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE. C CARBON MONOXIDE DETECTOR 2O MANUFACTURED FIREPLACE- INSTALL FIREPLACE AND ALL AIR SUPPLY AND VENTING COMPONENTS PER MANUFACTURER'S INSTRUCTIONS AND PER ALL APPLICABLE CODES, A ❑F EXHAUST FAN Q INCLUDING 2015IRC CHAPTER 18 AND SECTIONS R1004 AND R1005. O EXISTING WALL O HVAC SYSTEM SHALL PROVIDE OUTDOOR AIR AT 120 CFM PER 20151RC M1507.3, OR FACTOR THEREOF PER TABLE Ml507.3.3(2) IF INTERMITTENT CONTROL IS PROVIDED. p NEW WALL RESUB MAY 11 2017 BUC DEPMAg ENT TMIOF UPPER LEVEL FLOOR PLAN SCALE: 1/4"=P-0" 1 COPYRIOHT02017 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF S—CE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART WITHOUT WRITTEN AU7HORI2ATION OF CROSS DESIGN GROUP. C2DG PROD. No. 2016041 APPLICATION# BLD2017-035' W U z w 0 U) w w ry J Q(Z) w m U �< _CO I— O o W z� r o EE - m 6 mam � of^emu` � =3 c; p umm__ms N - U) m C 3% = UPPER LEVEL FLOOR PLAN T PERMIT SET 03/08/2017 PERMIT REV. 05/11/17 DATE DATE DATE DRAWN PL CHECK ILC A2.03 PLOT DATE May. 10, 17 T-0" T-0" 3'-0" 5'4" 3'-0" 2'-8" V-0" 4'-0" C2DG PROD. No. 2016041 ' DOOR SCHEDULE 1) ALL DOORS SHALL COMPLY APPLICATION # BLD2017- SIZE WITH THE RESIDENTIAL NO. w N ENERGY EFFICIENCY 001 3'4' E-&' REQUIREMENTS OF THE 2015 0 b ooz 3'-0" s'-s" WASHINGTON STATE ENERGY lVi" �o m m m �, 003 T-W v-s" CODE, INCLUDING THEaos 3'-0° s=s" U-FACTORS IN TABLE R402.1.3.FINISHDos z'-61, E-s" DOORS SHALL HAVE A FL OR 007 T-a' 0-8" MAXIMUM U-FACTOR OF 0.70 001 00 ® ® 00 006 00 008 008 a' -a' E-9' MAX, DETERMINED IN 009 r E-s" ACCORDANCE WITH NFRC 100 2'-6" 5'-0" 2'-6" 2'-e" 5'-0" 6'-p" 6'_0" oio 5-0" V-s" BY AN ACCREDITED, w all zts" s'-a" INDEPENDENT LABORATORY, o1z z'-s" s-s" AND LABELED AND CERTIFIED U 013 s-o" v-8" BY THE MANUFACTURER OR z for E-a' E-s" ARE DETERMINED USING THE W ED 102 7 Do OD aD 0D °D ' COMMERCIAL SIZE CATEGORY `O cID `° `o `O `O fO 103 3'-ol' Tool 9'-0" G-s -o" VALUES LISTED IN CHAPTER 15 _0 105 9'-o r-0" OF THE 2009 ASH RAE 106 9-0" z'-o HANDBOOK OF U) FINISH 107 3' 0 s'-a" FUNDAMENTALS, TABLE No.4 W z FL R 108 s-a' s'-e' AND SHALL INCLUDE THE 00 01 11 01 01 101 to 109 3'-0" E-8" EFFECTS OF THE WINDOW —1 - � N 110 1r-9" viol' FRAME. THE TEMPORARY 9'-0" 9'-0" 9'-0" 3'-0" LABEL AFFIXED TO THE 112 T-a' V-W' FENESTRATION PRODUCTS 113 3'-0" E-s" MUST NOT BE REMOVED U c j � 114 2'-E' v-8" PRIOR TO INSTALLATION. _ c 4 0 1 115 z'-v' e'-a" 3) PROVIDE LEVER HARDWARE z m 4 I 9 I Go 116 r-s" 64' FOR ALL DOORS PER ANSI O 0 117 a'-U' 6'-V' A117.1. ui 2i 118 a'-ol' v-s" 4) CONTRACTOR TO VERIFY ALL n w 119 2'-0" v-a" FRAME DIMENSIONS FOR FINISH izo 3'-o s'-s" ROUGH OPENING SIZE. FL R 121 E:- v-s" 5) ALL GLAZING TO BE 10 1® 10 10 10 201 s'-o" E-e" TEMPERED. E E 202 2'-8" 9-8" 6) ALL EXTERIOR DOORS SHALL 6'-0" 3'-0" 11'-9" „ 2'-6^0" _3'-0" 203 z_s" s'_s" HAVE A SOLAR HEAT GAIN Ir 204 z`s" 6-8" COEFFICIENT (SHGC) OF .40 zos 3'-a' s'-s" MAX, DETERMINED IN = <"�= z - 2M LE ACCORDANCE WITH NFRC 200 zm 3'0 s'-a^ BY AN ACCREDITED, -; o Eo ao co ro ro zoa z'-e" e'-a" INDEPENDENT LABORATORY, - m cal io 209 3'-0" s'-s" AND LABELED AND CERTIFIED W 210 2'-86-4-BY THE MANUFACTURER OR � • 211 z'-s" s'-a" BE DETERMINED USING THE CCFIN` CC FLOOSH R z12 T-6" G-W z�5!010-9' SOLAR HEAT GAIN 13� U 108 109 11 11 11 11 na 3'-ol' COEFFICIENTS IN CHAPTER 15 OF THE 2009 ASHRAE 2'-6" Z-6" 2'-6" 4'4" 4'-U 2'-0" 3'-0" 3'-0" HANDBOOKOF FUNDAMENTALS, TABLE NO.10. THE OVERALL VALUES MUST DOOR CONSIDER THE TYPE OF FRAME MATERIAL AND SCHEDULE OPERATOR FOR THE SHGC AT CO aD MOD OD 0D aD -co NORMAL INCIDENCE. `O fO cO 7) THE AIR LEAKAGE OF WINDOW AND SLIDING OR SWINGING INIS A DOOR ASSEMBLIES THAT ARE ,_ FLOOR PART OF THE BUILDING ENVELOPE ARE DETERMINED 11 11 11 11 118 119 120 121 IN ACCORDANCE WITH 8 0 AAMAANDMA/CSA 101/I.S.2/A440, OR NFRC 400 BY AN ACCREDITED, INDEPENDENT LABORATORY, AND LABELED AND CERTIFIED BY THE MANUFACTURER. to FINISH io io m m m m OZ_ s m F OR -Ni Vii 201 ©0 03 204 ©0 O6 ©0 j� EGISTERED ' ARCHITECT E E R. CROSS Do aD aD=00 o? ro S E ASHINCTON m io co m co io io FINISH sk vz, FLOOR ® 10 11 ®1 13 ®1 ®1 PERMIT SET 03/08/2017 PERMIT REV, t 05/11/17 DATE DATE DATE REsua DRAWN PL o FINISH CHECK FLOOR — — — — — — — — MAY i 1 2011 BUILDING DEPAK MF_NT CITY OF EDMONDS DOOR SCHEDULE .I A3,01 SCALE: 1/4"=11 PLOT DATE May. 10,17 COPlWGHI02017 CROSS 20ESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN A6AN INSTRUMENT OF &ERVIE THE PROPERTY OF CROSS DESIGN GROUP AND ARE NOT TO SEWED IN WHOLE OR IN PA0.T WITHOUT WRrtiEN AUTHOR-OFCROS$ 2 DE61GN GROUP 14'-0" 7 -0 F - EGRESS EGRESS ion F F F N io F F i F co ro co io o To So So DO FINH lk FLOOR — — — — — — — — — — — Lo o F Do TD 0 o STAIR co F F d F LANDING i0o. {� FINISH FLOOR F F v F o 0 Tn n m FINISH V FLOOR 8'-0" [in Q F F �o �I 1 6,-O„ 8-01 �_jj F 11 F 11 F F F F F Q F F o T co 'zo FINISH Nk FLOOR — — — — — — — — — — R'I R,_A„ 6'_0N 6'.0„ 6'_OR 7'-n" - o J1 F in FINISH _ FL OR 0 FOR ir — — EGRESS - EGRESS - EGRESS o F o F o o LF ro io m ZG co IV C4 N o F F ;it o io m FINISH — — — — — F c F �i N iV F c� F F IS io v � vi = ' io io m ,t,FINISH — — — — — — — Y FLU(JK 1. ALL EXTERIOR WINDOWS SHALL HAVE A MAX. GLAZING U-FACTOR OFi 0.28 TO COMPLY WITH 2O15 WASHINGTON STATE ENERGY CODE TABLE 406.2 OPTION 1a. EITHER VERTICAL EDGE OF ALL DOORS, AND WITHIN 36" HORIZONTALLY TO A WALKING SURFACE WITH AN EXPOSED TOP EDGE GREATER THAN 36" AND A BOTTOM EDGE LESS THAN 18" ABOVE THE FLOOR SHALL BE TEMPERED SAFETY GLAZING. 3. EMERGENCY ESCAPE WINDOW SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SF., MINIMUM NET CLEAR OPENING HEIGHT SHALL BE 24", MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20". THE SILL HEIGHT SHALL BE 44" MAX. ABOVE THE FLOOR AND 24" ABOVE FINISH FLOOR. 4. FIELD VERIFY WHICH SIDE IS OPERABLE / FIXED. 5. NEW / REPLACEMENT WINDOWS TO CONTAIN VENTS, WITHIN WINDOW FRAMES AT ALL LOCATIONS. 6. PROVIDE VENTED WINDOWS 7. CONTRACTOR TO FIELD VERIFY ALL ALL WORK SUJFOR TO FIELD INSPECTION CODE COMPL C2DG PROJ. No. 12016041 APPLICATION # I BLD201 U W 0 '' vJ W W —I N Q o U W m U< _U) I— 0 f- o zo w z :� a— r- W s EE Q ' m +o3ww `ou 3 y�maw®; w �3 ❑ 07 m .� U) . o 3 - WINDOW SCHEDULE F XhIF o b F D0 F iv 0 CF •y� I ifl F �? PERMIT SET 03/08/2017 PERMIT REV, i 05/11/17 DATE DATE DATE RESUB mg 11 2017 BUILDING DEPARTMI CITY OF EDMOND DOOR SCHEDULE <D SCALE: 1/4"=1'-0" DRAWN PL CHECK A3.02 WRIGHT-7 CF.— DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INS—I—ED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPER -OF CROSS 2 DESIGN GRODPAND ARE NOTTOISE OSED IN WHDIE OR W PARTINTHOUT4NNIlEN AUTiOWL1T10NOPCRCS62 DESIGN GRWR PLOT DATE I May. 10,17 co 8_4 I 14 9Y2 O 6'-51, O B'-5" O 9'-11Y2' O 15'-V' O 13'-11Y2' O 22'-0" O o` ALL WORK SUBJECT TO FIELD INSPECTION! FOR CODE COMPLIANCE I I c PLY DOWN 0 C v E� C N N�cI CB FIro �kOA 6'-4" 14'-9Y' 6'-5' 6'-5" 9'-11Y2" 15,_0 13'-122'-V' O O O O O O O O O RSSUB MAY 1 1 2017 BUILDING DEPARTME CITY OF EDMONDS ROOF PLAN �1 SCALE: IW =1'-0" C2DG PROJ. No. 2016041 APPLICATION # BLD2017-035 uj U w �o v J W w ry CV J w a, U = � � o I'- z O W o r) r` w EE m a ■ 00 aooeo 0 _ Z �3 �3 p N - Tn m 3% ROOF PLAN e1Se REGISTERED ARCHITECT E CE H. CROSS A E 0 WASHINGTON PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN PL CHECK ILC T A6.01 PLOT DATE May. 10, 17 +52.83' MAXIMUM HEIG +40.64' UPPER FLOOR +31.14' MAIN FLOOR— +27,83' AVERAGE GRA p m +22.64' LOWER FLOOF +52.83' =N MAXIMUM W HEIGHT io o� 4 ao _ +40.64' �? UPPER FLOOR— m 02 0 io +31.14' FLOOR +27.83' <o a AVERAGE 00 t GRADE 5 7- +52.83' MAXIMUM HEIGHT_ -N r +40.64' UPPER FLOOR +31.14' MAIN FLOOR +27.8T AVERAGE GRADE a �L\O OD +22.64' LOWER FLOOR ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE WEST ELEVATION _�1 SCALE. 1/4 1 0 L i Y LOWER flfl ppF�-o9 FLOOR MAY BUILDING DEPARTMrN' CITY OFECM ONOS SOUTH ELEVATION A SCALE. 1/4— 1-0 C2DG PROJ. No. 2016041 APPLICATION # BLD2017-0352 W Z W t� v J u z J Q o W U U� _c/) i- O o z � ^w^ ■—l— ti W EE m a a ■ O Z W - T 0' EXTERIOR ELEVATIONS PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN I PL CHECK ILC AT 01 PLOT DATE May. 10, 17 COPYR-02017 CROSS 2 DESIGN GROUP THESE DOCUMENTS. THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SE-CE, ARE THE PROPERTY OF OWES 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART -WRITTEN AUTHORIZATION OF CROSS 2 DESIGN GROUP. „I,,+52.83' MAXIMUM HE W h +40.64' UPPER FLOO +31.14' MAIN FLOOR +27.83' AVERAGE GRADE OD m n +22.64' LOWER FLOOR +52.83' MAXIMUM HEIGHT_ N 0 M +40.64' UPPER FLOOR 1a OD +31.14' MAIN FLOOR +27.83' AVERAGE GRADE zo m co +22.64' LOWER FLOOR ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE EAST ELEVATION �1 SCALE: 1/4"=1W' 2 c? m m �o �C FLOOR RESUB MAY 11 2011 SUILDINGDEPARTMEN7' CITYOFEDMONDS NORTH ELEVATION _0 SCALE:1/4” =1'-0" C2DG PROJ. No. 2016041 APPLICATION # BLD2017-035 W U z w o � vJ W w r < J a a w rn U =� U) H C) w z 2E 0 I— of _ ae000 2 C7 _ _ °s ❑ a w.n__me N - U m T0cc EXTERIOR ELEVATIONS s s REGISTERED CHITECT CE K. CROSS OF ASNINGTON PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN PL CHECK I LC A7.02 PLOT DATE May. 10,17 m iD ED +52.83' MAXIMUM HEIGHT o ao R-k BATT INSULATION TYP. @ EXTERIOR WALLS UPPER FLOOR — PATIO c 103 ED +31.14' MAIN FLOOR 27.83' -*A io `o AVERAGE a0 GRADE R-10 BATT INSULATION TYP. @ BELOW -GRADE WALLS +52.83' MAXIMUM HEIGHT h+40.64' UPPER FLOOR ,d,,+31.14' MAIN FLOOR +27.83' AVERAGE GRADE +22.64' LOWER FLOOR 4'-0 18'-1%" O 5'-0„ © 5'-0" O 8'-0" T -7 R-38 RIGID INSULATION TYP. @ BEAM & CAR -DECKING ROOFS MASTER D BEDROOM I DECK 201 206 DINING LIVING KITCHEN ROOM ROOM 105 F1021 Flol I FAMILY t BEDROOM CL0. KITCHEN ROOM r 006 SET 002 001 R-10 INSULATION TYP. @ SLAB 1 +52.8V MAXIMUM HEIGHT N M R-38 RIGID INSULATION TYP. @ DECKS OVER OCCUPIED DO SPACE +40.64' UPPER FLOOR iD 0 R-3 A1, 02 14"BATT INSULATION TYP. @ EXTERIOR WALLS +31.14' MAIN FLOOR +27.83' AVERAGE GRADE aD R-:BETLOWLGRADE AT=WALLS r @Q +22.64' LOWER FLOOR ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE NORTH -SOUTH SECTION SCALE. U 1 0 L O 6'-4" O 14'-9%2" O 6.5" O 6'-5' O 9'-11Y2" O 16_0" O 13'-11%2" O 22,_0" O R-38 RIGID INSULATION TYP. @ r D BEAM & CAR-E ECKING ROOFS 1 I MASTER BEDROOM CLOSET HALL O2 DINING BUTLER'S ROOM PANTRY FOYER 102 1 66 100 FURNACE/ KITCHEN WINE MECHANICAL 002 003 ��l 009 MECHANICAL 010 R-38BATT INSULATION TYP. @ JOIST ROOFS �I BONUS BEDROOMIII ROOM 209 211 II LAUNDRY/ BEDROOM STORAGE 109 � 111 CRAWL SPACE CRAFTS ROOM 212 3 CAR GARAGE 112 :R-38 B�CRAWL FLO C2DG PROJ. No. 2016041 APPLICATION # BLD2017-0,5 W U Z `0 v ) z �W/ J Q o LLI rn U �< = cn H- O w Z 0 LJ� � uW EE - m �6 q QOoeo � _ Nmm--mi N - U m 3% SECTIONS SPACES +22.64 Q 1 LOWER FLOOR R-10 INSULATION TYP. REBUS MAY I @ SLAB 1 BUILDINGDEPARTgNT ,. CITY DF..,4 A!DB WEST -EAST SECTION SCALE. 1/4 1 0 \ / CCR'RIGHT 12017 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN MAN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART WITHOUT WRITTEN AUTHORIZATION OF CROSS 2 DESIGN GROUP. Z g PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN PL CHECK LC A8.01 PLOT DATE I May. 10, 17 N 0 � gK +52.8V MAXIMUM HEIGHT cN m M CLOSET 205 o� b ao +40.64' UPPER _ is FLOOR +31.14' MAIN FLOOR +27.8S AVERAGE GRADE ao M m t` BUTLER'S PANTRY 106 rn ao ELEVATOR SHAFT ELEVATOR CAB I I R-38 BATT INSULATION TYP. @ JOIST ROOFS (E) TOOLS CLOSET R 32 BATT INSULATION TYP. @ EXTERIOR WALLS R-10INSULATION TYP. 0 SLAB HALL 200 HALL 200 HALL 107 CLOSET O18'-1j/2" ` 1-5-0 4'-.0„ O 111_01, O R-38 RIGID INSULATION TYP. @ R-38 BATT INSULATION TYP. FOYER BEAM & CAR -DECKING ROOFS @ JOIST ROOFS 100 FURNACE/ MECHANICAL 009 FOYER 100 HALL 107 SET ALL WORK SUBJECT TO FIELD INSPECTION FOR +52.83' MAXIMUM � NIP E io co o +40.64' UPPER FLOOR � N o C) Go +31.14' MAIN FLOOR +27.8T AVERAGE GRADE a R-38 BATT INSULATION TYP. mCID @ FLOORS OVER CRAWL Q SPACES +22.64' LOWER FLOOR PARTIAL SECTION @ EAST STAIR SCALE: 1/4" =1'-0" 2 +52.83' MAXIMUM HEIGHT (� Zl R-t5-BATT INSULATION TYP. c @ EXTERIOR WALLS ao +40.64' UPPER FLOOR 0 00 ELEVATOR HYDRAULIC r 1 a __os�+31.14' MAIN FLOOR PUMP UNIT t 1 L = _J fa HALL em v r 1 'w +27.83'AVERAGEGRADE +22.64' PIE J LOWER OCC 000 I m UN CCUPIED PACE. R-38 BATT INSULATION TYP. FLOOR y1n. @ FLOORS OVER CRAWL SPACES +22.64' LOWER FLOOR �a p �ES�B R-16 BATT INSULATION TYP. 1 @BELOW -GRADE WALLS MAY i i 'LU1/ R-10 INSULATION TYP. @ SLAB I BUILDING DEPARTMENI CITYOF EDMONDS SECTION @ ELEVATOR SHAFT % SECTION @ FOYER SCALE: 1/2"=1'-0" J - - SCALE: 1/4"=1'-0° 1 COPYRIGHTO2017 GROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOTTO BE USED IN WHOLE OR IN PART IMTHOUT WRITTEN AUTHORIMTIONOF CROSS 2 DESIGN GROUP. C2DG PROJ. No. 2016041 APPLICATION # BLD2017-0352 ui U Z W w � go < J Q o w Co Z O O z �— w a � avo _ 3 y�oa c! z w w =s c; o Nm W..�ms CV - U) m T 0' 1% C_ SECTIONS REGISTERED CHITECT CE K. CROSS f IISHINGToN PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN PL CHECK ILC A8.02 PLOT DATE May.10,17 SE, i L<7L GYPSUM BOARD SHEATHING BATT INSULATION PLYWOOD SHEATHING WEATHER RESISTIVE BARRIER CLADDING AIR BARRIER TAPE / SELF ADHERED FLASHING PENETRATION FLASHING HEADER PER STRUCTURAL RIGID INSULATION AIR BARRIER TAPE / SELF ADHERED FLASHING AIR BARRIER TAPE / SELF ADHERED FLASHING OVER WINDOW FLANGE SEAL BACK OF WINDOW FLANGE WITH LIQUID FLASHING SEAL WITH AIR BARRIER SEALANT OR TAPE SEAL SHEET METAL HEAD FLASHING - FULLY EMBED IN SEALANT OVER WINDOW FRAME WINDOW FRAME GYPSUM BOARD SHEATHING PLYWOOD SHEATHING WEATHER RESISTIVE BARRIER CLADDING AIR BARRIER TAPE / SELF ADHERED FLASHING PENETRATION FLASHING HEADER PER STRUCTURAL AIR BARRIER TAPE / SELF ADHERED FLASHING AIR BARRIER TAPE / SELF ADHERED FLASHING OVER WINDOW FLANGE SEAL BACK OF WINDOW FLANGE WITH LIQUID FLASHING SEAL WITH AIR BARRIER SEALANT OR TAPE SEAL SHEET METAL HEAD FLASHING - FULLY EMBED IN SEALANT OVER WINDOW FRAME WINDOW FRAME BATTINSUL, GYPSUM B SHEAI FINISH F PLYWOOD SHEA- PER STUCT BATT INSULATION W OC CONCRETE CRAWL SP/ ALL WORK SUBJECT TO FIELD INSPECTION! FOR CODE COMPLIANCE CLADDING WEATHER RESISTIVE BARRIER SELF ADHERED FLASHING OVER SHEET METAL FLASHING SEAL WITH AIR BARRIER SEALANT OR TAPE SEAL SHEET METAL FLASHING WITH HEMMED DRIP EDGE; FULLY EMBED IN SEALANT OVER CLADDING AND TRIM TRIM WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING WINDOW HEAD AT 6x HEADER FLOOR AT CONCRETE WALL & FLASHING AT CLADDING JOINTS WINDOW HEAD AT 4x HEADER %1 __ - n SCALE: 6"=1'-0° 0 SCALE: 6" = 1'-0" SCALE: Y = i'-0" 2 A SEALANT JOINT /� — a a.. �— CLADDING AND BACKER ROD BATT INSULATION 3/4" MINIMUM SILL PAN BACK DAM GYPSUM BOARD SILL PER SHEATHING INTERIOR WINDOW FRAME - SEALANT JOINT AND BACKER ROD SHIM BEHIND WINDOW FLANGE a SHEET METAL SILL PAN; FULLY EMBED SILL PAN d v. IN SEALANT; SLOPE TO d °. d d DRAIN Q PENETRATION FLASHING d d WEATHER RESISTIVE / v BARRIER a d . CLADDING � � d � d d v v v PLYWOOD SHEATHING /\ \�/ d d BATT INSULATION � v d - vd. io d GYPSUM BOARD d ° a d d v SHEATHING w v SEAL WITH AIR BARRIER SEALANT OR TAPE SEAL v. d d d v a q ° d SHEET METAL SILL PAN; FULLY EMBED SILL PAN IN SEALANT; SLOPE TO DRAIN WINDOW FRAME SEALANT JOINT AND BACKER ROD SHIM BEHIND WINDOW FLANGE PENETRATION FLASHING CLADDING PLYWOOD SHEATHING SHEET METAL FLASHING WITH HEMMED DRIP EDGE CONCRETE WALL CRAWL SPACE — PLYWOOD SHEATHING i- WEATHER RESISTIVE BARRIER '— SHEET METAL FLASHING WITH HEMMED DRIP EDGE CONCRETE WALL DRAINAGE GRAVEL FOUNDATION FOOTING PER STUCTURAL GRADE RELOCATE EXISTING DRAINAGE PIPE WITH WEEP HOLES AS NECESSARY TO MAINTAIN CONNECTION TO EXISTING STORM /1FDRAINAGE SYSTEM GRADE v d .. ✓/��/�//�//�/ \// d v d d .. 44p ESUB MAY 11 2011 WINDOW SILL AT WOOD WALL SCALE: 6" =1'•0" G WINDOWSILL AT CONCRETE WALL ; DRAINAGE AT FOOTING & CLADDING TERMINATION! GRADE f SCALE: 3" =1'•0" 5 SCALE:6" =1'-01' `� - CONK CHT 4Z817 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN A8 AN INSTRUMENT OFSER-E, ARE THE PROPERTY OF CR0553 DESIGN GR.P AND ARE NOT TO EE USED IN WHOLE OR IN PART —CUT WRITTEN AUTHORIZATION OPC110882 MIIWO . - C2DG PROJ. No. 2016041 APPLICATION # BLD2017-W W U z Lu 0 ` V ) w Lu ry z CD 04 J ¢ � W Qf Cn U =� U) F- i- 0 0 W z:E W r— b y�owwf0� W w ama__ms N - � m 3% �� SECTION DETAILS *5155REGISTEREDI PERMIT SET I 0NOW017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN I PL CHECK ILC A9.01 PLOT DATE I May. 10, 17 STANDING SEAM METAL ROOFING CONTINUOUS CLEAT HIGH TEMPERATURE SELF ADHERED UNDERLAYMENT CONTINUOUS CLEAT SHEET METAL EAVE FLASHING WITH HEMMED EDGE FASCIA RIGID INSULATION PLYWOOD ROOF SHEATHING PER STRUCTURAL CARDECKING PER STRUCTURAL SOFFIT SHEATHING BEAM PER STRUCTURAL BEYOND NOTE: SLOPE ROOF FASTENER AND SEAM PLATE — MINIMUM 1/4" PER V-0'; STAINLESS STEEL FASTENERS WITH ACHIEVE SLOPE VIA NEOPRENE WASHERS — TAPERED SLEEPERS OVER JOISTS; SEE ROOF ROOFING SYSTEM FLASHING PLIES — PLAN FOR DIRECTIONS CANT — OF SLOPE 3-PLY MODIFIED BITUMEN SBS ROOFING SYSTEM — PLYWOOD ROOF SHEATHING PER STRUCTURAL — METAL COPING; SLOPE MINIMUM 1" PER 1'-O" FLASHING PLY 2x PRESSURE TREATED TAPERED CAP CONTINUOUS CLEAT £� 1 Z �•. HIGH TEMPERATURE SELF ADHESIVE g I MEMBRANE 444, `O �I WEATHER RESISTIVE BARRIER FASCIA PER I ALL WORK SUBJECT MANUFACTURER I TO FIELD I INSPECTION FOR CODE COMPLIANCE 1 I SOFFIT SHEATHING I BEAM PER STRUCTURAL BEYOND WHERE OCCURS JOISTS PER I CLADDING STRUCTURAL I WEATHER RESISTIVE BARRIER BATT INSULATION I PLYWOOD SHEATHING BEAM PER STRUCTURAL I —BATT INSULATION BEYOND WHERE OCCURS I GYPSUM BOARD SHEATHING SLOPED ROOF AT CARDECKING_FLAT ROOF PARAPET SCALE. 3 1 0 - SCALE: 3" = 1'-0" 2 STANDING SEAM METAL ROOFING CONTINUOUS CLEAT HIGH TEMPERATURE SELF ADHERED UNDERLAYMENT CONTINUOUS CLEAT SHEET METAL EAVE FLASHING WITH HEMMED EDGE PLYWOOD ROOF SHEATHING PER STRUCTURAL JOISTS PER STRUCTURAL BATT INSULATION FASCIA SLOPED ROOF AT JOIST FRAMING 3 SCALE: S" = PA' SHEET METAL EDGE FLASHING WITH HEMMED DRIP EDGE; NOTE: SLOPE DECK MINIMUM 1/4" PER 1'-0"; ACHIEVE SLOPE VIA TAPERED RIGID INSULATION; CONFIRM MINIMUM AVERAGE INSULATION THICKNESS PRIOR TO INSTALLATION PLYWOOD PER STI RIGID II• CAR -DECKING PER STI GYPSUM BOARD S RIGID IP RIM JOIST PER STI CONTINUOUS CLEAT UPPER KNIFE PLATE COLLAR FLASHING GUARDRAIL SEALANT JOINT AND BACKER ROD LIQUID FLASHING KNIFE PLATE BRACKET TARGET FLASHING SEALANT JOINT AND BACKER ROD LOWER KNIFE PLATE COLLAR FLASHING WEATHER RESISTIVE BARRIER CLADDING SEAL VIATH AIR BARRIER SEALANT OR TAPE SEAL RESUB MAY 1 1 ?r;d BUILDING UINEOMON D. DECK EDGE SCALE: 6" = i'-0" 1 / C2DG PROD. No. 2016041 APPLICATION # BLD2017-OM Lu z Lu 0 � V ) W LLI n < J a o LU rn U �� Cn a: t— o z Lu LU Eo - a � • Wo � �3 a m.n__ms - NCC � m • 1% SECTION DETAILS VREGISTERED PERMIT SET 1 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN I PL CHECK ILC A9.02 PLOT DATE I May. 10,17 1 Z' DIAMETER HANDRAIL, 36" ABOVE FINISH FLOOR / STAIR NOSINGS HANDRAIL BRACKET BLOCKING AT HANDRAIL BRACKETS RAILING SHALL NOT PERMIT A 4" DIAMETER SPHERE TO PASS THROUGH FINISH RISERS & TREADS PER INTERIOR DESIGN y" PLYWOOD RISERS & TREADS (3) 2x12 STRINGERS Z" MINIMUM GYP. BD. OVER OCCUPIED SPACE TYPICAL HANDRAIL SCALE: 6"=1W EAST STAIR SECTION B SCALE: 1/2" =1'-0" V EAST STAIR SECTION A SCALE: 1/2" =1'-0" `5 DETAIL SECTION EAST STAIR PLAN SCALE: 3" = P-0" 7 SCALE: 1/2" =1'-0" CENTRAL STAIR SECTION, 3 SCALE: 1 /2" = 1'-0' UPPER CENTRAL STAIR PLAN 2 SCALE: 1/2" = 1'-0 LOWER CENTRAL STAIR PLAN SCALE:10 =1W C2DG PROD. No. 2016041 APPLICATION # BLD2017-US ui U Z � . i �M v ) W T" o CN a CD W CA U� U to _ U) o I— Of o zo W z� a. W EE _ j ■ c� Nmw.._m3 N - � m 3%� STAIR DETAILS W PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 DATE DATE DATE DRAWN PL CHECK LC / DSNT Al 0.01 PLOT DATE I May. 10,17 C2DG PROJ. No. 2016041 APPLICATION # BLD2017-0352 ..4 DW 5'-6" z MECH. 009 MECH. 004 o WINE 010 `* zn 1003 003 8._10.. 5'-11 z' 4 0 HALL 000 -16'-7%" 00 n i%1 -v FILL EXISTING OPENING V.I.F. FAMILY ROOM F-oo-11 NEW FOOTING O BD 4, 0 6011 -----_ 1V-0%4" 5' 11�" —5'-_0Y4— — APPROVED 10'-2" 6'-4" PLANS MUST BE 13'-4/4" — 5'-5" 13'-23/4" ON JOB SITE 4'-0" 6'-0" 4-4- EGRESS WINDOW JI 0 c FLOOR ABOVE 0 n Z BEDROOM FEE]50 CFM BEDROOM o 006 BATH 008 007 0 � w S 9'-1y" ao NEW r 22,_6„ EXISTING RETAINING WALL ® 011 01 5'-0" FOOTING 013 1 4'-0" 0 N 4 S S HALL O 5'-0" yO�4'-0005 o _CLOSET 009 -v 010 00 w 008A � FILL EXISTING OPENING n iv _ CLOSET _ LINEN P DER = 50CFM F O 04 " V.I.F. v1 006 2 t UNOCCU- 15'-3" 3'-8" a PIED DIOSCCDNNEC NEW CONCRETE WALL BAR 00 ELEVATOR , SPACE C_ROLLER —I F o02 EXISTING � POSTS V.I.F. v ao SPACE RE cooel UC ., _.(f�l�ll. w FURN I EXISTING RETAINING WALL UP v UPM 001 44 WATER FEATURE PEBBLES 0 8'-0" v 0 o) EXISTING FOUNDATION WALL CRAWL SPACE EXISTING ACCESS DOOR V.I.F. ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE REVISED PLAN APPROVED CITY OF EDMONDDSS BUILDING DIVISION PLANS EXAMINER `�- DATE 11/Z /Z--7 16'-0" V.I.F. Z-0" EXISTING FOOTING V.I.F. NEW FOOTING NEW FOOTING Em 4 M LU U Z LLJ ' v ) LLI J � N ¢ W U�/� 2 =� VJ 0 i- o 0 ui Z m Lo LU z EE 7 _03 z U) m T= 0' 1% � LOWER LEVEL FLOOR PLAN 55155 REGISTEREDA CHITECTCE N. CROSS WASHINGTON — — 22'-0' 6'-0" 16'-6" 22'-6" I PLAN LEGEND �Gl NOTE'S— (S)_ap E•DE"t'EC OR 1O. DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE. O CARBON MONOXIDE DETECTOR 2O MANUFACTURED FIREPLACE -INSTALL FIREPLACE AND ALL AIR SUPPLY AND VENTING COMPONENTS PER MANUFACTURER'S INSTRUCTIONS AND PER ALL APPLICABLE CODE$, ❑F EXHAUST FAN INCLUDING 2015 IRC CHAPTER 18 AND SECTIONS R1004 AND R1005. \®py 0 EXISTING WALL O HVAC SYSTEM SHALL PROVIDE OUTDOOR AIR AT 120 CFM PER 2015 IRC M1507.3, OR FACTO THEREOF PER TABLE M1507.3.3(2) IF INTERMITTENT CONTROL IS PROVIDED. PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 PERMIT REV. z 10/27117 DATE DATE p NEW WALL _ DRAWN PL _ b E\AIIFM M' CHECK LC OCT 32 7 full �aTy OF� LOWER LEVEL FLOOR _PLAN A2.01 SCALE: 1/4" = 1'-O" PLOT DATE Oct. 23, 17 COPYRIGHT@ M17 CROSS 2 DESIGN GROUP THESE DOCUMEMS. THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN WART WITHOUT WRITTEN AUTHORRATION OF CROSS 2 DESIGN GROUP. 2016041 BLD2017-0352 OS SMOKE DETECTOR 1O DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE. O CARBON MONOXIDE DETECTOR 2O MANUFACTURED FIREPLACE - INSTALL FIREPLACE AND ALL AIR SUPPLY AND VENTING COMPONENTS PER MANUFACTURER'S INSTRUCTIONS AND PER ALL APPLICABLE CODES, F❑ EXHAUST FAN INCLUDING 2015 IRC CHAPTER 18 AND SECTIONS R1004 AND R1005. 0 EXISTING WALL 3O HVAC SYSTEM SHALL PROVIDE OUTDOOR AIR AT 120 CFM PER 2015 IRC M1507.3, OR FACTOR THEREOF PER TABLE M1507.3.3(2) IF INTERMITTENT CONTROL IS PROVIDED. p NEW WALL OCT 2 7 2017 _Ngp -AFf"� MAIN LEVEL FLOOR PLAN _(a) SCALE: 1/4" = 1'-0" COPMIGHTO 2017 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART WITHOUT WRITTEN AUTHORIZATION OF CROSS 2 DESIGN GROUP. W U Z W 0 U) W W � N J Q LU rn of U _CQ Of F— o zo W z� d. LU EE -o3�mVa � c; N um..�ms N - � m MAIN LEVEL FLOOR PLAN C PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 PERMIT REV. 2 10/27/17 DATE DATE DRAWN I PL CHECK ILC A2.02 PLOT DATE Oct. 23,17 2016041 BLD2017-0352 92'-s" IVA PLAN LEGEND PLAN MOTES OS SMOKE DETECTOR 1Q DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE. O CARBON MONOXIDE DETECTOR O MANUFACTURED FIREPLACE - INSTALL FIREPLACE AND ALL AIR SUPPLY AND VENTING COMPONENTS PER MANUFACTURER'S INSTRUCTIONS AND PER ALL APPLICABLE CODES, F❑ EXHAUST FAN INCLUDING 2015 IRC CHAPTER 18 AND SECTIONS R1004 AND R1005. O EXISTING WALL 3O HVAC SYSTEM SHALL PROVIDE OUTDOOR AIR AT 120 CFM PER 2015 IRC M1507.3, OR FACTOR THEREOF PER TABLE M1507.3.3(2) IF INTERMITTENT CONTROL IS PROVIDED. Q NEW WALL M EISRON OCT 2 7 2017 UPPER LEVEL FLOOR PLAN _ 10 SCALE: 1/4" = T-0" W U Z W _M U) ui w r CD J a o w rn U =3: U) H o0 W z� 0- ti w UPPER LEVEL FLOOR PLAN REGISTERED m PERMIT SET 03/08/2017 PERMIT REV. 05/11/17 PERMIT REV./2 10127/17 DATE DATE DRAWN PL CHECK JLC A2.03 PLOT DATE Oct. 23,17 14._0N f ,,_0" � F F Q F O EGRESS O F EG_ RESS 9 N F F ih m io in F CD aQ m m m io co FINISH in to o F OD in co 0 o STAIR F F F LANDING cD LL FINFL ISH — — — — — — — — — — — — OW F F F q q F c F f_ F m DO co o FINISH FLOOR — — — — — — — — — — 81�0" 811 81_01, F F 11 F F F F F c o io iQ � in in 0 1O fO FINISH FLOOR 0 C * `lj� 5 4 F _ G EGRESS EGRESS O EGRESS N F F F F v F v F 9 F Eo iQ co m io To 2 h N N 2 4 — 0 EGRESS EGRESS - - O 4 F F v F �? ? F N m F 00 F m "Dp n in C9 m io "p0 i 5'-1� 0 fV pp oD FINISH _ FLOOR 5'-1� 0 F F 4 F 9 w F a F F F tD CO � T4 io in io D" io io 5'-101/2" 5'-101/2" ►ee NOTES: 1. ALL EXTERIOR WINDOWS SHALL HAVE) MAX. GLAZING U-FACTOR OF: 0.28 TO COMPLY WITH 2O15 WASHINGTON STATE ENERGY CODE TABLE 406.2 OPTION 1a. 2. ALL GLAZING PANES WITHIN A 24" OF EITHER VERTICAL EDGE OF ALL DOORS, AND WITHIN 36" HORIZONTALLY TO A WALKING SURFACE WITH AN EXPOSED TOP EDGE GREATER THAN 36"AND A BOTTOM EDGE LESS THAN 18" ABOVE THE FLOOR SHALL BE TEMPERED SAFETY GLAZING. 3. EMERGENCY ESCAPE WINDOW SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SF., MINIMUM NET CLEAR OPENING HEIGHT SHALL BE 24, MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20". THE SILL HEIGHT SHALL BE 44" MAX. ABOVE THE FLOOR AND 24" ABOVE FINISH FLOOR. 4. FIELD VERIFY WHICH SIDE IS OPERABLE / FIXED. 5. NEW /REPLACEMENT WINDOWS TO CONTAIN VENTS, WITHIN WINDOW FRAMES AT ALL LOCATIONS. 6. PROVIDE VENTED WINDOWS 7. CONTRACTOR TO FIELD VERIFY ALL C2DG PROJ. No. 2016041 APPLICATION # BLD2017-0352 W U W '0 VJ Lu Z ry Q J O J Q o W 00 U �� _U) C) W z� ti LU EE _ " a ■ o 3mw0■"s 0 w N a .T o WINDOW SCHEDULE I ]HITECT PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 PERMIT REV, z 10/27/17 DATE DATE DRAWN PL CHECK ZVO OCT 21 2097 A3.02 WINDOW SCHEDULE _�� SCALE: 1/4" 1'-V T PLOT DATE I Oct. 23, 17 COPMIGHI®201i CROSS DESIGN GROUPTHESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS DESIGN GROUP AND PRE NOT TO BE USED IN NMOIE OR IN PPiR WIIHOVT WRRTEN AUIHORIIATION OFCROSS 3DESIGN GROUP. 2016041 BLD2017-0352 PLY DOWN EMMON OCT 2 7 2017 -wsmMr ROOF PLAN SCALE 1/4 1 0 U z w o � v ) W z ry Q w � U U 0 0 F- C) zo LLJ z CL r- w EE _ O (¢5 3u ow w!'J; DO w c; - Tn cf) In Q ROOF PLAN 51NGISTEREDST PERMIT SET 03/08/2017 PERMIT REV. 05/11/17 PERMIT REV. z 10/27/17 DATE DATE DRAWN JPL CHECK LC A6.01 PLOT DATE Oct. 23, 17 IvnnaanRAiFn HEREIN a aN INETRUMENTOFSERNCE. ARE THE PROPER -OF CROSS 2 DESIGN GROUP ANDARE NOTTO BE USED IN WHOLE OR IN PARTWITHOUTWRITTEN AUTHORRATION OF CROSS 2 DESIGN GROUP. 2016041 BLD2017-0352 +52.83' MAXIMUM HEIC Eh o Bo +40.64' UPPER FLOOR to 04 �O b1 0 co +3l.l4' MAIN FLOOR +27.83' AVERAGE GRA Bo +22.64' LOWER FLOOR _ +52.83' _ MAXIMUN HEIGHT c7 oT o co IF,+40.64' _ m UPPER FLOOR — io 07 0 _ MAIN FLOOR +27.83' _ AVERAGE "ao m GRADE +52.83' MAXIMUM HEIGHTIP — N +40.64' UPPER FLOOR __jj!31.14' MAIN FLOOR 27.83' AVERAGE GRADE — \ 0o �4 n +22,64' LOWER FLOOR WEST ELEVATION �1 SCALE: 1/4"=1'-O" 2 — �—� V LOWER FLOOR REV089ONg OCT 2 7 20117 �p T CfrvI�S?c E'pOy7$ T SOUTH ELEVATION SCALE: 1/4" = 1'-0' CG—GHTC M17 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUPAND ARE NOT TO BE USED IN WHOLE OR IN PART WRHOVF WRffTEN AU7NORRATION 01 CROSS ] DESIGN GROUP. W U Z W �in v J W J 2 U H pE onw - Cn T 0' 0 U m EXTERIOR ELEVATIONS &EGISTERED USTA PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 PERMIT REV. 2 10/27/17 DATE DATE DRAWN PL CHECK JLC A7.01 PLOT DATE Oct. 23,17 2016041 BLD2017-0352 gk +52.83' MAXIMUM HEIGH' W zo ao +40.64' UPPER FLOOR +31.14' MAIN FLOOR_ 27.83' AVERAGE GRADE Bo F` +22.64' LOWER FLOOR CCI—SH702017 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART WITHOUT WRITTEN AU HOPI—ION OF CROSS 2 DESIGN GROUP. — __O�!52.83' MAXIMUM HEIGHT e� Eo — __O$�!40.64' UPPER FLOOR +31.14' MAIN _FLOOR _ — K+27.83' AVERAGE GRADE — ro r` +22.64' LOWER FLOOR W U Z W — v J W Z ry Q W W rn U =� U) F- 0 0 - F— o — ui Z 2 Lo I..L 0 W EAST ELEVATION SCALE: 1 4" = 1'-0" 2 FLOOR OCT 2 7 211V NORTH ELEVATION SCALE: 114" = 1 W 3smaN�� 3% ft.—■ EXTERIOR ELEVATIONS 51 REGISTERED RCHITECT N E OSS S T OF WAMINGTON PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 PERMIT REV. 2 10/27/17 DATE DATE DRAWN PL CHECK ILC A7.02 PLOT DATE Oct. 23,17 2016041 BLD2017-0352 — ,+52.83' MAXIMUM HEIGHT �N Go m o bo +40.64' UPPER FLOOR io 02 0 +31.14' MAIN FLOOR— — +27.83' AVERAGE GRADE io 9 P, Ill 2.64' LOWER FLOOR @ SLAB .. , ..... . h+52_83' MAXIMUM HEIGHT — — w R-38 RIGID INSULATION TYP. q °D ro @ DECKS OVER OCCUPIED SPACE — __O�+40.64' UPPER FLOOR cq !4 o rn isoc 2l Go R-TkBATT INSULATION TYP. @ EXTERIOR WALLS _ +31A4'MAIN_FLOOR_ +27.83' AVERAGE GRADE — - --- Go R-10 BATT INSULATION TYP. F- @ BELOW -GRADE WALLS +22.64' LOWER FLOOR — NORTH -SOUTH SECTION 2 SCALE: 1/4" = 1'-0" — +52.83' — MAXIMUM R-38 RIGID INSULATION TYP. @ no° R-38 BATT INSULATION TYP. /2\ r HEIGH__J BEAM & CAR -DECKING ROOFS I @ JOIST ROOFS MASTER BONUS I CRAFTS BEDROOM CLOSET HALL BEDROOM ROOM ROOM 0 201 205 200 209 211 212 Do 2A r R-'13 BATT INSULATION TYR @ EXTERIOR WALLS —F�i7 io UPPER -FLOOR — DINING BUTLER'S LAUNDRY/ 3 CAR PATIO ROOM PANTRY FOYER BEDROOM STORAGE GARAGE 0 103 102 106 100 109 111 112 co I m�l FLOOR { FURNACE/ KITCHEN WINE MECHANICAL MECHANICAL CRAWL -:1I—AVERAGE ro 002 003 009 010 SPACE $, CD 7q GRADE if R-10 BATT INSULATION TYP. q ,. @ BELOW -GRADE WALLS — R-38 BATT INSULATION TYP. T f OVER CRAWL SPACES ——n--�LOWER s x FLOOR R-10 INSULATION TYP.� @ SLAB O�CTp2 7 2017 WEST -EAST SECTION01 SCALE: 1/4" = 1'-0" COMIGKD2017 CROSS 2 DESIGN GROUP THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARETHE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART WITHOUT WRITTEN AUTHORRATION OF CROSS 2 DESIGN GROUP. W U Z ui 0 ' v J W W Z CD Q o W 00 U' U)� VJ = 0 I— O o W Z :E Q— � LU I 8 ■ ii amm__ms N - 0' T 3 � - a SECTIONS TFM PERMIT SET 03/08/2017 PERMIT REV. 1 05/11/17 PERMIT REV. z 10/27/17 DATE DATE DRAWN PL CHECK LC A8.01 PLOT DATE Oct. 23,17 2016041 BLD2017-0352 _ +52.83' _ MAXIMUM HEIGHT N +40.64' UPPER iq FLOOR m �+-31.14' Y MH- IN — FLOOR — _ +27.83' AVERAGE GRADE _ +22.64' LOWER FLOOR CLOSET 205 BUTLER'S PANTRY 106 �o ELEVATOR SHAFT ELEVATOR CAB FOYER 100 FURNACE/ MECHANICAL 009 ELEVATOR HYDRAULIC PUMP UNIT HALL 200 FOYER 100 HALL 000 R-38 RIGID INSULATION TYP. @ BEAM & CAR -DECKING ROOFS UNOCCUPIED SPACE R-10 BATT INSULATION TYP. @ BELOW -GRADE WALLS R-10 INSULATION TYP. @ SLAB +52.83' MAXIMUM HEIGHT W W o U Z W +40.64' UPPER FLOOR C, t�^ v J LLI ___I Q o o ED,U m _ 00 =� I— N _ _+31.14' MAIN FLOOR _ 0O Z ------- — Z 0 ^^ I..L W +27.83' AVERAGE GRAD — R-38 BATT INSULATION TYP. ? co @ FLOORS OVER CRAWL E E m SPACES o o +22.64' LOWER FLOOR — — — - Z PARTIAL SECTION EAST STAIR n SCALE: 1/4" =1'•0" 2 R-38 GATT INSULATION TYP. @ JOIST ROOFS ,+52.831 MAXIMUM HEIGHT — — — = N 3�maa®; w w c; N - 0' T 3 - SECTIONS 200 — R-13 BATT INSULATION TYP. s EGISTERED @ EXTERIOR WALLS A C ITECT uwp K. C GSS k+40.64' UPPER FLOOR — _ TA t ASHINGTON N HALL CLO- 107 SET c rn 00 r 1 0 — +31.14' MAIN FLOOR _ — v IJ----- L _J — — r 1 Alk+27.83! AVERAGE GRADE — R-38 BATT INSULATION TYP. r @ FLOORS OVER CRAWL SPACES +22.641 LOWER FLOOR �� � ��✓%fa`t'I OCT 2 7 2017 SECTION IQ ELEVATOR SHAFT , T SECTION I SCALE: 1/4"=1'-0"v 1 SCALE: 1/2" =1'•0' COPYRIGHT® 2017 CROSS 2 DESIGN GROUP THESE DOCUMENTS. THE IDEAS ANO DESIGNS INCORPORATED HEREIN AS AN INSTRUMENT OF SERVICE. ARE THE PROPERTY OF CROSS 2 DESIGN GROUP AND ARE NOT TO BE USED IN WHOLE OR IN PART -OUT WRITTEN AUTHORRATION OF CROGS Y DESIGN GROUP. MIT SET 03/08/2017 MIT REV. 1 05/11/17 MIT REV. 2 I 10/27/17 DATE DATE DRAWN I PL CHECK JLC A8.02 PLOT DATE Oct. 23, 17 -------------------- (E) 8' WALL V.I.F. II LL I' — w — NEW 36"x36"x12" FOOTING PIER CENTERED ON COLUMN ABOVE WITH EACH WAY PLACED 3"ABOVE SOIL II I LL I I mBARS w I I I I I � I I I J F M=4 I < N w a Z O o. O < 52.01 I ? 3 1 (E) 8' WALL V.I.F. REMOVE (E) FOOTING AND REPLACE WITH NEW 36'x36"x1T FOOTING PIER CENTERED ON COLUMN ABOVE WITH WAY P4LACED I I I I W OVE SOIL (E)18'X18"X6" FOOTING 1I I I I (E)FOOTING 6" L L I I I I I I I I Isz.o1 q I 10 I 3 SIM 52.01 52.01 I w SIM I I I I I I 12 I I wrc I I wrc I S2.01 I I (E) SLAB ON GRADE O, O 2 G O m I I Zm�O I IZm�10 i °`zp I I°`z_o �00 00 <It I la w I -- _--- I I r — I I Ir ZWE a (E) e" WALL V.I.F. J I I —� I I O T--- — I I I (E) W WALL V.I.F. J -� I JnI L---------.J - LK;--- DEMO (E) CHIMNEY I I FOOTING II (E) 6' WALL V.LF. II I I , I LLI 52.01 I I ;I I I 31 w I I w J DEMO (E) PORCH I I I N w FOOTING PADS �Ga I I II I I I IZs� (E) 8" WALL V.I.F. —' I L---J (N)TYPICAL _ Typ. FOOTING AND STEM ll�52.01 WALL PER DETAIL (�)Foundation Plan (E)6"WALL V.I.F. — 4 S2.01 NEW 24x24"x12" FOOTING PIER CENTERED ON COLUMN ABOVE WITH (3) #4 BARS EACH WAY ❑ 3' ABOVE SOIL J IPLACED (E)18"X18"X6" FOOTING V.I.F. ILL 13 Iw I I I — — — — — — — — — — — — (E) 8 V J. F. FILL IN EXISTING WINDOW OPEN WITH CONCRETE TO MATCH EXISTING WALL DEMO (E) WINDOW WELL WALLS I F L (N) TYPICAL FOOTING AND STEM WALL PER DETAIL LL_ (E) SHED FOOTING I — TO REMAIN — — — I II II II I NEW 4" SLAB ON II II I I GRADE WITH I I 6x6 W1.4xW1.4 W WF @ MID DEPTH I o w I o. z o C7 p'U, I ❑I zz� Ivo3 I LL (N)TYPICAL FOOTING AND STEM 1 WALL PER DETAIL DEMO (E) CARPORT FOOTING PADS DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER OF WALL STUDS X REQUIRED AT BEARING POINT COLUMN 1•- - WALL THIS LEVEL WALL BELOW �= IN WALL HEADER JOIST SPAN DIRECTION 7 FRAMING HANGER ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMN ABOVE aSHADED AREA DENOTES ROOF FRAMED OVER ROOF BELOW WITH 2x12 RAFTERS AT 24" OIC OR PFCPWRTs PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSS PLANS DEPICT ROOFIFLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS FLOOR SHEATHING: INSTALL YO T&G C-DX PLYWOOD SHEATHING WITH MIN 48/24 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT 6" o/c PANEL EDGE AND EDGE OF FLOOR AND 12' o/c PANEL FIELD ROOF SHEATHING: INSTALL Yt CDX PLYWOOD SHEATHING WITH MIN 32116 SPAN RATING NAILED TO FRAMING WITH 8d NAILS AT 6" O/C PANEL EDGE AND 12" O/C PANEL FIELD �p p4T�F _s yz �QRAQ sr6aw° 4'�a s'rrONAL 6�O cl a y copy REi'P 8suo8'C'3 O�C.yT�p,9? 22017 CdVOF[-CMN�q NOTES: DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER OF WALL STUDS REQUIRED AT BEARING X POINT COLUMN 1•� WALL THIS LEVEL WALL BELOW IN WALL HEADER SPAN DIRECTION 7 FRAMING HANGER SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMN ABOVE SHADED ROOFF AREA DENOTES ROOF FRAMED OVER ROOF BELOW WITH 202 RAFTERS AT 24" O/C OR PFCPWRTs PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOFTRUSS PLANS DEPICT ROOFIFLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS FLOOR SHEATHING: INSTALL %" T&G C-DX PLYWOOD SHEATHING WITH MIN 48/24 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT 6' o/c PANEL EDGE AND EDGE OF FLOOR AND 12" 0/c PANEL FIELD ROOF SHEATHING: INSTALL Xz' C-DX PLYWOOD SHEATHING WITH MIN 32J16 SPAN RATING NAILED TO FRAMING WITH Bd NAILS AT 6" O/C PANEL EDGE AND 12" O/C PANEL FIELD ti3'o oFTW �NF� �O'F�FoI.B � SS/ONAl. 8�G �5k-- i�'Y iW, Main Floor Framing Plan I OCT D-) 2017 /4" 1= 1,0" I" 6x12 2 I 2 --_ 2 2 2 I Ile 2 6x12 2 Im Im I'�' I Im C) C7 .fin 3x4 CAR (7 DECKING � I I I'Ti' 'Ti' W/ PLYWOOD m (7 10 SHEATHING I�m 1 I I I I I oo 1 I I �m I� I g \II \III \II S2.03 S S S S 6'J'x21" GLB- 7 S ` 6x12 6x12 sz.o3 6x12 2 6x12 3 I FLUSH W/ FLOOR FRAMING Jy^� 3 "x16"PSL a3�1 16"TJI 560 JOIST IT O/C FLUSH W/ ? @ HSS 16x4 4 STEL I I FLOOR FRAMI G x KI r — — — - O u 4 FLUSH W/ FLOOR FRAMING 3 10 2 I I I ALIGN ON COL ABOVE I I I I I a 16" TJI 560 JOIST 52.03 I I �y 2 r I @ IT0/C I�,,'^� LL 52.03 I a 16" TJI 560 JOIST _ @ 12' O/CFF J I I II F OU I II 3 I 2� II �o=z I II x�Na� I 4aLLLL� L--- --- — — rn a I 7' GLB y y �y �y Cr' FLUSH W/ I 3 6x12 6x12 6x12 m I FLOOR 6 FRAMING S2.03 i I I I I I 4 I I Im S 03 Im I,-K 3x4 CAR 1 I I = DECKING = 1 W/ PLYWOOD 1 SHEATHING m' 8 I I I I I sz.o3 2 2 6x12 2 2 5kX114" PSL U er Floor Framing Plan ' 1/4— I -W I—rT II ;21 4 x� 2}s' x 16' PSL — FLUSH W/ FLOOR FRAMING ri O'D ZQ o'o a13�3; I I'- x II uOZU- 5}' x 20' PSL u FLUSH W/ FLOOR FRAMING y I 4 ^� 4 I I m O U m 52.03 I I 5}" x 20' PSL c7 `II FLUSH W/ c' a FLOOR FRAMING 4 1/.0, II I II 00 a�f3 I IN I I F� x�pz0. a I I` II sQ II 4x10 — NOTES: DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER OF WALL STUDS REQUIRED AT BEARING X POINT COLUMN —... WALL THIS LEVEL — WALL BELOW �= IN WALL HEADER JOIST SPAN DIRECTION ----BEAM ] FRAMING HANGER Z J ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF 11� COLUMN ABOVE SHADED AREA DENOTES cZc G ROOF FRAMED OVER ROOF BELOW WITH 2x12 E] RAFTERS AT 24" O/C OR L.L. PFCPWR'rs PFCPWRT DENOTES PREFABRICATED O CONNECTOR PLATE WOOD O ROOFTRUSS J PLANS DEPICT ROOFIFLOOR FRAMING SUPPORTED BV WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. L u CONFIRM ALL DIMENSIONAL AND - BACKGROUND INFORMATION WITH _ CURRENT ARCHITECTURAL DRAWINGS ALL EXPOSED FRAMING SHALL BE - ARCHITECTURAL GRADE SELECT - STRUCTURAL FLOOR SHEATHING: _ INSTALL" T8G C-DX PLYWOOD SHEATHING WITH IN 48124 SPAN RATING _ NAILED TO FLOOR JOIST WITH 10d NAILS AT 6" o/c PANEL EDGE AND EDGE OF _ FLOOR AND 12' o/c PANEL FIELD ROOF SHEATHING: _ INSTALL X' CDX PLYWOOD SHEATHING WITH MIN 32116 SPAN RATING NAILED TO FRAMING WITH 8d NAILS AT 6' OIC PANEL EDGE AND ITO/C PANEL FIELD z S z 0 w � F o U Z ZO O U W oeT`" �$So > K x' 422B4'I'Se�Oi�QW z zi roNnti eN w � g OCTa"7 2017 otpiawMWr — 1a"x11� PSL ^J�Q 1'y'Sc11a"PSL 11/g"TJ7. 0 JOIST 11g" TJI 360 JOIST @ 24.0/C 1 2 — 4"x11 "PSL T_ _ �1. INSTALL BLOCKING I I S2.04 S2.04 n 1 I I IN LINE WITH WALL ,5m AND STRAP WITH ,tea s x a o, SIMPSON CS14 I I J 4x10 — 4x10 4x10 I t y"x 11 g PSL ^ry . II 2. 4x10 BLW P 4x10 BLW 5204 3— — I 504 4 �z GL•x9}" GLB 4 �� xll 3 _ II III I ---_JI II -- 4 -- T*"GLB —y III --G� 4II L ��— �I I I� L I II� of I I L = JI � p l I 3x4 DECKCAR � I I 52.04 ING II I I W II W/PLYWOOD $ I I SHEATHING S2.04 6k'x9} GLB I vl 4II �� — — II�F—�-x9}"GLB 4II I I o O I I I I I I I'I I I 32.D4 l i �� S2.DN II I I I 4 I II -- -- -- G 5 4 I I }"x9;" LB J� I r 4 �I 4x10 4x10 4x10 —� 10 2 II q"x94"GLB 52.04 2 2 4x10 BLW I 5}"x9}" GLB — � 4 II 9 J� a 52.04 — 4— — INSTALL BLOCKING 52.04 IN LINE WITH WALL AND STRAP WITH 11a"TJI SIMPSON C514 11�" TJI 360 JOIST 360 JOIST @ 24" O/C @ 24" O/C I I 4x10 C ] 4x10 4x10 Roof Framing Plan 1 1/4' =1'-0" TJI 360 JOIST @ 24" O/C 4x10 I I I I I I I I NOTES: DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER OF WALL STUDS X REQUIRED AT BEARING POINT COLUMN ] WALL THIS LEVEL WALL BELOW IN WALL HEADER JOIST SPAN DIRECTION BEAM J FRAMING HANGER ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMN ABOVE SHADED AREA DENOTES ROOF FRAMED OVER ROOF BELOW WITH 2x12 RAFTERS AT 24" O/C OR PFCPWRTs PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOFTRUSS PLANS DEPICT ROOF/FLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS FLOOR SHEATHING: INSTALL %" T&G C-DX PLYWOOD SHEATHING WITH MIN 48124 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT 6" 0/c PANEL EDGE AND EDGE OF FLOOR AND 12" 0% PANEL FIELD ROOF SHEATHING: INSTALL Yz' C-DX PLYWOOD SHEATHING WITH MIN 32/16 SPAN RATING NAILED TO FRAMING WITH 8d NAILS AT 6' 0/C PANEL EDGE AND 12" O/C PANEL FIELD ,0 oFT` IANF `POkBCl ZST4 S`r�ONAL 0�0 OCT 2 7 2017 ��r E�E Floor Shearwall Plan 1/4" = 1,-W e 0 W6 SHEAR PANEL SCHEDULE EDGE NAILING ANCHOR BOLT SHEAR CLIP SPACING PLATE CONNECTION SHEAR REFERENCE (P.E.N.) FDN. SILL SPACING 'A35'/'LTP4' NAILING OR BOLTING CAPACITY(PLF) NOTES MARK SPACING PLATE 7.I.E 2 SIDES 1 SIDE 2 SIDES i SIDE RIM / 2 SIDES RIM /BLKG. 1 SIDE 2 SIDES SEE BELOW BLKG. TYP MIN. 6" O.C. 2x MIN. 48" O.C. - 24" / 24" O.0 - 16d @ 8" O.C. 1 y" LSL UNO W6 61O.C. 2x MIN. 48"O.C. - 18'/18"0.0 - I6d@6"O.C. iy"LSL - - 310 - 1 W4 4' O.C. 3x 48" O.C. 24" O.C. 12" / 12' O.0 - / 12" O.C. 16d @ 4" O.C. 1 Y" LSL "SDS' @ 6" O.C. 3 y" LSL 460 920 1,2,3 EA. SIDE W3 1 3'O.C. 3x 36"O.C. 18"O.C. 91/9"O.0 -/9.O.C. 2-16d@6"O.C. 1Y'LSL 2ROWS"SDS'0 3X-LSL 600 1200 1,2,3,4,5,7 EA. SIDE 10 O.C. W2 2'O.C. 3x 28'O.C. 14'O.C. 6'/6'O.0 -/6'O.C. "SDS'@8'D.C. 3%"LSL 2ROWS "SDS'@ 3V LSL 770 1540 1,2,3,4,5,7 EA. SIDE 81 O.C. W2-S1 ID.C. 3x 21 12"O.C. 6'16.O.0 -/6"O.C. "SDS"@6"O.C. 3X'LSL 2ROWS"SDS'@ 3y'LSL 870 1740 1,2,3,4,5,6,7 .C. EA. SIDE 6 O.C. HOLD-DOWN SCHEDULE MARK SIMPSON HARDWARE CHORD POST CAPACITY DETAILS NOTES HD1 MSTC28 (2) 2x6 15401bs 3/S2.03 POST TO POST HD2 MST040 (2) 2x6 30301bs 3/S2.03 POST TO POST HD3 MSTC52 (2) 2x6 46201bs 3/S2.03 POST TO POST HD4 2-HDUe-SD52.5 w / i4" 0 ALL THREAD ROD 4x6 69701bs 4/S2.03 POST TO POST HD5 2-HDUII-SDS2.5 w / i' 0 ALL THREAD ROD 6x6 953516s 4/52.03 POST TO POST HD6 HDUI4SDS2.5 w / 1"0 ALLTHREAD ROD 6x6 144451bs 4/S2.03 POST TO POST HD7 HDU2SDS2.5 w / SSTB28 OR %' 0 ALL THREAD ROD (2) 2z6 3075 Ibs 5or 6/52.01 POST TO FDN. HDB HDU4SDS2.5 w I SSTB28 OR %' 0 ALL THREAD ROD (2) 2x6 4565 Ibs 5 or 6/S2.01 POST TO FDN. HDU8SDS2.5 HD9 w / SSTB28 OR %" 0 ALL THREAD ROD 4x6 or 4x4 6970 Ibs 5or 6/S2.01 POST TO FDN. HD10 HDUIISDS2.5 W / 1' 0 ALL THREAD ROD EMBEDED INTO FOOTING 4X6 95351bs 5or 6/S2.01 POST TO FDN. HD11 HDUI4SDS2.5 W / V O ALL THREAD ROD EMBEDED INTO FOOTING 1- 144451bs 5or 6I52.01 POST TO FDN. A A aL e NOTES: 1. STRUCTURAL DRAWINGS SHOW SHEATHING ONLY WHERE REQUIRED. AT ALL OTHER LOCATIONS, SEE ARCHITECTURAL DRAWINGS FOR SHEATHING REQUIREMENTS. IN LIEU OFA FULL WRAP SHEAR SHEATHING MUST BE EXTENDED TO NEAREST WALL CORNER OR STRIP STUDS TO NEAREST CORNER TO PROVIDE A FLUSH SURFACE FOR THE APPLICATION OF GYPSUM SHEATHING. AT OTHER WALLS SHOWN AS STRUCTURAL WALLS, ANCHOR BOLTS, PLATE CONNECTION & CLIPS SHALL BE INSTALLED AS SPECIFIED AS TYP. MIN. U.N. • SHEATHING SHALL BE Y" CDX PLYWOOD PER THE STRUCTURAL SPECIFICATIONS THIS SHEET. • SHEATHING FASTENERS SHALL BE 8d COMMON OR 8d GALVANIZED BOX. (STAGGER IF SPACING IS 3" O.C. & CLOSER. MINIMUM SPACING BETWEEN NAIL LINES IS V") • PROVIDE Ye' SPACE AT ALL PANEL END AND EDGE JOINTS. • ALL STUDS AND PLATES SHALL BE 2x U.N.O. • BLOCK ALL EDGES OF SHEATHING. • PLATE CONNECTION NAILS SHALL BE 16d COMMON, U.N.O. • ALL FIELD NAILING SHALL BE 8d @ 12" O.C. • SHEAR CLIPS SHALL BE SIMPSON'A35' OR'LTPN CONNECTORS. TTP4' CLIPS SHALL BE INSTALLED USING 8d COMMON NAILS AND MAY BE INSTALLED OVER WALL SHEATHING WITH LONG DIMENSION HORIZONTAL • ALL ANCHOR BOLTS SHALL HAVE 3' SQ.xY'WI rYc" x1 33/a" DIAGONAL SLOT (USE STD. CUT WASHER O/ PLATE WASHER) PLATE WASHERS. USE SIMPSON BPS-6 WASHER (3"x4Yf) @ 6" THICK SHEAR WALL. PLATE WASHER TO EXTEND TO WITHIN W OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. INCREASE PLATE WASHER AS REQUIRED. A.B. CAN BE OFFSET AS REQUIRED BUT SHOULD NOT BE PLACED LESS THAN 1 Y4' FROM EDGE OF SILL PLATE. STAGGERED A.B. @ DOUBLE SIDED SHEAR WALLS IS ALSO ACCEPTABLE. PROVIDE 2 ANCHOR BOLTS MINIMUM PER PLATE W/ ONE BOLT WITHIN 6" TO 12" OF ENDS. THESE DO NOT APPLY TO TIEDOWN ANCHORS. SEE TIEDOWN SCHEDULE FOR TIEDOWN ANCHOR REQUIREMENTS. ANCHOR BOLTS SHALL BE HOT -DIPPED GALVANIZED OR ZINC PLATED UNLESS IT CAN BE SHOWN THAT THE PRESSURE -TREATING PROCESS USED SBX / DOT OR ZINC BORATE. ANCHOR BOLTS SHALL BE ONE OF THE FOLLOWING: 1. %' 0 A.B. W/ 1 Y." HOOK x 7' MINIMUM EMBEDMENT INTO CONCRETE. (HOOK LENGTH IS MEASURED FROM INSIDE FACE OF VERT. TO END OF HOOK); OR 2. AT ELEVATED CONCRETE SLABS AT LEAST 6" THICK, %' 0 THREADED ROD IN BOLT STAND W/ 1' MAX. STAND HEIGHT. 3. IN NON-P.T. SLABS, V" WI THREADED ROD EPDXIED INTO 3/470x4' HOLE. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. SPECIAL INSPECTION IS REQUIRED. 4. IN NON-P.T. SLABS, %70 EXPANSION BOLT W/ 2 %' MIN. EMBEDMENT. THIS REQUIRES A MINIMUM EDGE DISTANCE OF 8 W. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. IN NON-P.T. SLABS, %' 0 SIMPSON TITEN HD (xW @ 2x SILL, x 6 y" @ 3x SILL), OR EQUAL. • AT EXTERIOR WALLS WHERE ONE SIDE SHEATHING IS NOTED, NO PLATE CONNECTION OR SIMPSON CLIPS WILL BE REQUIRED; IF TWO SIDES SHEATHING IS NOTED, THEN ONE SIDED PLATE CONNECTION AND ONE SIDED SHEAR CLIPS WILL BE REQUIRED. SEE FLOOR SECTIONS AT EXTERIOR WALLS. • -SHEAR WALLS SHALL BE CONSTRUCTED WITH PANEL SHEETS NOT LESS THAN 4' BY 8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM SHEET DIMENSION SHALL BE 24' UNLESS ALL EDGES OF THE UNDERSIZED SHEETS ARE SUPPORTED BY FRAMING MEMBERS OR BLOCKING. 2. 'SDS' DENOTES Y," O'SDS' WOOD SCREWS BY SIMPSON STRONG -TIE WITH 2' MINIMUM PENETRATION INTO FRAMING BELOW. ROWS OF'SDS' SCREWS SHALL BE STAGGERED AND SPACED AT 1 Yz' APART. • WHERE SHEATHING IS APPLIED TO BOTH FACES OF THE WALL, ADJOINING SHEATHING EDGES SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. • ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3x MIN. 3. ROWS OF 16d SHALL BE STAGGERED & SPACED Y" APART 4. FOR INTERIOR DOUBLE SIDED SHEAR WALL, USE 3 Y" LSL RIM/BLKG. @ 4' WALL AND 5)/" LSL RIMIBLKG. @ 6' WALL. USE'LTP4' SHEAR CLIPS EA. SIDE OF WALL (STAGGERED) 5. FOR 4" THICK NOMINAL DOUBLE SIDED SHEAR WALL, USE 3x FLOOR SILL PLATE. 6. SHEATHING SHALL BE STRUCTURAL 1. 7. AT DOUBLE SIDED SHEAR WALLS, MOISTURE CONTENT OF SILL SHALL NOT EXCEED 17 % AT THE TIME OF INSTALLATION OF SILL CONNECTION (ALTERNATIVELY, DRY SILL PLATES SHALL BE USED). • AT DOUBLE SIDED SHEAR WALLS, 2 ROWS OF'SDS' SHALL BE STAGGERED AND SPACED AT 1.5" APART. EDGE DISTANCE IS V MINIMUM. 8. PANEL NAILING APPLIES TO ALL SHEATHING PANEL EDGES. INSTALL 2x BLOCKING AT ALL UNFRAMED PANEL EDGES (3x BLOCKING WHERE REQ'D. PER NOTE) NAIL SHEATHING TO INTERMEDIATE FRAMING W/ PANEL NAILS @ 12' O.C. 9. WHERE CLIPS ARE USED BOTH SIDES, CLIPS SHALL BE STAGGERED TO AVOID INTERFERENCE. 10. WHERE ALLOWABLE SHEAR VALUES ESCEED 350 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NORMAL MEMBER AND NAILS SHALL BE STAGGERED. 11. ROWS OF NAILS SHALL BE OFFSET X- (MIN.) AND STAGGERED. 12. WHERE PANELS ARE APPLIED TO EACH SIDE OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALLON DIFFERENT FRAMING MEMBERS. DRAWING KEY WX SGL SIDED SHEAR WALL MARK 2VX DBL SIDED SHEAR WALL MARK SHEAR PANEL HOLD-DOWN Ya+ MARK PLANS DEPICT WALLS FOR LEVEL BEING SHOWN. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS. TTT . -� Jz 64 wa �O��EOISTERE� 1r �srONAL V, Mmucm OCT 2p772200-� 1761�� top4oNb^ PilPICAL ROOF FRAMING AT SCALE: 1-1/2" =1'-0' ROOF SHEATHING PER PLAN 8d NAILS @ 6" olc LSSU28 EACH JOIST ROOF JOIST PER PLAN BEAM PER PLAN ROOF SHEATHING PER PLAN Bd NAILS @ 6" o/c 4x SLEEPER JOIST 2x SLEEPER JOIST AT 16' o/c CAR DECKING PER PLAN HANGER PER PLAN ROOF BEAM PER PLAN BEAM PER PLAN $ \TYPICAL ROOF FRAMING AT BEAM SCALE: 1-i/2' =1'-0" ROOF SHEATHING PER PLAN 8d NAILS @ 6" olc. 1-114" LSL RIM BLOCKING 1-1/4" LSL BARGE RAFTER 16d AT 8' O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6' o/c. U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DBL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2)16d NAILS AT 3' O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES ROOF SHEATHING PER PLAN 8d NAILS @ 6" o/c. ROOF FRAMING PER PLAN WEB STIFFENER AS REC BY MANUFACTURE 1-1/4" LSL RIM BLOCKING 16d AT 8' O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" olc. U.N.O. PER SHEAR PANEL SCHEDULE H2.5 EACH RAFTER LAP ALL DBL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2)16d NAILS AT 3- O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES TYPICAL FRAMING PARALLEL ROOF JOIST �1 TYPICAL FRAMING AT PERPENDICULAR ROOF JOIST 3 SCALE:1-1/2" = V-0" SCALE: 1-11T = V-0" ROOF SHEATHING PER PLAN OVER THE TOP OF CAR DECKING 10d NAILS @ 4" o/c. 2x BLOCKING BETWEEN SISTER JOIST SIMPSON A34 CLIPS AT 12' O/C 20d NAILS @ 6" Ole. ROOF BEAM PER PLAN 1-1/4" LSLRIM BLOCKING 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE ROOF SHEATHING PER PLAN OVER THE TOP OF CAR DECKING 10d NAILS @ 4" o/c. 2x BLOCKING BETWEEN SISTER JOIST SIMPSON A34 CLIPS AT 12" O/C 20d NAILS @ 6' o/c. 8d NAILS @ 6- o/c. U.N.O. PER SHEAR PANEL SCHEDULE 2x WALL FRAMING PER PLAN AND GENERAL NOTES SHEATHING PER SHEAR PANEL SCHEDULE 16d NAILS @ 18- o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE ROOF SHEATHING PER PLAN ) TYPICAL FRAMIIM A SCALE: 1-1/2" =1'-0" ROOF SHEATHING PER PLAN 8d NAILS @ G' o/c. ROOF FRAMING PER PLAN WEB STIFFENER AS REC BY MANUFACTURE 1-1/4" rL RIM BLOCKING 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE 1-12.5 EACH RAFTER LAP ALL DBL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2)16d NAILS AT 3' O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES JOIST ROOF SHEATHING PER PLAN Bd NAILS @ 6" o/c. ROOF FRAMING PER PLAN WEB STIFFENER AS REC BY MANUFACTURE 1-1/4" LSL RIM BLOCKING 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o%. U.N.O. 1-1/4' LSL RIM JOIST PER SHEAR PANEL SCHEDULE ROOF JOIST PER PLAN l6d AT 8' O/C H2.5 EACH SIDE OF EACH BEAM LAP ALL DBL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH LAP ALL DBL TOP PLATE SPLICES OTHER WITH (2) l6d NAILS AT 3" 48" MIN AND NAIL TO EACH OIC FOR A MIN OF (30) NAILS OTHER WITH (2) l6d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 8d NAILS @ 6" o/c. U.N.O. 2x WALL FRAMING PER PLAN PER SHEAR PANEL SCHEDULE AND GENERAL NOTES 2x WALL FRAMING PER PLAN 2x WALL FRAMING PER PLAN AND GENERAL NOTES AND GENERAL NOTES NOTE: SEE DETAIL 7 THIS SHEET FOR ALL CALL -OUTS IN COMMON TYPICAL FRAMING AT PERPENDICULAR ROOF BEAMS ('�'�TYPICAL FRAMING AT CLEAR STORY TYPICAL FRAMING AT FLAT -PITCHED ROOF BREAK 7 O SCALE: 1-1/2"=1'-0" SCALE:1-1/2"=1'-0' SCALE: 1-1/2"=1'-G' ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN CA KING PER P CAR DECKING PER PLAN 2x SLEEPER JOIST AT 16" W. 20d NAILS Od NAILS CAR DECKING PER PLAN 1-1/4" LSL LEDGER 20d NAILS , oATHgAN JOIST PER PLAN JOIST PER PLAN 2x WALL FRAMING PER PLAN AND GENERAL NOTES SUB FASCIA PER ARCH 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DBL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2)16d NAILS AT 3' O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES m 1-1/4" LSL LEDGER 8d NAILS @ 6' o/c. U.N.O.- PER SHEAR PANEL SCHEDULE Bd NAILS @ 6" o/m U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DBL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2)16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS A WALL ANEG�E ffl(o Y1 ANDGE OCT 2 7 2017 TYPICAL PARALLEL ROOF JOIST FRAMING TRANSITION TYPICAL OVERHANG FRAMING AT CAR DECKING 1 SCALE: 1-1/2"=T-0" 10 SCALE: 1-1/2"=1'-0" TYPICAL PARALLEL ROOF JOIST FRAMING SCALE:1-112" = T-0" GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) CRITERIA: 1. ALL MATERIALS WORKMANSHIP DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. 2. DESIGN LOADING CRITERIA: OCCUPANCY CATEGORY IBC TABLE 1604.5 ....................... R3 ROOF SNOW LOAD ............................................ 25 PSF GROUND SNOW LOAD(Pg)...................................... 25 PSF FLAT ROOF SNOW LOAD (P1)..................................... N.A. SNOW EXPOSURE FACTOR(Ce)...................................0.9 THERMAL FACTOR (Ct).......................................... 1.1 SNOW IMPORTANCE FACTOR (Is)..................................1.0 FLOOR LIVE LOAD (RESIDENTIAL).................................40 PSF FLOOR LIVE LOAD (PRIVATE BALCONIES AND DECKS) ..............SAME AS OCCUPANCY SERVED PARTITION LIVE LOADING ...................................... 15 PSF (10 PSF SEISMIC) CANOPIES .................................................. SAME AS ROOF SNOW LOAD GUARDRAILS/BALCONY RAILS .................................. 50 PLF OR 200 LB CONCENTRATED LOAD MECHANICAL UNITS ...........................................WEIGHTS FURNISHED BY MANUFACTURER EARTHQUAKE ............................................... SEISMIC DESIGN CATEGORY C SEISMIC IMPORTANCE FACTOR (le)........... 1.0 SEISMIC RISK CATEGORY .................... II Ss=1.279, SI=0.501, SOS=0.853, SDI =0.501 RESPONSE MODIFICATION FACTOR (R) LIGHT FRAMED WOOD WALLS WITH STRUCTURAL PANELS .................................. 6.5 SEISMIC RESPONSE COEFFICIENT (Cs) ... 0.131 DESIGN BASE SHEAR ............37,018 Ibs DESIGN STORY DRIFT = 0.02 * H WIND ..................................................... 110 MPH, EXPOSURE „C,. I W =1.0, KZT =1.67 WIND (CLADDING/ENCLOSURE ELEMENT DESIGN PRESSURES) ....18 PSF MAX. AT WALLS, 23 PSF GROSS UPLIFT AT ROOF WIND PRESSURES BASED ON LESS THAN 10 SQUARE FOOT TRIBUTARY AREAS NEAR WALL CORNERS OR ROOF EDGES (EXCLUDING CENTER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAYBE CALCULATED IN ACCORDANCE WITH ASCE 7-10 CHAPTER 30. 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. 4. CONTRACT DRAWINGS / DIMENSIONS ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN THE ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL, OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK 5. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTIONS SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE BASED EITHER ON SITE OBSERVATION, ORIGINAL DRAWINGS OR WERE ASSUMED BASES ON EXPECTED CONDITIONS. IF THE EXISTING CONDITIONS DO NOT CLOSELY MATCH THE CONDITIONS SHOWN ON THE DRAWINGS, OR IF THE EXISTING MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE ENGINEER PRIOR TO COMMENCING ANY WORK. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. B. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 14. DEFERRED SUBMITTALS SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE COMPONENT DESIGNER SHALL BE A REGISTERED ENGINEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDING COMPONENT SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDING COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: SIMPSON STRONG FRAME DRAWINGS STATEMENT OF SPECIAL INSPECTIONS (STRUCTURAL): 15. STATEMENT OF SPECIAL INSPECTIONS- STRUCTURAL ITEMS (SEISMIC DESIGN CATEGORY D): DEFINITIONS: THE SEISMIC FORCE RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF LIGHT FRAMED WOOD SHEAR PANELS, FLOORIROOF DIAPHRAGMS, AND STRUT MEMBERS AS SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS FOR ADDITIONAL INFORMATION DEFINING MEMBER LOCATIONS. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY THE OWNER APPOINTED INSPECTION AGENCY IN ACCORDANCE WITH CHAPTER 17 OF THE IBC WITH REPORTS PER IBC SECTION 1704 .2.4 SUBMITTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION FREQUENCY IBC REFERENCE STRUCTURAL STEEL FABRICATION AND ERECTION * SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE (QA) INSPECTION REQUIREMENTS OF AISC 360-10. CONTINUOUS INSPECTION SHALL BE PERFORMED AT "P" TASKS DEFINED IN AISC 360-10; PERIODIC INSPECTION SHALL BE PERFORMED AT "0" TASKS DEFINED IN AISC 360-10. SHOP AND FIELD WELDING CONTINUOUS / PERIODIC 1705.2.1 (QA PER AISC 360 CH. N5.4) HIGH -STRENGTH BOLTING CONTINUOUS / PERIODIC (QA'AISC 360 CH. N5.6) 1705.2.1 MATERIAL VERIFICATION PERIODIC 1705.2.1 (IDENTIFICATION MARKS AND MANUFACTURE'S TEST REPORTS) STRUCTURAL STEEL SEISMIC SYSTEM CONTINUOUS / PERIODIC (QA PER AISC 341 CH. J) 1705.11.1 & 1705.12.2 (INSPECTION AND TESTING) CONCRETE (SEE GENERAL STRUCTURAL NOTE 22 FOR ADDITIONAL REQUIREMENTS) ** REINFORCING PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS ANCHOR BOLT PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS CONCRETE PLACEMENT *** CONTINUOUS CURING & FORMWORK PERIODIC PROCEDURES MASONRY (SEE GENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS) LEVEL B SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING) WOOD FASTENERS, BOLTS, STRAPS, (SEE HOLDOWNS, ETC. 9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. EXPANSION BOLTS & INSERTS 10. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. EPDXY GROUTED RODS OR REBAR 11. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND IS RESPONSIBLE FOR ALL COSTS RELATED TO THE DESIGN, PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE, SEISMIC BRACING AND ANCHORAGE DESIGN AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 SOIL COMPACTION OF ASCE 7-10. SEE GENERAL STRUCTURAL NOTE 14 FOR ADDITIONAL INFORMATION. 12. SHOP DRAWINGS FOR REINFORCING STEEL FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), STRUCTURAL STEEL, METAL DECKING, COLD FORMED METAL FRAMING, AND ENGINEERED WOOD I -JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT IN ACCORDANCE WITH BUILDING DEPARTMENT REQUIREMENTS AT THE TIME OF CONSTRUCTION. 13. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, & HOLDOWNS PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE 1MTH APPROVED ICC-ES REPORTS PERIODIC INCLUDING INSPECTION OF EMBEDMENT DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS CONTINUOUS TABLE 1705.3 ITEM 1 TABLE 1705.3 ITEM 3 TABLE 1705.3 ITEM 5, 6 & 7 TABLE 1705.3 ITEM 8, 11 & 12 TABLE 1.19.2 TMS 4021 ACI 530/ASCE 5-11 1705.10.1 & 1705.11.2**** 17.05.5.1 FOR ADDL. REQUIREMENTS AT HIGH LOAD DIAPHRAGMS) TABLE 1705.3 ITEM 4 TABLE 1705.3 ITEM 4 ACI 318-11 SECTION D9.2 1705.E * STRUCTURAL STEEL INSPECTIONS MAY BE WAIVED IF APPROVED BY THE OWNER AND BUILDING OFFICIAL FOR WORK PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1704.2.5.2. ** EXCEPTIONS 1 THRU 5 PER CBC SECTION 1705.3 SHALL NOT APPLY TO CONCRETE WORK ON THIS PROJECT. *** FREQUENCY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH ACI 318-11 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. **** THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD ON THIS PROJECT ARCH, MECH, & ELEC ITEMS SEISMIC DESIGN REQUIREMENTS (ASCE 7-10 CHAPTER 13) PERIODIC SPECIAL INSPECTION AS SPECIFIED PER IBC CHAPTER 17 EXTERIOR WALLS, VENEER & CLADDING ASCE 7-10 SECTION 13.5.3 REQUIRED FOR WALL FRAMING, FOR FASTENING OF VENEER OR CLADDING EXCEEDING 5 PSF (IBC 1707.6) SUSPENDED CEILINGS ASCE 7-10 SECTION 13.5.6 INSPECTIONS PER IBC SECTION 108 AND ASCE 7 13.5.6.2.2 AS REQUIRED PARTITION WALLS ASCE 7-10 SECTION 13.5.8 REQUIRED DURING ERECTION AND' FASTENING FOR WALLS > 15 PSF (IBC 1707.6) GLAZING SYSTEMS ASCE 7710 SECTION 13.5.9 NOT REQUIRED LIFE SAFETY COMPONENTS INCLUDING ASCE 7-10 SECTION 13.6 AND IBC REQUIRED FOR VERIFICATION OF FIRE PUMPS, EMERGENCY GENERATORS, 1708.4 CERTIFICATE OF COMPLIANCE LABEL COMPONENTS WITH HAZARDOUS, ON COMPONENT (IBC 1707.8) COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip = 1.5 PER ASCE 7-05 SECTION 13.1.3) INSTALLATION AND ANCHORAGE OF ASCE 7-10 SECTION 13.6 AND IBC REQUIRED (IBC 1707.7 & 1707.8) SPRINKLER SYSTEMS, FIRE PUMPS, 1708.4 EMERGENCY GENERATORS, SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS, COMBUSTIBLE OR HIGHLY TOXIC CONTENTS (IP = 1.5 PER ASCE 7-05 SECION 13.1.3 ALL OTHER MECHANICAL AND ASCE 7-10 SECTION 13.6 NOT REQUIRED ELECTRICAL COMPONENTS STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND AS NOTED HEREIN STRUCTURAL SYSTEM VERIFICATION AND INSPECTION. CONTINUOS PERIODIC COMMENTS REFERENCES SOILS VERIFY MATERIAL BELOW SHALLOW FOUNDATIONS CBC 1705.6 ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING X CAPACITY VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS X VERIFY USE OF PROPER MATERIALS; DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND X COMPACTION OF COMPACTED FILL -: PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN X PREPARED PROPERLY STEEL MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, AISC 360 CHAPTER INS CONSTRUCTION NUTS AND WASHERS X HIGHT-STRENGTH BOLTING AISC 360 CHAPTER N5 A. SNUG -TIGHT JOINTS X AISC 341 CHAPTER J7 B.PRETENSIONED AND SLIP -CRITICAL JOINTS USING X TURN -OF -NUT WITH MATCHMARKING, TWIST OFF BOLTS OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION MATERIAL VERIFICATION OF STRUCTURAL STEEL MANUFACTURER TO PROVIDE AISC 360 CHAPTER N5 A. FOR STRUCTURAL STEEL, IDENTIFICATION X CERTIFIED MILL TEST AISC 341 CHAPTER J8 MARKINGS TO CONFORM TO AISC 360 REPORTS B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS X MATERIAL VERIFICATION OF WELD FILLER MATERIALS MANUFACTURER TO PROVIDE AISC 360 CHAPTER N5 A. IDENTIFICATION MARKINGS TO CONFORM TO AWS X CERTIFICATE OF COMPLIANCE SPECIFICATIONS LISTED IN GENERAL NOTES B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X INSPECTION OF WELDING SPECIAL INSPECTIONS IN THIS AISC 360 CHAPTER NS A. COMPLETE AND PARTIAL JOINT PENETRATION X SECTION ARE WAIVED WHERE AISC 341 CHAPTER J8 GROOVE WELDS FABRICATION IS PERFORMED AWS D1.1 B. MULTI -PASS FILLET WELDS X ON THE PREMISES OF A C. SINGLE -PASS FILLET WELDS > 5116" X FABRICATOR REGISTERED D. PLUG AND SLOT WELDS X AND APPROVED IN E. SINGLE -PASS FILLET WELDS 5 5/16" X ACCORDANCE WITH IBC F. FIELD -INSTALLED WELDED STUDS X SECTION 1704.2 G. WELDING OF STAIRS AND RAILING SYSTEMS X INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS X STEEL MATERIAL VERIFICATION OF COLD -FORMED STEEL APPLICABLE ASTM MATERIAL CONSTRUCTION DECK: STANDARDS OTHER THAN A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM X STRUCTURALSTEEL STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS B. MANUFACTURER'S CERTIFIED TEST REPORTS X INSPECTION OF WELDING: AWS D1.3 A. COLD -FORM STEEL DECK WELDS X AWS D1.4 B. REINFORCING STEEL: qc1 ass secs�ow a.s.x 1. VERIFICATION OF WELDABILITY OF REINFORCING X STEEL OTHER THAN ASTM A 708 2 REINFORCING STEEL IN MOMENT FRAMES AND X BOUNDARY ELEMENTS 3. SHEAR REINFORCEMENT X 4. OTHER REINFORCING STEEL X CITY COPY RECEOVE® T 1 MAR 14 2017s'OYAs�O ory1`, DEVELOPMENTSERVICES CTFL CITY OF EDMONDS STRUCTURAL VERIFICATION AND INSPECTION CONTINUOS PERIODIC COMMENTS REFERENCES SYSTEM CONCRETE REINFORCING STEEL AND PLACEMENT SPECIAL INSPECTIONS NOT REQUIRED FOR THE ACI 318: 3.5, 7.1-7.7 x FOLLOWING CONDITIONS: IBC 1910.4 NON-STRUCTURAL SLAB ON GRADE ANCHORS CAST IN CONCRETE -PRIOR TO AND ACI 318: 8.1.3, 21.2.8 DURING PLACEMENT OF CONCRETE CONCRETE FOUNDATION WALLS WITH F'c 52500 IBC 1908.5. 1909.1, 1705.2.1, X PSI AISC 350 SECTION N7 ISOLATED SPREAD FOOTINGS FOR BUILDINGS VERIFY USE OF REQUIRED DESIGN MIX THREE -STORIES AND LESS ABOVE GRADE ACI 318, CH4, 5.2-5.4 X PLANE IBC 1904.2, 1910.2, 1910.3 CONTINUOUS FOOTINGS SUPPORTING WALLS SAMPLING OF FRESH CONCRETE, SLUMP TEST, ASTM C172, C31 AIR CONTENT, TEMPERATURE OF CONCRETE AT OF THREE -STORIES AND LESS ABOVE GRADE ACI 318: 5.6, 5.8 TIME OF MAKING SPECIMENS x PLANE WHERE WALLS ARE LIGHT -FRAME IBC 1910.10 CONSTRUCTION AND STRUCTURAL DESIGN IS BASED ON F'c 5 2500 PSI CONCRETE AND SHOTCRETE PLACEMENT FOR ACI 318: 5.9, 5.10 PROPER APPLICATION IBC 1910.6, 1910.7, 1910.8 X MAINTENANCE OF SPECIFIED CURING ACI 318: 5.11-5.13 TEMPERATURE AND TECHNIQUES IBC 1910.9 x ANCHORS POST -INSTALLED IN HARDENED PERIODIC INSPECTION TO INCLUDE A QUANTITY AISC 318: 1.3.2C, 3.8.6, 3.8.7, 8.1.3, 21.1.8, CONCRETE (EXPANSION ANCHORS AND ADHESIVE OF 10 % WITH A MINIMUM OF (5) ANCHORS D.9.2 ANCHORS INSTALLED DOWNWARD) INSPECTED PER INSTALLER ON A DAILY BASIS IBC 1705.3, 1908.5. 1909.1 X MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS ANCHORS POST -INSTALLED IN HARDENED ACI 318:1.3.2C, 3.8.7, 8.1.3, 21.1.8, D.9.2.4 CONCRETE (ADHESIVE ANCHORS INSTALLED IBC 1705.3, 1908.5, 1909.1 HORIZONTAL OR UPWARDLY INCLINED) MFR EVAL REPORT MFR PUBLISHED INSTALLATION X INSTRUCTIONS ERECTION OF PRECAST CONCRETE x ACI 318: CH 16 VERIFICATION OF IN -SITU CONCRETE STRENGTH ACI 318:6.2 PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS X INSPECT FORMWORK FOR SHAPE, LOCATION AND ACI 318.6.1.1 DIMENSIONS OF THE CONCRETE MEMBER BEING x FORMED MATERIAL VERIFICATION OF REINFORCEMENT MANUFACTURER SHALL PROVIDE MILL TEST IBC 1705.12.1 STEEL FOR ASTM A615 REINFORCING x REPORTS COLD- SCREWATTACHMENT, WELDING, BOLTING, IBC 1705,10.2, 1705.11.3 FORMED ANCHORING AND FASTENING OF DRAG STRUTS, AWS 131.3 STEEL BRACES AND HOLD-DOWNS THAT ARE PART OF FRAMING SEISMIC RESISTING SYSTEM x EXTERIOR WALLS X IBC 1705.10.3, 1705.11.5 FIRE- SPRAYED FIRE-RESISTANT MATERIALS IBC 1705.13 RESISTANT X MATERIALS MASTIC AND INTUMESCENT COATINGS - IBC 1705.14 X EMERGENCY ANCHORAGE OF EQUIPMENT TO STRUCTURE IBC 1705.11.6 OR STANDBY POWER X SYSTEMS ANCHORAGE: 17 18. EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING: "KWIK BOLT TZ" AS MANUFACTURED BY HILTI, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1917 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1371 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTED PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: 1/2" 4 EXPANSION BOLTS ....................................... 3-7/8" 5/8"4 EXPANSION BOLTS ...................... ................ 5-1/8" 3/4"4 EXPANSION BOLTS ....................................... 5-3/4" EXPANSION BOLTS INTO GROUTED MASONRY SHALL BE "KWIK BOLT 3", AS MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1385 AND MANUFACTURER'S INSTRUCTIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA ACO1. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. A MINIMUM OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STRENGTH OF 2,000 PSI ON ALL SIDES OF EXPANSION BOLTS AT MASONRY WALLS PRIOR TO BOLT INSTALLATION. BOLTS IN MASONRY SHALL COMPLY WITH RESTRICTIONS SHOWN IN DETAIL 17/S4.1 AT HEAD JOINTS. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 19. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERW SE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1799. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 7/8" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 20. EPDXY -GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH ONE OF THE FOLLOWING: "SET-XP ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 2508, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT -RE 500-SD" AS MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 2322, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC308. PERIODIC SPECIAL INSPECTION OF EPDXY -GROUTED ANCHOR INSTALLATION IS REQUIRED. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN -PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTE TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL 21 ENGINEER. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.5. STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS: • PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES. • REVIEW OF TESTING AND INSPECTION REPORTS. • REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. GEOTECHNICAL 16. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, OVER EXCAVATION, COMPACTION, FILLING, MOISTURE CONDITIONING, AND GEOTEXTILE FABRIC REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOIL REPORT OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. FOOTING SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY: THE ACTUAL ELEVATIONS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTECHNICAL ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE GEOTECHNICAL REPORT. ALLOWABLE SOIL PRESSURE .................................................. 2000 PSF ALLOWABLE SOIL FRICTION....................................................0.30 SOIL PROFILE TYPE ........................................................SITE CLASS D GEOTECHNICAL REPORT REFERENCE: NONE UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS OR ANCHORS AT CONCRETE: 1/2"4 ROD OR #3 BAR ........................................... 4„ 5/8"4 ROD OR #4 BAR ........................................... 5" 3/4"a ROD OR #5 BAR ........................................... 7" 1"0 ROD OR #6 BAR ........................ .................... 9„ 1-1 /4" 4 ROD OR #7 BAR.........................................12" #8 BAR......................................................15" EPDXY -GROUTED RODS OR REBAR TO MASONRY SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET EPDXY -TIE ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH [CC -ES REPORT NO. 1772, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA (AC58 FOR NEW MASONRY APPLICATIONS. SPECIAL INSPECTION OF EPDXY -GROUTED ANCHOR INSTALLATION IS REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO-HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY CORING OR ROTO-HAMMER UNLESS NOTED OTHERWISE. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN -PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT REINFORCED MASONRY WALLS: 1 /2" P ROD OR #3 BAR ........................................... 4" 5/84 ROD OR #4 BAR ........................................... 5„ 3/4"m ROD OR #5 BAR ........................................... 7„ CONCRETE: 22. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH(F'C) EXPOSURE CLASSES (ACI 318-08 TABLE 4.2.1) A. CONCRETE EXPOSED TO 4,500 PSI MIN. (F1,SO,PO,C1) WEATHER B. CONCRETE EXPOSED TO 4,000 PSI MIN. (FO, SO, PO, Cl) EARTH (FOUNDATIONS, BASEMENT WALLS, ETC.) C. ALL OTHER CONCRETE 3,000 PSI MIN. * (FO, SO, PO, CO) (UNLESS LISTED BELOW) *WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTED. **SHRINKAGE CRITERIA: SUBMIT STRENGTH AND SHRINKAGE TEST DATA AND MIX DESIGN TO THE STRUCTURAL ENGINEER FOR REVIEW A MINIMUM OF TWO WEEKS PRIOR TO PLACING ANY CONCRETE. CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-08, CHAPTER 5. THE USE OF A PERFORMANCE MIX REQUIRED BATCH PLANT SPECIAL INSPECTION DURING MIXING OF CONCRETE, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR, UNLESS THE PROPOSED MIX HAS BEEN GRANTED CONTINUOUS APPROVAL BY THE BUILDING DEPARTMENT. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 23. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, F = 60,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCEMENT COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. DI. 4-98 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS, PILES, AND IN WALL BOUNDARY MEMBERS SHALL COMPLY WITH ASTM A706. ASTM A615 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE MEMBERS IF: (A) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (B) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCING SHALL BE SUBMITTED FOR REVIEW. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, F = 60,000 PSI CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT REPORTS OF MATERIAL PROPERTIES FROM THE MANUFACTURERS VERIFYING COMPLIANCE WITH AWS D1.4 FOR WELDABILITY OF CONCRETE REINFORCEMENT TO BE WELDED THAT COMPLIES WITH A STANDARD OTHER THAN ASTM A706, WHERE APPLICABLE. 24. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-99 AND 318-11. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF B/S5-01 PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. 25. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACED CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.... .3" FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER) ..2" (#5 BARS OR SMALLER) .........1 %" SLAB -ON -GRADE BOTTOM REINFORCING (WITH VAPOR BARRIER BELOW)................................1 Y2 COLUMN TIES OR SPIRALS AND BEAM STIRRUPS .................................................... . 11/2" SLABS AND WALLS (INTERIOR FACE) .................... GREATER OF (BAR DIAMETER PLUS 1/8") OR ..... 3/4" 26. FIBROUS REINFORCEMENT: POLYPROPYLENE FIBROUS REINFORCEMENT IN ACCORDANCE WITH THE SPECIFICATIONS SHALL BE USED WHERE NOTED ON THE DRAWINGS OR SPECIFICATIONS. ADD FIBERS TO THE CONCRETE MIX AND FINISH IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 27. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS, SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 28. BONDING AGENT SHALL BE "CONCRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE OLDER THAN 14 DAYS. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. 29. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (6,000 PSI MINIMUM). 30. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICC-ES APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE AIRS SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC-ES REPORT OF THE SPLICE USED AND TO ACI 318-08 SECTION 21.1.6. aF R^wry' RECEIV T MAR 14 2011 sslpA'AL ry OEVELOPPMITY OFEDMONDS OChL WOOD 30. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOIST: (2X MEMBERS) DOUGLAS FIR NO.2 MINIMUM BASIC DESIGN STRESS, Fb = 900 PSI, Fv = 180 PSI, E = 1600 KSI (3X AND 4X DOUGLAS FIR NO. 1 MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI BEAMS AND STRINGERS DOUGLAS FIR NO. 1 (INCLUDING 6X AND MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI LARGERS MEMBERS) POSTS: (4X MEMBERS) DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI (4X AND LARGER DOUGLAS FIR NO. 1 MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI STUDS, PLATE, LEDGERS & MISC LIGHT FRAMING DOUGLAS FIR NO. 3 OR STUD GRADE MINIMUM BASIC DESIGN STRESS, Fb = 525 PSI, E = 1400 KSI, Fc = 775 PSI Ft = 325 PSI THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL I -JOIST HANGERS SHALL BE'ITT' OR'ITS' SERIES, UNLESS OTHERWISE NOTED. 34. ROOF, FLOOR & WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (OSB) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOC PS 1-07, PS 2-04, OR APA PRP-108 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-01. STRESS CRITERIA 35. ALL PRESSURE -TREATED (P.T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (SBX) WITHOUT NaSI02. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA-B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (ACQ-C FOR DOUGLAS-FIR, OR ACQ-D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED, AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. NOTES: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS & TENSION STRESS CRITERIA 36. 31. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND A.I.T.0 STANDARDS IN A CERTIFIED PLANT. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. INSPECTION IS REQUIRED PRIOR TO COVERING GLUED LAMINATED MEMBERS. HORIZONTAL MEMBERS AND INCLINED MEMBERS OF LESS THAN 1 : 1 SLOPE SHALL HAVE A RADIUSED CAMBER OF 3,500 FT. UNLESS OTHERWISE NOTED. SIMPLE SPAN BEAMS: DOUGLAS FIR COMBINATION 24F-V4 Fb = 2400 PSI, Fv = 265 PSI, E = 1800 KSI CONTINUOUS OR DOUGLAS FIR COMBINATION 24F-V8 CANTILEVERS BEAMS: Fb = 2400 PSI, Fv = 265 PSI, E = 1800 KSI COLUMNS: DOUGLAS FIR COMBINATION 1-DF-L3 (2 LAMINATIONS) Fc = 1200 PSI, Fbyy = 1000 PSI, Fbxx = 1250 PSI, E = 1500 KSI (2 LAMINATIONS) Fc = 1200 PSI, Fbyy = 1250 PSI, Fbxx = 1250 PSI, E = 1500 KSI (2 LAMINATIONS) Fc = 1550 PSI, Fbyy = 1450 PSI, Fbxx = 1500 PSI, E = 1500 KSI 32. ENGINEERED LUMBER: EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NER OR ICC-ES REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH AN APPROVED ADHESIVE. BEAMS: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 PSI, Fv = 400 PSI (DEPTH Z 9 z") Fb = 1700 PSI, E = 1300 PSI, Fv = 400 PSI (DEPTH < 91") PARALLEL STRAND LUMBER (PSL) Fb = 2900 PSI, E = 2000 PSI, Fv = 290 PSI RIM BOARD: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 PSI, Fv = 400 PSI (WIDTH >_ 7 4') Fb = 1700 PSI, E = 1300 PSI, Fv = 400 PSI (WIDTH < 7") POSTS: PARALLEL STRAND LUMBER (PSL) Fb = 2400 PSI, E = 1800 PSI, Fv = 290 PSI, Fc = 2500 PSI DESIGN SHOWN ON THE DRAWINGS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC-ES REPORT NO. ESR-1387. ALTERNATE ENGINEERED LUMBER MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTE 33. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I -JOISTS PROVIDED. DESIGN SHOWN ON THE DRAWINGS IS BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC-ES REPORT NO. ESR-1153 AND COMMERCIAL I -JOISTS MANUFACTURED BY REDBUILT LLC IN ACCORDANCE WITH ICC-ES REPORT NO. ESR-2994. ALTERNATE ENGINEERED WOOD I -JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 20 PSF (FLOOR) DEAD LOAD 20 PSF (ROOF) WIND UPLIFT 20 PSF (GROSS) SEE GENERAL STRUCTURAL NOTES 50 AND 53 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE -TREATED MEMBERS. INSTALL 2 LAYERS OF ASPHALT -IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. C-2009. ALTERNATE CONNECTDRS CONFORMING WITH IBC SECTION 1716 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT ICC-ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON TO JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL TIMBER JOISTS AND MULTIPLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" SERIES JOIST HANGERS, UNLESS OTHERWISE NOTED. ALL THEIR TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT NaSi02 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B695, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS 37. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: a. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 OR CURRENT ICC-ES REPORT NER-272. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 NDS SECTION 11.1.3, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 NDS SECTION 11.1.2. b. WALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0'oc PER IBC SECTION 2308.6 (EMBED 7"), UNLESS OTHERWISE NOTED. 3" X 3" X 0.229" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF&PA SDPWS-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12"oc STAGGERED. c. FLOOR AND ROOF FRAMING: INSTALL DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16D @ 12"oc STAGGERED. d. ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AS SHOWN ON THE DRAWINGS, INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16D @ 12"OC. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. IN ACCORDANCE WITH IBC SECTION 1604.8.3, DECKS SHALL BE POSITIVELY ANCHORED TO THE STRUCTURE BY MEANS OTHER THAN NAILS SUBJECT TO WITHDRAWAL. ANCHOR WITH MINIMUM (1) CS16 STRAP AT EACH END ATTACHED TO DECK JOISTS AND TO A SOLID BLOCKING MEMBER WITHIN THE BUILDING. e. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE AS FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILING 8d 0.131"x21/4" 10d 0.148" x 2 1 /2" FRAMING NAILING 10d 16d 0.148" x 3" 0.148" x 3 1 /4" 38. ALL TIMBER FASTENERS IN CONTACT WITH WOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT NaSi02, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. 39. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPI-78" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD = 35 PSF TOP CHORD DEAD LOAD = 12 PSF BOTTOM CHORD DEAD LOAD = 8 PSF TOTAL LOAD = 55 PSF WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED ENGINEER IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 40. MORTAR FOR CMU ASTM C-270, TYPE S fc = 1800 PSI AT 28 DAYS, OR ASTM C-270, TYPE M, fc = 2500 PSI AT 28 DAYS 41. MORTAR FOR BRICK VENEER ASTM C-270, TPYE N, fc = 750 PSI AT 28 DAYS 42. GROUT ASTM C-476, fc = 2500 PSI AT 28 DAYS, 5-1/2 SACK MIX (MINIMUM), 3/8" MAX AGGREGATE, SLUMP 8" TO 11" 43. REINFORCEMENT SEE NOTE 23 AND 24 OF STRUCTURAL NOTES 44. INSTALLATION OF MASONRY UNITS PER THE IBC SECTION 2104 FOR UNIT MASONRY CONSTRUCTION REQUIREMENTS 45. DRYFIX ANCHORS IN MASONRY VENEER SHALL BE STAINLESS STEEL HELIFIX 304 ANCHORS AS MANUFACTURED BY HELIFIX NORTH AMERICA CORPORATION (OR APPROVED EQUIVALENT). 46. ANCHORED MASONRY VENEER MATERIALS: SEE ARCHITECTURAL DRAWINGS AND PROJECT SPECIFICATIONS AT OPENINGS IN MASONRY VENEER, THE GENERAL CONTRACTOR SHALL PROVIDE GALVANIZED LINTEL ANGLES OR GALVANIZED RELIEF ANGLES AS INDICATED ON THE STRUCTURAL DRAWINGS. INSTALL PER IBC SECTION 1405 AND ACI 520. ANCHORS, SUPPORTS, AND TIES SHALL BE NONCOMBUSTIBLE AND CORROSION RESISTANT AND SHALL BE DESIGNED TO RESIST A HORIZONTAL FORCE EQUAL TO AT LEAST TWICE THE WEIGH T OF THE VENEER. MASONRY VENEER AND TIES (5" MAXIMUM IN THICKNESS) A. MASONRY AND STONE VENEER NOT EXCEEDING 5" IN THICKNESS SHALL BE ANCHORED DIRECTLY TO THE STRUCTURAL MASONRY, CONCRETE, OR STUDS. B. WALL TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN 2 SQUARE FEET OF WALL ARE BUT SHALL NOT BE MORE THAN 24" ON CENTER HORIZONTALLY. C. CORRUGATED SHEET METAL TIES SHALL NOT BE PERMITTED FOR VENEER TALLER THAN 8 FEET. FOR VENEER TALLER THAN 8 FEET, ADJUSTABLE ANCHORS WITH MINIMUM CLEARANCE BETWEEN PARTS OF 1/16 INCH AND DETAILED TO PREVENT DISENGAGEMENT SHALL BE USED. WALL TIES SHALL BE CORROSION RESISTANT. D. CORRUGATED SHEET METAL ANCHORS SHALL BE AT LEAST 7/8" WIDE WITH A BASE METAL THICKNESS OF 0.03 INCHES AND SHALL HAVE CORRUGATES WITH A WAVELENGTH OF 0.3 - 0.5 INCHES ABD AN AMPLITUDE OF 0.06 0.10 INCHES. E. SHEET METAL ANCHORS SHALL BE AT LEAST 7/8" WIDE WITH A BASE METAL THICKNESS OF 0.06 INCHES AND SHALL BE BENT, NOTCHED, OR PUNCHED TO PROVIDE ADEQUATE PULL-OUT OR PUSH -THROUGH PERFORMANCE. F. WIRE ANCHORS SHALL BE AT LEAST WIRE SIZE W1.7 (0.148 INCH DIAMETER) AND SHALL HAVE ENDS BENT TO FORM AN EXTENSION FROM THE BEND OF AT LEAST 2 INCHES. G. PINTLE ANCHORS SHALL HAVE ONE OR MORE PINTLE LEGS OF WIRE SIZE W2.8 (0.189 INCH DIAMETER) AND AN OFFSET NOT EXCEEDING 1-1/4" H. WIRE COMPONENTS OF ANCHORS OR JOINT REINFORCING SHALL NOT HAVE DRIP BENDS. I. WALL TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A HORIZONTAL W1.4 (0,148INCH DIAMETER) JOINT REINFORCEMENT WIRE. THE JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. J. WALL TIE ASSEMBLIES SHALL BE BY HOHMANN BARNARD OR APPROVED EQUIVALENT. CONTRACTOR SHALL SUBMIT TO ENGINEER FOR APPROVAL OF PROPOSED WALL TIE SYSTEM (INCLUDING ANCHOR DETAILS). 47. ADHERED MASONRY VENEER ADHERED MASONRY VENEER SHALL CONSIST OF A FULLY ENGINEERED SYSTEM (BACKING BOARD, GROUT, AND LATHE/REINFORCING) COMPLYING WITH THE SEISMIC DESIGN CATEGORY NOTED IN SECTION 2 THE ADHERED MASONRY VENEER SYSTEM SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL. WAs9�N RECEIVED �SSlO1VA MAR 14 2017 Loti DEVELOPMENT SERVICES CTR. CITY OF EDMONDS STEEL: 48. STRUCTURAL STEEL DESIGN FABRICATION AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS -ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18,2005. IN REFERENCE TO SECTIONS 3.1.2 AND 4.4.1, THE CONTRACT DOCUMENTS (DESIGN DRAWINGS) SHOW COMPLETE CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DESIGN -BUILD ITEMS. ALTERNATE CONNECTION DETAILS REQUESTED BY THE FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWINGS. IN REFERENCE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR TO RECEIVE SPRAY -IN FIREPROOFING SHALL NOT BE PAINTED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. IN REFERENCE TO SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS GOVERN. IN REFERENCE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO SO BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 29 CFR PART 1926 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING AS REQUIRED PER SECTION 1926.755. 49. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATIONS Fy A. WIDE FLANGE AND Wi SHAPES A992 50 KSI B. PLATES, ANGLES, AND CHANNELS A36 36 KSI C. PLATES (NOTED GRADE 50 ON DRAWINGS.) A572 50 KSI D. PIPE MEMBERS A53 (TYPE E OR S, GRADE B) 35 KSI E. STRUCTURAL TUBING (HSS-SQUARE OR RECTANGULAR) A500 (GRADE B) 46 KSI F. ANCHOR BOLTS OR ANCHOR RODS F1554 (GRADE 36) 36 KSI G. CONNECTION BOLTS A325-N H. THREADED RODS FOR EPDXY GROUTED CONNECTIONS A26 OR A307 (GRADE C) 36 KSI I. SPECIAL SHAPES (NOTED GRADE 36 ON DRAWINGS) A36 36 KSI J. TIE RODS A354 (GRADE BC) 105 KSI 50. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN MEMBERS HALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS. 51. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. ANY STEEL THAT IS TO BE EXPOSED TO VIEW UPON COMPLETION OF THE PROJECT SHALL BE CONSIDERED ARCHITECTURALLY EXPOSED. SEE SPECIFICATIONS FOR SPECIFIC FABRICATION AND ERECTION REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL. 52. BOLTS IN CONNECTIONS NOT SPECIFIED AS SLIP -CRITICAL NEED ONLY BE TIGHTENED TO THE SNUG TIGHT CONDITION. THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. ALL SLIP -CRITICAL CONNECTION BOLTS SHALL BE APPROVED SELF LOAD INDICATING TYPES (SUCH AS BETHLEHEM INDICATOR BOLTS, LEJEUNE TENSION CONTROL BOLTS, ETC.,) AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTION. CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR CLASS A FAYING SURFACES. 53. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRETE OR MASONRY SHALL BE AS FOLLOWS UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS: MAXIMUM HOLE DIA. OVER NOMINAL BOLT DIA. ANCHOR TYPE OTHER THEN COL. BASE PLATES COL. BASE PLATES CAST IN PLACE ANCHOR BOLTS 1/16" TABLE 14-2 OF AISC STEEL CONST. MANUAL 13TH ED. EXPANSION BOLTS 1116" 5/16" EPDXY GROUTED BOLTS 1/8" 5116" *USE OF LARGER HOLES WOULD REQUIRE THE USE OF WELDED PLATE WASHERS AND WOULD REQUIRE PRIOR APPROVAL BY THE STRUCTURAL ENGINEER. **GAPS BETWEEN BOLTS AND HOLES IN STEEL MEMBER SHALL BE FILLED SOLID WITH EPDXY PRIOR TO NUT AND WASHER INSTALLATION. HARDENED OR COMMON PLATE WASHERS ARE REQUIRED BELOW ALL NUTS WHERE OVERSIZED HOLES ARE USED AND SHALL BE SIZED TO COVER ENTIRE HOLE. MINIMUM WASHER SIZES FOR COLUMN BASE PLATES SHALL BE IN ACCORDANCE WITH TABLE 14-2 OF THE AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION 54. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. D1.1 OR D1.4 STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. THE WELD SYMBOLS SHOWN ON THE DRAWINGS ARE INTENDED ONLY TO AIDE THE CONTRACTOR IN THE DETERMINATION OF FIELD VERSUS SHOP WELDING. THE CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT: LBS. AT 0 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 55. METAL FLOOR AND ROOF DECKING: PROVIDE SIZE, TYPE, GAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC-ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. SUBMIT DECK INFORMATION TO ARCHITECT AND ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 56. COLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE SHOWN ON THE DRAWINGS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY SCAFCO CORPORATION, SPOKANE, WA. PRODUCTS BY OTHER MEMBERS OF THE "STEEL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO ICC-ES REPORT NO. 4943. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD -FORMED STEEL FRAMING SHALLALSO CONFORM TO THE A.I.S.I. "SPECIFICATION FO THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS." SEE 30/57.1 FOR METAL FRAMING NOTES. 57. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CONCRETE AND THREADED STUDS (CPUS) FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A 108 GR. 1010 THROUGH 1020 (TYPE 2, Fu = 60 KSI MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.W.S. CHAPTER 7. UNLESS OTHERWISE NOTED, STUDS SHALL BE WELDED BY THE AUTOMATIC MACHINE WELDING PROCESS IN CONFORMANCE WITH A.W.S. REQUIREMENTS. STUD TYPES SHALL BE MANUFACTURED BY NELSON STUD WELDING, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE S3L SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STRUDS. 58. DEFORMED BAR ANCHORS (D2L'S) SHALL BE TYPE D21- ANCHORS BY NELSON STUD WELDING, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMING TO ASTM A-496. AT NON-BRACED/MOMENT FRAME AND NON -STRUT CONNECTIONS, A706 GRADE 60 REINFORCING BARS OF AN EQUAL DIAMETER AND LENGTH OF THE SPECIFIED D2L'S MAY BE USED PROVIDED THEY ARE WELDED TO THE SUPPORTING STEEL IN ACCORDANCE WITH THE TABLE BELOW: BAR SIZE ALL AROUND FILLET AND WELD SIZE #4 5/16" #5 3/8" #6 7/16" Sys of wnsy�h RECEIVED MAR 14 2017 DEVELOPMENT SERVICES CTR L ry,� CITYOFEDMONDS cti -------(E)8""WALL V.I.F.------ I� I� I� (E) 8" WALL V.I.F. I II � II I II I II ❑ ❑ ❑ (E) 18"Xl8"XB" (E)18"X18"XB" (E)l8"X18"X6" FOOTING FOOTING FOOTING I I I 12 &2.01 I (E) SLAB ON GRADE I II ❑ (E) 8" WALL V.I.F. — J --T------�LjI (E) 6" WALL V.I.F. — — 4 NEW24"x24'X12" 82.01 FOOTING PIER CENTERED ON COLUMN ABOVE WITH (3) #4 BARS EACH WAY ❑ PLACED 3" ABOVE SOIL (E) W'X18"X6" FOOTING V.I.F. I I II — — — J n I L — C J — — — — — — — — — I II I I L� I FILL IN OPEN WITH EXISTINGWINDOW O _ — — I DEMO (E) CHIMNEY FOOTING I — (E) 8" WALL V.I.F. MATCH EXISTING WALL — DEMO (E) WINDOW WELL WALLS 52.01 J I I w =i DEMO (E) PORCH E y W FOOTING PADS w I I€°o3 Ii l LL (E) 8" WALL V.I.F. IF I L (N) TYPICAL TYP. 52.01 - FOOTING AND STEM WALL PER DETAIL Foundation Plan (E) 6" WALL V.I.F. I L _ (N) TYPICAL FOOTING AND STEM WALL PER DETAIL (E) SHED FOOTING — TO REMAIN — — — J I i I I I I II I I I S NEW 4" SLAB ON GRADE VWTH 84 WlAXW1.4 WWF I N @ MID DEPTH v i cl af6 (9 E ❑ I II II w No 3 I I DEMO (E) CARPORT FOOTING PADS ❑ II -- — — — — — (N) TYPICAL FOOTING AND STEM 1 WALL PER DETAIL FOOTING AND STEM WALL ❑DENOTES THE NUMBER OF WALL STUDS REQUIRED AT BEARING POINT COLUMN WALL THIS LEVEL WALL BELOW IN WALL HEADER �--� JOIST SPAN DIRECTION ----BEAM ] FRAMING HANGER ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMN ABOVE SHADED AREA DENOTES ROOF FRAMED OVER ROOF BELOW WITH 2xl2 RAFTERS AT 24" O/C OR PFCPWRT's PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSS PLANS DEPICT ROOF/FLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS FLOOR SHEATHING: INSTALL Y" T&G C•DX PLYWOOD SHEATHING WITH MIN 48124 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT 6" o/c PANEL EDGE AND EDGE OF FLOOR AND 12" O/c PANEL FIELD ROOF SHEATHING: INSTALL Yt' GDX PLYWOOD SHEATHING WITH MIN 32/16 SPAN RATING NAILED TO FRAMING WITH 8d NAILS AT 8" O/C PANEL EDGE AND 12" O/C PANEL FIELD p�oF �HiM � REC OVED ONpI�L ��O1.oy01 1 MAR 14 ?pj7 DEVELOPMENT CITY OF EDMONOS 1 Main Floor 1/4 - 1 _0" NOTES: DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER WALL ® OF WALL STUDS X REQUIRED AT BEARING POINT COLUMN WALL THIS LEVEL WALL BELOW IN WALL HEADER JOIST SPAN DIRECTION ----BEAM 3 FRAMING HANGER ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMN ABOVE AREA DENOTES ROOFFRAMED OVER ROOF BELOW WITH 2x12 RAFTERS AT 24" O/C OR PFCPWRT's PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOFTRUSS PLANS DEPICT ROOF/FLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS FLOOR SHEATHING: INSTALL %' T&G C-DX PLYWOOD SHEATHING WITH MIN 48/24 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT 8" o/c PANEL EDGE AND EDGE OF FLOOR AND 12" o/c PANEL FIELD ROOF SHEATHING: INSTALL Y' C-DX PLYWOOD SHEATHING WITH MIN 32116 SPAN RATING NAILED TO FRAMING WITH 8d NAILS AT 8" O/C PANEL EDGE AND 12" O/C PANEL FIELD MAR 14 Al BX12 2 2 -- -_ 2 2 2 2 -12 2 I i 1d Im Im IT I I� 1 O C7 �v 3x4 CAR DECKING m I W/ PLYWOOD SHEATHING m 10 y N x I s 6x12 4 \I• FLUSH W/ FLOOR FRAMING 9^a v 3 Bx12 Bx12 6x12 2 2 2}}" x 18" PSL ` 18" TJI 580 JOIST .p"� FLUSH W/ N a 12" O/C FLOOR FRAM G x tr -� -- --�__ _� LLG HSS 18x4xj�g STEEL~ M 3 2 � O 4 FLUSH W/ FLOOR FRAMING .� ALIGN ON COL ABOVE I I 1.0 I I I I I �m 18" TJI 580 JOIST 1, I 52.03 I I I I 2je a @ 12" O/C m k I ' 18" TJI 560 JOIST @ 12" O/C II FF_J I III L— II �L3 ` I AX41 mhz xaNO Q�Q ham, S� FLUSH W/ a FLOOR B FRAMING 52.03 I I I I I �I 4 m Im I� 1� I DECKING I m I G 1 W/PLYWOOD y, SHEATHING m x m m I Li I I I I I 1 I I 2 2 6.12 5}'X11}"PSL 2 — — 2 — — 7 Plan L — — 6x1 6x12 Fes- _ rl= 4x10Z 2}a" x 16" PSL FLUSH W/ FLOOR FRAMING O'U zQ LL 0 O' x 20" PSL °' < FLUSH W/ FLOOR FRAMING b 4 ^a': i� 4 II � I it N 52.03 c F� I�maZO 5}"x 20"PSL ItLLOZQ. FLUSH W/ FLOOR FRAMING Bx12 I 4 ^�^1 4 II 0� a3�3 a m =z W,II I�oS< I LL¢ 4x10 2 — DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER WALL ® OF WALL STUDS X REQUIRED AT BEARING POINT COLUMN WALL THIS LEVEL WALL BELOW -� IN WALL HEADER JOIST SPAN DIRECTION ----BEAM D FRAMING HANGER ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMNABOVE SHADED AREA DENOTES ROOF FRAMED OVER ROOF BELOW WITH 2x12 RAFTERS AT 24 O/C OR PFCPWRT's PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOFTRUSS PLANS DEPICT ROOF/FLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS ALL EXPOSED FRAMING SHALL BE ARCHITECTURAL GRADE SELECT STRUCTURAL FLOOR SHEATHING: INSTALL W TBG C-DX PLYWOOD SHEATHING WITH MIN 48124 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT 6" o/c PANEL EDGE AND EDGE OF FLOOR AND 12" o/c PANEL FIELD ROOF SHEATHING: INSTALL X" C-DX PLYWOOD SHEATHING WITH MIN 32/18 SPAN RATING NAILED TO FRAMING WITH ed NAILS AT 6" O/C PANEL EDGE AND 12" O/C PANEL FIELD MAR 1 2017 DEVELOPMENT ERVICES CTH. CITY OFE MONDS Roof Framing Plan MAR 14 DRAWING KEY FOOTING AND STEM WALL DENOTES THE NUMBER ® OF WALL STUDS X REQUIRED AT BEARING POINT COLUMN WALL THIS LEVEL WALL BELOW ]—= IN WALL HEADER L—� JOIST SPAN DIRECTION ----BEAM FRAMING HANGER ` SOLID BLOCKING CENTERED ON COLUMN ABOVE TO BEAM OR WALL MATCH SIZE OF COLUMN ABOVE SHADED R013FF AREA DENOTES ROOF FRAMED OVER ROOF BELOW WITH 2x12 RAFTERS AT 24" O/C OR PFCPWRT's PFCPWRT DENOTES PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSS PLANS DEPICT ROOF/FLOOR FRAMING SUPPORTED BY WALLS BELOW. WALLS ABOVE ARE NOT SHOWN FOR CLARITY. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS FLOOR SHEATHING: INSTALL Y4" T&G C-DX PLYWOOD SHEATHING WITH MIN 48/24 SPAN RATING NAILED TO FLOOR JOIST WITH 10d NAILS AT S" O/c PANEL EDGE AND EDGE OF FLOOR AND 12" o/c PANEL FIELD ROOF SHEATHING: INSTALL Xx" C•DX PLYWOOD SHEATHING WITH MIN 32/16 SPAN RATING NAILED TO FRAMING WITH Btl NAILS AT S" O/C PANEL EDGE AND 12" O/C PANEL FIELD CTFL �O1 1) Basement Floor Shearwall Plan va 1 0 SHEAR PANEL SCHEDULE EDGE NAILING ANCHOR BOLT SHEAR CLIP SPACING PLATE CONNECTION SHEAR REFERENCE (P.E.N.) FDN. SILL SPACING "A35" / "LTP4" NAILING OR BOLTING CAPACITY (PUP) NOTES MARK SPACING PLATE 1SIDE 2SIDES ISIDE 2SIDES ISIDE Rim ELKS. 2SIDES RIM/BLKG. (SIDE 2SIDES SEE BELOW TYP MIN. 6" O.C. 2x MIN, 48" O.C. -- 24" / 24" O.0 -- 16d @ 8" O.C. 1 Y" LSL - -- -- -- 1 LINO W6 6" O.C. 2x MIN. 48" O.C. -• 18" / 18" 0.0 -• 16d @ 6" O.C. 1 Y4" LSL •- - 310 -- 1 W4 4" O.C. 3x 48" O.C. 24" O.C. 12" / 12" O.0 - / 12 O.C. 1 Ed @ 4" O.C. 1 Y" LSL "SDS" @ 6" O.C. 3)9 LSL 460 920 1,2,3 EA. SIDE W3 3" O.C. 3x 38" O.C. 18" O.C. 9" / 9" O.0 - / 9" O.C. 2-16d @ 6" O.C. 1 Y4' LSL 2 ROWS "SIDS" @ 3 V' LSL 600 120D 1,2,3,4,5,7 EA. SIDE 10 O.C. W2 2" O.C. 3x 28" O.C. 14" O.C. 6" / B" O.0 - / 8" O.C. "SOS" @ 8" O.C. 3 y" LSL 2 ROWS "SD S" @ 3 V LSL 770 1540 1,2,3,4,5,7 EA. SIDE 8" O.C. W2-S1 2" O.C. 3x - 24" O.C. 12" O.C. W / 6" O.0 - / 8 O'C' "SDS" @ 6" O.C. 3 V" LSL 2 ROWS "SDS" @ 3 )/," LSL $70 1740 1,2,3,4,5,6,7 EA. SIDE 6" O.C. HOLD-DOWN SCHEDULE MARK SIMPSON HARDWARE CHORD POST CAPACITY DETAILS NOTES HDi MSTC28 (2)2x6 15401bs 3/82.03 -, POST TO POST H02 MSTC40 (2) 2x6 30801bs 3/82.03 POST TO POST H03 MSTC52 (2)2x6 46201bS 3/S2.03 POST TO POST 2-HI HD4 w / %" 0 ALL THREAD ROD 4x6 6970 Ibs 4/S2.03 POST TO POST HDS "OALLTHREA.5 w / 1"0 ALL THREAD ROD 6x8 95351bs 4/S2.03 POST TO POST HD6 w / " ALL T 0 ALL THREAD HREA READ ROD Bx6 14445 Ibs 4/S2.03 POST TO POST- HD7 HDU2-SDS2.5 w / SSTB28 OR X' 0 ALL THREAD ROD (2) 2x6 3075 Ibs 5 or 6/52.01 POST TO PON. HD8 HDU4-SDS2.5 w / SSTB28 OR V" 0 ALL THREAD ROD (2) 24 4565 Ibs 5 or 6/52.01 POST TO FDN. HD9 HIw /SSTB28 OR %" 0 ALL THREAD ROD 4x8 or 4x4 69701bs 5 or6/S2.01 POST TO FDN. `HD10 HDUH-SDS2.5 W / 1" 0 ALL THREAD ROD EMBEDED INTO FOOTING 4XB 9535 Ibs 5or 6182,01 POSTTOFDN. HD11 HDU7.5 W / 1" 0 ALL THREAD RODD EMB EMBEDED INTO FOOTING 6X6 14445 Ibs 5 or6/S2.01 POST TO FDN. NOTES: 1. STRUCTURAL. DRAWINGS SHOW SHEATHING ONLY WHERE REQUIRED. AT ALL OTHER LOCATIONS, SEE ARCHITECTURAL DRAWINGS FOR SHEATHING REQUIREMENTS. IN LIEU OF A FULL WRAP SHEAR SHEATHING MUST BE EXTENDED TO NEAREST WALL CORNER OR STRIP STUDS TO NEAREST CORNER TO PROVIDE A FLUSH SURFACE FOR THE APPLICATION OF GYPSUM SHEATHING. AT OTHER WALLS SHOWN AS STRUCTURAL WALLS, ANCHOR BOLTS, PLATE CONNECTION & CLIPS SHALL BE INSTALLED AS SPECIFIED AS TYP. MIN. U.N. • SHEATHING SHALL BE Yz" CDX PLYWOOD PER THE STRUCTURAL SPECIFICATIONS THIS SHEET. • SHEATHING FASTENERS SHALL BE Sd COMMON OR 8d GALVANIZED BOX. (STAGGER IF SPACING IS 3" O.C. & CLOSER. MINIMUM SPACING BETWEEN NAIL LINES IS �9 • PROVIDE X" SPACE AT ALL PANEL END AND EDGE JOINTS. • ALL STUDS AND PLATES SHALLBE 2%U.N.O. • BLOCK ALL EDGES OF SHEATHING. • PLATE CONNECTION NAILS SHALL BE 16d COMMON, U.N.O. • ALL FIELD NAILING SHALL BE 8d @ 12" O.C. • SHEAR CLIPS SHALL BE SIMPSON'A35' OR'LTP4' CONNECTORS.'LTP4' CLIPS SHALL BE INSTALLED USING Sd COMMON NAILS AND MAY BE INSTALLED OVER WALL SHEATHING WITH LONG DIMENSION HORIZONTAL • ALLANCHOR BOLTS SHALL HAVE 3" SQ.xY" W/'&" x1 W DIAGONAL SLOT (USE STD. CUT WASHER O/ PLATE WASHER) PLATE WASHERS. USE SIMPSON BPS-6 WASHER (WA )4') @ 6" THICK SHEAR WALL. PLATE WASHER TO EXTEND TO WITHIN Y." OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. INCREASE PLATE WASHER AS REQUIRED. A.B. CAN BE OFFSET AS REQUIRED BUT SHOULD NOT BE PLACED LESSTHAN 1 Y4" FROM EDGE OF SILL PLATE. STAGGERED A.B. @ DOUBLE SIDED SHEAR WALLS IS ALSO ACCEPTABLE. PROVIDE 2 ANCHOR BOLTS MINIMUM PER PLATE W/ ONE BOLT WITHIN 6" TO 12" OF ENDS. THESE DO NOT APPLY TO TIEDOWN ANCHORS. SEE TIEDOWN SCHEDULE FOR TIEDOWN ANCHOR REQUIREMENTS. ANCHOR BOLTS SHALL BE HOT -DIPPED GALVANIZED OR ZINC PLATED UNLESS IT CAN BE SHOWN THAT THE PRESSURE -TREATING PROCESS USED SEX / DOT OR ZINC BORATE. ANCHOR BOLTS SHALL BE ONE OF THE FOLLOWING: 1. °%,, 0 A.B. W/ 1 (V" HOOK x 7" MINIMUM EMBEDMENT INTO CONCRETE. (HOOK LENGTH IS MEASURED FROM INSIDE FACE OF VERT. TO END OF HOOK); OR 2. AT ELEVATED CONCRETE SLABS AT LEAST 6" THICK, %" 0 THREADED ROD IN BOLT STAND W/ 1" MAX. STAND HEIGHT. 3. IN NON-P.T. SLABS, V" W/THREADED ROD EPDXIED INTO Y4"0x4" HOLE. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. SPECIAL INSPECTION IS REQUIRED. 4. IN NON-P.T. SLABS, W"0 EXPANSION BOLT W/ 2 %" MIN. EMBEDMENT. THIS REQUIRES A MINIMUM EDGE DISTANCE OF 8 Y4". INSTALL PER MANUFACTURER'S RECOMMENDATIONS S. IN NON-P.T. SLABS, s/" 0 SIMPSON TITEN HD (x6" @ 2x SILL, x 6 Y:" @ 3x SILL), OR EQUAL. • AT EXTERIOR WALLS WHERE ONE SIDE SHEATHING IS NOTED, NO PLATE CONNECTION OR SIMPSON CLIPS WILL BE REQUIRED; IF TWO SIDES SHEATHING IS NOTED, THEN ONE SIDED PLATE CONNECTION AND ONE SIDED SHEAR CLIPS WILL BE REQUIRED. SEE FLOCR SECTIONS AT EXTERIOR WALLS. • -SHEAR WALLS SHALL BE CONSTRUCTED WITH PANEL SHEETS NOT LESS THAN 4' BY 8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM SHEET DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED SHEETS ARE SUPPORTED BY FRAMING MEMBERS OR BLOCKING. 2. 'SDS' DENOTES Ya" O'SDS' WOOD SCREWS BY SIMPSON STRONG -TIE WITH 2" MINIMUM PENETRATION INTO FRAMING BELOW. ROWS OF'SDS' SCREWS SHALL BE STAGGERED AND SPACED AT 1 )2-APART, WHERE SHEATHING IS APPLIED TO BOTH FACES OF THE WALL, ADJOINING SHEATHING EDGES SHALL BE OFFSET TO FALL ON DIFFERENT. FRAMING MEMBERS. • ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3x MIN. 3. ROWS OF 16d SHALL BE STAGGERED & SPACED Yz" APART 4. FOR INTERIOR DOUBLE SIDED SHEAR WALL, USE 3 Yz" LSL RIWBLKG. @ 4" WALL AND 5 Yz' LSL RIM/BLKG. @ 6" WALL. USE'LTP4' SHEAR CLIPS EA. SIDE OF WALL (STAGGERED) 5. FOR 4" THICK NOMINAL DOUBLE SIDED SHEAR WALL, USE 3x FLOOR SILL PLATE. 8. SHEATHING SHALL BE STRUCTURAL 1. 7. AT DOUBLE SIDED SHEAR WALLS, MOISTURE CONTENT OF SILL SHALL NOT EXCEED 17%AT THE TIME OF INSTALLATION OF SILL CONNECTION (ALTERNATIVELY, DRY SILL PLATES SHALL BE USED). • AT DOUBLE SIDED SHEAR WALLS, 2 ROWS OF'SDS' SHALL BE STAGGERED AND SPACED AT 1.5" APART. EDGE DISTANCE IS V MINIMUM. 8. PANEL NAILING APPLIES TO ALL SHEATHING PANEL EDGES. INSTALL 2x BLOCKING AT ALL UNFRAMED PANEL EDGES (3x BLOCKING WHERE REQ'D. PER NOTE) NAIL SHEATHING TO INTERMEDIATE FRAMING W/ PANEL NAILS @ 12" O.C. 8. WHERE CLIPS ARE USED BOTH SIDES, CLIPS SHALL BE STAGGERED TO AVOID INTERFERENCE. - 10. WHERE ALLOWABLE SHEAR VALUES ESCEED 350 PUP, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NORMAL MEMBER AND NAILS SHALL BE STAGGERED. 11. ROWS OF NAILS SHALL BE OFFSET Y" (MIN.) AND STAGGERED. 12. WHERE PANELS ARE APPLIED TO EACH SIDE OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. DRAWING KEY WX SGL SIDED SHEAR WALL MARK 2VyX DEL SIDED SHEAR WALL MARK SHEAR PANEL HOLD-DOWN Sp MARK PLANS DEPICT WALLS FOR LEVEL BEING SHOWN. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS. MAR 4 �ss\iQA'A E �l� �," 2097 oti Am 0 Floor Shearwall Plan sm W4 W4 mmmmmmmmmm 7-ZI-IN ti`L ti'O SO �O Pam? 2W4 �n SHEAR PANEL SCHEDULE EDGE NAILING ANCHOR BOLT SHEAR CLIP SPACING PLATE CONNECTION SHEAR REFERENCE (P.E.N.) FDN. SPACING "A35"/"LTP4" NAILING OR BOLTING CAPACITY(PLF) NOTES MARK SPACING SILL PLATE 7SI.E 2 SIDES 1 SIDE 2 SIDES 1 SIDE RIM / BLKG. 2 SIDES RIM /BLKG. 1 SIDE 2 SIDES SEE BELOW TYP MIN. 6" O.C. Zx MIN. 48" O.C. -- 24" / 24" O.0 •• 16d @ 8" O.C. - 1 Y4" LSL -- -- -- -- 1 UNO WB 8" O.C. 2x MIN. 48" O.C. -- 18" / I V, O.0 •• 16d 0 6" O.C. 1 Y" LSL -- -- 310 -- 1 W4 4" O.C. 3x 48" O.C. 24" O.C. 12" / 12" O.0 - / 12" O.C. 16d @ 4" O.C. 1 Y" LSL "SDS" Q W O.C. 3 "LSL 460 92D 1.2.3 EA. SIDE INS 3" O.C. 3x 36" O.C. 18" O.C. 9" 19" O.0 - / D.Q. 2.16d @ 6" O.C. 1 Y' LSL 2 ROWS "SDS" 3 Y2" LSL 800 1200 1,2,3,4,5,7 EA. . SIDE 10" O.C. W2 2" O.C. 3x 28" O.C. 14" O.C. 6" 161, O.0 - / 6 O.C. "SDS" (03 8" O.C. 3)4" LSL 2 ROWS "SDS" G 3 y" LSL 770 1540 1,2.3,4,5,7 EA. SIDE 8" O.C. V12-S1 2" O.C. 3x 24" O.C. 12" O.C. 6" / B" O.0 - / 8" O.C. "SDS" 6" O.C. 3 Y22".LSL 2 ROWS "SDS" @ 3 Y2" LSL 870 1740 1,2,3,4,5,6,7 EA. SIDE 6" O.C. HOLD-DOWN SCHEDULE MARK SIMPSON HARDWARE CHORDPOST CAPACITY DETAILS NOTES HDi MSTC28 (2) 2x6 1540 Ibs 3/S2.03 POST TO POST HD2 MSTC40 (2) 2x8 3080 Ibs 3/S2.03 POST TO POST HD3 MSTC52 (2) 2x8 46201bs 3/S2.03 POST TO POST HD4 2-HDU8-SDS2.5 w / %' 0 ALL THREAD ROD 4x6 8970 Ibs 4/S2.03 POST TO POST HD5 2-HDU1 I-SDS2.5 w / 1"O ALL THREAD ROD Bx8 95351bs 4/S2.03 POST TO POST HOB HDU10ALL THREAD ROD / w 1" 0 ALL 6x6 144451bs 4/S2.03 POST TO POST HD7 HDU2-SDS2.5 w / SSTB28 OR sV 0 ALL THREAD ROD (2) 2x6 3075 Ibs 5 or 6/S2.01 POST TO FDN. HD8 HDU4-SDS2.5 I / SSTB28 OR sW 0 ALL THREAD ROD (2) 2x6 4565 IbS 5 or 6/S2.01 POST TO FDN. HDUS-SOS2.5 w I SSTB28 OR WO ALL THREAD ROD 4x8 or 4x4 69701bs 5 or 6/S2.01 POST TO FDN. F HDU1 .54X6 W/ 1" 0 ALL THREAD ROD EMBEDED INTO FOOTING D EMB 95351bs 5 or 6/S2.01 POST TO FDN. HDU1 .5 W / 1" 0 ALL THREAD RODD EMB EMBEDED INTO FOOTING 6X6 14445 Ibs 5 or 6/S2.01 POST TO FDN. y0y, 3 NOTES: 1. STRUCTURAL DRAWINGS SHOW SHEATHING ONLY WHERE REQUIRED. AT ALL OTHER LOCATIONS, SEE ARCHITECTURAL DRAWINGS FOR SHEATHING REQUIREMENTS, IN LIEU OF A FULL WRAP SHEAR SHEATHING MUST BE EXTENDED TO NEAREST WALL CORNER OR STRIP STUDS TO NEAREST CORNER TO PROVIDE A FLUSH SURFACE FOR THE APPLICATION OF GYPSUM SHEATHING. AT OTHER WALLS SHOWN AS STRUCTURAL WALLS, ANCHOR BOLTS, PLATE CONNECTION & CLIPS SHALL BE INSTALLED AS SPECIFIED AS TYP. MIN. U.N. . SHEATHING SHALL BE Y2" CDX PLYWOOD PER THE STRUCTURAL SPECIFICATIONS THIS SHEET. - • SHEATHING FASTENERS SHALL BE 8d COMMON OR 8d GALVANIZED BOX. (STAGGER IF SPACING IS 3" O.C. & CLOSER. MINIMUM SPACING BETWEEN NAIL LINES IS 3/a� • PROVIDE Y4" SPACE AT ALL PANEL END AND EDGE JOINTS. • ALL STUDS AND PLATES SHALL BE 2x U.N.O. • BLOCK ALL EDGES OF SHEATHING. • PLATE CONNECTION NAILS SHALL BE 18d COMMON, U.N.O. • ALL FIELD NAILING SHALL BE 8d Q 12" O.C. • SHEAR CLIPS SHALL BE SIMPSON'A35' OR'LTP4' CONNECTORS.'LTP4' CLIPS SHALL BE INSTALLED USING 8d COMMON NAILS AND MAY BE INSTALLED OVER WALL SHEATHING WITH LONG DIMENSION HORIZONTAL • ALLANCHOR BOLTS SHALL HAVE 3" SQ.xY4" W1%e' xi /s" DIAGONAL SLOT (USE STD. CUT WASHER O/ PLATE WASHER) PLATE WASHERS. USE SIMPSON BPS•6 WASHER (3"x4 Y2') C 6" THICK SHEAR WALL. PLATE WASHER TO EXTEND TO WITHIN X' OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. INCREASE PLATE WASHER AS REQUIRED. A.B. CAN BE OFFSET AS REQUIRED BUT SHOULD NOT BE PLACED LESS THAN 1 %" FROM EDGE OF SILL PLATE. STAGGERED A.B. 0 DOUBLE SIDED SHEAR WALLS IS ALSO ACCEPTABLE. PROVIDE 2 ANCHOR BOLTS MINIMUM PER PLATE W/ ONE BOLT WITHIN 6" TO 12" OF ENDS. THESE DO NOT APPLY TO TIEDOWN ANCHORS. SEE TIEDOWN SCHEDULE FOR TIEDOWN ANCHOR REQUIREMENTS. ANCHOR BOLTS SHALL BE HOT -DIPPED GALVANIZED OR ZINC PLATED UNLESS IT CAN BE SHOWN THAT THE PRESSURE -TREATING PROCESS USED SBX / DOT OR ZINC BORATE. ANCHOR BOLTS SHALL BE ONE OF THE FOLLOWING: 1. Y" 0 A.B. W11 %" HOOK 7"MINIMUM EMBEDMENT INTO CONCRETE. (HOOK LENGTH IS MEASURED FROM INSIDE FACE OF VERT. TO END OF HOOK); OR 2. AT ELEVATED CONCRETE SLABS AT LEAST S" THICK, %" O THREADED ROD IN BOLT STAND W/ 1"MAX. STAND HEIGHT. 3. IN NON-P.T. SLABS, s%' W/THREADED ROD EPDXIED INTO %"00' HOLE. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. SPECIAL INSPECTION IS REQUIRED. 4. IN NON-P.T. SLABS, %"0 EXPANSION BOLT W/ 2 %" MIN. EMBEDMENT. THIS REQUIRES A MINIMUM EDGE DISTANCE OF 8 Ya". INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. IN NON-P.T. SLABS, s/" 0 SIMPSON TITEN HD (x6' Q 2x SILL, x 6 Y2" @ 3x SILL), OR EQUAL. • AT. EXTERIOR WALLS WHERE ONE SIDE SHEATHING IS NOTED, NO PLATE CONNECTION OR SIMPSON CLIPS WILL BE REQUIRED; IF TWO SIDES SHEATHING IS NOTED, THEN ONE SIDED PLATE CONNECTION AND ONE SIDED SHEAR CLIPS WILL BE REQUIRED. SEE FLOOR SECTIONS AT EXTERIOR WALLS. • -SHEAR WALLS SHALL BE CONSTRUCTED WITH PANEL SHEETS NOT LESS THAN 4' BY 81, EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM SHEET DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED SHEETS ARE SUPPORTED BY FRAMING MEMBERS OR BLOCKING. 2. 'SDS' DENOTES Y," O'SDS' WOOD SCREWS BY SIMPSON STRONG -TIE WITH 2" MINIMUM PENETRATION INTO FRAMING BELOW. ROWS OF'SDS' SCREWS SHALL BE STAGGERED AND SPACED AT 1 Y2".APART. • WHERE SHEATHING IS APPLIED TO BOTH FACES OF THE WALL, ADJOINING SHEATHING EDGES SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. • ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3x MIN. 3. ROWS OF 18d SHALL BE STAGGERED & SPACED W APART 4. FOR INTERIOR DOUBLE SIDED SHEAR WALL, USE 3 Y2" LSL RIM/BLKG. @ 4" WALL AND 5 V' LSL RIMBLKG. @ G" WALL, USE .'LTP4' SHEAR CLIPS EA. SIDE OF WALL (STAGGERED) 5. FOR 4" THICK NOMINAL DOUBLE SIDED SHEAR WALL, USE 3x FLOOR SILL PLATE. 6. SHEATHING SHALL BE STRUCTURAL 1. 7. AT DOUBLE SIDED SHEAR WALLS, MOISTURE CONTENT OF SILL SHALL NOT EXCEED 17%AT THE TIME OF INSTALLATION OF SILL CONNECTION (ALTERNATIVELY, DRY SILL PLATES SHALL BE USED). • AT DOUBLE SIDED SHEAR WALLS, 2 ROWS OF 'SDS' SHALL BE STAGGERED AND SPACED AT 1.5" APART. EDGE DISTANCE IS 1" MINIMUM. 8. PANEL NAILING APPLIES TO ALL SHEATHING PANEL EDGES. INSTALL 2x BLOCKING AT ALL UNFRAMED PANEL EDGES (3x BLOCKING WHERE REQ'D. PER NOTE) NAIL SHEATHING TO INTERMEDIATE FRAMING W/ PANEL NAILS !N 12" O.C. 9. WHERE CLIPS ARE USED BOTH SIDES, CLIPS SHALL BE STAGGERED TO AVOID INTERFERENCE, 10. WHERE ALLOWABLE SHEAR VALUES ESCEED 350 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NORMAL MEMBER AND NAILS SHALL BE STAGGERED. 11. ROWS OF NAILS SHALL BE OFFSET Y2" (MIN.) AND STAGGERED. 12. WHERE PANELS ARE APPLIED TO EACH SIDE OF A WALL, PANEL JOINTS SHALL BE OFFSETTO FALL ON DIFFERENT FRAMING MEMBERS. RFQ'F MAR 14 2017 DEVELOPMENT SERVICES CITY OF EDMONDS DRAWING KEY WX SGL SIDED SHEAR WALL MARK ZwX DEL SIDED SHEAR WALL MARK SHEAR PANEL HOLD-DOWN Yp� MARK PLANS DEPICT WALLS FOR LEVEL BEING SHOWN. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS. Shearwall Plan 1/4" = 1,, rn ❑ o 9 o _ SHEAR PANEL SCHEDULE EDGE NAILING ANCHOR BOLT SHEAR CLIP SPACING PLATE CONNECTION SHEAR REFERENCE (P.E.N.) FDN. SPACING "A35" / "LTP4" NAILING OR BOLTING CAPACITY (PLF) NOTES MARK SPACING SILL PLATE iSIDE 2SIDES iSIDE 2SIDES 1SIDE .RIM/2SIDES RIM/BLKG. 1SIDE 2SIDES SEE BELOW BLKG. TYP MIN. 6"O.C. 2x MIN. 48"D.C. -- 24"/24"O.0 •• 16d@B"O.C. ty"LSL -- -- - - 1 UNO WS 6"O.C. 2x MIN. 48"O.C. -• 1811/18"0.0 - 18d08"O.C. iy"LSL -- -- 310 - 1 W4 4" O.C. 3x 48" O.C. 24" O.C. 12" / 12" O.0 -112" O.C. 18d @ 4" O.C. 1 Y" LSL "SDS" @ 6" O.C. 3 Y' LSL 460 920 1,2,3 EA. SIDE W3 3" O.C. 3x 38" O.C. 18" O.C. 9"! 9" O.0 • / 9" O.C. 2-16d @ 6" O.C. 1 %' LSL 2 ROWS "SDS" @ 3 Y" LSL 800 120D 1,2,3,4,5,7 EA. SIDE 1011O.C. W2 2" O.C. 3x 28" O.C. 14" O.C. 6" 16" O.0 - / 6" O.C. "SDS" @ S" D.C.. 3' LSL 2 ROWS "SDS" @ 3 Y" LSL 770 1540 1,2,3,4,5,7 EA. SIDE 8" O.C. - W2•S1 2" O.C. 3x 24" O.C. 12" O.C. 6" / 8" O.0 - / O.C. "SDS" @ 6" O.C. 3 Y" LSL 2 ROWS "SDS" @ 3 Y" LSL 870 1740 1,2,3,4,5,8,7 EA. . SIDE 8" O.C. HOLD-DOWN SCHEDULE MARK SIMPSON HARDWARE CHORD POST CAPACITY DETAILS NOTES HD7 MSTC28 (2) 24 1540 Ibs 3/82.03 POST TO POST HD2 MSTC40 (2) 2x6 30801bs 3/S2.03 POST TO POST HD3 MSTC52 (2) 2x6 46201bs 3/S2.03 POST TO POST H04 w / %" 0 ALL THREAD ROD 'OALL THREAD 00 69701bs 4/S2.03 POST TO POST HD5 2-HDU11-SDS2.5 w / 1" 0 ALL THREAD ROD 6XS 95351bs 4/S2.03 POST TO POST HOE HDU10ALL THREAD ROD " 0 ALL w / 1 6xg 144451bs 41S2.03 POST TO POST HDU2.SDS2.5 HD7 w /SSTB28 OR %" 0 ALL THREAD ROD (2) 2x5 3075 Ibs 5 or 6/S2.01 POST TO FDN. HDU" .5 HD8 w / SSTB28 OR Ye" 0 ALL 0 ALLTHREAD ROD (2) y6 4565 Ibs 5 or 6/82.01 POST TO FDN. HDU8-SDS2.5 HD9 w / SSTB28 OR %" 0 ALL THREAD ROD 46 or 4x4 6970 Ibs 5 or 6152.01 POST TO FDN. HD10 HDU1 .b W / 1" 0 ALL THREAD RODD EMB EMBEDED INTO FOOTING 4X6 95351bs 5 or 6/S2.01 POST TO FDN. HDI1 HDU14-SDS2.5 W /1"GALL THREAD ROD EMBEDED INTO FOOTING BXB 144451bs 5or 6/S2.01 POST TO FDN. W6 r iooaiai� NOTES: 1. STRUCTURAL DRAWINGS SHOW SHEATHING ONLY WHERE REQUIRED. AT ALL OTHER LOCATIONS, SEE ARCHITECTURAL DRAWINGS FOR SHEATHING REQUIREMENTS. IN LIEU OF FULL WRAP SHEAR SHEATHING MUST BE EXTENDED TO NEAREST WALL CORNER OR STRIP STUDS TO NEAREST CORNER TO PROVIDE A FLUSH SURFACE FOR THE APPLICATION OF GYPSUM SHEATHING. AT OTHER WALLS SHOWN AS STRUCTURAL WALLS, ANCHOR BOLTS, PLATE CONNECTION & CLIPS SHALL BE INSTALLED AS SPECIFIED AS TYP. MIN. U.N. • SHEATHING SHALL BE Y" CDX PLYWOOD PER THE STRUCTURAL SPECIFICATIONS THIS SHEET. - • SHEATHING FASTENERS SHALL BE 8d COMMON OR 8d GALVANIZED BOX. (STAGGER IF SPACING IS 3" O.C. & CLOSER. MINIMUM SPACING BETWEEN NAIL LINES IS • PROVIDE Y" SPACE AT ALL PANEL END AND EDGE JOINTS. • ALL STUDS AND PLATES SHALL BE ZXU.N.O. _ • BLOCK ALL EDGES OF SHEATHING. • PLATE CONNECTION NAILS SHALL BE 16d COMMON, U.N.O. • ALL FIELD NAILING SHALL BE Bd @ 12'O.C.- • SHEAR CLIPS SHALL BE SIMPSOWA35' OR'LTP4' CONNECTORS.'LTP4' CLIPS SHALL BE INSTALLED USING Sd COMMON NAILS AND MAY BE INSTALLED OVER WALL SHEATHING WITH LONG DIMENSION HORIZONTAL •. ALL ANCHOR BOLTS SHALL HAVE 3" SQ.XYa' W/ %." xi %" DIAGONAL SLOT (USE STD. CUT WASHER O/ PLATE WASHER) PLATE WASHERS. USE SIMPSON BPS-6 WASHER (TW )Q) @ W THICK SHEAR WALL. PLATE WASHER TO EXTEND TO WITHIN Y" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. INCREASE PLATE WASHER AS REQUIRED. A.B. CAN BE OFFSET AS REQUIRED BUT SHOULD NOT BE PLACED LESS THAN 1 Ya' FROM EDGE OF SILL PLATE. STAGGERED A.B. @ DOUBLE SIDED SHEAR WALLS IS ALSO ACCEPTABLE. PROVIDE 2 ANCHOR BOLTS MINIMUM PER PLATE W/ ONE BOLT WITHIN S. TO 12" OF ENDS. THESE DO NOT APPLY TO TIEDOWN ANCHORS. SEE TIEDOWN SCHEDULE FOR TIEDOWN ANCHOR REQUIREMENTS. ANCHOR BOLTS SHALL BE HOT -DIPPED GALVANIZED OR ZINC PLATED UNLESS IT CAN BE SHOWN THAT THE PRESSURE -TREATING PROCESS USED SEX / DOT OR ZINC BORATE. ANCHOR BOLTS SHALL BE ONE OF THE FOLLOWING: 1. %" 0 A.B. W/ 1 %" HOOK x T MINIMUM EMBEDMENT INTO CONCRETE. (HOOK LENGTH IS MEASURED FROM INSIDE FACE OF VERT. TO END OF HOOK); OR 2. AT ELEVATED CONCRETE SLABS AT LEAST 8" THICK, %" 0 THREADED ROD IN BOLT STAND W/ 1" MAX. STAND HEIGHT. - - - 3. IN NON-P.T. SLABS, %" W/THREADED ROD EPDXIED INTO"0x4"HOLE. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. SPECIAL INSPECTION IS REQUIRED. 4. IN NON-P.T. SLABS, VJ 0 EXPANSION BOLT W/ 2 %" MIN. EMBEDMENT. THIS REQUIRES A MINIMUM EDGE DISTANCE OF 8 Ys". INSTALL PER MANUFACTURER'S RECOMMENDATIONS S. IN NON-P.T. SLABS, Y" 0 SIMPSON TITEN HD (x8" @ 2x SILL, x 6 Yz' @ 3x SILL), OR EQUAL. • AT EXTERIOR WALLS WHERE ONE SIDE SHEATHING IS NOTED, NO PLATE CONNECTION OR SIMPSON CLIPS WILL BE REQUIRED; IF TWO SIDES SHEATHING IS NOTED, THEN ONE SIDED PLATE CONNECTION AND ONE SIDED SHEAR CLIPS WILL BE REQUIRED. SEE FLOOR SECTIONS AT EXTERIOR WALLS. • -SHEAR WALLS SHALL BE CONSTRUCTED WITH PANEL SHEETS NOT LESS THAN 4' BY 8% EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM SHEET DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED SHEETS ARE SUPPORTED BY FRAMING MEMBERS OR BLOCKING. 2. 'SDS' DENOTES Ya" O'SDS' WOCD SCREWS BY SIMPSON STRONG -TIE WITH 2" MINIMUM PENETRATION INTO FRAMING BELOW. ROWS OF'SDS' SCREWS SHALL BE STAGGERED AND SPACED AT i Y2" APART. • WHERE SHEATHING IS APPLIED TO BOTH FACES OF THE WALL, ADJOINING SHEATHING EDGES SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. • ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3x MIN, 3. ROWS OF 1 Bd SHALL BE STAGGERED & SPACED Y" APART 4. FOR INTERIOR DOUBLE SIDED SHEAR WALL, USE 3 Y" LSL RIM/BLKG. @ 4" WALL AND 5 Yz" LSL RIM/BLKG. @ 6" WALL. USE 'LTP4' SHEAR CLIPS EA. SIDE OF WALL (STAGGERED) S. FOR 4" THICK NOMINAL DOUBLE SIDED SHEAR WALL, USE 3x FLOOR SILL PLATE. 6. SHEATHING SHALL BE STRUCTURAL 1. 7. AT DOUBLE SIDED SHEAR WALLS, MOISTURE CONTENT OF SILL SHALL NOT EXCEED 17% ATTHE TIME OF INSTALLATION OF SILL CONNECTION (ALTERNATIVELY, DRY SILL PLATES SHALL BE USED). • AT DOUBLE SIDED SHEAR WALLS, 2 ROWS OF'SDS' SHALL BE STAGGERED AND SPACED AT 1.5" APART. EDGE DISTANCE IS 1" MINIMUM. B. PANEL NAILING APPLIES TO ALL SHEATHING PANEL EDGES. INSTALL 2x BLOCKING AT ALL UNFRAMED PANEL EDGES (3x BLOCKING WHERE REQ'D. PER NOTE) NAIL SHEATHING TO INTERMEDIATE FRAMING W/ PANEL NAILS @ 12" O.C. 9. WHERE CLIPS ARE USED BOTH SIDES, CLIPS SHALL BE STAGGERED TO AVOID INTERFERENCE. 10. WHERE ALLOWABLE SHEAR VALUES ESCEED 350 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NORMAL MEMBER AND NAILS SHALL BE STAGGERED. 11. ROWS OF NAILS SHALL BE OFFSET Y" (MIN.) AND STAGGERED. 12. WHERE PANELS ARE APPLIED TO EACH SIDE OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. MAR 14 2017 DRAWING KEY WX SGL SIDED SHEAR WALL MARK 2Vy( DBL SIDED SHEAR WALL MARK SHEAR PANEL HOLD-DOWN Yp+ MARK PLANS DEPICT WALLS FOR LEVEL BEING SHOWN. CONFIRM ALL DIMENSIONAL AND BACKGROUND INFORMATION WITH CURRENT ARCHITECTURAL DRAWINGS. 1�oF wbsq�� c+SsrONA104 ry1�1 -1—D FOOTING ON IER PLAN SLAB ON GRADE PER PLAN TURNED DOWN AT FOUNDATION X" EXPANSION JOINT DRIVEWAY SLAB STEMWALL AND FOOTING PER DETAIL 2 THIS SHEET SLAB ON GRADE PER PLAN INSULATION PER ARCH 5V' DIA. ANCHOR BOLT AT 48" O/C UNLESS NOTED OTHERWISE PER SHEAR PANEL SCHEDULE AND EMBEDED 7" INTO STEM 8d NAILS @ S" o/c U.N.O. PER SHEAR PANEL SCHEDULE FINISH GRADE #4 DOWELS Q 18" 0/c ALTERNATING LEGS (2) #4 CONT. BARS EQUALLY SPACED #4 TIES AT IS" o/c 16d NAILS @ 12" o/c U.N.O PER SHEAR PANEL SCHEDULE 8d NAILS (d 8" o/c U.N.O. PER SHEAR PANEL SCHEDULE %" DIA. ANCHOR BOLT AT 48" O/C UNLESS NOTED OTHERWISE PER SHEAR PANEL SCHEDULE AND EMBEDED 7" INTO STEM 8d NAILS 8 8" o/c U.N.O. PER SHEAR PANEL SCHEDULE #4 CONTINUOUS BAR AT 18" O/C FINISH GRADE #4 DOWELS @ IS" o/c ALTERNATING LEGS (2) #4 CONT. BARS EQUALLY SPACED #4 TIES AT 18" o/c 4 INTERIOR FOOTING PIER 3 GARAGE DOOR SLAB AT FOUNDATION NEW FOOTING AND STEM WALL AT SOG FLOOR NEW FOOTING AT STEM WALL AT FRAMED FLOOR SCALE: 314" = V-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'•0" SCALE: 3/4" = 1'-0" SLAB ON GRADE PER PLAN � a lTYnv"L— STRUCTURAL BACKFILL ° #5 FULL HEIGHT VERTICAL BARS @ 12" o/c o_ #5 FULL HEIGHT VERTICAL BARS @ 12" o/c TYPICAL TIED TO #5 DOWELS AT BASE OF WALL b 95 HORIZONTAL BARS (8j 18" 0/c TYPICAL d' #5 DOWELS pp" @ 12" o/c 40" iya^ 1ii" • FINISHED GRADE F d 8" 12" 84" NEW STEM WALL #5x30 DOWELS AT 18" O/C EMBEDED 12" INTO EXISTING RETAINING WALL AND SET IN PLACE WITH SIMPON ET EPDXY TIE ADHESIVE EXISTING STEM WALL SHEAR PANEL CHORD PER PLAN AND SCHEDULE HOLD-DOWN EACH END OF SHEAR PANELS PER PLAN AND SCHEDULE THREADED ROD ANCHOR PER SCHEDULE EMBEDDED 12" INTO EXISTING FOOTING AND SET IN PLACE WITH SIMPSON SET-XP EPDXY ADHESIVE INSTALLED PER MFG REC INSTALL 4x BLOCKING BELOW AT EACH HOLD-DOWN LOCATION (E) FOUNDATION NOTE: CONTRACTOR SHALL VERIFYALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY WORK AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN SHEAR PANEL CHORD PER PLAN AND SCHEDULE HOLD-DOWN EACH END OF SHEAR PANELS PER PLAN ANDSCHEDULE INSTALL 4x BLOCKING BELOW AT EACH HOLD-DOWN LOCATION INSTALL THREADED ROD EXTENSION SECTION WITH COUPLER ATTACHED TO SSTBANCHOR SETS ANCHOR PER SHEAR PANEL SCHEDULE FOUNDATION PER PLAN NEW STEM WALL CONNECTION TO EXISTING STEM WALL SHEAR PANEL HOLD-DOWN AT (E) BASEMENT WALL SHEAR PANEL HOLD-DOWN AT NEW FOOTING 7 SCALE: 3/4" = 1'4' v SCALE:3/4" =1'-0" O SCALE: 3/4" = 1'-0" 24" MIN D (1) #5 DIAGONAL ADDITIONAL AT BASE OF WALL NORMAL FOOTING REINFORCING D db 4• 4. e IIIIIIIIIIIILEI IIITIIII I —I I-1 11M III —III- I=11I- III— I I I —I I I —I I1MII I —III I I —I I —I I I I (8) #5 CONTINUOUS BAR93 ° . —III—_—III ADDITIONAL BARS TO MATCH <? .od' •III —III—_ NORMAL REINFORCING #5 TIES AT 12" o/c IE BEAR FOOTING ON —III—III—III—III—III III=I I LINE OF EXCAVATION NATIVE SOIL =III=III=III=III=III—III—_ II �=III=III=III—III—III—III=11 I I -I 1-I I III I III -III —I NORMAL FOOTING REINFORCING pa PER PLAN (E) SLAB ON GRADE CUT BACK TO ALLOW FOR NEW FOOTING CENTER FOOTING ON WALL CONT. REBAR PER PLAN #4 TIES AT 18" O/C "D" = DEPTH OF FOOTING PER DETAIL TYPICAL FULL HEIGHT CANTILEVERD RETAINING WALL TYPICAL FOOTING STEP INTERIOR STRIP FOOTING SCALE: 3/4" =1'•0" 1 1 SCALE: 3/4" = P•0" 10 SCALE: 3/4" = 1'-0" RECEIVE® MAR 14 2011SyfONAG� �eVELOTM ENT OF EDMONDS 2x WALL FRAMING PER PLAN AND GENERAL NOTES 16d NAILS .@ 12" o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" O/C U.N.O. PER SHEAR PANEL SCHEDULE (E) FLOOR FRAMING 5/8" 0 ANCHOR BOLTS @ 48" o/c U.N.O. PER SHEAR PANEL SCHEDULE EMBEDDED 7" INTO EXISTING FOUNDATION AND EPDXIED IN PLACE WITH SIMPSON ET EPDXY -TIE INSTALL PER MFG REC 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE (E) SILL PLATE EXISTING BASEMENT WALL 2x WALL FRAMING PER PLAN AND GENERAL NOTES FLOOR FRAMING PER PLAN AND GENERAL NOTES 10d NAILS AT 6" O/C 2x BLOCKS SIMPSON LTP5 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHECULE (E) 2x4 WALL FRAMING OR SHEATHING PER OR JOIST PER PLAN 3 AT 6" O/C R PLAN R JOIST LU210 HANGERS NEW FLOOR SHEATHING PER PLAN NEW FLOOR JOIST PER PLAN 10d NAILS AT 6" O/C NEW 2x10 LEDGER ANCHORED TO (E) RIM JOIST WITH (2) 1/4"x8" LAG SCREWS AT 12" O/C (E) FLOOR JOIST SIMPSON LU210 HANGERS (E) SILL PLATE (E) FOUNDATION/BASEMENT WALL NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY WORK AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN WORK AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN WORK AND SHALL NOTIFY ENGINEER OFANY DISCREPANCIES IN CONDITIONS SHOWN 4 (E) FLOORNVALL CONNECTION TO (E BASEMENT WALL 3 NEW FLOOR FRAMING OVERHANG �� NEW FLOOR FRAMING AT EXISTING 9 NEW FLOOR FRAMING AT EXISTING SCALE: 1-112" = 1'-0" SCALE: 1-1 /2" = 1' 0" SCALE: 1-1/2" =1'-0" SCALE: 1-1/2" = 1'-0,. 2x WALL FRAMING PER PLAN AND GENERAL NOTES 16d NAILS @ 12" o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE Sd NAILS @ 6" o/c U.N.O. PER LOWER SHEAR PANEL SCHEDULE NEW 2x10 RIM JOIST ALIGNED WITH WALL FRAMING (E) FLOOR FRAMING 1 Ed AT 8" O/C 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE 2x WALL FRAMING PER PLAN AND GENERAL NOTES NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY WORK AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN INTERIOR BEARING WALL FRAMING PER PLAN AND GENERAL NOTES (E) FLOOR SHEATHING NEW BEAM PER PLAN CENTERED ON WALL ABOVE NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY WORK AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN 2x WALL FRAMING PER PLAN AND GENERAL NOTES 16d NAILS @ 12" o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE (E) FLOOR FRAMING (E) 2X4 WALL FRAMING NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY WORK AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN 2x WALL FRAMING PER PLAN AND GENERAL NOTES 5/8" H ANCHOR BOLTS @ 48" o/c U.N.O. PER SHEAR PANEL SCHEDULE EMBEDDED 7" INTO EXISTING FOUNDATION AND EPDXIED IN PLACE WITH SIMPSON ET EPDXY -TIE INSTALL PER MFG REC 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE (E) SILL PLATE EXISTING STEM WALL NOTE: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN FIELD PRIOR TO COMMENCING ANY WORKAND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN CONDITIONS SHOWN $ NEW INTERIOR SHEARWALL FRAMING ATE FLOOR FRAMING NEW BEAM ATE FLOOR FRAMING B NEW WALL FRAMING AT (E) FLOOR FRAMING J WALL FRAMING AT EXISTING STEM WALL SCALE: 1-1/2" = 1'-0" SCALE: 1-1 /2" = V-0" SCALE: 1-1/2" = V-0" CpV MAR 14 2017 �SSIONA��ti` DEVELOPMENT SERVICES CIA, CITY OF EDMONDS SHEAR PANEL CHORD PER SCHEDULE SHEAR PANEL HOLD-DOWN PER SCHEDULE PROVIDE SOLID BLOCKING ACROSS FLOOR TO MATCH SIZE OF CHORD ABOVE 1-1/4" LSLRIMJOIST SHEAR PANEL CHORD PER SCHEDULE ALIGNED WITH CHORD ABOVE IF UPPER SHEAR PANEL DOES NOT ALIGN W/ LOWER SHEAR PANEL THEN PROVIDE CHORD MEMBER IN LOWER WALL TO MATCH ABOVE SHEAR PANEL CHORD PER SCHEDULE SHEAR PANEL HOLD-DOWN PER PLAN PROVIDE SOLID BLOCKING ACROSS FLOOR TO MATCH SIZE OF CHORD ABOVE RIM JOIST PER PLAN SHEAR PANEL CHORD PER SCHEDULE ALIGNED WITH CHORD ABOVE IF UPPER SHEAR PANEL DOES NOT ALIGN W/ LOWER SHEAR PANEL THEN PROVIDE CHORD MEMBER IN LOWER WALL TO MATCH ABOVE SIMPSON ITS HANGER 10d NAILS @ 3" o/c 2x WALL FRAMING PER PLAN AND GENERAL NOTES 16d NAILS @ 18" o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE TJI BLOCKING @ 48" o/c 1-1/4" LSL RIM JOIST Bd NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE 2x4 BLOCKS BETWEEN TJI BLOCKING LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS WALL FRAMING .R PLAN AND GENERAL NOTES d NAILS @ 18" o/c U.N.O. :R SHEAR PANEL SCHEDULE NAILS @ 6" o/c U.N.O, IR SHEAR PANEL SCHEDULE /4" LSL RIM JOIST NAILS @ 6" o/c U.N.O. R SHEAR PANEL SCHEDULE P ALL DBL TOP PLATE SPLICES 'MIN AND NAIL TO EACH OTHER TH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 4 SHEAR PANEL HOLD-DOWN ACROSS FLOOR 3 SHEAR PANEL HOLD-DOWN ACROSS FLOOR "�TYPICAL WALL FRAMING AT PARALLEL FLOOR JOIST TYPICAL WALL FRAMING AT PERPENDICULAR FLOOR JOIST SCALE: 1-1/2"=V-0" SCALE: 1-1/2"=1'-0" SCALE: 1-1/2"=P-O' 2x WALL FRAMING PER PLAN AND GENERAL NOTES 16d NAILS @ 18" o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE 2x SLEEPERS AND INSULATION PER ARCH CAR DECKING PER PLAN FASTENED TO BEAMS WITH (2)1S1 NAILS EACH 2x4 PONY WALL FRAMING 1-1/4" LSL RIM JOIST 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FORA MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES 16d NAILS @ 18" o/c U.N.O. PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE 2x SLEEPERS AND INSULATION PER ARCH CAR DECKING PER PLAN FASTENED TO BEAMS WITH (2)16d NAILS EACH 2x4 PONY WALL FRAMING 1.1/4" LSL RIM JOIST 8d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS BEAM PER PLAN •O Ol I0 SHEATHING PER PLAN 2x SLEEPERS AND INSULATION PER ARCH CAR DECKING PER PLAN FASTENED TO BEAMS WITH (2) 18d NAILS EACH 1 Od NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE JOIST PER PLAN BEAM PER PLAN HANGER PER PLAN BEAM PER PLAN 8 TYPICAL WALL FRAMING AT CAR DECKING TYPICAL WALL FRAMING AT CAR DECKING TYPICAL FLOOR FRAMING AT CAR DECKING TRANSITION TYPICAL FLOOR FRAMING AT OVERHANG SCALE: 1.12' =1'-0" SCALE: 1-1/2" = V-0" SCALE:1.1/2" =1'-0" WALL FRAMING .R PLAN AND GENERAL NOTES d NAILS @ 18" o/c U.N.O. :R SHEAR PANEL SCHEDULE NAILS ® 6" o/c U.N.O. .R SHEAR PANEL SCHEDULE 114" LSL RIM BLOCKING IST PER PLAN d AT 8" O/C MPSON LTP4 PLATES AT SHEAR ,NEL LOCATIONS ONLY :R SHEAR PANEL SCHEDULE 10d NAILS @ 6" o/c 200 LEDGER INSTALLED ON EACH SIDE OF BEAM AND FASTENED TO BEAM WITH (2) J' O.THREADED STUDS AT 16" O/C WELDED TO BEAM STEEL BEAM PER PLAN PER PLAN 10d NAILS @ 6" o/c U.N.O. PER SHEAR PANEL SCHEDULE 1-1/4" LSL RIM JOIST 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY DER SHEAR PANEL SCHEDULE 3d NAILS @ 6" o/c. U.N.O. IER SHEAR PANEL SCHEDULE Lx WALL FRAMING PER PLAN AND GENERAL NOTES FLOOR SHEATHING PER PLAN FLOOR BEAM PER PLAN FLOOR JOIST PER PLAN HUNG FROM BEAM WITH SIMPSON ITS HANGERS 8tl NAILS 0 8" U.N.O. PER SHEAR PANEL SCHEDULE 5� �e �s ,y�oe wn3y�M LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MAR 14 2017 MIN OF (30) NAILS OEVELOPMEN"f SERVICES CTR.G�,�Fv ,^ CITY OF EDMONDSy+ / `SrO1VAL E� �'1?• TYPICAL WALL FRAMING AT INTERIOR SHEARWALL TYPICAL STEEL BEAM CONNECTION TYPICAL FLOOR FRAMING AT BEAM SCALE: 1-1 /2" = V-0" I V ,Cf SCALE: 1-1/2"=1'-0" SCALE: 1-112"=1'-0" ROOF SHEATHING PER PLAN 8d NAILS @ 6" o/c LSSU28 EACH JOIST ROOF JOIST PER PLAN BEAM PER PLAN ROOF SHEATHING PER PLAN 8d NAILS @ 6" o/c. 1-114" LSL RIM BLOCKING 1-114" LSL BARGE RAFTER 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES ROOF SHEATHING PER PLAN 8d NAILS @ 6" o/c. ROOF FRAMING PER PLAN WEB STIFFENER AS REC BY MANUFACTURE 1-1/4" LSL RIM BLOCKING 16d AT B" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8tl NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE H2.5 EACH RAFTER LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES ROOF SHEATHING PER PLAN Bd NAILS@} 6" o/c. ROOF FRAMING PER PLAN WEB STIFFENER AS REC BY MANUFACTURE 1-1/4" (.SL RIM BLOCKING 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c. U.N.O, PER SHEAR PANEL SCHEDULE H2.5 EACH RAFTER LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 1Sd NAILS AT 3" O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES 4 TYPICAL ROOF FRAMING AT BEAM TYPICAL FRAMING PARALLEL ROOF JOIST TYPICAL FRAMING AT PERPENDICULAR ROOF JOIST I" TYPICAL FRAMING AT PERPENDICULAR ROOF JOIST SCALE: 1-1/2"=1'-0" 3 SCALE: 1-1/2"=V-0" SCALE: 1-1/2"=V-0" ROOF SHEATHING PER PLAN 8d NAILS @ 6" o/c CAR DECKING PER PLAN HANGER PER PLAN ROOF BEAM PER PLAN BEAM PER PLAN ROOF SHEATHING PER PLAN OVER THE TOP OF CAR DECKING 20d NAILS @ 6" c/c. ROOF BEAM PER PLAN 1-1/4" LSLRIM BLOCKING 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE H2.5 EACH SIDE OF EACH BEAM LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES DTYPICAL ROOF FRAMING AT BEAM TYPICAL FRAMING AT PERPENDICULAR ROOF BEAMS SCALE: i-1 /2" = 1'-0" (D SCALE: 1-1/2" = 1'-O" ROOF SHEATHING PER PLAN CAR DECKING PER PLAN 20d NAILS 1-1/4" LSL LEDGER JOIST PER PLAN 2x WALL FRAMING PER PLAN AND GENERAL NOTES 8tl NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE 2x WALL FRAMING PER PLAN AND GENERAL NOTES SHEATHING PER SHEAR PANEL SCHEDULE 18tl NAILS @ 1 B" o/c U.N.O. PER SHEAR PANEL SCHEDULE Sd NAILS @ 8" o/c. U.N.O. PER SHEAR PANEL SCHEDULE ROOF SHEATHING PER PLAN 1-1/4" LSL RIM JOIST ROOF JOIST PER PLAN 16d AT 8" O/C Btl NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE 2x WALL FRAMING PER PLAN AND GENERAL NOTES ROOF SHEATHING PER PLAN 8d NAILS @ 6" o/c. ROOF FRAMING PER PLAN WEB STIFFENER AS REC BY MANUFACTURE 1-1/4" LSL RIM BLOCKING 16d AT 8" O/C SIMPSON LTP4 PLATES AT SHEAR PANEL LOCATIONS ONLY PER SHEAR PANEL SCHEDULE Bd NAILS @ 8" o/c. U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES NOTE: SEE DETAIL 7 THIS SHEET FOR ALL CALL -OUTS IN COMMON % TYPICAL FRAMING AT CLEAR STORY TYPICAL FRAMING AT FLAT -PITCHED ROOF BREAK SCALE:1-1/2"=1'-0" �ALE: 11/2"=1'-0., ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN CAR DECKING PER PLAN CAR DECKING PER PLAN 20d NAILS 20d NAILS i- JOIST PER PLAN SUB FASCIA PER ARCH 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DEL TOP PLATE SPLICES 48" MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS 2x WALL FRAMING PER PLAN AND GENERAL NOTES 11 TYPICAL PARALLEL ROOF JOIST FRAMING TRANSITION 10 TYPICAL OVERHANG FRAMING AT CAR DECKING SCALE: 1-1 /2" = V-0" SCALE: 1-1 /2" = 1'-0" 8tl NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE 1.1/4" LSL LEDGER 8d NAILS @ 6" o/c. U.N.O. PER SHEAR PANEL SCHEDULE LAP ALL DBL TOP PLATE SPLICES o 48' MIN AND NAIL TO EACH OTHER WITH (2) 16d NAILS AT 3" O/C FOR A MIN OF (30) NAILS ALL FRAMI IS46ty AND GENERA MAR 14 2017 DEVELOPMENT SERVICES M. T CITY OF EDMONDS 9 TYPICAL PARALLEL ROOF JOIST FRAMING TRAN SCALE: 1-1/2" =1'-0"