Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
BLD20160902
0� ED -11TY OF EDMONDS J' 121 5TH AVENUE NORTH EDMONDS, WA 98020 PHONE. (425) 771-0220 - FAX: (425) 771-022I Parcel No: 00434600008301 11�.ZlJ�ly:71k�'��I►3'J�ly :1�;��C�:\►N , _ • �Yl�!: � � DAN'& SHELLY CRABTREE ALBERT COHEN PETERSON CUSTOM HOMES INC PO BOX 3127 330 DAYTON ST STE 6 C/O DAVID'PETERSON LYNNWOOD, WA 98046 EDMONDS, WA 98020 2114 - 120TH PL SW #B EVERETT,WA 98204 (206) 227-6094 (425) 776-7373 EXT: 6 (425) 789-1711 LICENSE :#:PETERCH968JH EXP04/08/2018 NEW SINGLE FAMILY RESIDENCE, PLUMBING AND MECHANICAL INCLUDED. VALUATION: $387,660.80 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 455 TYPE OF CONSTRUCTION`. RETAINING WALL ROCKERY: CCCUPANT GROUP: CCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: -- --- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 0 VEST ED`DATE: NUMBER OF D ELLING UNITS: 1 LOT #: BASEMENT:0 1ST FLOOR:0 2NDFLOOR: 0 BASEMENT:8921ST FLOOR:2114 2ND`FLOOR 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 1778 DECK: 532 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:4 BATHROOMS:4 . . REQUIRED: W 25 PROPOSED: 25.5 REQUIRED: N 10 PROPOSED: 16.5 REQUIRED: E 25 PROPOSED: 33 HEIGHT ALLOWED:25 PROPOSED24.67 REQUIRED: S 10 PROPOSED: 15.5 SETBACK NOTES: Eaves <30" into setbacks. North and west retaining walls < 36" above original grade where in setbacks. Chimney <Y above max? height and <9 sf. Lot area is greater than 8,400 sf minimum required for an SFR on a nonconforming lot in the RS-12 zone_ } 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 18:27. THIS APPLICATION ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. ONLINE APPLICANT ASSESSOR OTHER 1 Signature Print Name Date Released By �' bate A'I I ENUON ITIS UNLA WFUL 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. UBCI09/ IBCI 10! IRCI 10. STATUS: ISSUED BLD20160902 • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built orrelocated electrical utility and/or service shall be placed underground. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. e • Retaining Walls must be designed and constructed to resist the lateral pressure of the retained material. e • Provisions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturers installation, operating instructions, and'a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads Whole House Ventilation" (see operating instructions). • Maximum Height 25 feet. The agent/contractor shall set up tie equipment; establish the datumpoint and the point of average grade. Call for inspection to verify. These items must be cor:sistentwith the approved plan. If tile proposed height of building (as shown on the plans) is within 12inches of the maximum height permitted for the zone an elevation survey is required. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot watertanks. Per UPC 608. • Type B or Lvent connectors required on fuel-buming appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor& Industries.425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be instated on the eater line as it enters the building. • City approved plastic piping may be used in water service pping provided that where metal water service piping is used for electrical grounding purposes, replacement piping shall be of like materials (UPC604.8). A state electrical permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1309. • Final approval on a project or final occupancy approval mus 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 o;.Ireradministrative-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 fore-hich 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. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed nearthe water shutoff. • 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 of7:00anrto 6:00pmon weekdays and 10:00amand 6:00pmon Saturdays, excluding Sundays and Federal Holidays. At all other times 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 530.120. • 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. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. 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. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) PUBLIC WORKS (425) 771-0235 PRE-TREATMENT(425) 672-5755 r RECYCLING (425) 275-4801 When calling for an inspection please leave the folloiNing information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and ANbether you prefer morning or afternoon. E Frosion Control/Mobilization • E-StomiTightline • E-Storm Detention System • E-Footing Drain TLConveyance • E-Water Service Line • E Driveway Form & Slope Ver. E-Retaining Wall Drainage • E-Engineering Final • E Contractor to provide As -Built • B-Setbacks • B-Footings • B-Foundation Wall B-Isolated Footings/Piers • B-Retaining Wall • B-Slab Insulation • B-Plumb Ground Work • B-First Floor Framing • B-Plumb Rough In B-Gas Test/Pipe • B-Mechan ical Rough In • B-Exterior Wall Sheathing • B-Shear Nailing • B-Height Verification • B-Framing • B-WallInsulation/Caulk • B-Insulation/Energy • B-ShectrockNail • B-Building Final • E-Tightline Drain Connection N REPAIR I N I PROPOSE TO REUSE LATERAL LID NUMBER N GRINDER PUMP N PROPOSE TO REUSE SIDE SEWER N DRAINAGE New 6" side sewerto be installed near southwest comer ofthe property HPROJECT CROSSES OTHER PRIVATE PROPERTY VERIFICATION OF RECORDED EASEMENTS COMPLETE IAIDEMNITY• The Applicant has signed an application which states he/she holds the City ofEdmomds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that inay be made against the City ofEdrnonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. CALL DIAL -A -DIG (1-800424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS THIS APPLICATION IS NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HISIIIER`DEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOR'LEDGED IN SPACE PROVIDED: Printed: Monday, June 05, 2017� RELEASED BY DATE FILECOPY INSPECTOR COPY APPLICANT COPY e Restore ROW to City standards • Restore Landscape to like or better conditions. • Call for locates of underground utilities prior to any excavation. • Alert affected residents and/or businesses priorto work start. • Conform to approved working drawings and Traffic Control plan. • Public utilities maintain 5' separation from City Utilities. • Verify clear bore crossings o Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion & sedimentation control. Keep street clean. • Call forrequired inspections as noted. • Traffic Control per approved plan and MUTCD. Refer to City of Edmonds traffic control requirements. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 530 only during the hours of 7:00amto 6:00pm on weekdays and I0 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 of Chapter 5.30, unless a variance has been granted pursuant to ECC 530.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold hamiless 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 of this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. 1 � • E Sanitary Side Sewer Inspection PARTIAL INSPECTION PARTIAL INSPECTION FINA L INSPECTION APPROVED DATE:. DATE: DATE: INITIAL: NOTES: INITIAL: NOTES: INITIAL: OF E M��r O Ip� I.ggO STATUS: ISSUED r NNEE jell d tJ 201V C11"Y OF EDMONDS 121 5THAVENUENORTH-EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 "PERMIT MUST BE POSTED ON JOBSITE- Permit Number: ENG20170191 Job Address: 19205 OLYMPIC VIEW DR, EDMONDS ENG20170191 Expiration Date: 06/05/2018 Location: ASSESSED VALUE: ' $0.00 PROPERTY AREA: 0 .IDEWALR: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: ( 0 X 0 ) 'ARKING: ( OXO ) DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE: $0.00 ALLEY: ( OXO ) DURATION IN MONTHS: 0 FEE. $0,00 INDEMNITY The Applicant has sighed an application which states he/she holds the City ofEdrnonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any ofits departments or• employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. THE CONTRACTOR IS RESPONSIBLEFOR R'ORK\IANSHIP AND MATERIALS FOR A PERIOD 0FONE YEAR FOLLOA3'ING TIIE FINAL INSPECTION AND ACCEPTANCE0FTHEW0RK • Traffic Control and public safety shall be in accordance with Cite regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their posses ion. • Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved materialprior to the end of the workday -NO EXCEPTIONS. • Three sets of construction drawings of proposed work are required with the permit application. CALL DIALrA-DIG (1-800424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUIESTS THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE CITY ENGINEER OR HIS?TIER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Monda , June l) 2017 RELEASED BY DATE *ECOPY INSPECTOR COPY APPLICANT COPY • E-Erosion Control/Mobilization • E-Traffic Control • E-Driveway Form & Slope Ver. • E SewerLateral Installation • E SewerLateral Pressure Test • E Engineering Final • E Storm Stub to Property Line PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: .-I Ov EDLIn. "A/c. 1390 ROW PERMIT NO.: ENG ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION PERMIT APPLICATION PROJECT NAME: (' �, CONTACT: CONTRACTOR: f7rr_17 C [, 5 ta/y� Phone #: Mailing Address: Fax #: State License #: (,E rFe p Cl-4 9, bla 14 City Business License #: Email #:�C Liability Insurance Bonded ADDRESS OR INTERSECTION OF CONSTRUCTION: �� p G 4ZIxi P I Cy' ROW WORK ASSOCIATED WIT_ H THE FOLLOWING TYPE OF PROJECT: ❑ Commercial ❑ Subdivision ❑ City Project ❑ Traffic Control (Only) ❑ Multi -Family [�` Single Family ❑ EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket permit? ANY ASSOCIATED PERMITS? ❑ Other ❑ Yes ❑ No BLD9 ENG# DESCRIPTION OF PROPOSED WORK (Be Specific): WAS STREET OVERLAYED WITHIN THE LAST FIVE 5 YEARS? YES ❑ N Year: PAVEMENT CUT: ❑ Yes Er No If yes, indicate size of cut: x CONCRETE CUT: ❑ Yes V�rNo If yes, indicate size of cut: x APPLICANT TO READ AND SIGN `Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. *Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday — NO EXCEPTIONS. Indemnity: The Applicant has signed an application which states he/she hold the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including defense costs and attorney fees by reason of granting this permit I have read the above statements and understand the permit requirements and acknowledge that I must follow all requiremee7 order f, r e rmit to be valid. SIGNATURE DATE O Contractor or Agent --. NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE St. 189v City of Edmonds DEVELOPMENT SERVICES �'° err RESIDENTIAL BUILDING PERMIT - APPLICATION JUL 0 8 2016 121 5`b Avenue N, Edmonds, WA 98020 LOPMEN, SrtivICES CT Phone 425.771.0220 ft Fax 425.771.0221 C11y OF EM�1111 DS PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, Subdivision/Lot #: APPLICANT: (2,' V6,.— f ew Address (Street, City, State, fc? max. 1 G PROPERTY OWNER: Address (Street, City, State, Zip -20 1 Z 'r.3z P& LENDING AGENCY: 1� ajcl '%'u 'L';" A'V - i Address (Street, City, State, Zip): CONTRACTOR:* 0 d!., -6 i _V— Address (Street, City,State Zip): p): t'.b' iz"Y icQ_C c. State, Zip): ___Parcei #: Project Valuation: $ Phone: Fax. 1-6 TWA E-m ail Address: Phone: Fax: E-Mail Address: Phone: '4Z -6'72_ 47b Fax: *_s- 771 - 11z,6 7 E-Mail Address: Phone: Fax: E-Mail Address: Zr? 2—L�iarc L Ju�i .. t n. r. *Contractor must have a valid City of Edmonds business license prior to WA State License #/Exp. Date: doing work in the City. Contact the City Clerk's Office at 425.775.2525 City Business License DETAIL THE SCOPE OF WORD: r,'i,( t L^ `L l G': ✓I Ef �C' C- t� ✓��/ Gc is oy �_ i —_—f NEW Basement: —Sq. ft. 1 st Floor: Z 11 H sq, ft. 2' Floor: sq. ft. Bedrooms #iL Full-3/4 Bath # 3 Half -Bath A Fire Sprinklers: Yes LN No Grading: Cut E'o cu- yds. Fill J_' 1 cu FOOTAGE FOR THIS PROJECT: Select Basement Type: Finished X Unfinished Gara eiC ort: i `I'7 8 -sq. ft, Deck/Cvrd Porch/Patio: 5 :&Z -Sq. fL Other. ft. Retaining Wall: Yes 19 No 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 Edmonds. _ -{ Print Name: Owner ❑ Agent/Other ® (specify): Signature: : Date: FORM A L:1Building New Folder 2010\DONE & x-fenced to L-Building-New driveTonn A2014.docx Updated: 1/17/2014 Elf OF ED4 O� DEVELOPMENT SERVICES ' RESIDENTIAL BUILDING PERMIT APPLICATION FORMA 0 8 2016 JUL Fst. t g90 121 50' Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 4 Fax 425.771.0221 DEVELOPMENT SE LACES CTR. 1T( OF EDM,ONDS Appliance/Equipment Information (new and relocated) Total # Equipment Type Furnace Gas # Elec # Other: # BTUs: <100k<>100k_ Location(s) - -Cty (?- Air Handler / VAV (circle selected) Gas # Elec # Other: # CFM: <10# >10# Location(s) L AC / Compressor / Boiler / t pnmp Gas # Elec #--Other: # BTUs: <100k, 100k 500k, 500k-1Mil p Roof Top m HP: <3, 3-15, 15-30 Location(s)P� ti9! (circle selected) Hydronic Heating Gas #-Elec # In -Floor XWall Radiant Boiler BTUs:-LeLCIL'�- Location Exhaust Fans (single Bath # 4 Kitchen # I Laundry # i Ot>zer: # duct) Fireplace Gas #_Elec # Other: # Location(s) Dryer Duct NONFAMM Appliance/Equipment Information (new and relocated) Total # Appliance Type AC Unit BTUs: Location(s): Furnace BTUs: — Location(s): c - 1 Water Heater BTUs: ��i i. Location(s): C— � & _ Boiler BTUs: Location(s): Other: BTUs: Location(s): FireplaceAnsert BTUs: Location(s): iSS—Slvsl Stove/Range/Oven .,V—p . (� Dryer Outdoor BBQ TOTAL OUTLETS Fixture Type (new and relocated) 7TOotai Fixture Type (new and relocated) Total # Water Closet (Toilet) Pressure Reduction Valve/Pressure Regulator Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) T7Water Service Line Tub/Shower Drinking Fountain — Dishwasher Clothes Washer Hose Bib Backflow Prevention Device (e g. RBPA, DCDA, AVB) Water Heater Tankless? Yes Q No Hydronic Heat in: Floor ® Wall �] Floor Drain/Floor Sink Other: Refrigerator water supply (for waterrce dispenser) Other: FORM A UBuilding New Folder 20101DONE & x-ferred to L-Building-New driveTorm A2014.docx Updated: 1/17/2014 Ell ECE . E City of Edmonds JUL 08 2010" Park Impact Fee WorksheetDEVELOPM.-N1SERVICES CITY OF EDMONDS "I)C. 1 Rye Name of Proposed Project: C'ralc"�P_ Current Site Address: 16 alb_ 01, !rn n, ,,D h:,P-o -Building Permit #: BLD Previous Site Address (if different): Applicant Mailing Address: Phone: b(o-a�'1�760 / E-mail address: ❑ New Commercial: Square footage of all floor area: Description of use: ❑ Commercial Addition: Square footage of all floor area: New Single Family: Description of use: Does this new residence replace an existing residence demolished with previous 12 months? ❑ Yes �No Demo Building Permit No.: Date issued: SFR building permit must be issued within 12 months of issue of demo permit. ❑ New Multi -Family: Number of dwelling units proposed: ❑ Multi -Family Addition: Number of existing dwelling units: Number of dwelling units ❑ Exempt from PI fee (Low-income or other per ECC 3.36.040. Provide additional documentation.) ❑ Credit (For off -site improvement, etc. per ECC 3.36.050.) $ ., TYPE OF DEVELOPMENT: RATE: Single Family $2,734.05 per dwelling unit Multi -Family $2,340.16 per dwelling unit Non -Residential 1 $ 1.34 per square foot of new or additional floor area For City Use Only Calculate Fee Here: Total Fee SOUND STRUCTURAL SOLUTIONS 71" w E N G I N E E R S MAY L? 5 2JU 4/10/2017 To: Eric Carter Edmonds Plan Reviewer Re: Project Address: 19205 Olympic View Drive Project #: BLD2016-0902 From: Devin Hougard, EIT SSS#: s1612030 . BUILDING DEPARTMENT CITY OF EDIVIO tiDS Thank you for your time and consideration in this matter. Here is the information, corrections or clarifications that you requested. 1. The attached beam calcs have been redesigned for a live load of 60psf at decks and balconies. Other beams not attached were originally designed with a live load of 60psf and can be seen in the original submittal calcs packet. 2. Beam calculation 2-1 has a live load of 100psf to address the spa loading. The end reaction of 2-1 has been applied over beam 2-2 to account for the increased live load. The reactions of these beams have been followed down to the foundation and can be seen in the original calcs packet. 3. Addressed by others. If you have any questions, require additional information, or believe we have misinterpreted your requests, please call us at 425-778-1023, and we'd be happy to discuss them. Attached: Key Plans Beam Calcs (7) 24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 _ > = ' A £ZOL-8LL(SZb) wol•of:asss•;ti;;;.; iuos•6uasss�xaqui \ _ v SNORMOS IMAM O'no •n'.n 3u a $¢u o — E Ar - I i 0-3 `� ED X E fit jJ 3 u c 33 I ItI Eli 72 3 el I v - 21 u4 s d o �_ r [vU E it ix i2 � j /_i rw s... i � 111 1 R 3 3` j s _ — -ilri�- i ccatt � ; c 4 Y i M — __ _ ..... 7 IE 11 V� 1 { 1 E 9 Sound Structural Solutions ProjectTitle: Engineer: Project ID: Project Descr: Wood BeamJobsis161s161W(512030 Crabtree Residence_N Cohenlwo 1702011170207_enercalcbib 160809_s1612030.ec6 - ENERCALC, INC. 1983 2017, Bui(d:6.17.1.16, Ves6.17.1.16 Description : 2-1 CODEREFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.015) L(0.1) S(0 025) Df0.015) L(0.06) S(0.025) Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -» 3.50 ft, Tributary Width =1.0 ft, (ROOF DECK) Uniform Load : D = 0.0150, L = 0.10, S = 0.0250 ksf, Extent = 3.50 -» 10.50 ft, Tributary Width =1.0 ft, (ROOF DECK) DESIGN SUMMARY -- • Maximum Bending Stress Ratio = 0.849 1 Maximum Shear Stress Ratio = 0.359 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 821.69psi fv : Actual = 62.75 psi FB : Allowable = 967.73psi Fv: Allowable = 174.60 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.442ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio = 804 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.183 in Ratio = 689>=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 C, C t C L M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.133 0.054 0.90 1.100 1.00 1.15 0.85 1.00 1.00 0.21 115.97 870.95 0.08 8.51 157.14 +D+L 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.849 0.359 1.00 1.100 1.00 1.15 0.85 1.00 1.00 1.46 821.69 967.73 0.58 62.75 174.60 +D+S 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.278 0.113 1.15 1.100 1.00 1.15 0.85 1.00 1.00 0.55 309.25 1112.88 0.21 22.70 200.79 +D+0.750L+0.750S 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.710 0.298 1.15 1.100 1.00 1.15 0.85 1.00 1.00 1.41 790.01 1112.88 0.55 59.83 200.79 +1.140D 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 fl 1 0.085 0.035 1.60 1.100 1.00 1.15 0.85 1.00 1.00 0.24 132.20 1548.36 0.09 9.71 279.36 40 —' a _ 3 oC szDi-stt t5z5i ua�6�sa�s'r.+.x� u�•5•,:a�ss�xoc�u� iS it3� 3 H I 2 H 3 / � s Co N E xrai c " tti1�1 I W73iiLJ �YOtJ71J is its "�� EaQai ZU T,a E C L uoj Si 9F %fA Project Title: Engineer: Project Descr. Description : 2-1 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 F'b Project ID: ib 160809_s1612030.ec6 Id.6.17:1.16, Ver.6.17.1.16 [0][NUE&-iffillkt ii[.TX Shear Values V fv F'v Length =10.50 It 1 0.518 0.217 1.60 1.100 1.00 1.15 0.85 1.00 1.00 1.43 802.18 1548.36 0.56 60.72 279.36 +0.60D 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.045 0.018 1.60 1.100 1.00 1.15 0.85 1.00 1.00 0.12 69.58 1548.36 0.05 5.11 279.36 +0.460D 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.034 0.014 1.60 1.100 1.00 1.15 0.85 1.00 1.00 0.10 53.35 1548.36 0.04 3.92 279.36 Overall Maximum Deflections Load Combination Span Max. "' Dell Location in Span Load Combination Max. "+° Dell Location in Span +D+L 1 0.1827 5.327 0.0000 0.000 VerticalReactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.487 0.580 Overall MINimum 0.047 0.047 D Only 0.079 0.079 +D+L 0.487 0.580 +D+S 0.210 0.210 +D+0.750L+0.750S 0.483 0.553 +0.60D 0.047 0.047 L Only 0.408 0.502 S Only 0.131 0.131 41 Project Title: Egirieer: Project Descr: Project ID: Block Line 6 Pdnted:10 APR 2017, 2,28PM f Wood Beam&1612030Crabtree Residence AI Cohentwo 170404 Comments#11170410_enercaIc Crib 160809_s1612030.ec6 ENERCALC, INC 1983-2016, Bt ild:6.16 7.21, Ver.6.16.7.21 Description : 2-2 (REV 170410) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.07875) L(0.4083) S(0.1313) D(0.105) L(0.315) S(0.13125) 3.5x9.25 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 3.0 ft, Tributary Width = 5.250 ft, (ROOF DECK) Uniform Load : D = 0.07875, L = 0.4083, S = 0.1313 k/ft, Extent = 3.0 ->> 10.50 ft, Tributary Width =1.0 ft, (XL 2-1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.79& 1 Maximum Shear Stress Ratio = 0.390 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 1,577.69psi fv : Actual = 117.14 psi FB : Allowable = 1,976.25psi Fv : Allowable = 300.70 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.327ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.301 in Ratio = 419>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.365 in Ratio = 344>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 VerticalReactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.426 2.528 Overall MINimum 0.289 0.255 +D+H 0.481 0.425 +D+L+H 2.385 2.528 +D+S+H 1.170 1.114 +D+0.750L40.750S+H 2.426 2.519 +D+0.60W+H 0.481 0.425 +0-0.60W+H 0.481 0.425 +D+0.70E+H 0.481 0.425 +D-0.70E+H 0.481 0.425 +D+0.750L+0.750S+0.450W+H 2.426 2.519 Project Title: Engineer: Project ID: Protect Descr: Title Block Line 6 Pdnted: 10 APR 2017, 2:28PM Wood Beam As1b12030 Crabtree Residence AI Cohentwo 170404 Comments #1117G410enercaIc bib 160809_ s1612030.ec6 ENERCALC, INC.1983-2016, Buikl:6.16.7.21, Ver.616.7.21 Description : 2-2 (REV 170410) Vertical 'Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S-0.450W+H 2.426 2.519 +D+0.750L40.75OS+0.5250E+H 2.426 2.519 +D+0.750L+0.750S-0.5250E+H 2.426 2.519 +0.60D+0.60W.+0.60H 0.289 0.255 +0.60D-0.60W+0.60H 0.289 0.255 +0.60D+0.70E+0.60H 0.289 0.255 +0.60D-0.70E+0.60H 0.289 0.255 D Only 0.481 0.425 L Only 1.904 2.104 S Only 0.689 0.689 W Only -W E Only E Only' -1.0 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Nnted: 10 APR 2017, 2.04PM Wood Beam&1612030 Crabtree Residence AI Cohenlwo 170404 Comments #W70410 enercalc trib 160809_ sl612030.ec6 ENERCALC. INC.1983.2016. Buik16.16.7.21. Ver.6.16 7.21 Description : 2-6 (REV 170410) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - Pril 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.165) L(0.495) S(0.2063) 4x12 Span = 4.0 ft 4x12 Span = 7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.330 ft, (ROOF DECK) Point Load : D = 0.1650, L = 0.4950, S = 0.2063 k @ 0.0 ft, (XL 2-5) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) 101 *111CUL+111lWI%Yir,'I Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.5731 Maximum Shear Stress Ratio 4x12 Section used for this span 567.46psi fv : Actual 990.00 psi Fv : Allowable +D+L+H Load Combination 4.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.090 in Ratio = 1066>=360 -0.018 in Ratio = 4797>=360 0.129 in Ratio = 746>=240. -0.026 in Ratio = 3219>=240. = 0.230 :1 4x12 41.36 psi = 180.00 psi +D+L+H = 4.000 ft = Span # 1 VerticalReactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support3 Overall MAXimum 1.845 -0.336 Overall MINimum 0.266 -0.047 +D+H 0.443 -0.078 +D+L+H 1.817 -0.266 +D+S+H 0.938 -0.234 +D+0.750L+0.750S+H 1.845 -0.336 +D+0.60W+H 0.443 -0.078 +D-0.60W+H 0.443 -0.078 +D+0.70E+H 0.443 -0.078 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Pdnted: 10 APR 2017. 208PM Wood BeamRs1612030Crabtree Residence Al Cohentwo 170404 Comments #11170410 enercalc Crib 160809_s1612030.ec6 FNFRrALC INC 1983.2n161Ruild•616T91 Wr61fi721 Description : 2-8 (REV 170410) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 625.0 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(0.0067U0.0268) _ D10.78711 U0.50171 5(0.13131 D(0.1175) U0.47) 1 1 t . 1 U U) Y Y • 1 1 w0.03) sr0.05) g�� 33 gg�� 0(0.4809) L(1.(904) D(0�0734) U0.0402) S(001675) • • • ryD(pp2 )1 vV7 ��gg11 D", 7051L/1r1315i'S10.13t�1'S301) g3 r . . a . , . j 5254.25 5254.25 Span = 4.0 ft Span =11.0 ft Applied iLoads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Point Load : D = 0.4809, L=1.904, S = 0.1313 k @ 0.0 ft, (XL 2-2) Load for Span Number 2 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 3.0 ->> 11.0 ft, Tributary Width = 5.250 ft, (ROOF DECK) Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 0.0->> 7.50 ft, Tributary Width = 2.0 ft, (ROOF) Uniform Load: D = 0.010 ksf, Extent = 0.0 ->> 7.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 7.0 ->> 11.0 ft, Tributary Width=11.750 ft, (FLOOR) Uniform Load : D = 0.7875, L = 0.5017, S = 0.1313 k/ft, Extent = 0.0 ->> 3.0 ft, Tributary Width =1.0 ft, (XL 2-1) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 0.2441, L=1.029, S = -0.05301 k @ 7.50 ft, (XR 2-7) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6231 Maximum Shear Stress Ratio = 0.754 :1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb : Actual = 1,807.12psi fv : Actual = 218.63 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.374ft Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio = 832>=360 Max Upward Transient Deflection -0.059 in Ratio = 1614>=360 Max Downward Total Deflection 0.311 in Ratio = 424>=240. Max Upward Total Deflection -0.188 in Ratio = 510>=240. Vertical 'Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 1.211 0.754 D Only 3.858 1.567 Project Title: Engineer: Project ID: Project Descr: Printed:10 APR 2017. 2 04PM Wood Beam 21s1612030 Crabtree Residence Al Coheniwo 170404 Comments #1\170410_enercalc bib 160609_ s1612030.ec6 FNFRCAI C INC_ 19R3.9n16 Ruiirt•616 7i21 VPr61R 7 91 Description : 2-6 (REV 170410) Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D-0.70E+H 0.443 -0.078 +D+0.750L+0.750S+0.450W+H 1.845 -0.336 +D+0.750L+0.750S-0.450W+H 1.845 -0.336 +D+0.750L+0.750S+0.5250E+H 1.845 -0.336 +D+0.750L+0.750S-0.5250E+H 1.845 -0.336 +0.60D+0.60W+0.60H 0.266 -0.047 +9.60D-0.60W+0.60H 0.266 -0.047 +0.60D+0.70E+0.60H 0.266 -0.047 +0.60D-0.70E+0.60H 0.266 -0.047 D Only 0.443 -0.078 L Only 1.374 -0.188 S Only 0.495 -0.156 W Only -W E Only E Only' -1.0 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Pdnted: 10 APR 2017, 2:14PM V�%OOC� Beam 21s1612030Crabtree Resideno _AlCohenlwo 170404 Comments #11170410_enercalc trib 160809_s1612030.ec6 1 ENERCALC, INC.1983-2016, Build:6.16.7.21, Ver.6.16.7.21 Description : 2-15 REV (170410) CODE REFERENCES' Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Fc - Pril Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.13) L(0.39) S(0.1625) 3.5x7.25 Span = 8.011 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend-xx 1,550.Oksi Eminbend -xx 787.82ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF DECK) ►pj_-&' '�Y/1itti /�►.i1 Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.700 1 Maximum Shear Stress Ratio = 0.397 :1 3.5x7.25 Section used for this span 3.5x7.25 1,628.10psi fv : Actual = 122.96 psi 2,325.00psi Fv : Allowable = 310.00 psi +D+L+H Load Combination +D+L+H 4.000ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs = Span # 1 0.210 in Ratio = 457>=360 0.000 in Ratio = 0 <360 0.293 in Ratio = 327>=240. 0.000 in Ratio = 0 <240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MINimum 0.312 0.312 +D+H 0.520 0.520 +D+L+H 2.080 2.080 +D+S+H 1.170 1.170 +D+0.750L+0.750S+H 2.178 2.178 +D+0.60W+H 0.520 0.520 +D-0.60W+H 0.520 0.520 +D+0.70E+H 0.520 0.520 +D-0.70E+H 0.520 0.520 +D+0.750L+0.750S+0.450W+H 2.178 2.178 +D+0.750L+0.750S-0.450W+H 2.178 2.178 +D+0.750L+0.750S+0.5250E+H 2.178 2.178 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 +D+S 5.069 2.320 +D+0.750L+0.750S 9.130 4.738 +0.60D 2.315 0.940 L Only 5.819 3.474 S Only 1.211 0.754 Nnted:10 APR 2017. 2:08PM Project Title: Engineer: Project Descr: Project ID: Title Nnted:10 APR 2017, 2:16PM Wood Beam&1612030 Crabtree Residence AI Cohenlxro 170404 Comments #11170410-enercalc Crib 160809_ s1612030.ec6 ENERCALC, INC.1983-2016, BuiW:6.16.7.21, Vec6.16.7.21 Description : 1-1 (rev 170410) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - PHI 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.115) L(0.345) S(0.14375) 3.5x9.25 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.750 ft, (ROOF DECK) DESIGN SUMMARY r Maximum Bending Stress Ratio = 0.6511 1 Maximum Shear Stress Ratio = 0.361 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 1,524.15psi fv : Actual = 111.89 psi FB : Allowable = 2,325.00 psi Fv : Allowable = 310.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.250ft 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 0.265 in Ratio = 475>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.370 in Ratio = 340>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 VerticalReactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.528 2.528 Overall MINimum 0.362 0.362 +D+H 0.604 0.604 +D+L+H 2.415 2.415 +D+S+H 1.358 1.358 +D+0.750L+0.750S+H 2.528 2.528 +D+0.60W+H 0.604 0.604 +D-0.60W+H 0.604 0.604 +D+0.70E+H 0.604 0.604 +D-0.70E+H 0.604 0.604 +D+0.750L+0.750S+0.450W+H 2.528 2.528 +D+0.750L+0.75OS-0.450W+H 2.528 2.528 +D+0.750L+0.750S+0.5250E+H 2.528 2.528 Project Title: Engineer: Project ID: Protect Descr: Title Block Line 6 Pdnted:10 APR 2017, Z14PM Wood Beam &1612030Crabtree Residence AICoheniwo170404Comments#11170410_enercalcUib160809_s1612030.ec6 ENERCALC. INC.1983-2016. 6eik1:6.16.7.21. Ver.6.16.7.21 Description : 2-15 REV (170410) Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 +D+0.750L+0.750S-0.5250E+H 2.178 2.178 +0.60D+0.60W+0.60H 0.312 0.312 +0.60D-0.60W+0.60H 0.312 0.312 +0.60D+0.70E+0.60H 0.312 0.312 +0.60D-0.70E+0.60H 0.312 0.312 D Only 0.520 0.520 L Only 1.560 1.560 S Only 0.650 0.650 W Only -W E Only E Only' -1.0 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 printed: 10 APR 2017. 4:05PM Wood Beam&1612030Crabtree ResidenceAlCohen1wo170404Comments #11170410_enerealctrib160809_s1612030.ec6 ENERCALC, INC.1983-2016, Build:6.16.7.21, Ver.6.16.7.21 Description : 14 C CALC (REV 170410) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0067) Y Y DIU) L(1.81.1) S(0.7547) D(3.858) r T T T r r r i 7x9.25 7x9.25 Span = 4.0 ft Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.330 ft, (ROOF DECK) Point Load : D = 3.858, L = 5.451, S =1.211 k @ 4.0 ft, (XL 2-8) Point Load : D = 0.60, L=1.811, S = 0.7547 k @ 0.0 ft, (XL 1-1) Load for Span Number 2 Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load: D = 0.010 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 2.590, S = 2.980 k @ 7.50 ft, (XL 1-3) Point Load: D = 0.3354, S = 0.4913 k @ 8.0 ft, (XR 1-24) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.435 1 Maximum Shear Stress Ratio = 0.220 :1 Section used for this span 7x9.25 Section used for this span 7x9.25 fb : Actual = 1,261.66psi fv : Actual = 63.84 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 3.240ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.235 in Ratio = 408>=360 Max Upward Transient Deflection -0.061 in Ratio = 1562>=360 Max Downward Total Deflection 0.284 in Ratio = 338>=240. Max Upward Total Deflection -0.062 in Ratio = 1538>=240. Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Support 3 Overall MAXimum 14.060 5.819 Overall MINimum 2.763 -0.985 D Only 5.493 2.877 +D+L 14.060 1.892 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed:10 APR 2017. 216PM ' Wood Beall l &1612030 Crabtree Residence —Al Coheniwo 170404 Comments #11170410_enercalc trib 160809_s1612030.ec6 ENFRrM C INC_ 19R3-2n1&'>NA ; IR 7 71 VarA 19 7 21 Description : 1-1 (rev 170410) VeirtiCal Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0+0.750L+0.750S-0.5250E+H 2.528 2.528 +0.60D+0.60W+0.60H 0.362 0.362 +0.60D-0.60W+0.60H 0.362 0.362 +0.60D+0.70E+0.60H 0.362 0.362 +0.60D-0.70E+0.60H 0.362 0.362 D Only 0.604 0.604 L Only 1.811 1.811 S Only 0.755 0.755 W Only -W E Only E Only' -1.0 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Printed:10APR 2017, 4:05Ptd Wood Beam &1612030 Crabtree Residence_AI Cohen1wo 170404 Canments #1%170410_enercalc tdb 160809_ s1612030.ec6 ENERCALC, INC 19n2016, Build:6.16.7.21, Vec6.16.7.21 Description : 14 C CALC (REV 170410) VerticalReactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support3 +D+0.750L+0.750S 13.990 4.344 +0.60D 3.296 1.726 L Only 8.567 -0.985 S Only 2.763 2.941 After Recording Return to: City Clerk City of Edmonds 121 511 Avenue N Edmonds, WA.98020 RSU SC AMPJ ir"D C �V 05 7016 MAY 0 a �0�7 BUILDING DEPARTMENT CITY OF EDMONDS III911i qll III In II9111III IN I IIII III IIII II NI ��1F€n�V���°gin°�&� �a� NOTICE OF :PRESENCE OF CRITICAL AREAS AND/OR CRITICAL AREAS BUFFERS ON PROPERTY GRANTOR: Dan and Shelly Crabtree.. GRANTEE: City of Edmonds, a'Washington municipal corporation Legal Description: Abbreviated Form: EDMONDS SEA VIEW TRACTS BLK 000 D-01 - N 80 FT OF W I20 FT TR 83 Additional Legalis on Exhibit A attached to document Assessor's Tax Parcel ID No.: 00434600008301 Reference Number(s) of Related Documents(s): n/a NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR CRITICAL AREA BUFFER(S) ON PROPERTY NOTICE IS HEREBY GIVEN this;'' day of -; 201 � by Dan and Shell Crabtree "Grantor'' as required 1 Grantee Cif'Edmonds, pursuant to Edmonds Y ( )> 9 Y City Community Development Code ,(ECDC) 23.40.270.B, that at least one type of critical area and/or critical areas buffer has been found through field verification to be present on the Property described in Exhibit A hereto. This notice is being recorded as a condition of issuance for development permit related to the property. As part of the permit application review process it was determined that the following type(s) of critical area and/or critical area buffer(s) were found to be present on the property: Slopes adjacent to the subject property exceed 40%. The steepness: of these slopes classifies the site as a potential landslideha7ard area pursuant to Chapter 23.80 ECDC. The City of Edmonds has adopted ordinances that regulate this type of critical area and/or buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or location of development or other use that may occur on the property. Please contact the City of Edmonds for specific information about the applicable critical area regulations. This notice shall remain on.tlie title records of Snohomish County until released by the City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to demonstrate to the City of Edmonds that the critical area designation no longer applies to the Property. Any release of this notice shall be subject to applicable }procedural provisions of the ECDC. GRANTi R(S): By: Name: Title (if applicable): By: Name: Title (if applicabl ): -2 STATE OF VJ44 IIYWN } �r L ) ss_ COUNTY OF N i✓ I certify that I know or have satisfactory evidence that is the person %vlro appeared before me, and said person acknowledged that lie/she signed this instrument, oil oath stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary act for the uses acid purposes mentioned in the instrument. Dated: -i>All, o , gUG Lj CAR/?,, (tise thissince ror notarial stam seal) Notary Public Print Name 7yli� My commission expires J STATE OFvj`S ) COUNTY OF j i. certify thatI know or have satisfactory evidence that % ` V IV ic'"` " is the person who appeared before.me, and said person acknowledged that he/sse signed this instrument, on oath stated.that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary act for the uses and purposes mentioned in the instrument: Dated: RIL,t� CARR40 1p,P ( OF V 61Xtt C Notary Pub] Print Name My commis -3- Exhibit A LEGAL DESCRIPTION OF PROPERTY EDMONDS SEA VIEW TRACTS BLK 000 D-01 - N 80 FT OF W120 FT TR 83 9P" HWA GEOSCIENCES INC. ® Gcotcduiical c I'(71,C)l1clit Engincerino • Hydrogcologyy • Gcocnl'irU71111 1At(il - In�hc01011 7r�11111' February 22, 2017 HWA Project No. 2016-042-21 Dan & Shelly Crabtree 20512 82nd Avenue West Edmonds, Washington 98026 Attn: Dan & Shelly Crabtree Subject: GEOTECHNICAL INVESTIGATION AND CRITICAL AREA REPORT Crabtree Residence, Parcel No 00434600008301 19205 Olympic View Drive Edmonds, Washington 98020 MAR U b '61F( �t "O DEPARTMENT Dear Mrs. Crabtree: At your request, HWA GeoSciences Inc. (HWA) has undertaken and completed a geotechnical _ investigation within your existing residential lot, for your proposed single family development in Edmonds, Washington. This investigation has been performed in support of the application required to obtain a building permit from the City of Edmonds. Previously, HWA GeoSciences conducted a site assessment for a grading permit for the previous owner of the site in 2010, during which hand probing was undertaken to delineate depth of loose surface fill soils. The surficial probing was not intended to be used for developing foundation recommendations for either a house or walls, and additional explorations were recommended to provide design parameters consistent with the level of geotechnical design input needed at this time. For this investigation, HWA performed a review of the pertinent geologic maps, conducted a site reconnaissance to observe local topographic features, and performed 3 machine -drilled borings to assess subsurface conditions within the footprint of the proposed residential structure. PROJECT LOCATION The subject property consists of an undeveloped 0.22-acre parcel approximately 120 feet long (west to east) and 80 feet wide (north to south), located within the SE'/4, Section 13, Township 27 N, and Range 3 E. The municipal address is 19205 Olympic View Drive, in Edmonds, Washington (Snohomish County Parcel No. 00434600008301). The approximate location is shown on Figure 1, the Project Site & Vicinity Map. 21312 30th Drive SE Suite 110 Bothell, WA 98021.7010 Tel: 425.774.0106 Fax: 425.774.2714 www.h-vageo.com February 22, 2017 HWA Project No. 2016-042-21 PROPOSED DEVELOPMENT As currently proposed, the new, single family residence will consist of a one story to three story structure situated 15 feet south, 15 feet north and 33 feet west of the northern, southern and eastern property lines, respectively (Site Plan, Albert H. Cohen Design Company (AHC), 2017). The house will be set into the hill with the eastern 21 feet of the house consisting of one story with a footing elevation of approximately Elev. 161 feet. The remainder of the house will be three stories with a footing elevation of Elev. 151 feet. The house will be accessed by an approximately 14-ft wide driveway cut into the existing slope situated within the 25-ft setback along the west side of the lot, as shown on Figure 2, the Site & Exploration Plan. Based on the measurements depicted on the drawings, the structure will occupy roughly ± 2,300 square feet on the main level. SITE OBSERVATIONS Currently, the site is undeveloped and grass covered. The site generally slopes downward from east to west toward Olympic View Drive. Within the eastern third, the ground slopes upward at grades that vary from 15 to 35 percent. The central portion of the lot is relatively level and the western 30 feet slopes down to Olympic View Drive with grades ranging from 35 to 60 percent. Based on the topography it appears the upper (eastern) end of the site has been built up or graded with on -site cut materials; the center part of the site has been leveled; and the lower (western) end of the site above Olympic View Drive has been filled. GEOLOGY The Puget Lowland has repeatedly been occupied by a portion of the continental glaciers that developed during the ice ages of the Quaternary period. During at least four periods, portions of the ice sheet advanced south from British Columbia into the lowlands of western Washington. The southern extent of these glacial advances was near Olympia, Washington. Each major advance included numerous local advances and retreats, and each advance and retreat resulted in - its own sequence of erosion and deposition of glacial lacustrine, outwash and drift deposits. Between and following these glacial advances, sediments from the Olympic and Cascade Mountains accumulated in the Puget Lowland. As the most recent glacier retreated, it uncovered a sculpted landscape of elongated, north -south trending hills and valleys between the Cascade and Olympic mountain ranges. This topography is composed of a complex sequence of glacial and interglacial deposits. Post -glacial deposits within the Puget Lowland include alluvium, lacustrine deposits, volcanic mudflow deposits, and landslide deposits. According to the DRAFT Composite Geologic Map of the Sno-King Area by Booth, Cox, Troost and Shimel, dated January 4, 2004, the project site is mapped as being underlain by Advance Outwash deposits. Advance outwash deposits consist primarily of gray, clean to slightly silty, fine to medium sand, with varying percentages of gravel. They were deposited in pro -glacial streams as the Vashon Crabtree Residence — Revised Report 2 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 Stade ice advanced southward in Puget Sound. In general, the sediments are coarser at higher levels of the unit, as the streams deposited larger materials closer to the ice. Because these granular soils were overridden by the Vashon Stade ice, they are dense to very dense. They are quite permeable; however, they are not always water -bearing. Advance outwash is generally competent for support of structures, and excavates relatively easy with conventional excavating equipment. Although sideslopes in this sand stand near -vertical temporarily when dry, shoring is necessary for long-term support. Saturated advance outwash will cave profusely along trench sidewalls. At the lower portions of the unit, where the sands tend to fine, this deposit can be "quick" when it is wet. Beneath the advance outwash sands, fine-grained glaciolacustrine clays and silts are common in the lower part of the section, and can be associated with slope instability where they become saturated and weakened by infiltrating water. Hence, proper drainage of such soils is imperative. SOILS According to the Soil Conservation Map for Snohomish County (MRCS, online web soil survey, 2007), the site is overlain by Alderwood — Urban Land complex. The Alder -wood — Urban Land complex soils formed on glacial till plains and contain at least 25% of Urban Land consisting of streets, buildings, parking lots and other structures that obscure or alter the soils so that identification is not possible. Although the site is mapped as Alderwood series, our explorations indicate that the site is underlain by weathered adiance outwash (Everett series) soils. Both of these soil types have a moderate to severe potential for erosion; however, the site is vegetated so the existing erosion hazard is low. -- SITE EXPLORATIONS On March 29a', 2016, a geologist from HWA conducted an exploration program to evaluate subsurface conditions at the site. The explorations consisted of three, machine -drilled borings extending to depths ranging from 11.5 to 21.5 feet. The borings (BH-1 through BH-3) were drilled by CN Drilling, Inc. of Seattle, Washington, under subcontract to HWA. A portable drill rig, equipped with hollow -stem augers, was used to drill the borings. Site soil conditions were noted at each of the boring locations. The approximate locations of our borings are shown on Figure 2, the Site & Exploration Plan. Standard Penetration Test (SPT) sampling was performed in the boreholes using a 2-inch outside diameter split -spoon sampler, which was advanced with a 140-pound hammer using a rope and cathead. During the SPT, samples were obtained by driving the sampler 18 inches into the soil with the hammer free -falling 30 inches. The number of blows required for each 6 inches of penetration was recorded. The Standard Penetration Resistance (`N-value") of the soil was calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides an indication of relative density of granular soils and the relative consistency of cohesive soils; both indicators of soil strength and foundation bearing capacity. Crabtree Residence — Revised Report 3 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 A geologist from HWA logged each exploration and recorded all pertinent information. Soil samples obtained from the explorations were classified in the field and representative portions were placed in plastic bags. These soil samples were then taken to our Bothell, Washington laboratory for further examination and testing. Pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and ground water occurrence was recorded. The stratigraphic contacts shown on the individual exploration logs represent the approximate L boundaries between soil types; actual transitions may be more gradual. The soil and ground water conditions depicted are only for the specific date and locations reported, and are not necessarily representative of other locations and times. Boring logs were prepared and are presented on Figures 6 through 8. A legend of the terms and symbols used on the exploration logs is presented in Figure 5. SOIL PROFILE Typically, the near surface soils observed in the borings consisted of loose to medium dense fill overlying weathered and unweathered glacial soils. A generalized geologic cross-section that was constructed to depict subsurface conditions is shown on Figure 3. The soil conditions are described briefly as follows: Topsoil — Topsoil consisting of soft, dark brown, sandy silt, containing abundant rootlets and organic material, was encountered at the surface Et each the borings. The topsoil layer encountered was 2.5 feet in thickness in each of our explorations. Undocumented Fill — Below the topsoil layer in all borings except BH-2, undocumented fill was encountered, consisting of loose, yellow to olive brown, silty sand with gravel. This soil unit was fully penetrated in BH-1 and BH-3 where it was 6.5 and 5 feet thick, respectively. The fill encountered in BH-3 contained land clearing debris such as wood fragments and charcoal pieces. We expect the fill was placed to level the yard of the lot to the east and to create a transitional slope down to Olympic View Drive. Weathered Advance Outwash — Weathered advance outwash, consisting of medium dense, olive brown to gray, slightly silty to silty sand with gravel was encountered below the fill at an approximate depth of 9 feet in BH-1; beneath topsoil at 2.5 feet in BH-2; and, beneath fill at 7.5 feet in BH-3. The thickness of this unit ranged from 2.5 to 7.5 feet thick. Advance Outwash — At each of the locations explored, the soils encountered immediately beneath the weathered advance outwash layer consisted of advance outwash deposits comprised of dense to very dense, olive to gray brown, medium to fine silty sand with varying amounts of _ fine to coarse gravel, and often containing beds of relatively clean, fine to medium sand. This soil unit appeared to be at least 5 feet thick where fully penetrated in BH-1. Borings BH-2 and BH-3 were terminated in this deposit. Glaciolacustrine — Beneath the advance outwash sands in BH-1, hard, dark gray, laminated to massive silt was encountered. Due to their fine-grained nature and laminated structure, these Crabtree Residence — Revised Report 4 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 soils are interpreted to have been deposited in a glacial lake setting. These soils were not fully penetrated, but may be tens of feet thick locally (Booth, et al, 2004). GROUND WATER Ground water seepage was observed in all three borings at depths ranging from 5 to 8 feet below the existing ground surface. Seepage was typically confined to the loose to medium dense, — sandy soil layers overlying dense silty sand. During periods of wet weather, it is likely that ground water will also become perched within the dense silty sands overlying the low permeability deposits identified in 131-1-1. These observations were made during drilling and static water levels are often higher than the depth at which ground water is observed during drilling. GEOLOGIC HAZARDS In accordance with the criteria contained in the City of Edmonds Community Development Code (ECDC), Title 23-Natural Resources; Chapter 23.80 — Geologically Hazardous Areas, the subject site contains areas that are considered potential erosion and landslide hazard areas. The site does not contain areas that can be considered potential seismic hazards areas. Erosion Hazard Areas Based on the criteria contained in ECDC Section 23.80.020.A.1, local slope conditions exist along the western and eastern margins of the site that classify as potential erosion hazard areas due to the presence of Everett series soils on slopes of 15 percent or greater. We reviewed the erosion hazard areas mapped by the City of Edmonds, provided on Figure 4, and concur that the areas shown do classify as erosion hazard areas. Although erosion hazard areas exist at the site, the ground surface is vegetated and no indication of erosion was observed. Based on these observations we consider the risk of erosion at the site to be low. The largest threat of erosion will be at the onset of construction. Construction of the proposed improvements will not increase the erosion hazard provided the steps outlined in this report for work conducted during wet weather are followed, erosion control BMPs required by the City of Edmonds are implemented, and revegetation of the site is completed after construction. Landslide Hazard Area The western approximately 25 to 30 feet of the site consists of a slope with approximately 10 to 12 feet of vertical relief on 35 to 60 percent slopes. Per the ECDC Section 23.80.020.13.4 this portion of the site classifies as a landslide hazard area. This hazard area also extends southward onto the adjoining property as shown on Figure 4. Figure 4 also presents the potential landslide hazard areas mapped by the City of Edmonds. This data indicates that a small portion of the slope at the northeast corner of the property is a potential landslide hazard area. After our site visit and review of the existing contours, we conclude that this area does not classify as a Crabtree Residence — Revised Report 5 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 landslide hazard area because the height of the slope 40 percent or greater is less than 10 feet tall and does not meet any of the other criteria provided in ECDC Section 23.80.020.13. During our site investigation, no indications of slope sloughing or deep seated slope instability -- were observed. Although, the proposed development of the property will include modifications to the grade within a landslide hazard area, the modifications will create a gentler slope that does not meet the slope criteria of a landslide hazard area, thus eliminating the landslide hazard area on the site (except for the small portion of the slope that will match the existing steep slope on the adjoining property to the south). Provided construction follows the recommendations in this report, these modifications will not decrease slope stability or pose an unreasonable threat to persons or property either on or off site. CONCLUSIONS AND RECOMMENDATIONS General In summary, the soil conditions within the subject site consist of medium dense to dense, granular, glacial outwash soils, overlain by loose fill and topsoil layers observed to be at least 2.5 to 9 feet thick. The actual depth to medium dense/dense, native soils at other locations within the development footprint will need to be verified in the field during construction. In our opinion, the medium dense, native, silty sand (weathered advance outwash) will provide _ adequate bearing for the residential foundation system. The topsoil and undocumented fill materials are not recommended for foundation and floor slab support, and should be excavated and replaced with structural fill. _ During construction, temporary shoring and dewatering will be required to construct the foundations and basement walls. Dewatering could consist of trench drains installed a few weeks prior to beginning excavation and may require a staged approach to allow dewatering to the full depth of the proposed excavations. The basement walls will retain up to 15 feet of soil and are currently shown on the project plans to be 15 feet from the property lines on the north - and south sides of the house. Given this close proximity, shoring will be required to provide stable excavations that do not disturb the ground outside the property lines. Seismic Considerations Table 1 presents recommended seismic coefficients for use with the General Procedure described in Section 1613 of the 2015 International Building Code (IBC). The seismic ground motion procedure contained in 2015 IBC is based upon a Maximum Considered Earthquake (MCE) with a 2 percent probability of exceedance in 50 years (i.e., recurrence interval of approximately 2,475 years). The MCE corresponds to an earthquake with a 2% probability of exceedance (PE) in 50 years (approximately 2,475 year return period). The relevant probabilistic spectral response parameters were developed using the United States Geological Survey's website. Crabtree Residence — Revised Report 6 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 The IBC accounts for the effects of site -specific subsurface ground conditions on the response of structures in terms of site classes. Site classes are defined by the average density and stiffness of the soil profile underlying the site. The Site Class can be correlated to the average standard penetration resistance (NsPT) in the upper 100 feet of the soil profile. Based on our characterization of the subsurface conditions, the subject site classifies as IBC Site Class D. The design peak ground acceleration for use in computing lateral earth pressures was computed to be 0.34 g. Based on the SDs and SDI values, the site is considered as Seismic Design Category D. Table 1. Design Seismic Coefficients for 2015IBC Code Based Evaluation Spectral Spectral Design Spectral Design Spectral Site Site Acceleration Acceleration at Acceleration at Acceleration at Coefficients Class at 0.2 sec. 1.0 sec 0.2 sec. 1.0 sec. Ss, g S1, g SDs, g SD1, g Fa F, D 1.281 0.502 0.854 0.502 1.00 1.50 Liquefaction Susceptibility _ Soil liquefaction is a phenomenon wherein loose, saturated, granular deposits temporarily lose strength and behave as a liquid in response to earthquake shaking. In accordance with 2015 IBC and ASCE 7, we evaluated liquefaction susceptibility using a design peak ground acceleration of -- 0.52 g. We used the simplified procedure originally developed by Seed and Idriss (1971), and updated by Idriss and Boulanger (2004) for evaluating whether a soil is expected to liquefy for a given peak ground acceleration. Based on SPT blow counts from our explorations, the saturated portions of the loose to medium dense fill and weathered advanced outwash observed in BH-1 from about 6 to 13 below the ground surface will likely liquefy during a design level earthquake event. Where saturated, the fill and weathered advance outwash materials observed to a depth of 10 feet in BH-3 will also likely liquefy. The materials observed immediately below the foundation in BH-2 are not likely to liquefy. Although some of the materials upslope and downslope of the proposed residence could liquefy, the potential for seismically induced liquefaction instability is not considered to be a major issue for development of a residential structure on this site. Nevertheless, a possibility exists that portions of the site outside the building footprint may experience some seismically -induced settlement or could move laterally a small amount during a moderate to severe seismic event. Foundations and Floor Slabs The proposed structure may be supported on footings bearing directly on undisturbed, medium dense to dense native soils or properly compacted structural fill. The recommended compaction Crabtree Residence — Revised Report 7 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 level for structural fill placed under footings and grade -supported slabs is 95% of the maximum dry density, as determined by Modified Proctor testing (ASTM D 1557). Wall or column footings bearing on weathered advance outwash or structural fill placed over the medium dense to dense advance outwash could be designed for an allowable bearing capacity of 2,000 pounds per square foot (psf). This value may be increased by 1/3 for short-term loads such as wind and seismic effects. Continuous footings should have a minimum width of 16 inches, and column footings should have a minimum width of 24 inches. Minimum footing widths may, therefore, govern footing design. Footings should bear at least 24 inches below the lowest adjacent exterior grade to provide for frost protection. If footings are supported by structural fill, this fill should extend beyond the outer edges of the footings a minimum distance equal to the fill thickness below the footing, measured at the level of the excavation base. If adjacent individual footings are located at different elevations, it is recommended that the horizontal distance between them be at least 1.5 times the elevation difference between their bases. Where adjoining continuous footings are at different elevations, the upper footing should be stepped down to the lower footing. Floor slabs may be supported at grade on structural fill compacted to the requirements indicated above. If grade -supported slabs are employed, they must be underlain by a capillary break layer comprised of clean, uniform, open -graded, washed rock or pea gravel, to prevent future slab dampness which could be detrimental to floor coverings. This capillary break layer should be at least 6 inches thick and should be in contact with, or provided with suitable drainage outlets to the perimeter foundation drain system. A plastic vapor barrier should be placed on top of the capillary break layer to isolate the slab concrete from this layer, and should consist of plastic sheathing such as Visqueen. Assuming construction is performed as recommended herein, we estimate that the total and differential settlements for foundations will be less than 1-inch and 1/2-inch, respectively. Foundation Drainage We recommend that perimeter footing drains consisting of 4-inch diameter, rigid, perforated plastic pipe be placed at foundation level on the outside of the footings, and along the up -slope side of all retaining walls. The inverts of footing drains should be located at least 24 inches below the top of adjacent floor slabs. The pipe should be sloped to drain to an appropriate discharge location. The drain pipe should be bedded and backfilled in with clean washed drain rock, such as Gravel Backfill for Drains as specified in Section 9-03.12(4) of the 2016 Standard Specifications. The drain rock should completely surround the drain pipe by at least 6 inches. Crabtree Residence — Revised Report 8 HWA GeoSeiences Inc. '- February 22, 2017 HWA Project No. 2016-042-21 Design of Basement and Retaining Walls The present design for the proposed residential structure consists of the ground floor inset into the hillside. To accommodate the structure, cuts of about 14 feet deep are presently envisaged. Consequently, the north, south and east basement walls will serve as retaining walls. Lateral Earth Pressures The lateral earth pressures were computed based on the ground surface behind the walls being flat. Based on our evaluation that temporary excavations will be sloped, the walls of the structure are assumed to be backfilled with freely -draining granular backfill, consisting of properly compacted, granular on -site materials or imported structural fill. Properties for the retained materials were assigned a moist unit weight of 135 pounds per cubic foot (pcf) and an internal friction angle (0) of 32 degrees. For design of basement walls, we assume that the walls will be non -yielding and should be designed for at -rest pressures, with an equivalent fluid pressure of 63 pcf. For design of retaining walls that are able to experience yielding, an active - pressure of 42 pcf should be used. Although basement walls are relatively rigid under static conditions, in our opinion, it is -- reasonable to assume that all walls will yield during a seismic event, allowing the use of the active seismic lateral earth pressure. For the seismic case, an active -plus -seismic equivalent fluid pressure of 56 pcf should be employed for computation of the lateral soil pressure. This - seismic earth pressure was computed using the Mononobe-Okabe (M-O) method and a horizontal seismic coefficient of 0.17 g or one-half of the peak ground acceleration (PGA/2). Subgrade Preparation Subgrade preparation is important to limit differential settlement and maintain global stability of pavements, footings, walls and embankments. A geotechnical engineer, or qualified earthwork technician, should evaluate the subgrade soils before and after compaction to verify that organic - rich soils are removed and adequate compaction is achieved. Following removal of organic soils/fill soils, the subgrade surface should be thoroughly compacted with a suitably sized, vibratory roller compactor or an excavator -mounted vibrating plate compactor (hoepac). Loose or soft soil should be removed. A geotechnical engineer or inspector should observe and verify that all organics have been removed and that the subgrade is adequately prepared. Structural fill should be placed over the properly prepared subgrade, as needed. As currently proposed, it appears that the western portion of the residential footprint is underlain by a significant thickness (in excess of 6 feet) of loose, undocumented fill. The fill will have to be removed and replaced with properly compacted structural fill. Excavation and Temporary Shoring Requirements Based on the existing survey provided on the civil plans, provided to us on February 14, 2017, we conclude that construction of conventional foundations will require excavations of up to Crabtree Residence — Revised Report 9 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 15 feet below the existing ground surface. All excavations greater than 4 feet will require sloping and/or shoring to protect workers and adjacent properties in accordance with Part N of WAC (Washington Administrative Code) 296-155. The fill and outwash materials at the site classify as Type C soil. Unsupported excavations in Type C soils must be inclined no steeper than 11/2H:1 V (horizontal to vertical). Flatter slopes may be required where ground water seepage occurs. Excavations conducted steeper than is allowed for by the WAC should be monitored daily by a licensed geotechnical engineer or engineering geologist. Along the north and south sides of the property, the basement walls of the house will be constructed approximately 15 feet from the property lines. Due to this proximity, temporary shoring will be required along north, and south sides of the excavation so as not to disturb the ground on the adjacent properties. Temporary shoring could consist of a block wall, such as an -- Ecology block wall, constructed in small sections to minimize the amount of unsupported area at any one time. Alternatively, shoring such as soldier piles and lagging could be used. The proposed shoring design should be designed and stamped by an engineer and be provided for review by the geotechnical engineer prior to beginning excavation. Temporary excavation slopes should be protected from erosion, as necessary, by covering the cut face with well -anchored plastic sheets. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. Based on the soil conditions observed in our explorations, we anticipate that the on -site soils can be excavated with conventional equipment such as backhoes and loaders. Ground Water Seepage during Construction Ground water was observed within in each of our borings at depths ranging from 5 to 8 feet below the ground surface. Ground water seepage is expected over the depths of the proposed excavations and will likely occur primarily within the loose to medium dense, fill and outwash soils perched on top of the dense outwash soils. Seepage will also perch in the dense outwash overlying the low permeability layer observed in BH-1. The ground water elevation and seepage rates will vary with the time of year and are likely to be highest during the wet winter months. As such, we recommend that foundation excavations be performed during the drier summer -- months to reduce the quantity of ground water that must be intercepted and directed away from the proposed excavations. Control of seepage during construction could consist of installing trench drains a few weeks in advance of the excavations to allow time for the drains to lower the ground water table. Depending on seepage rates and ground water depths encountered at the time of excavation, trench drains may need to be installed in stages if caving of the trenches does not permit excavation to the desired base of the final excavation in the first attempt. Contractors should also be prepared to augment these site drainage systems, with supplementary methods such as sumps and pumps. Crabtree Residence — Revised Report 10 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 Embankment/Structural Fill and Compaction For the purposes of this report, material used to replace loose fill or raise site grades should be considered structural fill. On -site granular materials, (i.e. sand, slightly silty sand, and silty sand) free of organics or other deleterious materials, where found to be at optimum moisture content for compaction, are considered suitable for use as structural fill. _ Imported structural fill should consist of clean, free -draining, granular soils free from organic matter or other deleterious materials. Such materials should be less than 4 inches in maximum particle dimension, with less than 7 percent fines (portion passing the U. S. Standard No. 200 sieve), as specified for "Gravel Borrow" in Section 9-03.14(1) of the WSDOT Standard Specifications (WSDOT, 2016). The fine-grained portion of structural fill soils should be non - plastic. Structural fill should be placed in loose, horizontal, lifts of not more than 8 inches in thickness and compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557 (Modified Proctor). At the time of placement, the moisture content of structural fill should be at or near optimum. The procedure required to achieve the specified minimum relative compaction depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and the soil moisture -density properties. Excavation and Embankment Construction in Landslide Hazard Area Earthwork will be performed within the landslide hazard area at the front of the property. The majority of the area will be regraded once the project is complete so that it no longer meets the criteria as a landslide hazard area; therefore, the proposed modifications in this area will increase the overall slope stability. There is one small area at the southwest corner that has an approximately 60 percent slope that will remain as part of the landslide hazard area that extends onto the adjacent lot. Due to the location of the house footprint, the temporary excavation for the structure will likely extend into this area. If the embankment slope is reconstructed with suitable structural fill and is properly compacted and revegetated, the proposed modifications will not decrease the stability of the slope at this property nor the adjacent property. Wet Weather Earthwork As the on -site soils are moisture sensitive, and will be unworkable when wet, we do not recommend earthwork be performed in wet conditions. General recommendations relative to - earthwork that must necessarily be performed during wet weather or in wet conditions are presented below. These recommendations should be incorporated into the contract specifications. Crabtree Residence — Revised Report 11 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 • Material used as structural fill should consist of clean granular soil, of which not more than 5% passes the U.S. Standard No. 200 sieve, based on wet sieving the fraction passing the3/4-inch sieve. • Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soils should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. • The ground surface within the construction area should be sealed by a smooth drum vibratory roller, or equivalent, and under no circumstances should be left uncompacted and exposed to moisture. • Excavation and placement of structural fill material should be performed under the full- time observation of a representative of the geotechnical engineer, to determine that the work is being accomplished in accordance with the project specifications and the recommendations contained herein. Erosion Control during Construction — Best Management Practices (BMP's) as described in City of Edmonds Code must be followed. These measures include an erosion control plan that specifies methods for limiting activity during wet periods, placement of a silt retention system on the western side of the property, and proper disposal or recompaction of any material that is disturbed on the site. Final site grading adjacent to Olympic View Drive should incorporate native plantings that can become quickly established and serve to stabilize surface soils. CONDITIONS AND LIMITATIONS We have prepared this letter report for Dan & Shelly Crabtree and their agents, for use in construction and permitting of the proposed single family residence on the subject lot. Experience has shown that soil and ground water conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study of this scope. Our scope of work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or ground water at this site. HWA does not practice or consult in the field of safety engineering. We do not direct the contractor's operations and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered unsafe. Crabtree Residence — Revised Report 12 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 We appreciate the opportunity to be of service, and trust that this report meets with your requirements. However, if you have any questions regarding this report, or require further assistance, please do not hesitate to contact either of the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. ` of Wash!_ �- STEVEN ELLIOTT GREENE Steven E. Greene, L.G., L.E.G. JoLyn Gillie, P.E. Principal Engineering Geologist Geotechnical Engineer, Principal Attachments: Figure 1 Project Site & Vicinity Map Figure 2 Site & Exploration Plan Figure 3 Generalized Geologic Cross -Section A — A' Figure 4 Geologic Hazard Areas Map Figure 5 Legend of Terms and Symbols Used on Exploration Logs Figure 6 Log of Boring: BH-1 Figure 7 Log of Boring: BH-2 Figure 8 Log of Boring: BH-3 Crabtree Residence — Revised Report 13 HWA GeoSciences Inc. February 22, 2017 HWA Project No. 2016-042-21 REFERENCES Booth, D.B, Cox, B.F., Troost, K.G., and S. A. Shimel, 2004, Composite Geologic Map of the Sno-King Area, University of Washington, Seattle Area Geologic Mapping Project. City of Edmonds, 2004, Title 23-Natural Resources; Chapter 23.80 — Geologically Hazardous Areas. Idriss, I.M, and Boulanger, RW, 2004, Semi -Empirical Procedures for Evaluating Liquefaction Potential During Earthquakes, presented at the Joint 1 lth ISCDEE & 3rd ICEGE, January, 2004. NRCS, 1983, Soils Map of Snohomish County Area, WA661 (on-line version) Seed, HB and Idriss, IM, 1971, Simplified Procedure for Evaluating Soil Liquefaction Potential. Journal of Soil Mechanics Foundation Division, ASCE, Vol. 97, No. SM9, pp. 1249-1273. WSDOT, 2016, Standard Specifications for Road, Bridge, and Municipal Construction, M 41-10. Crabtree Residence — Revised Report 14 HWA GeoSciences Inc. ffr HWAGECISCIENCES INC. PROJECT SITE & VICINITY MAP GEOTECHNICAL INVESTIGATION CRABTREE RESIDENCE 19205 OLYMPIC VIEW DRIVE NORTH FIGURE NO. 2016-042 / N N Q• � � N N i� Z no a m - \\ boa \\ on z_ U) e — 91---------- V G a 9 I (D,00 US�sz W W= l 64 0 Z� \ 9 - z uj U, _ W d --_-_-__---�__' -_--- 1-- - \ i- W —IN 6 \ ---- / c-_ z H z N = m p \\O\ _ _� M _ W O 2 ° ~ I N 'M-I II / F u Q - \ \ V9T 1 U, E s CD c WOO O I m \) H cfl ¢ C7 uNi - m LL w Z I.. I O .-I vi \ W U) W 1 Od I_j z \ I ° \�\�N NIP 1 \ o / I\ < 92 C w-_o 9 ------ - m —9Sl ss z I O o ~- --- - - W ° ° J` a-------6- ---- \ xo w _ a - - S 3 'J - -- O m' a at,a w- „- Ow �.y c _ — — ° ,00 08 - - - -N --- -- - o 0 J N N Q a W � � Z O ` NIbW`I_J]lVM „8 I e o - - --VM - - -VM - - -VM -- - ym -. .V -VM - - -VM - - -VM - - -VM - - -VM - - -VM - VM - - -VM - - -VM - (n W 55--- SS - - - - SS- - - SS - SS---SS----55----SS----SS-- -SS----SS- - - - SS - 0 —_� i a 7T n— U` �AI8II� I„=a�I�--as----as----as---waS---- 5----aS--- dl�J��� 9--- ---- o M� 1 m i333 NI NOTLVA313 Rrdl� V) W Lu M (N ZT M13) Z-Li 14. Nn (N,S.L3SJJO) T-HG 1:39d NI NOLLVA113 cn F- aj ul L2 luo b u, u 0 m D 0 u cr 0 to u z:3 P. - o 0 N cu ui 0 (D uo @ ui 'C', IS N 45" —J X-H9 o 0 r- T -0 u m -0 6 7— O fu < fu U) zU ui 0 0) LU C) < u z 0 E ui -0 U) 0N Q C) E cr: 0 -71 Z) 0 0 Wui a) u uz 'E'd 12 El ffik, 1-1 ,Y c ak" • ¢ � '� r S F 1 ft �Yj yw kT �p � t rv�Y',}4�'�"� 4 rN���'}Yq\71 �€ �'�S�Ppp7�rY£ • • 1 1 �€��h� 's 1 • • 'a«a`��;:}t''2€f° f `N" �5��'�r�„'��t2' �.f '. � �€x . Ita' � v Y • n � �� s ��� s" . • • �� £ Y/M J i Y iS+� rn � t4 ?^ rt:S"} �. i �'�2 f ,..rti' Y Y "'��.'. s• `ir�'?Y"r�,`Pi`"� t�'t'°."�,y' "` �'i�'"� ��'�� ° t „~�i3' f<�f 5t � Q £+ €""€ f: PtPr,a,. .€ ad '.'�1�< °'`'j • �f 1 Nzuj N� S Y.€i) P fNt • {+dJh �4 d v; fi "fk+rsb€,S {i'��rf�� UiaY y • �f 8 {f 7 f 1 {'b'£� ,'bsrN 3�s� • �`�,�,F� „5,y9 5� y, • • p d §p`��1 (���,�'Y ,{Yid r��+; _'" 'ii�f S�'P F '� t £� 1h.ii Y41P h � i>t r { '7 T` �'/R h ik v ,� i i t ;��� . • (h m k! N- vu f w Y P • • • y y yf i k �� 7`+r3"'�i4�^}fa yry' •'�'��a .it'�iAm iifF"k N { ilid` C.• • �h �� � � k ui .+ i a t . jxt fl�'� �a� can r � r � a s `€ b�y> x t�c "% • • �-"f11''"� :i;"'� � � f YY�^ }i � ���Y����r�a ,x} if" �.�+' • �y, Y t1k� � �` S'`rfk' n,�:. , ! '�`}, ��'ti i '� §hd • dr �; (f t 3 �ak � iy "�q4 Y,.'�' A� �a pv`1t �,pa`,t��h P ' £ � � �f�Y �`� • f � y"S ,tt as 3i'�� €, i 5✓! `ui f � t t�Va"7'' t tt �` !h {ptwr 5����. � J N' ky � irfi% �,>='�„y�v,� • - Y'�j�y� d s"�,aa`v • �,�(t !§:��mc�a { ae ref t)' 3 �� x i, a w ',gTM. u' ifr�£1 �M F tb%"%, °' "t?, S y} 'Y LUt S£'�� t�+� • w RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE COHESIONLESS SOILS COHESIVE SOILS Approximate Density N (blows/ft) Approximate Consistency N (blows/ft) Undrained Shear Relative Density(%) Strength (psf) Very Loose 0 to 4 0 - 15 Very Soft 0 to 2 <250 Loose 4 to 10 15 - 35 Soft 2 to 4 250 - 500 Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000 Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000 Very Dense over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000 Hard over30 >4000 USCS SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Coarse Grained Soils Gravel and Gravelly Soils Clean Gravel piffle or no fines) • GW Well -graded GRAVEL o Q GP PoodMraded GRAVEL More than 50 % of Coarse Gravel with a GM Sity GRAVEL Fraction Retained Fines (appreciable on No. 4 Sieve amount of fines) GC Cayey GRAVEL Sand and Clean Sand •�• sw lAell-graded SAND More than Sandy Soils (little or no fines) : $P P3oriy-graded SAND 50 % Retained on No. 50 % or More of Coarse Sand wth S(l/) Slty SAND 200 Sieve Size Fraction Passing Fraction No. 4 Sieve Fines (appreciable of fines) $C Cayey SAND ML SLT Fine Grained Sails Silt and Liquid Limit Less than 50 % Clay CL Lean CLAY _ — OL O'ganic SILT/Organic CLAY It/ H Eastic SILT 50 % or More Passing No. 200 Sieve siltandLiquid Limit Clay50 % or More CH Fat CLAY Sae OH Organic SILT/Organic CLAY i, Highly Organic Soils PT PEAT i t COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No 4 (4.5mm) Coarse gravel 3 in to 314 in Fine gravel 3/4 in to No 4 (4.5mm) Sand No. 4 (4.5 mm) to No. 200 (0.074 mm) Coarse sand No. 4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine sand No. 40 (0.42 mm) to No. 200 (0.074 mm) Silt and Clay Smaller than No. 200 (0.074mm) TEST SYMBOLS %F Percent Fines AL Atterberg Limits: PL = Plastic Limit LL = Liquid Limit CBR California Bearing Ratio CN Consolidation DID Dry Density (pcf) IDS Direct Shear GS Grain Size Distribution K Permeability MD Moisture/Density Relationship (Proctor) MR Resilient Modulus PID Photcionization Device Reading PP Pocket Penetrometer Approx. Compressive Strength (tsf) SG Specific Gravity TC Triaxial Compression TV Torvane Approx. Shear Strength (tsf) UC Unconfined Compression SAMPLE TYPE SYMBOLS ® 2.0" OD Split Spoon (SPT) (140 lb. hammer with 30 in. drop) IShelby Tube 3-1/4" OD Split Spoon with Brass Rings OSmall Bag Sample ® Large Bag (Bulk) Sample nCore Run Nonstandard Penetration Test (3.0" OD split spoon) GROUNDWATER SYMBOLS jZ Groundwater Level (measured at time of drilling) T- Groundwater Level (measured in well or open hole after water level stabilized) COMPONENT PROPORTIONS PROPORTION RANGE DESCRIPTIVE TERMS < 5% Clean 5 -12% Slightly (Clayey, Silty, Sandy) 12 - 30% Clayey, Silty, Sandy, Gravelly 30 - 50% Very (Clayey, Silty, Sandy, Gravelly) Components are arranged in order of increasing quantities. NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation. Soil descriptions are presented in the following general order. Density/consistency, color, modifier (ifany) GROUP NAME, additions to group name (d any), moisture content. Proportion, gradation, and angularity of constituents, additional comments. (GEOLOGIC INTERPRETATION) Please refer to the discussion in the report text as well as the exploration logs for a more complete description of subsurface conditions. Geotechnical Investigation - Crabtree Residence _ 19205 Olympic View Drive 1iKAQ0SMNC3 Edmonds, WA MOISTURE CONTENT DRY Absence of moisture, dusty, dry to the touch. MOIST Damp but no visible water. WET Visible free water, usually soil is below water table. LEGEND OF TERMS AND SYMBOLS USED ON EXPLORATION LOGS PROJECT NO.: 2016-042 FIGURE: 5 LEGEND 2016-042.GPJ 4/11/16 SM Loose, brown, silty, SAND with abundant fine organics, moist. (TOPSOIL) SM Loose, yellow brown, slightly silty to silty, fine to medium grained SAND with scattered fine subrounded gravel, moist. (FILL) Loose, yellow brown, slightly silty to silty, fine to medium grained SAND with scattered fine subrounded gravel, moist. Becomes wet at 6 feet below ground surface. Loose, olive brown, slightly silty to silty, fine to medium grained SAND with fine to medium subrounded gravel, wet. SM Medium dense, olive gray, slightly silty to silty, fine to coarse J. grained SAND with fine subrounded gravel, moist to wet. Mottled brown and gray below 11 feet. (WEATHERED ADVANCE OUTWASH) SM Dense, olive brown, slightly silty to silty, fine to medium grained SAND with medium grained SAND laminations and fine to coarse subrounded gravel, moist. (ADVANCE OUTWASH) Dense, olive brown, slightly silty to silty, fine to medium SM grained SAND with subangular and subrounded fine to coarse gravel, moist. ML Hard, gray, SILT with light gray, fine sand laminations, moist. (GLACIOLACUSTRINE DEPOSIT) Geotechnical Investigation - Crabtree Residence BH-1 _ MW BORING: 19205 Olympic View Drive I-�V4�AGWSQENCESINC, Edmonds, WA PAGE: 1 of 1 PROJECT NO.: 2016-042 FIGURE: 6 BORING-0SM 2016-042.GPJ 2/8/17 DRILLING COMPANY: CN Drilling, Inc. DATE STARTED: 3/29/2016 DRILLING METHOD: Hollow Stem Auger DATE COMPLETED: 3/29/2016 SAMPLING METHOD: SPT with Cathead Hammer LOGGED BY: S. Pemble LOCATION: See Figure 2 SURFACE ELEVATION: 164.0 *feet Co w z W U d Fa- m rn f- O cl W ~ J m rn W W a W p m Z w x 2 U Z o x O ai DESCRIPTION can can EL mo O 0 `. SM Loose, yellow brown, silty, fine to medium grained SAND with S 1 2-2-1 scattered fine rounded gravel, moist. (TOPSOIL) S-2 5-9-12 SM Medium dense, olive brown, slightly silty to silty, fine to coarse grained SAND with fine to coarse subrounded gravel, moist. (WEATHERED ADVANCE OUTWASH) Q Medium dense, olive brown, silty, fine to medium grained S-3 6-10-13 SAND with medium grained SAND laminations and fine to coarse subrounded gravel, wet. Medium dense, olive brown, fine to medium, dean to slightly S 4 4-11-13 SP SM silty, SAND with scattered fine subrounded gravel, wet. Grades to silty fine grained SAND below 8.5 feet. S-5 17-30 50 SM Very dense, olive gray, silty, fine to medium grained SAND with fine subrounded gravel, moist. (ADVANCE OUTWASH) Borehole was terminated at 11.5 feet below ground surface. Ground water seepage was observed at 5 feet below ground surface. Borehole was abandoned with bentonite chips. 15- 20 - 25 - NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. Standard Penetration Test (140 lb. weight, 30" drop) • Blows per foot M. Q J w w I IU GU JU 4U Ju ® s ®. .... .... 0 :...... ..... .... .... 0 20 40 60 80 10 Water Content (%) Plastic Limit Liquid Limit Natural Water Content BORING: Geotechnical Investigation - Crabtree Residence BH_2 _ ® 19205 Olympic View Drive HMQ0SMNCB 1NC, Edmonds, WA PAGE: 1 of 1 PROJECT NO.: 2016-042 FIGURE: 7 160 1 1551 1501 145 1 140 1 BORING-DSM 2016-042.GPJ 2/8/17 -'. SM Loose, brown, slightly silty to silty, fine to medium grained SAND with scattered fine subrounded gravel and fine organics, moist. (TOPSOIL) SM Loose, olive brown, silty, fine grained SAND with fine to coarse subrounded gravel, moist. (FILL) Loose, light brown, slightly silty, fine to medium grained SAND with fine to coarse subrounded to rounded gravel and scattered charcoal, moist. SP Loose, olive brown, slightly silty, fine to medium grained SM SAND with fine subrounded gravel, wet. tI (WEATHERED ADVANCE OUTWASH) - - - - - - - - - - - - - - - Medium dense, yellow brown, clean to slightly silty, fine to `. SM medium grained SAND with scattered silty fine SAND laminations below 11 feet, wet. (ADVANCE OUTWASH) Dense, olive gray, clean to slightly silty, medium grained SAND with fine to meidum subrounded gravel, wet. Grades to silty, fine grained SAND below 13.5 feet, wet. BORING: Geotechnical Investigation - Crabtree Residence BH-3 _ awl, 19205 Olympic View Drive Edmonds, WA i11'Y11.\7WSCMNaS 1NC, PAGE: 1 of , PROJECT NO.: 2016-042 FIGURE: 8 BORING-0SM 2016-042.GPJ 2/8/17 Dan & Shelly Crabtree Dan Crabtree Client 206-227-6049 SSS # 1 Project Identification s1612030 phone Crabtree Residence 3 Story SFR Albert H. Cohen Design Company (425-776-7373) WAC 196-23-070 Section Engineering Calculations Page 1 Design Criteria 1 2 Wind & Earthquake Design 6 3 Framing Analysis 23 4 Overstrength Calculations 145 5 Foundation Design 163 6 Detail Calculations 197 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 M N N .0 Y ui "C"J 92 I M Topographic Effects Distances below are measured from the base. Crest elev: 274 dist: 2335 Site elev: 162 dist: 1756 H/2 elev: 137 dist: 1645 Base elev: 0 dist: 0 UPV INN ts(,A!)V L� Exposure Category C Height above local ground z= 30 ft Location Relative to Crest Upwind Hill Shape 2-D Rdg Height of Hill H= 274 ft FJGWIt caJtcv,� Ift TIT " 2D �tOC—E 3D Ax15Yn1 Distance upwind of the crest to where the Lh= 690 ft difference in ground elevation is half of the height of the hill. x= 579 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever's less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh >= 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Krt= 1.49 K1= 0.58 K2= 0.44 K3= 0.88 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.40 True H = 274 True Kzt= 1.49 4 = Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.824950N, 122.3614°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.281 g Sr,s = 1.281 g Sps = 0.854 g S, = 0.502 g Sti,,. = 0.753 g Sol = 0.502 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.43 1.30 1.17 1.04 0.91 0.78 N 0.65 0.52 0.39 0.26 0.13 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) 0.99 0.90 0.81 0.72 0.63 01 0.54 0.45 0.36 0.27 0.18 0.09 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Design Response Spectrum Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 5 III ME 'em s 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s1612030 Number of Diaphragms Code General Design Criteria 3 15 SBC 2015 Seattle Building code & 2010 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 25 15 Rf Deck 1 15 60 25 15 Floor 1 10 40 --- 10 Wall 10 --- --- 10 Species of Framing Lumber Shearwall Stud Spacing Risk Category Wind Desian Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor HF 16" oc II 2010 Envelope Procedure 110 mph B C Kzt 1.49 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D Ss 1.281 Sl 0.502 TL 6 SIDS 0.85 Spt 0.50 D Table 12.2-1: A-13 Transverse Longitudinal 6.5 6.5 0.131 0.131 18128 17839 Cla 2.5 sec. Ibs 170206_SSSlateral 160921_s1612030 7 DC Building Orientation and Height Wall Lines A B C © E F G 1 2 3 4 5 6 7 c T rn Transverse o cn J Trans 0 Stories Number of Diaphragms Building Height 3 36.00 Diaphragm 3 Framing ft 7.00 Story ft 9.00 Diaphragm 2 Framing ft 1.00 Story ft 8.00 Diaphragm 1 Framing ft 1.00 Story ft 10.00 Wind Loads Ridge Elevation 37 ft Eave Height 28.5 ft Mean Roof Height, h 32.75 ft Least Horizontal Dimension, LHD 48 ft Transverse Direction B Dimension 48 ft L Dimension 61.5 ft End Zone, 2a 9.6 ft Transverse Direction (WW) Roof Pitch Classified: Angle 4.5 :12 Enclosed Building 20.556 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft 3 325 sq ft 74 sq ft 2 430 sq ft sq ft 1 463 sq ft sq ft Transverse Direction (LW) Roof Pitch Classified: Angle 4.5 :12 Enclosed Building 20.556 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft 3 200 sq ft 394 sq ft 2 243 sq ft 0 sq ft 1 sq ft 0 sq ft Wind Loads Help XFELBD Longitudinal Direction (WW) B Dimension 61.5 ft L Dimension 48 ft End Zone, 2a 9.6 ft Longitudinal Direction (WW) Roof Pitch Classified: Angle 4.5 :12 Enclosed Building 20.556 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft 3 317 sq ft 75 sq ft 2 434 sq ft sq ft 1 342 sq ft sq ft Longitudinal Direction (LW) Roof Pitch Classified: Angle 4.5 :12 Enclosed Building 20.556 LEVEL Wall Area Roof Area (Horiz Proj) S ft 3 308 sq ft 75 sq ft 2 434 sq ft 0 sq ft 1 342 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor.Kzt 1.49 Directionality Factor, Kd 0.85 Gust Effect Factor, Gf 0.85 Velocity Pres. Exp. Coeff. Kz 1.02 Velocity Pressure, 0 39.96 psf Main Wind Force Resisting % stem - Diaphragm Design Loads XPEMWF 2010 Envelope Procedure Direction Transverse Longitudinal sum 43593 44933 Load Case 1 1 3 13537 12961 2 15920 17881 1 14136 14091 170206_SSSlateral 160921_s1612030 9 WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A .................................. XPELSL .................................. XPEES Diaphragm 3 area (fe) height (ft) 7 Roof 1 2471 (Ibs) Mass (Ibs) 37065 unit weight (psf) trans - w,� long - w,� 15 44265 42915 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) long -wall (ft) 10 Wall 1 160 Mass (Ibs) 14400 unit weight (psf) 10 Wall 1 130 Mass (Ibs) 11700 Diaphragm 2 area (ft?) height (ft) 1 Floor 1 1791 Rf Deck 1 666 Rf Deck 3 145 (Ibs) Mass (Ibs) 30800 unit weight (psf) trans - w, long - w,r 10 50500 54425 15 20 Walls height (ft) 8 trans -wall (ft) H unit weight (psf) long -wall (ft) 10 Wall 1 200 Mass (Ibs) 16000 unit weight (pso 10 Wall 1 205 Mass (Ibs) 18450 Diaphragm 1 area (fe) height (ft) 1 Floor 1 1666 Rf Deck 1 190 (Ibs) Mass (Ibs) 19510 unit weight (psf) trans - w, long - w,, 10 43210 38435 15 Wails height (ft) 10 trans -wall (ft) H unit weight (psf) long -wall (ft) 10 Wall 1 105 Mass (Ibs) 10500 unit weight (psf) 10 Wall 1 65 Mass (Ibs) 5850 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 143825 146275 170206_SSSlateral 160921_s1612030 10 EF Mapped Spectral Accelerations XPEMSA Ss 1.281 Fa 1.000 Sos 0.85 S, 0.502 Fv 1.500 SDI 0.50 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.294 sec 0.294 sec hn= 36.0 ft TL = 6 sec Transverse Longitudinal CS = 0.131 0.131 Ibs EQ 12.8-2 (Maximum) Cs = 0.263 0.263 Ibs EQ 12.8-318.4 (Minimum) Cs = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 lbs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 3 6.5 0.131 44265 5816 6.5 0.131 42915 5638 2 6.5 0.131 50500 6635 6.5 0.131 54425 7151 1 6.5 0.131 43210 5677 6.5 0.131 38435 5050 Base Shear, h, Transverse V = 18128 Ibs Longitudinal V = 17839 Ibs Vertical Distributionof Seismic Forces XPEVDS k= 1.00 Transverse Longitudinal Diaph. hX wX wXhXk C'X wX wXhXk C,X 3 36 50115 1804140 0.513 50115 1804140 0.513 2 20 61075 1221500 0.347 61075 1221500 0.347 1 11 44910 494010 0.140 1 44910 494010 0.140 3519650 1 3519650 Diaphragm Transverse 3 9292 Ibs 2 6291 Ibs 1 2544 Ibs sum 18128 Longitudinal 9144 Ibs 6191 Ibs 2504 Ibs sum 17839 170206_SSSlateral 160921_s1612030 11 EF Allowable Stress Design Loads 2010 Envelope Procedure Wind Load Combination 0.61)+0.6W+H % of DL used in OT 60% Wind Design Loads FX Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 8122 7776 2 9552 10729 1 8481 8455 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx P = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (lbs) Force (Ibs) 3 8456 8321 2 5725 5634 1 2315 2278 Principle of Mechanics - cont. Where, v= shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, V. VD), VT.., VT. L v VF Max TX VS w h d, dra df dfa Twx+f TwX Tex+1 Tex 123.4.E (V x 4) Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SWs, Ibs Force from the SW s above that transfers to the SW s, Ibs SUM LUEM Total force in the SW's (VD, + VT.,,), Ibs ABWT CORNM Total length of SW s (7- w), feet (ft) Linear force in the SW s (VTx/L), pounds per foot (plo Greater of v induced by wind or earthquake, plf Maximum uplift force of the SW s, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs 170206_SSSlateral 160921_s1612030 12 DL Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 1 3 Trans vs w h d, d. df dfa Twx., Twx Tex., TeX WIND E-QUAKE 201 6.67 9 1524 1639 201 10.58 9 1 1397 1 1537 242 3.75 9 1619 1714 VTx 4061 4228 v 193 201 Max TX 1619 1714 L VF VS 21.00 201 242 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 4 3 Trans VS w h dr d. df df. Twx., Twx Tex., Tex WIND E-QUAKE 119 28.25 9 114 339 119 7.25 9 795 884 VTx 4061 4228 v 114 119 Max Tx 795 884 L VF Vs 35.50 119 119 170206_SSSlateral 160921_s1612030 13 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 1 2 Trans vs w h d, d. df df. Twx., Twx TeX+, TeX WIND E- UAKE 299 3.50 8 5 1524 3888 1639 3608 262 5.00 5 1619 1544 1714 1654 262 12.00 1619 1619 1714 1714 VTx 6449 5361 v 315 262 Max Tx 3888 3608 L VF Vs 20.50 315 299 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 3 2 Trans vs w h dr dra df df. TwX+1 Twx Tex., Tex WIND E-QUAKE 244 4.00 8 2614 1543 244 5.00 8 2585 1520 244 5.00 8 2585 1520 VTx 4776 2863 v 341 204 Max Tx 2614 1543 L VF Vs 14.00 341 244 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 4 2 Trans vs w h d, d. df df. Twx., Twx Tex+, Tex WIND E-QUAKE 153 21.92 8 795 1486 884 1600 153 8.92 8 795 1861 884 1900 153 8.17 8 795 1882 884 1917 VTx 6449 5958 v 165 153 Max Tx 1882 1917 L VF VS 39.00 165 153 170206_SSSlateral 160921_s1612030 14 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 1 1 Trans vs w h d, d. df df. TwX+, TwX TeX+1 TeX WIND E- UAKE 253 22.00 3888 3888 3608 3608 VT. 7465 5562 v 339 253 Max TX 3888 3608 L VF VS 22.00 339 253 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 2 1 Trans vs w h dr d. df df. TwX+, TwX TeX+1 TeX WIND E- UAKE 107 6.58 10 6.3 1136 15 107 7.58 10 6.3 1082 -29 VTX 2120 429 v 150 30 Max TX 1136 15 L VF VS 14.17 150 107 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 3 1 Trans vs w h dr d. df df. TwX+, TwX TeX+j TeX WIND E-QUAKE 210 3.75 10 1 2614 5413 1543 2832 210 4.25 10 6.4 2585 5255 1520 2706 210 19.17 10 6.3 2614 1896 1543 566 VT. 8001 3819 v 295 141 Max TX 5413 2832 L VF VS 27.17 295 210 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 4 1 Trans vs w h dr d. df df. TwX+, TwX Tex,., TeX WIND E- UAKE 139 48.00 1882 1882 1917 1917 VTX 8570 6686 v 179 139 Max TX 1882 1917 L VF Vs 48.00 179 139 170206_SSSlateral 160921_s1612030 15 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift A 3 Long vs w h dr cl. df df. Twx+, TwX TeX+f TeX WIND E-QUAKE 627 3.33 9 5.3 4380 4029 482 4.33 9 5.3 1 4324 1 3984 5.3 VTx 3888 3558 v 507 464 Max TX 4380 4029 L VF vs 7.66 507 627 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift B 3 Long VS w h dr dry df df. TwX+, Twx Tex+f TeX WIND E- UAKE 170 2.67 9 16 -272 691 137 3.33 9 16 -340 637 VTx 606 v 101 Max Tx 691 L VF vs 6.00 101 170 F:1 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift D 3 Long vs w h d, d. df dfa Twx+, Twx Tex., Tex WIND E-QUAKE 143 11.67 9 16 -15 311 143 4.50 9 19 1 672 861 164 3.92 9 19 741 916 VTx 3888 4157 v 134 143 Max Tx 829 987 143 5.83 9 191 1 516 736 203 3.17 9 19 829 987 L VF VS 29.09 143 203 170206_SSSlateral 160921_s1612030 16 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift A 2 Long vs w h d, d. df df. TwX+, TwX Tex., TeX WIND E-QUAKE 206 7.00 8 7 4380 1882 4029 1213 206 1 7.00 8 7 1 4380 1882 1 4029 1213 VTx 4032 2714 v 288 194 Max TX 1882 1213 1 1 L VF VS 14.00 288 206 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift B 2 Long VS w h d, d. df df. Twx+, TwX Tex., Tex WIND E-QUAKE 239 5.83 8 1.3 2406 691 2453 383 2.50 8 1.3- 2516 691 2540 287 3.33 8 3 2472 691 2505 VTx 6547 4826 v 325 239 Max Tx 2516 2540 239 8.50 8 12 2047 691 1474 L VF vs 20.16 325 383 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift C 2 Long vs w h d, d, df df. Twx+, Twx Tex+1 Tex WIND E-QUAKE 59 10.17 8 372 124 59 25.50 8 -69 -230 VTx 2965 1597 v 83 45 Max TX 372 124 L VF vs 35.67 83 59 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift D 2 Long vs w h d, dra df dfa Twx+j Twx TeX+j Tex WIND E UAKE 100 48.00 829 829 987 987 VTx 4961 4818 v 103 100 Max Tx 829 987 L VF vs 48.00 103 100 170206_SSSlateral 160921_s1612030 17 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift A 1 I Long vs w h dr dra df dfa Twx+i TwX TeX+, TeX WIND E- UAKE 246 7.00 6.5 5.3 1882 3845 1213 2037 246 10.00 4 5.3 1 1882 1075 1 1213 401 246 7.00 1882 1882 1213 1213 VTx 8259 3853 v 344 161 Max Tx 3845 2037 L VF Vs 24.00 344 246 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift C 1 Long vs w h dr dra df df. Twx+j Twx Tex+1 Tex WIND E-QUAKE 204 48.00 372 372 124 124 VTx 13739 7562 v 286 158 Max Tx 372 124 L vF vs 48.00 286 204 170206_SSSlateral 160921_s1612030 18 FIR Shear Transfer Connections xPsrc Fasteners and Spacing H to (n tn U) U) W V1 (n N N N N '~ V N M-i n fh 00 •� rq O. V ko to V' N koo of G Lq 2x Plates 3x Plates 16 .� M a Lq N �' v l--' 3 CS rn v r-� `✓ N = m 0. 0• m m Lo u {A 1A Z C C C C O C N Q^ Q Q u Q ko tp v, a O n O CL v� O 0. C ro g M N 'ate to N ;a -2 t6 ^ v°� (O �fo ~ �-� _ N a 00 _ co � _ �o 00 a w in vEi �� L Ln A 150 11 9 48 46 10 33 16 101 75 110 207 8 34 33 7 24 12 59 54 79 B 265 6 27 26 5 18 9 42 42 62 -.- 332 5 Zl 20 4 15 7 31 34 49 C 350 4 20 19 4 14 7 29 32 47 450 3 - 16 15 3 11 5 21 12 18 D 600 2 12 11 2 8 4 15 9 13� 780 2 9 8 2 6 3 11 17 26 900 1.5 8 7 1 5 2 10 15 22 935 1.5 ._ 7 7 1 5 2 9 14 21 1190 1.0 6 5.5 1 4 2 7 11 17 1200 1.0 6 5.5 1 4 2 7 11 17 1300 1.0 �! 5.5 5 1 3 1 6 10 15 1400 1.0 5 1 3 1 6 10 14 1500 1.0 4.5 E45 1 3 1 5 9 13 Shearwall Capacities from SDPWS-2008 Table 4.3A m m a MINIMUM NOMINAL PANEL THICKNESS (inch) Nail or Staple size Tabulated value based on DF Adjusted for HF @ 16 oc 6 242 7/16" 8d @ 6"oc 260 242 4 353 7/16" 8d @ 4"oc 380 353 3 456 7/16" 8d @ Yoc: 490 456 595 7/16" 8d @ 2"oc 640 595 44 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 911 7/16" BOTH SIDES 8d @ Yoc 980 911 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 1953 Custom Custom 2100 1953 2046 Custom Custom 2200 2046 2139 Custom Custom 2300 2139 2232 Custom Custom 2400 2232 2325 Custom Custom 2500 2325 2418 Custom Custom 2600 2418 PF 558 APA Portal Frame See Detail PF 600 558 The above allowable capacities were reduced by 2. Shears are 2 for ASD and are for Seismic loads. Allowable permitted to Wind loads are 1.4 greater. This office be increased 3. G=0.43 decreases the wind sheathing shear, v s, to values [1-(0.5-0.43)] shown for = 0.93 demand by this factor rather than using the 15/32-inch increased capacity. That way, only one set of sheathing... 170206_SSSlateral 160921_s1612030 19 ST Shear Transfer Notes [1] TABLE 11N [pg97 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fr G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg78 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg146 C-2005] [4] (5] for SP5F/HF Lateral(133/160) Z=130 Ibs [pg142 C-2005] [6] the H1 is used in an F1 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg142 C-2005] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg112 C-2005] [8] TABLE 11E [pg85 NDS] Z=570 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [9] TABLE 11E [pg85 NDS] Z=830 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600pif the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby Ao ii [10] TABLE 11E [pg85 NDS] Z=700 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] [11] TABLE 11E [pg85 NDS] Z=1040 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] 170206_SSSlateral 160921_s1612030 20 ST Shear Wall Summary .I Width SW vF Rio Stressed vs Rio Stressed Notes 1 3 21.00 B 6 201 76% 242 100% 4 3 35.50 A 6 119 79% 119 49% A 3 7.66 D 44 507 85% 627 89% B 3 6.00 A 6 101 67% 170 71 % D 3 29.09 A 6 143 95% 203 84% 1 2 20.50 C 4 315 90% 299 85% 3 2 14.00 C 4 341 97% 244 69% 4 2 39.00 B 6 165 62% 153 63% A 2 14.00 C 6 288 82% 206 85% B 2 20.16 C 3 325 93% 383 84% C 2 35.67 A 6 83 55% 59 25% 2 1 14.17 A 6 150 100% 107 44% 3 1 27.17 C 6 295 84% 210 87% A 1 24.00 C 4 344 98% 246 70% 170206_SSSlateral 160921_s1612030 21 SW Holdown Summary Uplift W J co 1 3 1619 4 3 795 A 3 4380 Uplift E Holdown 1714 STHD14 (a) 884 4029 (2) MSTC48B3 B 3 0 691 D 3 829 987 1 2 3888 3608 STHD14 (a) 3 2 2614 1543 MSTC40 (b) 4 2 1882 1917 STHD14 (a) A 2 1882 1213 MSTC40 (b) Wind Wind Wind Seismic Seismic Seismic Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 31% 31% 46% 46% 7354 @ I 7354 @ I I 7354 @ I 7354 @ I I 60% 60% DNA 55% 55% DNA 5150 @ 5150 @ 3695 @ 3695 @ 75% 75% DNA 98% 98% DNA 2650 @ 2650 @ 2650 @ 2650 @ 99% 99% DNA 58% 58% DNA 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 37% 37% 52% 52% 2650 @ 2650 @ DNA 2650 @ 2650 @ DNA 71 % 71 % 46% 46% B 2 2516 2540 MSTC48B3 (a) 3420 @ 3420 @ DNA 3420 @ 3420 @ DNA 74% 74% 74% 74% C 2 372 124 5150 @ 5150 @ 3695 @ 3695 @ 2 1 1136 15 STHD14 (a) HDU8 (a) 22% 22% DNA 0% 0% DNA 3 1 5413 2832 6970 @ 6970 @ DNA 6970 @ 6970 @ DNA STHD14 (a) 78% 78% 41% 41% A 1 3845 2037 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 75% 1 75% 1 1 55% 1 55% 170206_SSSlateral 160921_s1612030 22 SW 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 23 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: WOOCI BeamJobsts161s16121s1612030 Crabtree Residence AfCohenlwo 1702011170207_enercatc trib 160809_ s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Description : 3-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 850.0psi Ebend-xx 1,300.Oksi Fc - Pril 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Dro 285) sra.475 --------------- 2-2x6 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width =19.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.534 1 Maximum Shear Stress Ratio = 0.601 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 678.35psi fv : Actual = 103.64 psi FB : Allowable = 1,270.75psi Fv : Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft 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 0.016 in Ratio = 2235>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.026 in Ratio = 1397 >=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 Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.256 0.288 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.32 254.38 994.50 0.43 38.86 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 it 1 0.230 0.259 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.32 254.38 1105.00 0.43 38.86 150.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 It 1 0.534 0.601 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.86 678.35 1270.75 1.14 103.64 172.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.450 0.507 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.72 572.36 1270.75 0.96 87.44 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.144 0.162 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.32 254.38 1768.00 0.43 38.86 240.00 +D-0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 it 1 0.144 0.162 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.32 254.38 1768.00 0.43 38.86 240.00 24 ProjectSound Structural Solutions EVneer: Project ID: S - .ject Descr: >J, Description : 3-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb Fb V fv Fv +1.140D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.164 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 289.99 1768.00 0.49 44.30 240.00 +1.140D-0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.164 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 289.99 1768.00 0.49 44.30 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.324 0.364 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.72 572.36 1768.00 0.96 87.44 240.00 +D+0.750L+0.750S-0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.324 0.364 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.72 572.36 1768.00 0.96 87.44 240.00 +1.105D+0.750L+0.750S+0.5250E+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.339 0.381 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.76 599.07 1768.00 1.01 91.52 240.00 +1.105D+0.750L+0.750S-0.5250E+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.339 0.381 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.76 599.07 1768.00 1.01 91.52 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.086 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 152.63 1768.00 0.26 23.32 240.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.086 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 152.63 1768.00 0.26 23.32 240.00 +0.460D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.066 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 117.01 1768.00 0.20 17.88 240.00 +0.460D-0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.066 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 117.01 1768.00 0.20 17.88 240.00 Overall Maximum Deflections Load Combination Span Max. "Deft Location in Span Load Combination Max. '+ Deb Location in Span +D+S+H 1 0.0258 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.140 1.140 Overall MINimum 0.257 0.257 +D+H 0.428 0.428 +D+L+H 0.428 0.428 +D+S+H 1.140 1.140 +D+0.750L+0.750S+H 0.962 0.962 +D+0.60W+H 0.428 0.428 +D-0.60W+H 0.428 0.428 +D+0.70E+H 0.428 0.428 +D-0.70E+H 0.428 0.428 +D+0.750L+0.750S+0.450W+H 0.962 0.962 +D+0.750L+0.750S-0.450W+H 0.962 0.962 +D+0.750L+0.750S+0.5250E+H 0.962 0.962 +D+0.750L+0.750S-0.5250E+H 0.962 0.962 +0.60D+0.60W+0.60H 0.257 0.257 +0.60D-0.60W+0.60H 0.257 0.257 +0.60D+0.70E+0.60H 0.257 0.257 +0.60D-0.70E+0.60H 0.257 0.257 D Only 0.428 0.428 L Only S Only 0.713 0.713 W Only -W E Only E Only * -1.0 25 Sound Structural Solutions Project Title: Engineer: Project ID: 5;00? Project Descr: -00. Wood BeamJobs1s16ts1612ts1612030 Crabtree Residence AI Cohen)wo 1702011170207_enercalc bib 160809_ s1612030.ec6 ENERCALC. INC.1983-2017. Build:6.17.1' 16. Ver.6.17.1.16 Description : 3-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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.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.Oksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.285) S(0.475) 3.5x9 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =19.0 ft, (ROOF) DESIGN SUMMARY e ' Maximum Bending Stress Ratio = 0.559 1 Maximum Shear Stress Ratio = 0.475 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb : Actual = 1,544.13psi fv : Actual = 144.76 psi FB : Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.000ft 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 0.115 in Ratio = 834 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.184 in Ratio = 521 >=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 IN 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 = 8.0 ft 1 0.268 0.228 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.28 579.05 2160.00 1.14 54.29 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.241 0.205 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.28 579.05 2400.00 1.14 54.29 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.559 0.475 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.08 1,544.13 2760.00 3.04 144.76 304.75 +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 = 8.0 ft 1 0.472 0.401 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.13 1,302.86 2760.00 2.57 122.14 304.75 +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 = 8.0 ft 1 0.151 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 579.05 3840.00 1.14 54.29 424.00 +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 = 8.0 ft 1 0.151 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 579.05 3840.00 1.14 54.29 424.00 26 Sound Structural Solutions Project Title: Engineer: Project ID: SS8 Project Descr: Wood Beam JobsIs1ft1612ts1612030CrabtreeResidenoe AICohenlwo1702OW70207 enercalcbib 160809_s1612030.ec6 ENERCALC. INC.1983-2017. Build:6.17.1.16. Ver:6.171.16 Description : 3-2 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN +1.140D+0.70E+H 1.000 Length = 8.0 ft 1 0.172 0.146 1.60 1.000 +1.140D-0.70E+H 1.000 Length = 8.0 ft 1 0.172 0.146 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length = 8.0 ft 1 0.339 0.288 1.60 1.000 +D+0.750L+0.750S-0.450W+H 1.000 Length = 8.0 ft 1 0.339 0.288 1.60 1.000 +1.105D+0.750L+0.750S+0.5250E+ 1.000 Length = 8.0 ft 1 0.355 0.302 1.60 1.000 +1.105D+0.750L+0.750S-0.5250E+ 1.000 Length = 8.0 It 1 0.355 0.302 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 8.0 ft 1 0.090 0.077 1.60 1.000 +0.60D-0.60W+0.60H 1.000 Length = 8.0 ft 1 0.090 0.077 1.60 1.000 +0.460D+0.70E+0.60H 1.000 Length = 8.0 ft 1 0.069 0.059 1.60 1.000 +0.460D-0.70E+0.60H 1.000 Length = 8.0 ft 1 0.069 0.059 1.60 1.000 Overall Maximum Deflections Ci Cr Cm C t CL Moment Values M fb Fb V Shear Values fv Fv 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 2.60 660.11 3840.00 1.30 61.89 424.00 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 2.60 660.11 3840.00 1.30 61.89 424.00 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 5.13 1,302.86 3840.00 2.57 122.14 424.00 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 5.13 1,302.86 3840.00 2.57 122.14 424.00 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 5.37 1,363.66 3840.00 2.68 127.84 424.00 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 5.37 1,363.66 3840.00 2.68 127.84 424.00 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 1.37 347.43 3840.00 0.68 32.57 424.00 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 1.37 347.43 3840.00 0.68 32.57 424.00 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 1.05 266.36 3840.00 0.52 24.97 424.00 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 1.05 266.36 3840.00 0.52 24.97 424.00 Load Combination Span Max.' ' Defl Location in Span Load Combination Max. '+" Defl Location in Span +D+S+H 1 0.1841 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.040 3.040 Overall MINimum 0.684 0.684 +D+H 1.140 1.140 +D+L+H 1.140 1.140 +D+S+H 3.040 3.040 +D+0.750L+0.750S+H 2.565 2.565 +D+0.60W+H 1.140 1.140 +0-0.60W+H 1.140 1.140 +D+0.70E+H 1.140 1.140 +D-0.70E+H 1.140 1.140 +D+0.750L+0.750S+0.450W+H 2.565 2.565 +D+0.750L+0.750S-0.450W+H 2.565 2.565 +D+0.750L+0.750S+0.5250E+H 2.565 2.565 +D+0.750L+0.750S-0.5250E+H 2.565 2.565 +0.60D+0.60W+0.60H 0.684 0.684 +0.60D-0.60W+0.60H 0.684 0.684 +0.60D+0.70E+0.60H 0.684 0.684 +0.60D-0.70E+0.60H 0.684 0.684 D Only 1.140 1.140 L Only S Only 1.900 1.900 W Only -W E Only E Only : -1.0 27 0 o.2ns s 0 462s r � Span = 23.0 ft ADDIied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =18.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 48.933 k-ft Maximum Shear = 8.510 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 11.500ft 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 1.012 in 272 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1.620 in 170 Max Upward Total Deflection 0.000 in 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/Omega Cb Rm Va Max Vnx VnxlOmega Overall MA (imum Envelope Dsgn. L = 23.00 ft 1 48.93 48.93 8.51 +D+H Dsg n. L = 23.00 ft 1 18.35 18.35 3.19 +D+L+H Dsgn. L = 23.00 ft 1 18.35 18.35 3.19 +D+S+H Dsg n. L = 23.00 ft 1 48.93 48.93 8.51 +D40.750L+0.750S+H Dsgn. L = 23.00 ft 1 41.29 41.29 7.18 +D+0.60W+H Dsgn. L = 23.00 ft 1 18.35 18.35 3.19 +D-0.60W+H Dsgn. L = 23.00 It 1 18.35 18.35 3.19 +1.140D+0.70E+H Dsgn. L = 23.00 ft 1 20.92 20.92 3.64 +1.140D-0.70E+H Dsgn. L = 23.00 It 1 20.92 20.92 3.64 +D+0.750L+0.750S+0.450W+H Dsgn. L = 23.00 ft 1 41.29 41.29 7.18 +D+0.750L+0.750S-0.450W+H Dsgn. L = 23.00 ft 1 41.29 41.29 7.18 +1.105D+0.750L+0.750S+0.5250E+H Dsgn. L = 23.00 It 1 43.21 43.21 7.52 +1.105D+0.750L+0.750S-0.5250E+H Dsg n. L = 23.00 ft 1 43.21 43.21 7.52 +0.60D+0.60W+0.60H Dsgn. L = 23.00 ft 1 11.01 11.01 1.91 +0.60D-0.60W+0.60H Dsgn. L = 23.00 ft 1 11.01 11.01 1.91 +0.460D+0.70E+0.60H Dsgn. L = 23.00 ft 1 8.44 8.44 1.47 +0.460D-0.70E+0.60H Dsgn. L = 23.00 ft 1 8.44 8.44 1.47 Load Combination Span Max. ' " Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+S+H 1 1.6195 11.615 0.0000 0.000 Vertical Reactions Suppot notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.510 8.510 Overall MINimum 1.915 1.915 +D+H 3.191 3.191 +D+L+H 3.191 3.191 +D+S+H 8.510 8.510 +D+0.750L.+0.750S+H 7.180 7.180 +D+0.60W+H 3.191 3.191 +D-0.60W+H 3.191 3.191 +D+0.70E+H 3.191 3.191 +D-0.70E+H 3.191 3.191 +D+0.750L+0.750S+0.450W+H 7.180 7.180 +D+0.750L+0.750S-0.450W+H 7.180 7.180 +D+0.750L+0.750S+0.5250E+H 7.180 7.180 +D+0.750L+0.750S-0.5250E+H 7.180 7.180 +0.60D+0.60W+0.60H 1.915 1.915 +0.60D-0.60W+0.60H 1.915 1.915 +0.60D+0.70E+0.60H 1.915 1.915 +0.60D-0.70E+0.60H 1.915 1.915 D Only 3.191 3.191 L Only S Only 5.319 5.319 W Only -W E Only E Only `-1.0 Description : 34 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D 0.07125 S 0.11875 Span = 23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.750 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 12.564 k-ft Maximum Shear = 2.185 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 11.500ft 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 0.260 in 1061 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.416 in 663 Max Upward Total Deflection 0.000 in 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/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 23.00 ft 1 12.56 12.56 2.19 +D+H Dsg n. L = 23.00 ft 1 4.71 4.71 0.82 +D+L+H Dsgn. L = 23.00 ft 1 4.71 4.71 0.82 +D+S+H Dsgn. L = 23.00 ft 1 12.56 12.56 2.19 +D+0.750L+0.750S+H Dsgn. L = 23.00 ft 1 10.60 10.60 1.84 +D+0.60W+H Dsg n. L = 23.00 ft 1 4.71 4.71 0.82 +D-0.60W+H Dsgn. L = 23.00 ft 1 4.71 4.71 0.82 +1.140D+0.70E+H Dsgn. L = 23.00 ft 1 5.37 5.37 0.93 +1.140D-0.70E+H Dsgn. L = 23.00 ft 1 5.37 5.37 0.93 +D 0.750L+0.750S+0.450W+H Dsgn. L = 23.00 ft 1 10.60 10.60 1.84 +D+0.750L+0.750S-0.450W+H Dsgn. L = 23.00 ft 1 10.60 10.60 1.84 +1.105D+0.750L+0.750S+0.5250E+H Dsgn. L = 23.00 ft 1 11.10 11.10 1.93 +1.105D+0.750L+0.750S-0.5250E+H Dsgn. L = 23.00 ft 1 11.10 11.10 1.93 +0.60D+0.60W+0.60H Dsgn. L = 23.00 ft 1 2.83 2.83 0.49 +0.60D-0.60W+0.60H Dsgn. L = 23.00 ft 1 2.83 2.83 0.49 +0.460D+0.70E+0.60H Dsgn. L = 23.00 ft 1 2.17 2.17 0.38 +0.460D-0.70E+0.60H Dsgn. L = 23.00 ft 1 2.17 2.17 0.38 Load Combination Support 1 Support 2 Overall MAXimum 2.185 2.185 Overall MINimum 0.492 0.492 +D+H 0.819 0.819 +D+L+H 0.819 0.819 +D+S+H 2.185 2.185 +D+0.750L+0.750S+H 1.844 1.844 +D+0.60W+H 0.819 0.819 +D-0.60W+H 0.819 0.819 +D+0.70E+H 0.819 0.819 +D-0.70E+H 0.819 0.819 +D+0.750L+0.750S+0.450W+H 1.844 1.844 +D+0.750L+0.750S-0.450W+H 1.844 1.844 +D+0.750L+0.750S+0.5250E+H 1.844 1.844 +D+0.750L+0.750S-0.5250E+H 1.844 1.844 +0.60D40.60W+0.60H 0.492 0.492 +0.60D-0.60W+0.60H 0.492 0.492 +0.60D40.70E+0.60H 0.492 0.492 +0.60D-0.70E+0.60H 0.492 0.492 D Only 0.819 0.819 L Only S Only 1.366 1.366 W Only -W E Only E Only' -1.0 SolutionsSound Structural Project Engineer: Project ID- °2 -Qk Q! Project Descr: Description : 3-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of ElasUcity Load Combination IBC 2015 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fe - PHI 1,350.0 psi Eminbend - xx 580.Oksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x1Z Span = 50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D(S,E) = 0.0-4.060, S(S,E) = 0.0->0.10 k/ft, Extent = 0.0 ->> 7.50 ft, Trib Width =1.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.0821 Maximum Shear Stress Ratio = 0.074 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 93.84psi fv : Actual = 15.24 psi FB : Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.325ft Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 16678>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.009 in Ratio = 10424>=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 fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.039 0.035 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.22 35.19 891.00 0.15 5.71 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.036 0.032 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.22 35.19 990.00 0.15 5.71 180.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.082 0.074 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 93.84 1138.50 0.40 15.24 207.00 +D+0.7501-+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.070 0.062 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.49 79.18 1138.50 0.34 12.86 207.00 +0+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.022 0.020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.22 35.19 1584.00 0.15 5.71 288.00 +D-0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 32 Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv Length = 7.50 ft 1 0.022 0.020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.22 35.19 1584.00 0.15 5.71 288.00 +1.140D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.025 0.023 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.25 40.12 1584.00 0.17 6.51 288.00 +1.140D-0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.025 0.023 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.25 40.12 1584.00 0.17 6.51 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.050 0.045 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 79.18 1584.00 0.34 12.86 288.00 +D40.750L+0.75OS-0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.050 0.045 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 79.18 1584.00 0.34 12.86 288.00 +1.105D+0.750L+0.750S+0.5250E+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.052 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.51 82.87 1584.00 0.35 13.46 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.052 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.51 82.87 1584.00 0.35 13.46 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.013 0.012 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.11 1584.00 0.09 3.43 288.00 +0.60D-0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.013 0.012 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.11 1584.00 0.09 3.43 288.00 +0.460D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.010 0.009 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.10 16.19 1584.00 0.07 2.63 288.00 +0.460D-0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.010 0.009 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.10 16.19 1584.00 0.07 2.63 288.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+" Defl Location in Span +D+S+H 1 0.0086 3.914 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.200 0.400 Overall MINimum 0.045 0.090 +D+H 0.075 0.150 +D+L+H 0.075 0.150 +D+S+H 0.200 0.400 +D+0.750L+0.750S+H 0.169 0.338 +D+0.60W+H 0.075 0.150 +D-0.60W+H 0.075 0.150 +D+0.70E+H 0.075 0.150 +D-0.70E+H 0.075 0.150 +D+0.750L+0.750S+0.450W+H 0.169 0.338 +D+0.750L+0.750S-0.450W+H 0.169 0.338 +D+0.750L+0.750S+0.5250E+H 0.169 0.338 +D+0.750L+0.750S-0.5250E+H 0.169 0.338 +0.60D+0.60W+0.60H 0.045 0.090 +0.60D-0.60W+0.60H 0.045 0.090 +0.60D+0.70E+0.60H 0.045 0.090 +0.60D-0.70E+0.60H 0.045 0.090 D Only 0.075 0.150 L Only S Only 0.125 0.250 W Only -W E Only E Only' -1.0 33 Sound Structural Solutions Project Title: Engineer: Project ID: k��X b 0. Project Descr: wOOii Belt t1 Jobs1s161s16121s1612030 Crabtree Residence_AI Cohenhvo 1702011170207_eneredc trib 160809_ s1612030:ec6 ENERGALC, INC.983 2017, Huitd:6.17.1 a6, Ver:6.17:1:76 r.ri.. . • _ _. • • Description : 3-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1,850.0psi Ebend-xx 1,800.Oksi Fc - PHI 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(0.8194) S(1.366) 3.5x'2 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D(S,E) = 0.0->0.060, S(S,E) = 0.0-4.10 k/ft, Extent = 0.0 ->> 7.50 ft, Trib Width =1.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 7.50 ->> 10.50 ft, Tributary Width =13.0 ft, (ROOF) Point Load : D = 0.8194, S =1.366 k @ 7.50 ft, (XR 1-4) Maximum Bending Stress Ratio = 0.372 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 fb : Actual = 1,028.02psi fv : Actual = 113.71 psi FB : Allowable = 2,760.00psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.473ft Location of maximum on span = 10.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.082 in Ratio = 1535>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.131 in Ratio = 959>=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 Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.178 0.179 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.70 385.47 2160.00 1.19 42.64 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.161 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.70 385.47 2400.00 1.19 42.64 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.372 0.373 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.20 1,028.02 2760.00 3.18 113.71 304.75 +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 =10.50 ft 1 0.314 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.07 867.38 2760.00 2.69 95.94 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 34 Length =10.50 It 1 0.100 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 It 1 0.100 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 It 1 0.114 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.114 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.226 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.226 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 It 1 0.236 0.237 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.75OS-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.236 0.237 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.060 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 It 1 0.060 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D40.7OE40.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.046 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.046 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 2.70 385.47 3840.00 1.19 42.64 424.00 0.00 0.00 0.00 0.00 2.70 385.47 3840.00 1.19 42.64 424.00 0.00 0.00 0.00 0.00 3.08 439.44 3840.00 1.36 48.61 424.00 0.00 0.00 0.00 0.00 3.08 439.44 3840.00 1.36 48.61 424.00 0.00 0.00 0.00 0.00 6.07 867.38 3840.00 2.69 95.94 424.00 0.00 0.00 0.00 0.00 6.07 867.38 3840.00 2.69 95.94 424.00 0.00 0.00 0.00 0.00 6.35 907.86 3840.00 2.81 100.42 424.00 0.00 0.00 0.00 0.00 6.35 907.86 3840.00 2.81 100.42 424.00 0.00 0.00 0.00 0.00 1.62 231.28 3840.00 0.72 25.58 424.00 0.00 0.00 0.00 0.00 1.62 231.28 3840.00 0.72 25.58 424.00 0.00 0.00 0.00 0.00 1.24 177.32 3840.00 0.55 19.61 424.00 0.00 0.00 0.00 0.00 1.24 177.32 3840.00 0.55 19.61 424.00 Load Combination Span Max. "Deft Location in Span Load Combination Max. '+' Dell Location in Span +D+S+H 1 0.1313 5.748 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.162 3.184 Overall MINimum 0.261 0.716 +D+H 0.436 1.194 +D+L+H 0.436 1.194 +D+S+H 1.162 3.184 +D+0.750L+0.750S+H 0.980 2.686 +D+0.60W+H 0.436 1.194 +D-0.60W+H 0.436 1.194 +D+0.70E+H 0.436 1.194 +D-0.70E+H 0.436 1.194 +D+0.750L+0.750S+0.450W+H 0.980 2.686 +D+0.750L+0.750S-0.450W+H 0.980 2.686 +D+0.750L+0.750S+0.5250E+H 0.980 2.686 +D+0.750L+0.750S-0.5250E+H 0.980 2.686 +0.60D+0.60W+0.60H 0.261 0.716 +0.60D-0.60W+0.60H 0.261 0.716 +0.60D+0.70E+0.60H 0.261 0.716 +0.60D-0.70E+0.60H 0.261 0.716 D Only 0.436 1.194 L Only S Only 0.726 1.990 W only -W E Only E Only `-1.0 35 Calculations per NDS 2015, IBC 2015, CBC 2016, 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.Oksi Fc - Prll 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.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling J.JA J.J Span =23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 7.50 ->> 15.50 ft, TribLtary Width = 5.250 ft, (ROOF) Varying Uniform Load: D(S,E) = 0.03750->0.09375, S(S,E) = 0.06250->0.1533 k/ft, Extent = 0.0 ->> 7.50 ft, Trib Width =1.0 ft, (ROOF) Varying Uniform Load: D(S,E) = 0.09375->0.03750, S(S,E) = 0.1563->0.06230 k/ft, Extent =15.50 ->> 23.0 ft, Trib Width =1.0 ft, (ROOF) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.3641 Naximum Shear Stress Ratio = 0.143 : 1 5.5x13.5 Section used for this span 5.5x13.5 977.31 psi fv : Actual = 43.49 psi 2,683.96psi Fv : Allowable = 304.75 psi +D+S Load Combination +D+S 11.500ft Location of maximum on span = 23.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.399 in Ratio = 691 >=360 0.000 in Ratio = 0 <360 0.638 in Ratio = 432>=240. 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 C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 23.0 it 1 0.174 0.068 0.90 0.972 1.00 1.00 1.00 1.00 1.00 5.10 366.46 2100.49 0.81 16.31 238.50 +D+S 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 It 1 0.364 0.143 1.15 0.972 1.00 1.00 1.00 1.00 1.00 13.61 977.31 2683.96 2.15 43.49 304.75 +D+0.750S 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.307 0.120 1.15 0.972 1.00 1.00 1.00 1.00 1.00 11.48 824.60 2683.96 1.82 36.69 304.75 +1.140D 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.112 0.044 1.60 0.972 1.00 1.00 1.00 1.00 1.00 5.82 417.77 3734.21 0.92 18.59 424.00 +1.105D+0.750S 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 36 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: V{/OOd Beam Jobs1s161s16121s1612030Crabhe ResidenceAl Cohenlwo 170201N70207 enercalc Wb 160809_s1612030.ec6 ENERCALC, INC.1983.2017, Build:6.17.1.16, Ver:6.17.1.16 r.rr.. • s_ _ • • Description : 3-7 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 Length = 23.0 It 1 0.231 0.091 1.60 0.972 1.00 1.00 1.00 1.00 1.00 12.02 863.07 3734.21 1.90 38.41 424.00 +0.60D 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.059 0.023 1.60 0.972 1.00 1.00 1.00 1.00 1.00 3.06 219.88 3734.21 0.48 9.78 424.00 tO.460D 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.045 0.018 1.60 0.972 1.00 1.00 1.00 1.00 1.00 2.35 168.57 3734.21 0.37 7.50 424.00 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span Load Combination Max. '+• Dell Location in Span +D+S 1 0.6382 11.584 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.153 2.153 Overall MINimum 0.484 0.484 D Only 0.807 0.807 +D+S 2.153 2.153 +D+0.750S 1.816 1.816 +0.60D 0.484 0.484 S Only 1.346 1.346 37 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.23625) 3(0.39375) 2-2x10 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width=15.750 ft, (ROOF) Maximum Bending Stress Ratio = 0.5141 Maximum Shear Stress Ratio = 0.494 :1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb : Actual = 552.23psi fv : Actual = 85.14 psi FB : Allowable = 1,075.25psi Fv : Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft 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 0.022 in Ratio = 2771 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.035 in Ratio = 1731 >=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 iv Pv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.246 0.236 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.74 207.09 841.50 0.59 31.93 135.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.514 0.494 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.97 552.23 1075.25 1.58 85.14 172.50 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.433 0.416 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.66 465.94 1075.25 1.33 71.83 172.50 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.158 0.152 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.84 236.08 1496.00 0.67 36.40 240.00 +1.105D40.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.326 0.313 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.74 487.69 1496.00 1.39 75.18 240.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.083 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 124.25 1496.00 0.35 19.16 240.00 38 Project ID: rKIMPAIr Gar 4001 W117 0,414•9474'4a v-ra47 Moment Values Shear Values fb F'b V fv F'v uengrn = b.0 n 1 U.Ub4 U.U131 1.bU 1.1UU 1.uu I.UU Luu 1.uu 1.uu 0.34 95.26 1496.00 0.27 14.69 240.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. W Defl Location in Span +D+S 1 0.0346 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.575 1.575 Overall MINimum 0.354 0.354 D Only 0.591 0.591 +D+S 1.575 1.575 +D+0.750S 1.329 1.329 +0.60D 0.354 0.354 S Only 0.984 0.984 39 Sound Structural Solutions Project Title: 0 Engineer: Project ID: as!; Project Descr: wOo�i Beam JobsW61s1610s%12030CrabtreeResidence AlCohentwo17020Ri70207_enercalctrib160809_s1612030.ec6 ENERCALC, INC.983 2017, Build:6.17.116, Ver:6.17.1.16 �.11.. • • Description : 2-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1BC 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 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase MO015) U0.1) S(0.025) D(0-0151 L 0.06) S(0.025 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 3.50 ft, Tributary Width =1.0 ft, (ROOF DECK) Uniform Load : D = 0.0150, L = 0.10, S = 0.0250 ksf, Extent = 3.50 ->> 10.50 ft, Tributary Width =1.0 ft, (ROOF DECK) Maximum Bending Stress Ratio = 0.849 1 Maximum Shear Stress Ratio = 0.359 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 821.69psi fv : Actual = 62.75 psi FB : Allowable = 967.73psi Fv: Allowable = 174.60 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.442ft Location of maximum on span = 10.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio = 804>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.183 in Ratio = 689>=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.133 0.054 0.90 1.100 1.00 1.15 0.85 1.00 1.00 0.21 115.97 870.95 0.08 8.51 157.14 +D+L 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.849 0.359 1.00 1.100 1.00 1.15 0.85 1.00 1.00 1.46 821.69 967.73 0.58 62.75 174.60 +D+S 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.278 0.113 1.15 1.100 1.00 1.15 0.85 1.00 1.00 0.55 309.25 1112.88 0.21 22.70 200.79 +D+0.750L+0.750S 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.710 0.298 1.15 1.100 1.00 1.15 0.85 1.00 1.00 1.41 790.01 1112.88 0.55 59.83 200.79 +1.140D 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 it 1 0.085 0.035 1.60 1.100 1.00 1.15 0.85 1.00 1.00 0.24 132.20 1548.36 0.09 9.71 279.36 40 Sound Structural Solutions Project Title: Engineer: Project ID: SS-81 Project Descr. Ofli11 geaCil JobsW ts161Zs1612030CrabtreeResidenceAICohenlwo170201t170207_enercalcCrib160809_s%12030:J16 ENERCALC, INC.1983-2017 B�7d:6.17116, Ver.6.17. Ida _ _ • Description : 2-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C IN C i Cr C m C t C L M fb Fb V fv Fv +1.105D+0.750L+0.750S 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.518 0.217 1.60 1.100 1.00 1.15 0.85 1.00 1.00 1.43 802.18 1548.36 0.56 60.72 279.36 +0.60D 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.045 0.018 1.60 1.100 1.00 1.15 0.85 1.00 1.00 0.12 69.58 1548.36 0.05 5.11 279.36 +0.460D 1.100 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.034 0.014 1.60 1.100 1.00 1.15 D.85 1.00 1.00 0.10 53.35 1548.36 0.04 3.92 279.36 Overall Maximum Deflections Load Combination Span Max. "Deft Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.1827 5.327 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.487 0.580 Overall MINimum 0.047 0.047 D Only 0.079 0.079 +D+L 0.487 0.580 +D+S 0.210 0.210 +D+0.750L+0.750S 0.483 0.553 +0.601) 0.047 0.047 L Only 0.408 0.502 S Only 0.131 0.131 41 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: O�i� ge1Ci�:bbsls16\s161Zs1612030CrabtreeResidence AlCohenkwo1702011170207 enercalcbib 160809_s1612030.ee6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Vec6.17:1:16 &'.�t.. s Description : 2-2 (REV 170223) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2325 psi Ebend- xx 1550ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 44.99pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 D(0.07875) L(0 4083) S(0.1313) r V M0.105) L(0.21) S(0.13125) 3.5x9.25 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Extent = 0.0 ->> 3.0 ft, Tributary Width = 5.250 ft, (ROOF DECK) Uniform Load : D = 0.07875, L = 0.4083, S = 0.1313 k/ft, Extent = 3.0 - > 10.50 ft, Tributary Width =1.0 ft, (XL 2-2) Maximum Bending Stress Ratio = 0.770: 1 Maximum Shear Stress Ratio = 0.383 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 1,522.05 psi fv : Actual = 115.06 psi FB : Allowable = 1,976.25psi Fv : Allowable = 300.70 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.403ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.286 in Ratio = 441 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.354 in Ratio = 355>=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 C m C t C L M fb Fb V fV FV +D+H 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.155 0.082 0.90 1.000 1.00 1.00 0.85 1.00 1.00 1.15 275.32 1778.63 0.48 22.28 270.63 +D+L+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.770 0.383 1.00 1.000 1.00 1.00 0.85 1.00 1.00 6.33 1,522.05 1976.25 2.48 115.06 300.70 +D+S+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.312 0.157 1.15 1.000 1.00 1.00 0.85 1.00 1.00 2.95 710.21 2272.69 1.17 54.21 345.81 +D+0.750L+0.750S+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.676 0.333 1.15 1.000 1.00 1.00 0.85 1.00 1.00 6.39 1,536.26 2272.69 2.49 115.16 345.81 +D+0.60W+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.087 0.046 1.60 1.000 1.00 1.00 0.85 1.00 1.00 1.15 275.32 3162.00 0.48 22.28 481.12 42 r��it {Sy } Project Title: Engineer: Project Descr: Project ID: Description Load Combination Segment Length 2-2 (REV 170223) Max Stress Ratios Moment Values Span# M V Cd CFN Ci Cr Cm C t CL M fb Pb Shear Values V fv Fv +U-U.6UW+H 1.000 1.00 MU 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.087 0.046 1.60 1.000 1.00 1.00 0.85 1.00 1.00 1.15 275.32 3162.00 0.48 22.28 481.12 +1.140D+0.70E+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.099 0.053 1.60 1.000 1.00 1.00 0.85 1.00 1.00 1.31 313.86 3162.00 0.55 25.40 481.12 +1.140D-0.70E+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.099 0.053 1.60 1.000 1.00 1.00 0.85 1.00 1.00 1.31 313.86 3162.00 0.55 25.40 481.12 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.486 0.239 1.60 1.000 1.00 1.00 0.85 1.00 1.00 6.39 1,536.26 3162.00 2.49 115.16 481.12 +D+0.750L+0.75OS-0.450W+H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.486 0.239 1.60 1.000 1.00 1.00 0.85 1.00 1.00 6.39 1,536.26 3162.00 2.49 115.16 481.12 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.495 0.244 1.60 1.000 1.00 1.00 0.85 1.00 1.00 6.51 1,565.10 3162.00 2.53 117.23 481.12 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.495 0.244 1.60 1.000 1.00 1.00 0.85 1.00 1.00 6.51 1,565.10 3162.00 2.53 117.23 481.12 +0.60D+0.60W+0.60H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.052 0.028 1.60 1.000 1.00 1.00 0.85 1.00 1.00 0.69 165.19 3162.00 0.29 13.37 481.12 +0.60D-0.60W+0.60H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.052 0.028 1.60 1.000 1.00 1.00 0.85 1.00 1.00 0.69 165.19 3162.00 0.29 13.37 481.12 +0.460D+0.70E+0.60H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.040 0.021 1.60 1.000 1.00 1.00 0.85 1.00 1.00 0.53 126.65 3162.00 0.22 10.25 481.12 +0.460D-0.70E+0.60H 1.000 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.040 0.021 1.60 1.000 1.00 1.00 0.85 1.00 1.00 0.53 126.65 3162.00 0.22 10.25 481.12 Overall Maximum Deflections Load Combination Span Max. "Deft Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.3542 5.288 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.223 2.486 Overall MINimum 0.289 0.255 +D+H 0.481 0.425 +D+L+H 2.115 2.483 +D+S+H 1.170 1.114 +D+0.750L+0.750S+H 2.223 2.486 +D+0.60W+H 0.481 0.425 +D-0.60W+H 0.481 0.425 +D+0.70E+H 0.481 0.425 +D-0.70E+H 0.481 0.425 +D+0.750L+0.750S+0.450W+H 2.223 2.486 +D+0.750L+0.750S-0.450W+H 2.223 2.486 +D+0.750L+0.750S+0.5250E+H 2.223 2.486 +D+0.750L+0.750S-0.5250E+H 2.223 2.486 +0.60D+0.60W+0.60H 0.289 0.255 +0.60D-0.60W+0.60H 0.289 0.255 +0.60D+0.70E+0.60H 0.289 0.255 +0.60D-0.70E+0.60H 0.289 0.255 D Only 0.481 0.425 L Only 1.634 2.059 S Only 0.689 0.689 W Only -W E Only E Only * -1.0 43 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam JobsW61s161Zs1612030CrabtreeResidenceAICohentwo1702011170207enercalctdb160809_s1612030.ec6 _ _ ENERCALC, INC.1983-2017 Build:6.17.1.16, Ver.6.17.1.16 Description : 2-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 IBC 2015 Fb - Compr 2900 psi Ebend- xx 2000 ksi Fc - Pril 2900 psi Eminbend - xx 1016.535 ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0 0625) U0 25) 5.2U11 25 Span =12.0 ft D(0.0551 U0.22) D(0.0525) U0.21) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 4.0 ft, Tributary Width = 6.250 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 7.0 ->> 12.0 ft, Tributary Width = 5.250 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 4.0 ->> 12.0 ft, Tributary Width = 5.50 ft, (FLOOR) Maximum Bending Stress Ratio = 0.256- 1 Maximum Shear Stress Ratio = 0.238 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb : Actual = 742.57psi fv : Actual = 68.93 psi FB : Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.920ft Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio = 1253>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.144 in Ratio = 1002>=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length =12.0 it 1 0.057 0.053 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.37 148.51 2610.00 0.54 13.79 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 R 1 0.256 0.238 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.85 742.57 2900.00 2.71 68.93 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.178 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.48 594.06 3335.00 2.17 55.14 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.036 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.56 169.31 4640.00 0.62 15.72 464.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 44 ProjectSound Structural Solutions a E Project ID: Project Descr: Description : 2-3 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 Length =12.0 ft 1 0.131 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.63 609.65 4640.00 2.23 56.59 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.019 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 89.11 4640.00 0.33 8.27 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.015 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 68.32 4640.00 0.25 6.34 464.00 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 0.1436 6.175 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.048 2.714 Overall MINimum 0.246 0.326 D Only 0.410 0.543 +D+L 2.048 2.714 +D+0.750L 1.639 2.171 +0.60D 0.246 0.326 L Only 1.639 2.171 45 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr. Wood ream JoWs161s161A1s1612030 Crabtree Residence Al Cohenlwo 1702011170207 enercalc Crib 160809_ s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description : 2-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 850.0psi Ebend-xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.065) U0.26) 2-2)6 Span = 2670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 6.50 ft, (FLOOR) DESIGN SUMMARY 2-2)6 Span = 2670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 6.50 ft, (FLOOR) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.208 1 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 229.77psi fv : Actual = 39.44 psi FB : Allowable = 1,105.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.335ft Location of maximum on span = 2.670 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 5793>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 4634>=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 Only Length = 2.670 it 1 0.046 0.058 0.90 1.300 1.00 1.00 +D+L 1.300 1.00 1.00 Length = 2.670 ft 1 0.208 0.263 1.00 1.300 1.00 1.00 +D+0.750L 1.300 1.00 1.00 Length = 2.670 ft 1 0.145 0.183 1.15 1.300 1.00 1.00 +1.140D 1.300 1.00 1.00 Length = 2.670 ft 1 0.030 0.037 1.60 1.300 1.00 1.00 +1.105D+0.750L 1.300 1.00 1.00 Length = 2.670 ft 1 0.107 0.135 1.60 1.300 1.00 1.00 +0.60D 1.300 1.00 1.00 Length = 2.670 it 1 0.016 0.020 1.60 1.300 1.00 1.00 C m C t C L Moment Values M fb Pb V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 45.95 994.50 0.09 7.89 135.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.29 229.77 1105.00 0.43 39.44 150.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.23 183.82 1270.75 0.35 31.55 172.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.07 52.39 1768.00 0.10 8.99 240.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.24 188.64 1768.00 0.36 32.38 240.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.03 27.57 1768.00 0.05 4.73 240.00 46 ProjectSound Structural Solutions �1En9ineer: Project S�� Project Descr: Description : 24 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 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.012 0.015 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 21.14 1768.00 0.04 3.63 240.00 Overall Maximum Deflections Load Combination Span Max.' ' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.0069 1.345 0.0000 0.000 Vertical Reactions Suppot notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 0.434 0.434 Overall MINimum 0.052 0.052 D Only 0.087 0.087 +D+L 0.434 0.434 +D+0.750L 0.347 0.347 +0.60D 0.052 0.052 L Only 0.347 0.347 47 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam Crabtree Residence -Al Coheotwo 1702011170207 enercalc bib 160809_ s1612030.ec6 ENERCALC, INC.1983.2017, Build:6.17.1.16, Ver.6,17.1.16 Description : 2-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination i BC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fe - Pril 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling DO 06) L(0-13) S(0.075) X 2-242 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.0 fi, (ROOF DECK) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2021 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 172.09psi fv : Actual = 29.33 psi FB : Allowable = 850.00psi Fv : Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.750ft 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 0.008 in Ratio = 8193 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 5869>=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 iv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.056 0.054 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.23 43.02 765.00 0.17 7.33 135.00 +D+L 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 0.202 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.91 172.09 850.00 0.66 29.33 150.00 +D+S 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 0.099 0.096 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.51 96.80 977.50 0.37 16.50 172.50 +D+0.750L+0.750S 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 0.184 0.178 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.95 180.16 977.50 0.69 30.71 172.50 +1.140D 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 0.036 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 49.05 1360.00 0.19 8.36 240.00 +1.105D+0.750L+0.7505 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 0.136 0.131 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 184.67 1360.00 0.71 31.48 240.00 48 Description : 2-5 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project Descr: Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b Project ID: Shear Values V fv F'v Length = 5.50 ft 1 0.019 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 25.81 1360.00 0.10 4.40 240.00 +0.460D 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 0.015 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.79 1360.00 0.08 3.37 240.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S 1 0.0112 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 0.691 0.691 Overall MINimum 0.099 0.099 D Only 0.165 0.165 +D+L 0.660 0.660 +D+S 0.371 0.371 +D+0.750L+0.750S 0.691 0.691 +0.60D 0.099 0.099 L Only 0.495 0.495 S Only 0.206 0.206 49 Calculations per NDS 2015, IBC 2015, CBC 2016, 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.Oksi Fc - Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.165) L(0.495) S(0.2063) D(0.0266) L(0.05321 S(0.033251 Dl0-0133) L(0.0532) i I I i I i i j 4x12 4x12 i Span =4.0ft Span =7.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width =1.3;0 ft, (ROOF DECK) Point Load : D = 0.1650, L = 0.4950, S = 0.2063 k @ 0.0 ft, (XL 2-5) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 it, (FLOOF) Maximum Bending Stress Ratio = 0.53a 1 Maximum Shear Stress Ratio = 0.207 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 532.87psi fv : Actual = 37.30 psi FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.0001t Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio = 1162>=360 Max Upward Transient Deflection -0.016 in Ratio = 5334>=360 Max Downward Total Deflection 0.123 in Ratio = 780>=240. Max Upward Total Deflection -0.025 in Ratio = 3390>=240. 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 +D+H Length = 4.0 ft 1 0.159 0.064 0.90 1.100 1.00 1.00 1.00 1.00 1.00 Length = 7.0 ft 2 0.159 0.064 0.90 1.100 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.538 0.207 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 7.0 ft 2 0.538 0.207 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.280 0.112 1.15 1.100 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Fb V fv Pv 0.00 0.00 0.00 0.00 0.87 141.86 891.00 0.27 10.34 162.00 0.87 141.86 891.00 0.17 10.34 162.00 0.00 0.00 0.00 0.00 3.28 532.87 990.00 0.98 37.30 180.00 3.28 532.87 990.00 0.70 37.30 180.00 0.00 0.00 0.00 0.00 1.96 319.23 1138.50 0.61 23.26 207.00 50 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam Crabtree Residence Al Cohen\wo 17020W7021)Lenercalc bib 164609_ s1612030.ec6 ENERCALC, INC. 19832017. Build:6.17.1.16, Ver.6.17.1.16 Description : 2-6 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr CM C t C L Length = 7.0 ft 2 0.280 0.112 +D+0.750L+0.750S+H Length = 4.0 ft 1 0.499 0.194 Length = 7.0 It 2 0.499 0.194 +D+0.60W+H Length = 4.0 ft 1 0.090 0.036 Length = 7.0 ft 2 0.090 0.036 +D-0.60W+H Length = 4.0 ft 1 0.090 0.036 Length = 7.0 ft 2 0.090 0.036 +1.140D+0.70E+H Length = 4.0 ft 1 0.102 0.041 Length = 7.0 ft 2 0.102 0.041 +1.140D-0.70E+H Length = 4.0 ft 1 0.102 0.041 Length = 7.0 ft 2 0.102 0.041 +D+0.750L+0.750S+0.450W+H Length = 4.0 ft 1 0.359 0.140 Length = 7.0 ft 2 0.359 0.140 +D+0.750L+0.750S-0.450W+H Length = 4.0 ft 1 0.359 0.140 Length = 7.0 ft 2 0.359 0.140 +1.105D+0.750L+0.750S+0.5250E+ Length = 4.0 ft 1 0.368 0.144 Length = 7.0 ft 2 0.368 0.144 +1.105D+0.750L+0.750S-0.5250E+ Length = 4.0 ft 1 0.368 0.144 Length = 7.0 ft 2 0.368 0.144 +0.60D+0.60W+0.60H Length = 4.0 ft 1 0.054 0.022 Length = 7.0 ft 2 0.054 0.022 +0.60D-0.60W+0.60H Length = 4.0 ft 1 0.054 0.022 Length = 7.0 ft 2 0.054 0.022 +0.460D+0.70E+0.60H Length = 4.0 ft 1 0.041 0.017 Length = 7.0 ft 2 0.041 0.017 +0.460D-0.70E+0.60H Length = 4.0 ft 1 0.041 0.017 Length = 7.0 ft 2 0.041 0.017 Overall Maximum Deflections Moment Values M fb F'b Shear Values V fv F'v 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.96 319.23 1138.50 0.33 23.26 207.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.50 568.14 1138.50 1.06 40.26 207.00 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.50 568.14 1138.50 0.69 40.26 207.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.87 141.86 1584.00 0.27 10.34 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.87 141.86 1584.00 0.17 10.34 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.87 141.86 1584.00 0.27 10.34 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.87 141.86 1584.00 0.17 10.34 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.99 161.73 1584.00 0.31 11.79 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.99 161.73 1584.00 0.20 11.79 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.99 161.73 1584.00 0.31 11.79 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.99 161.73 1584.00 0.20 11.79 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.50 568.14 1584.00 1.06 40.26 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.50 568.14 1584.00 0.69 40.26 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.50 568.14 1584.00 1.06 40.26 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.50 568.14 1584.00 0.69 40.26 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.59 583.04 1584.00 1.09 41.34 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.59 583.04 1584.00 0.70 41.34 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.59 583.04 1584.00 1.09 41.34 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.59 583.04 1584.00 0.70 41.34 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 85.12 1584.00 0.16 6.20 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 85.12 1584.00 0.10 6.20 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 85.12 1584.00 0.16 6.20 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 85.12 1584.00 0.10 6.20 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 65.26 1584.00 0.12 4.76 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 65.26 1584.00 0.08 4.76 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 65.26 1584.00 0.12 4.76 288.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 65.26 1584.00 0.08 4.76 288.00 Load Combination Span Max.' ' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.1231 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.5250E+H -0.0248 2.894 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support2 Support Overall MAXimum 1.742 -0.313 Overall MINimum 0.266 -0.047 +D+H 0.443 -0.078 +D+L+H 1.680 -0.236 +D+S+H 0.938 -0.234 +D+0.750L+0.750S+H 1.742 -0.313 +D+0.60W+H 0.443 -0.078 +D-0.60W+H 0.443 -0.078 +D+0.70E+H 0.443 -0.078 +D-0.70E+H 0.443 -0.078 +D+0.750L+0.750S+0.450W+H 1.742 -0.313 +D+0.750L+0.750S-0.450W+H 1.742 -0.313 51 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam Jobs1s161s1612ts1612030 Crabtree Residence,}U Cohenlwo 1702011170207_enercala bib 160809 s1612030.ec6 ENERCALC, INC..:1983-2017, Build:6.17.1.16, Vec6:17.1.16 Description : 2-6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+0.5250E+H 1.742 -0.313 +D+0.750L+0.750S-0.5250E+H 1.742 -0.313 +0.60D+0.60W+0.60H 0.266 -0.047 +0.60D-0.60W+0.60H 0.266 -0.047 +0.60D+0.70E+0.60H 0.266 -0.047 +0.60D-0.70E+0.60H 0.266 -0.047 D Only 0.443 -0.078 L Only 1.238 -0.157 S Only 0.495 -0.156 W Only -W E Only E Only' -1.0 i% Sound Structural Solutions Project Title: Engineer: Project ID: SS81 Project Descr: Wood Beam JobsW ts1612s1612030 Crabtree Residence.pl Cohen1wo1702011170207 enercalc Crib 160809_ s1612030:ec6 ENERCALC, INC.19832017, Build:6.17.1.16, Ver.6.17.1.16 Description : 2-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,325.0 psi Ebend- xx 1,550.Oksi Fc - PHI 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(-0.07801) L(-0,1575) S(-0.1559) 3.5x11.25 Span = 1250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 4.330 ft, (FLOOR) Point Load : D = -0.07801, L =-0.1575, S = -0.1559 k @ 4.250 ft, (XR 2-6) DESIGN SUMMARY 2i • Maximum Bending Stress Ratio = 0.2621 Maximum Shear Stress Ratio = 0.156 :1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual = 608.36psi fv : Actual = 48.50 psi FIB: Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.615ft Location of maximum on span = 12.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.134 in Ratio = 1121 >=360 Max Upward Transient Deflection -0.015 in Ratio = 10052 >=360 Max Downward Total Deflection 0.164 in Ratio = 917>=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.053 0.033 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.69 111.83 2092.50 0.24 9.30 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.262 0.156 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.74 608.36 2325.00 1.27 48.50 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.026 0.020 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.42 68.54 2673.75 0.19 7.28 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.167 0.104 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.75 447.02 2673.75 0.98 37.18 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 It 1 0.034 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 127.49 3720.00 0.28 10.60 496.00 +1. 1 05D+0.750L40.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 53 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length =12.50 ft 1 0.123 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.50 It 1 0.018 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.50 ft 1 0.014 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Moment Values M fb Fb 2.82 458.76 3720.00 0.00 0.41 67.10 3720.00 0.00 0.32 51.44 3720.00 Shear Values V fv F'v 1.00 38.16 496.00 0.00 0.00 0.00 0.15 5.58 496.00 0.00 0.00 0.00 0.11 4.28 496.00 Load Combination Span Max.' ' Dell Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.1635 6.341 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.198 1.273 Overall MINimum -0.103 -0.053 D Only 0.219 0.244 +D+L 1.198 1.273 +D+S 0.116 0.191 +D+0.750L+0.750S 0.876 0.976 +0.60D 0.131 0.146 L Only 0.979 1.029 S Only -0.103 -0.053 54 ProjectSound Structural Solutions Engineer: Project I D: SSG! a Description : 2-8 (REV 170223) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 625.0 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 budding 010. 1571 LIOD2551 T i D10 7875) Ll0 50171 S10.1313, T T i T D!0 11751 L10 47) T T 1 jD10 "-°' i f D�0 na15+0 f51 0f0.48031 LIt 6341 g�O 1g 19 T T 9 0 1 j-Q05301) Duo01?% u004011 S,001675, 0,0.,bo 1710. 115i ult it m T T i i 5.25u9.25 5.25x9.25 Span = 4.0 rt Span = 11.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Point Load : D = 0.4809, L=1.634, S = 0.1313 k @ 0.0 ft, (XL 2-2) Load for Span Number 2 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 3.0 ->> 11.0 ft, Tributary Width = 5.250 ft, (ROOF DECK) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 ->> 7.50 ft, Tributary Width = 2.0 ft, (ROOF) Uniform Load: D = 0.010 ksf, Extent = 0.0 -» 7.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 7.0 ->> 11.0 ft, Tributary Width=11.750 ft, (FLOOR) Uniform Load: D = 0.7875, L = 0.5017, S = 0.1313 k/ft, Extent = 0.0 ->> 3.0 ft, Tributary Width =1.0 ft, (XL 2-1) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 0.2441, L=1.029, S = -0.05301 k @ 7.50 ft, (XR 2-7) DESIGN SUMMARY • 0 ' Maximum Bending Stress Ratio = 0.643: 1 Maximum Shear Stress Ratio = 0.743 :1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb : Actual = 1,864.58 psi fv : Actual = 215.59 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.313ft Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.178 in Ratio = 743>=360 Max Upward Transient Deflection -0.059 in Ratio = 1614>=360 Max Downward Total Deflection 0.326 in Ratio = 405>=240. Max Upward Total Deflection -0.188 in Ratio = 510>=240. 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 Moment Values M Ilb F'b D Only 0.00 Length = 4.0 ft 1 0.125 0.393 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.03 325.50 2610.00 Shear Values V fv F'v 0.00 0.00 0.00 3.32 102.66 261.00 55 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: VI/ODCi BfaCil Jobs1s161s16121s1612030 Crabtree Residence AI Cohen\wo 1702011170207_enercalc trib 160809_ s1612030ec6 ENERCALC, INC.1983 2017,BuiId:6.17.116, Uer.6.17a'.16 Description : 2-8 (REV 170223) 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 Length =11.0 ft 2 0.280 0.393 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.55 729.98 2610.00 3.32 102.66 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.491 0.743 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.89 1,424.67 2900.00 6.98 215.59 290.00 Length =11.0 ft 2 0.643 0.743 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.63 1,864.58 2900.00 6.98 215.59 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.129 0.402 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.69 431.16 3335.00 4.34 133.92 333.50 Length =11.0 it 2 0.323 0.402 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.72 1,077.22 3335.00 4.34 133.92 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.369 0.632 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.67 1,229.12 3335.00 6.82 210.81 333.50 Length =11.0 ft 2 0.541 0.632 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.25 1,802.57 3335.00 6.82 210.81 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.080 0.252 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 371.08 4640.00 3.79 117.03 464.00 Length =11.0 ft 2 0.179 0.252 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.19 832.18 4640.00 3.79 117.03 464.00 +1. 1 05D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.272 0.478 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.88 1,263.30 4640.00 7.17 221.59 464.00 Length =11.0 ft 2 0.404 0.478 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.70 1,875.15 4640.00 7.17 221.59 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.042 0.133 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.22 195.30 4640.00 1.99 61.60 464.00 Length =11.0 it 2 0.094 0.133 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 437.99 4640.00 1.99 61.60 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.032 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 149.73 4640.00 1.53 47.22 464.00 Length =11.0 ft 2 0.072 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.09 335.79 4640.00 1.53 47.22 464.00 Overall Maximum Deflections Load Combination Span Max. '2 Dell Location in Span Load Combination Max. '+' Dell Location in Span 1 0.0000 0.000 +D+S -0.1878 0.000 +D+0.750L+0.750S 2 0.3259 5.899 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support3 Overall MAXimum 9.309 5.139 Overall MINimum 1.211 0.754 D Only 3.858 1.567 +D+L 9.309 5.139 +D+S 5.069 2.320 +D+0.750L+0.750S 8.854 4.811 +0.60D 2.315 0.940 L Only 5.451 3.573 S Only 1.211 0.754 56 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam JobAs161s16i21s1612030CrabtreeResidenceAlCohen\wo1702011170207_enercalctrib160809_s1612030.ec6 ENERCALC, INC.1983-2017. Buitd:6.17.1.16, Ver.6:17:1.16 Description : 2-8 C CALL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional budding DIO 0657� 0r1 73751 SIG 1313, � r r ♦ I D�0 11751 ♦ r C!0 Col i ♦ T i CIO 78751 U0.50171 510 1313, DIG 1`13, SIG O51 i It ♦ ♦ • ♦ C102441)1i(-o 05301) DO 01341 U0. G4021 510.016751 Dt0. 16651 .SIG. 131251 5.25x9.25 5.25x9.25 ' Span =4.0R Span =11.OR Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.7875, L = 0.5017, S = 0.1313 , Tributary Width =1.0 ft (XL 2-1) Load for Span Number 2 Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 3.0 ->> 11.0 ft, Tributary Width = 5.250 ft, (ROOF DECK) Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 0.0 ->> 7.50 ft, Tributary Width = 2.0 ft, (ROOF) Uniform Load: D = 0.010 ksf, Extent = 0.0 ->> 7.50 ft, Tributary Width = 9.01, (WALL) Uniform Load : D = 0.010 ksf, Extent = 7.0 ->> 11.0 ft, TributaryWidth=11.750 ft, (FLOOR) Uniform Load: D = 0.7875, S = 0.1313 ktft, Extent = 0.0->> 3.0 ft, Tributary Width =1.0 ft, (XL 2-1) Uniform Load : D = 0.010 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 0.2441, S = -0.05301 k @ 7.50 ft, (XR 2-7) Maximum Bending Stress Ratio = 0.5941 Maximum Shear Stress Ratio = 0,572 : 1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb : Actual = 1,721.83psi fv : Actual = 165.91 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 4.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.202 in Ratio = 474>=360 Max Upward Transient Deflection -0.085 in Ratio = 1549>=360 Max Downward Total Deflection 0.271 in Ratio = 352 >=240. Max Upward Total Deflection -0.043 in Ratio = 3080 >=240. 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 Moment Values M fb Fb D Only Length = 4.0 ft 1 0.393 0.440 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.41 Shear Values V fv F'v 0.00 0.00 0.00 0.00 1,026.97 2610.00 3.72 114.95 261.00 57 Sound Structural Solutions Project Title: QUO Engineer: Project ID: Project Descr: Wood BeamJobsW64s161W612030CrabtreeResidenceAlCoheniwo1702011170207_enercalcbib160809_s%12030:ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Vec6.1�.1.16 r,rr.. s • s Rikil'i"A Description : 2-8 C CALL 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 Length =11.0 ft 2 0.393 0.440 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.41 1,026.97 2610.00 3.72 114.95 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.594 0.572 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.74 1,721.83 2900.00 5.37 165.91 290.00 Length =11.0 ft 2 0.594 0.572 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.74 1,721.83 2900.00 4.12 165.91 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.365 0.443 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.59 1,216.81 3335.00 4.78 147.69 333.50 Length =11.0 ft 2 0.365 0.443 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.59 1,216.81 3335.00 4.78 147.69 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.507 0.488 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.55 1,690.50 3335.00 5.27 162.89 333.50 Length =11.0 ft 2 0.507 0.488 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.55 1,690.50 3335.00 4.81 162.89 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.252 0.282 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.30 1,170.75 4640.00 4.24 131.04 464.00 Length =11.0 ft 2 0.252 0.282 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.30 1,170.75 4640.00 4.24 131.04 464.00 A105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.388 0.373 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.22 1,798.33 4640.00 5.61 173.28 464.00 Length =11.0 ft 2 0.388 0.373 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.22 1,798.33 4640.00 5.20 173.28 464.00 +0.601) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.133 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.84 616.18 4640.00 2.23 68.97 464.00 Length =11.0 ft 2 0.133 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.84 616.18 4640.00 2.23 68.97 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.102 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.95 472.41 4640.00 1.71 52.88 464.00 Length =11.0 ft 2 0.102 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.95 472.41 4640.00 1.71 52.88 464.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. W Defl Location in Span +D+L 1 0.2713 0.000 0.0000 0.000 +D+S 2 0.1190 6.084 L Only -0.0771 3.134 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.085 1.875 Overall MINimum 1.652 -0.394 D Only 6.925 1.169 +D+L 9.487 0.775 +D+S 8.577 1.875 +D+0.750L+0.750S 10.085 1.403 +0.60D 4.155 0.701 L Only 2.562 -0.394 S Only 1.652 0.706 58 Sound Structural Solutions Project Title: Engineer: Project ID: 5;S8 Project Descr: Wood BeamJobsW ts16121s1612030 Crabtree Residence Al Cohenlwo 1702011170207 enercalctrib 160809_s1612030:ec6 ENERCALC, INC. 1983-2017,Bui1d:6.17.L16, Ver:6.17.1.16 Description: 2-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 IBC 2015 Fb - Compr 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.065) U0.26) 86) S(-0.1(29) 5.25A 125 Span=15.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 6.750 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 6.750 ->> 15.250 ft, Tributary Width = 6.50 ft, (FLOOR) Point Load : D = 0.2191, L = 0.9786, S = -0.1029 k @ 6.750 ft, (XL 2-7) Maximum Bending Stress Ratio = 0.417.1 Maximum Shear Stress Ratio = 0.248 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb : Actual = 1,208.87psi fv : Actual = 71.83 psi FB : Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.347ft Location of maximum on span = 15.250ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.287 in Ratio = 637>=360 Max Upward Transient Deflection -0.010 in Ratio = 17558 >=360 Max Downward Total Deflection 0.356 in Ratio = 513>=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 Pb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.090 0.054 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.16 234.10 2610.00 0.56 14.14 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.417 0.248 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.16 1,208.87 2900.00 2.83 71.83 290.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.059 0.039 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.82 197.36 3335.00 0.51 12.98 333.50 +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=15.250 ft 1 0.281 0.170 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.64 936.20 3335.00 2.23 56.54 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 59 Length=15.250 ft 1 0.050 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 ft 1 0.050 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 It 1 0.058 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 It 1 0.058 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+Hi 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 It 1 0.202 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 It 1 0.202 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 ft 1 0.207 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 ft 1 0.207 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.250 It 1 0.030 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =15.250 It 1 0.030 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =15.250 It 1 0.023 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =15.250 It 1 0.023 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Moment Values M fb F'b Project ID: ib 164809 s1612030.ec6 Id:6.17.1 16, Vec6.17.1.16 t M�Ua711IAMI&I' Shear Values V fv F'v 2.16 234.10 4640.00 0.56 14.14 464.00 0.00 0.00 0.00 0.00 2.16 234.10 4640.00 0.56 14.14 464.00 0.00 0.00 0.00 0.00 2.46 266.87 4640.00 0.63 16.11 464.00 0.00 0.00 0.00 0.00 2.46 266.87 4640.00 0.63 16.11 464.00 0.00 0.00 0.00 0.00 8.64 936.20 4640.00 2.23 56.54 464.00 0.00 0.00 0.00 0.00 8.64 936.20 4640.00 2.23 56.54 464.00 0.00 0.00 0.00 0.00 8.87 960.78 4640.00 2.28 58.02 464.00 0.00 0.00 0.00 0.00 8.87 960.78 4640.00 2.28 58.02 464.00 0.00 0.00 0.00 0.00 1.30 140.46 4640.00 0.33 8.48 464.00 0.00 0.00 0.00 0.00 1.30 140.46 4640.00 0.33 8.48 464.00 0.00 0.00 0.00 0.00 0.99 107.69 4640.00 0.26 6.50 464.00 0.00 0.00 0.00 0.00 0.99 107.69 4640.00 0.26 6.50 464.00 Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. W Dell Location in Span +D+L+Hi 1 0.3563 7.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.869 2.828 Overall MINimum -0.057 -0.046 +D+H 0.362 0.557 +D+L+H 1.869 2.828 +D+S+H 0.305 0.511 +D+0.750L+0.750S+H 1.449 2.226 +D+0.60W+H 0.362 0.557 +D-0.60W+H 0.362 0.557 +D+0.70E+H 0.362 0.557 +D-0.70E+H 0.362 0.557 +D+0.750L40.750S+0.450W+H 1.449 2.226 +D+0.750L+0.750S-0.450W+H 1.449 2.226 +D+0.750L+0.750S+0.5250E+H 1.449 2.226 +D+0.750L+0.750S-0.5250E+H 1.449 2.226 -+0.60D+0.60W+0.60H 0.217 0.334 +0.60D-0.60W+0.60H 0.217 0.334 +0.60D+0.70E+0.60H 0.217 0.334 +0.60D-0.70E+0.60H 0.217 0.334 D Only 0.362 0.557 L Only 1.507 2.272 S Only -0.057 -0.046 W Only -W E Only E Only' -1.0 Project Title: Engineer: Protect Descr: Project ID: a .1.16 Description : 2-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : D F/D F Fe - Perp 650 psi Ebend- yy 1600 ksi 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 0367) L(0.1466) D 1.1 -- - _ _ V D(0-(91 3.54 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 3.670 ft, (FLOOR) Point Load: D=1.140, S =1.90 k @ 0.0 ft, (XL 3-2) Point Load: D=1.140, S =1.90 k @ 8.0 ft, (XL 3-2) Point Load: D = 0.4426, L=1.238, S = 0.4952 k @ 2.50 ft, (XL 2-6) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.623: 1 Maximum Shear Stress Ratio = 0.739 :1 3.5x9 Section used for this span 3.5x9 1,495.07psi fv : Actual = 225.08 psi 2,400.00psi Fv : Allowable = 304.75 psi +D+L Load Combination +D+0.750L+0.750S 2.803ft Location of maximum on span = 8.000ft Span # 1 Span # where maximum occurs = Span # 1 0.114 in Ratio = 843>=360 0.000 in Ratio = 0 <360 0.172 in Ratio = 559>=240. 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 lb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.229 0.388 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.94 493.77 2160.00 1.95 92.62 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.623 0.611 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.89 1,495.07 2400.00 3.40 161.87 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.286 0.656 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.10 788.32 2760.00 4.20 199.99 304.75 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 61 Length = 8.0 ft 1 0.532 0.739 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.78 1,467.74 2760.00 4.73 225.08 304.75 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.147 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.22 562.90 3840.00 2.22 105.59 424.00 AI 05D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.396 0.554 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.98 1,519.01 3840.00 4.93 234.81 424.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.077 0.131 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.17 296.26 3840.00 1.17 55.57 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.059 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 227.13 3840.00 0.89 42.61 424.00 Overall Maximum Deflections Load Combination Span Max. " Defl Location in Span Load Combination Max. '+' Deft Location in Span +D+L 1 0.1717 3.854 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.380 4.727 Overall MINimum 1.267 1.167 D Only 2.111 1.945 +D+L 4.029 3.399 +D+S 4.552 4.200 +D+0.750L+0.750S 5.380 4.727 +0.60D 1.267 1.167 L Only 1.918 1.454 S Only 2.440 2.255 62 INC. Description : 2-11 CONTINUOUS SPAN CODE REFERENCES Project ID: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 2,325.0psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.055) f U0.165) S(0.06875) D(01 L(0.165) S(0.06875) D(0.0575) U0.23) 0(0.0575) U023) D(0.09) D(0.09) D(0.8194 (1.3 6) D(0.08) L(0.24) S(0.1) D(0.08) UV4) Sf0.1) D(0.8194) S(1.366) 3.5x11.25 Span = 10.50 ft 3.5x11.25 Span = 12.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 6.750 ft, Tributary Width = 4.0 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 6.750 ->> 10.50 ft, Tributary Width = 2.750 ft, (ROOF DECK) Point Load: D = 0.8194, S =1.366 k @ 0.0 ft, (XL 3-4) Load for Span Number 2 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 6.750 ft, Tributary Width = 4.0 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 6.750 ->> 10.50 ft, Tributary Width = 2.750 ft, (ROOF DECK) Point Load : D = 0.8194, S =1.366 k @ 12.330 ft, (XL 3-4) 1J3►71�1►'l►Y�l1ti11il�►:�'I Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.761: 1 Maximum Shear Stress Ratio 3.5x11.25 Section used for this span 1,769.37psi fv : Actual 2,325.00psi Fv: Allowable +D+L Load Combination 10.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.165 in Ratio = 898 >=360 -0.003 in Ratio = 48802>=360 0.248 in Ratio = 597>=240. -0.004 in Ratio = 31979 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values 0.618 :1 3.5x11.25 191.50 psi 310.00 psi +D+L 10.500 ft = Span # 1 M fb F'b Shear Values V fv Fv D Only C4%3 0.00 0.00 0.00 0.00 Sound Structural Solutions Project Title: Engineer: Project ID: S SI; Project Descr: Wood Beamobs1s16ts1612ts1612030CrabtreeResidence-AlCohefto1702011170207enercalebib160809_s1612030.ec6 ENERCALC. INC.1983-2017. Build:6.17A 16. Ver.6.17.1.16 Description : 2-11 CONTINUOUS SPAN Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L Moment Values M fb F'b Shear Values V fv Pv Length =10.50 ft 1 0.280 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 585.70 2092.50 1.66 63.08 279.00 Length=12.330 ft 2 0.280 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 585.70 2092.50 1.66 63.08 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.761 0.618 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,769.37 2325.00 5.03 191.50 310.00 Length=12.330 ft 2 0.761 0.618 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,769.37 2325.00 5.03 191.50 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.307 0.250 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 820.29 2673.75 2.34 89.16 356.50 Length=12.330 ft 2 0.307 0.250 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 820.29 2673.75 2.34 89.16 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.617 0.502 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 1,649.40 2673.75 4.70 178.96 356.50 Length=12.330 ft 2 0.617 0.502 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 1,649.40 2673.75 4.70 178.96 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.179 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.11 667.70 3720.00 1.89 71.91 496.00 Length =12.330 ft 2 0.179 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.11 667.70 3720.00 1.89 71.91 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.460 0.374 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,710.90 3720.00 4.87 185.58 496.00 Length =12.330 ft 2 0.460 0.374 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,710.90 3720.00 4.87 185.58 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.094 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.16 351.42 3720.00 0.99 37.85 496.00 Length =12.330 ft 2 0.094 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.16 351.42 3720.00 0.99 37.85 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.072 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.66 269.42 3720.00 0.76 29.02 496.00 Length =12.330 ft 2 0.072 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.66 269.42 3720.00 0.76 29.02 496.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Dell Location in Span +D+L 1 0.0922 4.106 +D+L -0.0039 9.913 +D+L 2 0.2475 6.888 0.0000 9.913 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.246 9.417 4.217 Overall MINimum 0.992 1.251 1.037 D Only 1.654 3.116 1.729 +D+L 3.378 9.417 3.432 +D+S 3.386 4.367 3.343 +D+0.750L+0.750S 4.246 8.780 4.217 +0.60D 0.992 1.870 1.037 L Only 1.724 6.301 1.704 S Only 1.733 1.251 1.614 64 Sound Structural Solutions Project Title: Engineer: Project ID: SS8 Project Descr: Wood BeamJObs1s161s16121s1612030 Crabtree Residence AI Cohenlwo 1702011170207 enercalc bib 160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1 16, Ver.6.17.1.16 Description : 2-11 CONTINUOUS SPAN OVERTURNING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 2,325.0psi Ebend-xx 1,550.Oksi Fc - PHI 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist F c - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling O(0.055 L(0.185) S(0.06875) D 0.0551 L(0.165) S(0.05875) 0(0.0575 L(0.23) D(00575) L(0.231 0.0 D(91 Df0.0 9) D(0.8194 SO 366) WOW? )S(0.1) W(-7.611) E(-5.97) (7.611E(i9�(0.081 L 0.24) S(0.1) D(0.8194) S(1.366) V 3.5x11.25 3.5x11.25 Span = 10.50 ft Span = 12.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 6.750ft, Tributary Width = 4.0 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 6.750 -» 10.50 ft, Tributary Width = 2.750 ft, (ROOF DECK) Point Load : D = 0.8194, S =1.366 k @ 0.0 ft, (XL 3-4) Point Load : W = 7.611, E = 5.970 k @ 2.670 ft, (PANEL) Point Load : W =-7.611, E = -5.970 k @ 8.0 ft, (PANEL) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 6.750 ft, Tributary Width = 4.0 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 6.750 ->> 10.50 ft, Tributary Width = 2.750 ft, (ROOF DECK) Point Load: D = 0.8194, S =1.366 k @ 12.330 ft, (XL 3-4) Point Load: W = 7.611, E = 5.970 k @ 1.0 ft, (PANEL) DESIGN SUMMARY • _•taus, _4 Maximum Bending Stress Ratio = 0.761: 1 Maximum Shear Stress Ratio = 0.667 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual = 1,769.37psi fv : Actual = 330.73 psi FB : Allowable = 2,325.00psi Fv : Allowable = 496.00 psi Load Combination +D+L Load Combination +1.089D+0.750L+0.750S+0.6825E Location of maximum on span = 10.500ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.165 in Ratio = 898>=360 Max Upward Transient Deflection -0.144 in Ratio = 1030 >=360 Max Downward Total Deflection 0.290 in Ratio = 509>=240. Max Upward Total Deflection i -0.045 in Ratio = 2804>=240. Maximum Forces & Stresses for Load Combinations 65 Sound Structural Solutions Project Title: Engineer: Project ID: S_ Project Descr: Wood Beam JobsWft16121s1612030 Crabtree Residence Al Cohefto 1702011170207 enercalc bib 160809_0612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description : 2-11 CONTINUOUS SPAN OVERTURNING Load Combination Max Stress Ratios Segment Length Span # M V D Only Length =10.50 ft 1 0.280 0.226 Length =12.330 ft 2 0.280 0.226 +D+L Length =10.50 ft 1 0.761 0.618 Length =12.330 ft 2 0.761 0.618 +D+S Length =10.50 ft 1 0.307 0.250 Length =12.330 ft 2 0.307 0.250 +D+0.750L+0.750S Length =10.50 ft 1 0.617 0.502 Length =12.330 ft 2 0.617 0.502 +D+0.60W Length = 10.50 ft 1 0.319 0.457 Length =12.330 ft 2 0.213 0.457 +D-0.60W Length =10.50 ft 1 0.269 0.281 Length =12.330 ft 2 0.220 0.281 +1.119D+0.910E Length =10.50 ft 1 0.378 0.535 Length =12.330 ft 2 0.242 0.535 +1.119D-0.910E Length =10.50 ft 1 0.321 0.326 Length =12.330 ft 2 0.255 0.326 +D+0.750L+0.750S+0.450W Length =10.50 ft 1 0.485 0.608 Length =12.330 It 2 0.485 0.608 +D+0.750L+0.750S-0.450W Length =10.50 It 1 0.402 0.440 Length =12.330 ft 2 0.402 0.440 +1.089D+0.750L+0.750S+0.6825E Length =10.50 ft 1 0.507 0.667 Length =12.330 ft 2 0.507 0.667 +1.089D+0.750L+0.750S-0.6825E Length =10.50 ft 1 0.408 0.474 Length =12.330 ft 2 0.408 0.474 +0.60D+0.60W Length =10.50 ft 1 0.308 0.407 Length =12.330 ft 2 0.150 0.407 +0.60D-0.60W Length =10.50 ft 1 0.278 0.254 Length =12.330 ft 2 0.185 0.264 +0.4810D+0.910E Length =10.50 ft 1 0.361 0.454 Length =12.330 ft 2 0.142 0.454 +0.4810D-0.910E Length =10.50 It 1 0.337 0.332 Length =12.330 ft 2 0.199 0.340 Overall Maximum Deflections Cd CFN Ci Cr Cm C t CL Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 585.70 2092.50 1.66 63.08 279.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 585.70 2092.50 1.66 63.08 279.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,769.37 2325.00 5.03 191.50 310.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,769.37 2325.00 5.03 191.50 310.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 820.29 2673.75 2.34 89.16 356.50 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 820.29 2673.75 2.34 89.16 356.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 1,649.40 2673.75 4.70 178.96 356.50 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 1,649.40 2673.75 4.70 178.96 356.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.30 1,187.31 3720.00 5.96 226.86 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 792.56 3720.00 5.96 226.86 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.15 999.35 3720.00 3.66 139.33 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.03 817.89 3720.00 2.86 139.33 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.65 1,405.38 3720.00 6.97 265.44 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.55 901.49 3720.00 6.97 265.44 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.35 1,195.36 3720.00 4.25 161.82 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.84 949.88 3720.00 3.51 161.82 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,804.55 3720.00 7.92 301.80 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,804.55 3720.00 7.92 301.80 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.19 1,494.25 3720.00 5.73 218.30 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.19 1,494.25 3720.00 4.22 218.30 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.60 1,886.25 3720.00 8.68 330.73 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.60 1,886.25 3720.00 8.68 330.73 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.33 1,517.10 3720.00 6.17 235.17 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.33 1,517.10 3720.00 4.39 235.17 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,147.03 3720.00 5.29 201.63 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.43 558.28 3720.00 5.29 201.63 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.37 1,036.00 3720.00 3.31 125.94 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 686.94 3720.00 3.44 130.96 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.26 1,341.93 3720.00 5.91 225.19 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 527.82 3720.00 5.91 225.19 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,253.81 3720.00 4.32 164.51 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.56 741.02 3720.00 4.42 168.53 496.00 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+ Defl Location in Span +D+0.750L+0.750S+0.450W 1 0.1018 3.344 0.0000 0.000 +D+0.750L+0.750S+0.45OW 2 0.2903 6.613 -W-0.0551 1.102 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.894 10.357 4.417 Overall MINimum -0.357 -0.054 -0.349 D Only 1.654 3.116 1.729 +D+L 3.378 9.417 3.432 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S 3.386 4.367 3.343 +D+0.750L+0.750S 4.246 8.780 4.217 +D+0.60W 3.851 5.219 1.996 +D-0.60W -0.543 1.014 1.461 +D+0.70E 3.664 5.040 1.973 +D-0.70E -0.357 1.192 1.484 +D+0.750L+0.750S+0.450W 5.894 10.357 4.417 +D+0.750L+0.750S-0.450W 2.598 7.203 4.016 +D+0.750L+0.750S+0.5250E 5.754 10.223 4.400 +D+0.750L+0.750S-0.5250E 2.738 7.337 4.033 +0.60D+0.60W 3.189 3.972 1.304 +0.60D-0.60W -1.205 -0.233 0.770 +0.60D+0.70E 3.003 3.794 1.282 +0.60D-0.70E -1.018 -0.054 0.793 L Only 1.724 6.301 1.704 S Only 1.733 1.251 1.614 W Only 3.661 3.504 0.445 -W -3.661 -3.504 -0.445 E Only 2.872 2.749 0.349 EOnly '-1.0 -2.872 -2.749 -0.349 67 Sound Structural Solutions Project Title: Engineer: Project ID: OS5;1 Project Descr: Wood Beam JobsW6\s161Zs1612030Crabtree Residence_AlConen1wo1702011170207enercalcbib 1608M_s1612030.ec6 ENERCALC, INC.983.201Build:6.17.1.16, Ver.6.17.1.16 .1 r. 1. _ _7, • , s q, I I s Description : 2-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination i BC 2015 Fb - Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0575) Lf0.23 • D(0.04) Lf0.15) D(0.03) D(0.055) UO 155 S(0 05875) • 3.5)d 125 SP =1z5oa Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.750 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Extent = 0.0 ->> 10.0 ft, Tributary Width = 9.f ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 4.0 -» 12.50 ft, Tributarl Width = 4.0 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 4.0 ft, Tributary Width = 5.750 ft, (FLOOR) Maximum Bending Stress Ratio = 0.711: 1 Maximum Shear Stress Ratio = 0.425 :1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual = 1,654.05psi fv : Actual = 131.77 psi FB : Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.113ft 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 0.293 in Ratio = 512>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.448 in Ratio = 334 >=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 IN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.275 0.163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.55 576.32 2092.50 1.19 45.43 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 it 1 0.711 0.425 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.18 1,654.05 2325.00 3.46 131.77 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 it 1 0.297 0.173 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.89 794.44 2673.75 1.62 61.80 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 it 1 0.579 0.344 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.53 1,548.22 2673.75 3.21 122.46 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project Descr: Description : 2-12 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length =12.50 ft 1 0.177 0.104 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L-+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.50 ft 1 0.432 0.257 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.50 it 1 0.093 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.50 ft 1 0.071 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Moment Values Project ID: Shear Values M fb Fb V fv Fv 4.04 657.01 3720.00 1.36 51.79 496.00 0.00 0.00 0.00 0.00 9.90 1,608.73 3720.00 3.34 127.23 496.00 0.00 0.00 0.00 0.00 2.13 345.79 3720.00 0.72 27.26 496.00 0.00 0.00 0.00 0.00 1.63 265.11 3720.00 0.55 20.90 496.00 Load Combination Span Max.' ' Deft Location in Span Load Combination Max. '+• Deft Location in Span +D+L 1 0.4478 6.250 0.0000 0.000 Vertical Reactions Suppert notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.459 3.041 Overall MINimum 0.430 0.430 D Only 1.193 0.965 +D+L 3.459 3.041 +D+S 1.622 1.395 +D+0.750L40.750S 3.215 2.844 +0.60D 0.716 0.579 L Only 2.266 2.076 S Only 0.430 0.430 I&] Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling M0.19) U0.57) S10.2375 2-2)12 Span =3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 9.50ft, (ROOF DECK) Maximum Bending Stress Ratio = 0.26Q 1 Naximum Shear Stress Ratio = 0.394 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 220.68 psi fv : Actual = 59.11 psi FB : Allowable = 850.00 psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.750ft 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 0.004 in Ratio = 10039>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.006 in Ratio = 7192>=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 Fv D Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.072 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.29 55.17 765.00 0.33 14.78 135.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.260 0.394 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.16 220.68 850.00 1.33 59.11 150.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.127 0.193 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.65 124.13 977.50 0.75 33.25 172.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.236 0.359 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.22 231.03 977.50 1.39 61.88 172.50 +1.1401) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.046 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 62.89 1360.00 0.38 16.85 240.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.174 0.264 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 236.82 1360.00 1.43 63.43 240.00 70 Project Title: Engineer: Project Descr: Project ID: Description : 2-13 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 +0.601) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.024 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 33.10 1360.00 0.20 8.87 240.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.019 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 25.38 1360.00 0.15 6.80 240.00 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max.'+" Defl Location in Span +0+0.750L+0.750S 1 0.0058 1.763 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.392 1.392 Overall MINimum 0.200 0.200 D Only 0.333 0.333 +D+L 1.330 1.330 +D+S 0.748 0.748 +D+0.750L+0.750S 1.392 1.392 +0.60D 0.200 0.200 L Only 0.998 0.998 S Only 0.416 0.416 71 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.3325) L(0.9975) S(0.4156) 2-2x12 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.3'10 ft, (ROOF DECK) Point Load : D = 0.3325, L = 0.9975, S = 0.4156 k @ 2.250 ft, (XL 2-13) Maximum Bending Stress Ratio = 0.187. 1 Maximum Shear Stress Ratio = 0.343 :1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 158.63psi fv : Actual = 51.43 psi FB : Allowable = 850.00psi Fv : Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.245ft Location of maximum on span = 3.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 20189 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 14464>=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 C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.052 0.095 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.21 39.66 765.00 0.29 12.86 135.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.187 0.343 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.84 158.63 850.00 1.16 51.43 150.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.091 0.168 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.47 89.23 977.50 0.65 28.93 172.50 +0+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.170 0.312 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.88 166.06 977.50 1.21 53.84 172.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.033 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 45.21 1360.00 0.33 14.66 240.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 72 ProjectSound Structural Solutions En9ineer: Project ID: ��Project D Description : 2-14 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 Length = 3.0 ft 1 0.125 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.90 170.23 1360.00 1.24 55.19 240.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.017 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 23.79 1360.00 0.17 7.71 240.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.013 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 18.24 1360.00 0.13 5.91 240.00 Overall Maximum Deflections Load Combination Span Max.' ' Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0025 1.653 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.515 1.211 Overall MINimum 0.074 0.174 D Only 0.123 0.289 +D+L 0.492 1.157 +D+S 0.277 0.651 +D+0.750L+0.750S 0.515 1.211 +0.60D 0.074 0.174 L Only 0.369 0.868 S Only 0.154 0.362 73 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 2325 psi Ebend-xx 1550ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070psi Density 44.99pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.13) L(0.26) S(0.1625) 3.5x7.25 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF DECK) Maximum Bending Stress Ratio = 0.525.1 Maximum Shear Stress Ratio = 0.297 :1 Section used for this span 3.5x7.25 Section used for this span 3.5x7.25 fb : Actual = 1,221.08psi fv : Actual = 92.22 psi FB : Allowable = 2,325.00psi Fv : Allowable = 310.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = Hooft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 686>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.240 in Ratio = 399>=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 C m C t C L M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.195 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.04 407.03 2092.50 0.52 30.74 279.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0,525 0.297 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.12 1,221.08 2325.00 1.56 92.22 310.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,343 0.194 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.34 915.81 2673.75 1.17 69.16 356.50 +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 = 8.0 ft 1 0.523 0.296 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.58 1,399.15 2673.75 1.79 105.67 356.50 +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 = 8.0 ft 1 0.109 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 407.03 3720.00 0.52 30.74 496.00 +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 = 8.0 ft 1 0.109 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 407.03 3720.00 0.52 30.74 496.00 74 Sound Structural Solutions Project Title: Engineer: Project ID: ass Project Descr. Wood Beam JobsW61s16121s1612030CrabtreeResidence-Al Cohen1wo1702011170207 enercalcbib160809_0612030.ec6 ENERCALC. INC.1983-2017. Build:6.17.1.16. Ver.6.17.1.16 Description : 2-15 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +1.140D+0.70E+H 1.000 Length = 8.0 ft 1 0.125 0.071 1.60 1.000 +1.140D-0.70E+H 1.000 Length = 8.0 ft 1 0.125 0.071 1.60 1.000 +D+0.750L40.75OS40.450W+H 1.000 Length = 8.0 ft 1 0.376 0.213 1.60 1.000 +D+0.750L+0.750S-0.450W+H 1.000 Length = 8.0 It 1 0.376 0.213 1.60 1.000 AI 05D+0.750L+0.750S+0.5250E+ 1.000 Length = 8.0 ft 1 0.388 0.220 1.60 1.000 +1.105D+0.750L+0.750S-0.5250E+ 1.000 Length = 8.0 ft 1 0.388 0.220 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 8.0 ft 1 0.066 0.037 1.60 1.000 +0.60D-0.60W+0.60H 1.000 Length = 8.0 ft 1 0.066 0.037 1.60 1.000 +0.460D+0.70E+0.60H 1.000 Length = 8.0 ft 1 0.050 0.029 1.60 1.000 +0.460D-0.70E+0.60H 1.000 Length = 8.0 It 1 0.050 0.029 1.60 1.000 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 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.19 464.01 3720.00 0.59 35.04 496.00 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 1.19 464.01 3720.00 0.59 35.04 496.00 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 3.58 1,399.15 3720.00 1.79 105.67 496.00 1.00 1.00 Loo 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.58 1,399.15 3720.00 1.79 105.67 496.00 1.00 1.00 Loo 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.68 1,441.89 3720.00 1.84 108.89 496.00 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 3.68 1,441.89 3720.00 1.84 108.89 496.00 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 0.62 244.22 3720.00 0.31 18.44 496.00 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 0.62 244.22 3720.00 0.31 18.44 496.00 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 0.48 187.23 3720.00 0.24 14.14 496.00 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 0.48 187.23 3720.00 0.24 14.14 496.00 Load Combination Span Max.' ' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.2404 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0.312 0.312 +D+H 0.520 0.520 +D+L+H 1.560 1.560 +D+S+H 1.170 1.170 +D+0.750L+0.750S+H 1.788 1.788 +D+0.60W+H 0.520 0.520 +D-0.60W+H 0.520 0.520 +D+0.70E+H 0.520 0.520 +D-0.70E+H 0.520 0.520 +D+0.750L+0.75OS+0.450W+H 1.788 1.788 +D+0.750L+0.750S-0.450W+H 1.788 1.788 +D+0.750L+0.750S+0.5250E+H 1.788 1.788 +D+0.750L+0.750S-0.5250E+H 1.788 1.788 +0.60D+0.60W+0.60H 0.312 0.312 +0.60D-0.60W+0.60H 0.312 0.312 +0.60D+0.70E+0.60H 0.312 0.312 +0.60D-0.70E+0.60H 0.312 0.312 D Only 0.520 0.520 L Only 1.040 1.040 S Only 0.650 0.650 W Only -W E Only E Only '-1.0 75 Sound Structural Solutions Project Title: Engineer: Project ID: SSS-1 Project Descr: Wood �� Jobsls161s1612)s1642030 Crabtree Residence AI Cohenlwo 1702011170207_enercatc bib 160809_ s1612030.ec6 ENERCALC,INC. 1983.2017 Build:6.17.1.16,Ver.6117.1.16 Description : 2-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination 1BC2015 Fb -Compr 850.0psi Ebend-xx 1,300.Oksi Fe - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.165) L(0.495) S(0.2063) D(0.965) L(2.076) S(0.4297) D 0.0134 L(0.04Q) S(0.01675) 1 2-2x10 Span =5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Point Load : D = 0.1650, L = 0.4950, S = 0.2063 k @ 2.0 ft, (XL 2-5) Point Load : D = 0.9650, L = 2.076, S = 0.4297 k @ 4.250 ft, (XR 2-12) Maximum Bending Stress Ratio = 0.660 1 lVaximum Shear Stress Ratio = 0.341 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb : Actual = 622.83 psi fv : Actual = 51.08 psi FB : Allowable = 935.00 psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.234ft 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 0.026 in Ratio = 2265>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.037 in Ratio = 1602 >=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.228 0.107 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.69 192.18 841.50 0.27 14.43 135.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.666 0.341 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.22 622.83 935.00 0.95 51.08 150.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.273 0.152 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.05 294.08 1075.25 0.48 26.18 172.50 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.550 0.294 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.11 591.59 1075.25 0.94 50.73 172.50 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.146 0.069 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.78 219.08 1496.00 0.30 16.45 240.00 76 Project ID: ib 160809_ s1612030.ec6 Id:6.17.1.16 Ver.6.17.1.16 Shear Values V fir F'v Lengui = om n 1 UAUU U.Z 16 1.0u 1. 1uu 1.uu 1.uu 1.uu 1.uu 1.uu Z.16 bl l./ / 149b.UU Wit Ulti Z4U.uu +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.077 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.41 115.31 1496.00 0.16 8.66 240.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.059 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 88.40 1496.00 0.12 6.64 240.00 Overall Maximum Deflections Load Combination Span Max. *2 Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 0.0374 2.682 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.986 2.983 Overall MINimum 0.166 0.490 D Only 0.277 0.920 +D+L 0.986 2.983 +D+S 0.507 1.409 +D+0.750L+0.750S 0.982 2.834 +0.60D 0.166 0.552 L Only 0.709 2.063 S Only 0.230 0.490 77 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0067) L'0 02681 D(0.09) D(0.591 S(0.9844T T D(0. N10i L(0.64Q) S(0.01675) T 2-24 Span = 250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 0.5906, S = 0.9844 k @ 0.670 ft, (XL 3-8) DESIGN SUMMARY ■ Maximum Bending Stress Ratio = 0.530r 1 Maximum Shear Stress Ratio = 0.691 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 673.11 psi fv : Actual = 119.22 psi FB : Allowable = 1,270.75psi Fv : Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.675ft 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 0.008 in Ratio = 3808 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.014 in Ratio = 2109>=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 fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.285 0.384 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.36 282.97 994.50 0.57 51.81 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.286 0.396 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.40 315.72 1105.00 0.65 59.43 150.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.530 0.691 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.85 673.11 1270.75 1.31 119.22 172.50 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.472 0.627 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.76 600.14 1270.75 1.19 108.08 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 78 Sound Structural Solutions Project Title: Engineer: Project Descr. Project ID: . V1 aF F, ' ifta I,`_ 4 Moment Values M fb Fb ib 160809 s1612030.ec6 Id:6.17.1.16, Ver:6.17.1.16 III MT41itIfi?m Shear Values V fv Fv Length = 2.50 ft 1 0.182 0.246 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 322.59 1768.00 0.65 59.07 240.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.356 0.473 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.79 629.85 1768.00 1.25 113.52 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.096 0.130 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 169.78 1768.00 0.34 31.09 240.00 +0.4601) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.074 0.099 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 130.17 1768.00 0.26 23.83 240.00 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. '+' Defl Location in Span +D+S 1 0.0142 1.131 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.311 0.581 Overall MINimum 0.084 0.084 D Only 0.570 0.296 +D+L 0.654 0.380 +D+S 1.311 0.581 +D+0.750L+0.750S 1.189 0.572 +0.60D 0.342 0.178 L Only 0.084 0.084 S Only 0.742 0.285 79 Sound Structural Solutions Project Title: Engineer: Project ID: SSS Project Descr: Wood Beam Jobs1s161s16121s1612030 Crabtree Residence_AI Cohen1wo 17020W70207 enercalc Crib 160809_s%12030.ec6 ENERCALC, INC:1983 201T, 8uild:6.17.1:16, Vec6:17:1.16 Description : 1-1 (rev 170223) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 2,325.0psi Ebend-xx 1,550.Oksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.115) UO23) SM.14375) 3.5x925 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 5.750 ft, (ROOF DECK) DESIGN SUMMARY e Maximum Bending Stress Ratio = 0.4921 Maximum Shear Stress Ratio = 0.271 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 1,143.11 psi fv : Actual = 83.92 psi FB : Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.250ft 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 0.177 in Ratio = 712>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.304 in Ratio = 414>=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 fv Fv +D+H 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.182 0.100 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.58 381.04 2092.50 0.60 27.97 279.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.492 0.271 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.75 1,143.11 2325.00 1.81 83.92 310.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.321 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.57 857.33 2673.75 1.36 62.94 356.50 +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 =10.50 ft 1 0.490 0.270 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.45 1,309.82 2673.75 2.08 96.16 356.50 +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 =10.50 ft 1 0.102 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 381.04 3720.00 0.60 27.97 496.00 +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 =10.50 ft 1 0.102 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 381.04 3720.00 0.60 27.97 496.00 Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V fy Fv +1.140D40.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.117 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.81 434.38 3720.00 0.69 31.89 496.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.117 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.81 434.38 3720.00 0.69 31.89 496.00 +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 =10.50 ft 1 0.352 0.194 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.45 1,309.82 3720.00 2.08 96.16 496.00 +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 =10.50 ft 1 0.352 0.194 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.45 1,309.82 3720.00 2.08 96.16 496.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.363 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.61 1,349.82 3720.00 2.14 99.09 496.00 AI 051)+0.7501-+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.363 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.61 1,349.82 3720.00 2.14 99.09 496.00 +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 =10.50 ft 1 0.061 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 228.62 3720.00 0.36 16.78 496.00 +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 =10.50 ft 1 0.061 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 228.62 3720.00 0.36 16.78 496.00 +0.460D+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 =10.50 It 1 0.047 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.73 175.28 3720.00 0.28 12.87 496.00 +0.460D-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 =10.50 It 1 0.047 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.73 175.28 3720.00 0.28 12.87 496.00 Overall Maximum Deflections Load Combination Span Max. "' Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.3039 5.288 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.075 2.075 Overall MINimum 0.362 0.362 +D+H 0.604 0.604 +D+L+H 1.811 1.811 +D+S+H 1.358 1.358 +D+0.750L+0.750S+H 2.075 2.075 +D+0.60W+H 0.604 0.604 +D-0.60W+H 0.604 0.604 +D+0.70E+H 0.604 0.604 +D-0.70E+H 0.604 0.604 +D+0.750L+0.750S+0.450W+H 2.075 2.075 +D+0.750L+0.750S-0.450W+H 2.075 2.075 +D+0.750L+0.750S+0.5250E+H 2.075 2.075 +D+0.750L+0.750S-0.5250E+H 2.075 2.075 +0.60D+0.60W+0.60H 0.362 0.362 +0.60D-0.60W+0.60H 0.362 0.362 +0.60D+0.70E+0.60H 0.362 0.362 +0.60D-0.70E+0.60H 0.362 0.362 D Only 0.604 0.604 L Only 1.208 1.208 S Only 0.755 0.755 W Only -W E Only E Only' -1.0 81 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 t BC 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 575.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling MOMU0.12 4x12 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 4.0 ft, Tributary Width = 3.0 ft, (FLOOR) Maximum Bending Stress Ratio = 0.111: 1 Maximum Shear Stress Ratio = 0.095 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 109.71 psi fv : Actual = 17.14 psi FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.007ft 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 0.008 in Ratio = 11368>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 9094>=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 fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.025 0.021 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.94 891.00 0.09 3.43 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.111 0.095 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.67 109.71 990.00 0.45 17.14 180.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.019 0.017 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.94 1138.50 0.09 3.43 207.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.077 0.066 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.54 87.77 1138.50 0.36 13.71 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.014 0.012 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.94 1584.00 0.09 3.43 288.00 +D-0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 82 Length = 8.0 ft 1 0.014 0.012 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.94 1584.00 0.09 3.43 288.00 +1.140D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.016 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 25.01 1584.00 0.10 3.91 288.00 +1.140D-0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.016 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 25.01 1584.00 0.10 3.91 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.055 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.54 87.77 1584.00 0.36 13.71 288.00 +D+0.750L+0.750S-0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.055 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.54 87.77 1584.00 0.36 13.71 288.00 +1.105D+0.750L+0.750S+0.5250E+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.057 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.55 90.07 1584.00 0.37 14.07 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.057 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.55 90.07 1584.00 0.37 14.07 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.008 0.007 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 13.17 1584.00 0.05 2.06 288.00 +0.60D-0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.008 0.007 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 13.17 1584.00 0.05 2.06 288.00 +0.460D40.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.006 0.005 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.06 10.09 1584.00 0.04 1.58 288.00 +0.460D-0.70E+0.601-1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.006 0.005 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.06 10.09 1584.00 0.04 1.58 288.00 Overall Maximum Deflections Load Combination Span Max. "' Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0106 3.679 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.450 0.150 Overall MINimum 0.054 0.018 +D+H 0.090 0.030 +D+L+H 0.450 0.150 +D+S+H 0.090 0.030 +D+0.750L+0.750S+H 0.360 0.120 +D+0.60W+H 0.090 0.030 +D-0.60W+H 0.090 0.030 +D+0.70E+H 0.090 0.030 +D-0.70E+H 0.090 0.030 +D+0.750L+0.750S+0.450W+H 0.360 0.120 +D+0.750L+0.750S-0.450W+H 0.360 0.120 +D+0.750L+0.750S+0.5250E+H 0.360 0.120 +D+0.750L+0.750S-0.5250E+H 0.360 0.120 +0.60D+0.60W+0.60H 0.054 0.018 +0.60D-0.60W+0.60H 0.054 0.018 +0.60D+0.70E+0.60H 0.054 0.018 +0.60D-0.70E+0.60H 0.054 0.018 D Only 0.090 0.030 L Only 0.360 0.120 S Only W Only -W E Only E Only . -1.0 83 -2k � }� A� 111ii1\yak � � y.iJY Project Title: Engineer: Project Descr: Project ID: Wood Beam JobsW61s1612ts1612030 Crabtree Residence Al Cohentwo 1702011170207 enetealc trib 160809_s1612030.ec6 I ENERCALC. INC.1983-2017. Build:6.17.1.16. Ver.6.17`1.16 Description : 1-3 (REV 170223) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling sue,, n Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 5.0 ->> 10.0 f., Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 8.50 ->> 10.0 ft, Tributary Width=15.750 ft, (ROOF) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 - > 2.0 ft, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 2.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 5.0 ->> 10.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0,0150, S = 0.0250 ksf, Extent = 0.0 -» 2.0 ft, Tributary Width=15.750 ft, (ROOF) Point Load : D = 0.5699, L = 0.08375, S = 0.7415 k @ 2.0 ft, (XL 2-17) Point Load : D = 0.2959, L = 0.08375, S = 0.2848 k @ 5.0 ft, (XR 2-17) Point Load: D = 0.5906, S = 0.9844 k @ 8.50 ft, (XR 3-8) Point Load: D = 0.490, L=1.565, S = 0.6892 k @ 10.0 ft, (XR 2-2) Uniform Load : D = 0.07875, L = 0.5017, S = 0.1313 ksf, Tributary Width =1.0 ft, (XR 2-1) Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.46a 1 Maximum Shear Stress Ratio 5.25x11.25 Section used for this span 1,356.20 psi fv : Actual 2,900.00psi Fv : Allowable +D+L Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.114 in Ratio = 1049>=360 0.000 in Ratio = 0 <360 0.208 in Ratio= 576>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.492 :1 5.25x11.25 163.99 psi = 333.50 psi +D+0.750L+0.750S = 10.000 ft = Span # 1 84 ProjectSound Structural Solutions AV I� Engineer:- • D tik, �tProject }j Description : 1-3 (REV 170223) 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 tv Fv D Only 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.192 0.210 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.63 501.50 2610.00 2.16 54.92 261.00 +D+L 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 0.468 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.52 1,356.20 2900.00 5.33 135.35 290.00 +D+S 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 0.306 0.360 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.41 1,019.36 3335.00 4.72 119.91 333.50 +D+0.750L+0.750S 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 0.459 0.492 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.13 1,530.92 3335.00 6.46 163.99 333.50 +1.140D 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 0.123 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.28 571.71 4640.00 2.47 62.61 464.00 +1.105D+0.750L+0.750S 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 0.341 0.366 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.61 1,583.58 4640.00 6.68 169.75 464.00 +0.60D 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 0.065 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.78 300.90 4640.00 1.30 32.95 464.00 +0.460D 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 0.050 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 230.69 4640.00 0.99 25.27 464.00 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. '+' Dell Location in Span +D+0.750L+0.750S 1 0.2082 5.000 0.0000 0.000 Vertical Reactions Suppot notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.338 8.638 Overall MINimum 1.290 1.592 D Only 2.150 2.653 +D+L 5.307 7.384 +D+S 4.577 5.901 +D+0.750L+0.750S 6.338 8.638 +0.60D 1.290 1.592 L Only 3.157 4.732 S Only 2.428 3.248 ProjectSound Structural Solutions Engineer: Project ID: Project Descr: S8.1- Description : 1-3 (REV 170223) OVERTURNING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling -.: 8 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 5.0 -» 10.0 f, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 8.50 ->> 10.0 ft, Tributary Width=15.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR' Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 2.0 ft, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 2.0 ft, Tributary Wdth = 0.670 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 5.0 ->> 10.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 ->> 2.0 ft, TributaryWidth=15.750 ft, (ROOF) Point Load : D = 0.5699, L = 0.08375, S = 0.7415 k @ 2.0 ft, (XL 2-17) Point Load : D = 0.2959, L = 0.08375, S = 0.2848 k @ 5.0 ft, (XR 2-17) Point Load : D = 0.5906, S = 0.9844 k @ 8.50 ft, (XR 3-8) Point Load: D = 0.490, L=1.565, S = 0.6892 k @ 10.0 ft, (XR 2-2) Uniform Load : D = 0.07875, L = 0.5017, S = 0.1313 ksf, Tributary Width =1.0 ft, (XR 2-1) Point Load: W = 5.871, E = 2.761 k @ 0.50 ft, (PANEL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.46R 1 Maximum Shear Stress Ratio 5.25x11.25 Section used for this span = 1,356.20psi fv:Actual = 2,900.00psi Fv : Allowable +D+L Load Combination = 5.000ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.114 in Ratio = 1049>=360 -0.026 in Ratio = 4570>=360 0.220 in Ratio = 546>=240. 0.000 in Ratio = 0 <240.0 0.492 : 1 5.25x11.25 163.99 psi 333.50 psi +D+0.750L+0.750S 10.000 ft = Span # 1 86 Sound Structural Solutions Project Title: Engineer: Project ID: S88 Project Descr: Wood Beam Jobsts161s1612ts1612030Crabtree Residence AICohen1wo1702011170207_enercalctrib160809_s1612030.ec6 ENERCALC, INC.1902017, BuBd:6.17,1.16, Ver:617.1.16 Description : 1-3 (REV 170223) OVERTURNING Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length =10.0 It 1 0.192 0.210 +D+L Length =10.0 It 1 0.468 0.467 +D+S Length =10.0 It 1 0.306 0.360 +D+0.750L+0.750S Length =10.0 ft 1 0.459 0.492 +D+0.60W Length =10.0 It 1 0.129 0.301 +D-0.60W Length=10.0 It 1 0.088 0.115 +1.140D+0.70E Length =10.0 ft 1 0.134 0.235 +1.140D-0.70E Length =10.0 it 1 0.112 0.130 +D+0.750L+0.750S+0.450W Length =10.0 It 1 0.345 0.484 +D+0.750L+0.750S-0.450W Length =10.0 It 1 0.315 0.346 +1.105D+0.750L+0.750S+0.5250E Length =10.0 ft 1 0.350 0.435 +1.105D+0.750L+0.750S-0.5250E Length =10.0 ft 1 0.333 0.362 +0.60D+0.60W Length =10.0 it 1 0.086 0.254 +0.60D-0.60W Length =10.0 ft 1 0.045 0.120 +0.460D+0.70E Length =10.0 it 1 0.061 0.155 +0.460D-0.70E Length =10.0 It 1 0.038 0.054 Overall Maximum Deflections Cd CFN Ci Cr Cm C t CL Moment Values M fb Pb V Shear Values fv Fv 0.00 0.00 0.00 0.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.63 501.50 2610.00 2.16 54.92 261.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.52 1,356.20 2900.00 5.33 135.35 290.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.41 1,019.36 3335.00 4.72 119.91 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.13 1,530.92 3335.00 6.46 163.99 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.52 597.73 4640.00 5.50 139.59 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.75 406.07 4640.00 2.10 53.30 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.76 624.07 4640.00 4.29 108.87 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.79 519.35 4640.00 2.37 60.16 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.79 1,602.49 4640.00 8.85 224.71 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.47 1,459.35 4640.00 6.32 160.63 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.98 1,622.85 4640.00 7.94 201.67 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.25 1,544.31 4640.00 6.61 167.91 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.70 401.33 4640.00 4.64 117.75 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.92 207.74 4640.00 2.18 55.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 284.05 4640.00 2.82 71.75 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 178.50 4640.00 0.98 24.91 464.00 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+0.750L+0.750S+0.450W 1 0.2197 4.964 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.848 8.770 Overall MINimum 0.314 -0.138 D Only 2.150 2.653 +D+L 5.307 7.384 +D+S 4.577 5.901 +D+0.750L+0.750S 6.338 8.638 +D+0.60W 5.496 2.829 +D-0.60W -1.197 2.477 +0+0.70E 3.986 2.749 +D-0.70E 0.314 2.556 +D+0.750L+0.750S+0.45OW 8.848 8.770 +D+0.750L+0.750S-0.450W 3.828 8.505 +D+0.750L+0.750S+0.5250E 7.715 8.710 +D+0.750L+0.750S-0.5250E 4.961 8.565 +0.60D+0.60W 4.636 1.768 +0.60D-0.60W -2.057 1.415 +0.60D+0.70E 3.126 1.688 +0.60D-0.70E -0.546 1.495 L Only 3.157 4.732 S Only 2.428 3.248 87 Load Combination Support 1 Support 2 W Only 5.577 0.294 -W -5.577 -0.294 E Only 2.623 0.138 EOnly '-1.0 -2.623 -0.138 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - Pril 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing Beam is Fully Braced against lateral -torsional bucding s x�ni n Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 5.0 ->> 10.0 fl, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 8.50 ->> 10.0 ft, Tributary Width=15.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR; Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 2.0 ft, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 2.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 5.0 -» 10.0 ft, Tributary Width = 0.670 it, (FLOOR) Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -» 2.0 ft, Tributary Width=15.750 ft, (ROOF) Point Load : D = 0.5699, L = 0.08375, S = 0.7415 k @ 2.0 it, (XL 2-17) Point Load: D = 0.2959, L = 0.08375, S = 0.2848 k @ 5.0 ft, (XR 2-17) Point Load : D = 0.5906, S = 0.9844 k @ 8.50 ft, (XR 3-8) Point Load: D = 0.490, L=1.565, S = 0.6892 k @ 10.0 ft, (XR 2-2) Uniform Load : D = 0.07875, L = 0.5017, S = 0.1313 ksf, Tributary Width =1.0 ft, (XR 2-1) Point Load: W = 5.871, E = 2.761 k @ 0.50 ft, (PANEL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.46a 1 Maximum Shear Stress Ratio = 0.492 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb : Actual = 1,356.20psi fv : Actual = 163.99 psi FB : Allowable = 2,900.00psi Fv : Allowable = 333.50 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span = 5.000ft Location of maximum on span = 10.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio = 1049>=360 Max Upward Transient Deflection -0.026 in Ratio = 4570>=360 Max Downward Total Deflection 0.220 in Ratio = 546>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 :• Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: v3so dOd Beam Jobsls1W612W612030 Crabtree Residence_Al Cohenlwo 17020M70207 enercalc bib 160809_s1612030.ec6 ENERCALC, INC.1983-2017. Buld:6.17.1.16. Vec6.17.1.16 Description : 1-3 (REV 170223) OVERSTRENGTH Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length =10.0 ft 1 0.192 0.210 +D+L Length =10.0 ft 1 0.468 0.467 +D+S Length =10.0 ft 1 0.306 0.360 +D40.750L+0.750S Length = 10.0 ft 1 0.459 0.492 +D40.60W Length =10.0 ft 1 0.129 0.301 +D-0.60W Length=10.0 ft 1 0.088 0.115 +1.140D40.70E Length =10.0 ft 1 0.134 0.235 +1.140D-0.70E Length =10.0 ft 1 0.112 0.130 +D+0.750L+0.750S+0.450W Length =10.0 ft 1 0.345 0.484 4040.750L+0.750S-0.450W Length =10.0 ft 1 0.315 0.346 +1.105D+0.750L+0.750S+0.5250E Length =10.0 ft 1 0.350 0.435 +1.105D+0.750L+0.750S-0.5250E Length=10.0 ft 1 0.333 0.362 +0.60D+0.60W Length =10.0 ft 1 0.086 0.254 +0.60D-0.60W Length =10.0 ft 1 0.045 0.120 +0.460D40.70E Length =10.0 ft 1 0.061 0.155 +0.460D-0.70E Length =10.0 ft 1 0.038 0.054 Overall Maximum Deflections Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.63 501.50 2610.00 2.16 54.92 261.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.52 1,356.20 2900.00 5.33 135.35 290.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.41 1,019.36 3335.00 4.72 119.91 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.13 1,530.92 3335.00 6.46 163.99 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.52 597.73 4640.00 5.50 139.59 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.75 406.07 4640.00 2.10 53.30 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.76 624.07 4640.00 4.29 108.87 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.79 519.35 4640.00 2.37 60.16 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.79 1,602.49 4640.00 8.85 224.71 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.47 1,459.35 4640.00 6.32 160.63 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.98 1,622.85 4640.00 7.94 201.67 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.25 1,544.31 4640.00 6.61 167.91 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.70 401.33 4640.00 4.64 117.75 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.92 207.74 4640.00 2.18 55.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 284.05 4640.00 2.82 71.75 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 178.50 4640.00 0.98 24.91 464.00 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+ Dell Location in Span +D+0.750L+0.750S+0.450W 1 0.2197 4.964 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.848 8.770 Overall MlNimum 0.314 -0.138 D Only 2.150 2.653 +D+L 5.307 7.384 +D+S 4.577 5.901 +D+0.750L+0.750S 6.338 8.638 +D+0.60W 5.496 2.829 +D-0.60W -1.197 2.477 +D40.70E 3.986 2.749 +D-0.70E 0.314 2.556 +0+0.750L+0.750S+0.450W 8.848 8.770 +D+0.750L+0.750S-0.450W 3.828 8.505 +D+0.750L+0.750S+0.5250E 7.715 8.710 +D+0.750L40.75OS-0.5250E 4.961 8.565 +0.60D+0.60W 4.636 1.768 +0.60D-0.60W -2.057 1.415 +0.60D+0.70E 3.126 1.688 +0.60D-0.70E -0.546 1.495 L Only 3.157 4.732 S Only 2.428 3.248 .f, Sound Structural Solutions Project Title: Engineer: Project ID: 5;8!il Project Descr: WOUi BeamJobsls161s1612Ls1612030CrabtreeResidence-Al'Cohen1wo17020111702D7enena�trib160809_s1612030.ec6 ENERCALC. INC.1983-2017. Build:6.17.1.16. Ver.6.17.1.16 Description : 1-3 (REV 170223) OVERSTRENGTH Vertical Reactions Suppot notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 W Only 5.577 0.294 -W -5.577 -0.294 E Only 2.623 0.138 E Only `-1.0 -2.623 -0.138 91 Project ID: Description : 1-4 (REV 170223) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 tBC 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 625.0 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(0.00671 U0.0268) j ♦ i D(o.09) D(0.6)L(1.21)S(0.7547) D(3.858)L(5 51)S(1.211) S(0.4913) D(0.0134) L(0.0402) S(0.016751 D O 0134 U0_0402) S(0.01675 i r r r r T j 5.25x9.25 5.25x9.25 Span =4.0ft Span =8.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Point Load: D = 3.858, L = 5.451, S =1.211 k @ 4.0 ft, (XL 2-8) Point Load: D = 0.60, L=1.210, S = 0.7547 k @ 0.0 ft, (XL 1-1) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 2.590, L = 4.480, S = 2.980 k @ 7.50 ft, (XL 1-3) Point Load : D = 0.3354, L = 0.1006, S = 0.4913 k @ 8.0 ft, (XR 1-24) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.424 1 Maximum Shear Stress Ratio = 0.211 :1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb : Actual = 1,229.18psi fv : Actual = 61.27 psi FB : Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 3.240ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.161 in Ratio = 594>=360 Max Upward Transient Deflection -0.026 in Ratio = 3671 >=360 Max Downward Total Deflection 0.257 in Ratio = 372 >=240. Max Upward Total Deflection -0.036 in Ratio = 2692>=240. Maximum Forces & Stresses for Load Combinations 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 Fb D Only Length = 4.0 ft 1 0.154 0.098 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.51 Length = 8.0 It 2 0.154 0.098 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.51 Shear Values V fv Fv 0.00 0.00 0.00 0.00 401.86 2610.00 0.83 25.70 261.00 401.86 2610.00 0.83 25.70 261.00 M Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.424 0.211 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.67 1,229.18 2900.00 1.98 61.27 290.00 Length = 8.0 ft 2 0.424 0.211 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.67 1,229.18 2900.00 1.97 61.27 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.272 0.136 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.66 907.21 3335.00 1.47 45.30 333.50 Length = 8.0 ft 2 0.272 0.136 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.66 907.21 3335.00 1.47 45.30 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.420 0.209 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.74 1,401.36 3335.00 2.26 69.66 333.50 Length = 8.0 ft 2 0.420 0.209 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.74 1,401.36 3335.00 2.16 69.66 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.099 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 458.12 4640.00 0.95 29.30 464.00 Length = 8.0 ft 2 0.099 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 458.12 4640.00 0.95 29.30 464.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.311 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.01 1,443.56 4640.00 2.32 71.75 464.00 Length = 8.0 ft 2 0.311 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.01 1,443.56 4640.00 2.25 71.75 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.052 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.50 241.12 4640.00 0.50 15.42 464.00 Length = 8.0 ft 2 0.052 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.50 241.12 4640.00 0.50 15.42 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.040 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 184.86 4640.00 0.38 11.82 464.00 Length = 8.0 ft 2 0.040 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 184.86 4640.00 0.38 11.82 464.00 Overall Maximum Deflections Load Combination Span Max. ' ' Detl Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S 1 0.2570 0.000 0.0000 0.000 D Only 2 0.0057 6.257 +D+0.750L+0.750S -0.0357 2.279 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 13.449 8.052 Overall MINimum 2.680 1.734 D Only 5.427 2.891 +D+L 13.442 6.814 +D+S 8.107 5.848 +D+0.750L+0.750S 13.449 8.052 +0.60D 3.256 1.734 L Only 8.015 3.923 S Only 2.680 2.958 93 Sound Structural Solutions Project Title: Engineer: Project ID: SS81 Project Descr: Wood Beam Jobsls161s1612ts1612080 Crabtree Residence�U Cohenlwo 1702011170207 enercalctrib 160809_s1612030.ec6 ENERCALC, INC. 1983-2017,Build:6.17.1.16. Vec6.17.1.16` Description : 1-4 C CALC (REV 170223) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - PHI 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc- Perp 625.0 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(0.0067) D(0.09) D(0.6) L(1.21) S(0.7547) D(3.858) L(5 51) S(1.211) �. 7(2S,i (0.4913) D(0.02661 L(0.0798) S(0.03325) D(0.0134) S(0 01675) j i i � ♦ � I i i 5.25x9.25 5.25x9.25 i i Span =4.0ft Span =8.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.330 ft, (ROOF DECK) Point Load: D = 3.858, L = 5.451, S =1.211 k @ 4.0 ft, (XL 2-8) Point Load: D = 0.60, L=1.210, S = 0.7547 k @ 0.0 ft, (XL 1-1) Load for Span Number 2 Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 2.590, S = 2.980 k @ 7.50 ft, (XL 1-3) Point Load: D = 0.3354, S = 0.4913 k @ 8.0 ft, (XR 1-24) Maximum Bending Stress Ratio = 0.447.1 Maximum Shear Stress Ratio = 0.230 : 1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fib : Actual = 1,296.89psi fv : Actual = 66.56 psi FB : Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 3.240 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio = 442>=360 Max Upward Transient Deflection -0.057 in Ratio = 1685>=360 Max Downward Total Deflection 0.306 in Ratio = 312>=240. Max Upward Total Deflection -0.059 in Ratio = 1638>=240. 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 Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.160 0.100 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.61 418.79 2610.00 0.85 26.11 261.00 Length = 8.0 It 2 0.160 0.100 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.61 418.79 2610.00 0.85 26.11 261.00 Description : 1-4 C CALC (REV 170223) Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN +D+L 1.000 Length = 4.0 ft 1 0.447 0.230 1.00 1.000 Length = 8.0 ft 2 0.447 0.230 1.00 1.000 +D+S 1.000 Length = 4.0 ft 1 0.283 0.143 1.15 1.000 Length = 8.0 ft 2 0.283 0.143 1.15 1.000 +D+0.750L+0.750S 1.000 Length = 4.0 ft 1 0.441 0.225 1.15 1.000 Length = 8.0 it 2 0.441 0.225 1.15 1.000 +1.1401) 1.000 Length = 4.0 ft 1 0.103 0.064 1.60 1.000 Length = 8.0 ft 2 0.103 0.064 1.60 1.000 +1.105D+0.750L+0.750S 1.000 Length = 4.0 it 1 0.327 0.167 1.60 1.000 Length = 8.0 ft 2 0.327 0.167 1.60 1.000 +0.60D 1.000 Length = 4.0 ft 1 0.054 0.034 1.60 1.000 Length = 8.0 ft 2 0.054 0.034 1.60 1.000 +0.460D 1.000 Length = 4.0 ft 1 0.042 0.026 1.60 1.000 Length = 8.0 ft 2 0.042 0.026 1.60 1.000 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: 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 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 8.09 1,296.89 2900.00 2.15 66.56 290.00 1.00 1.00 1.00 1.00 1.00 8.09 1,296.89 2900.00 1.53 66.56 290.00 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 5.90 945.29 3335.00 1.55 47.83 333.50 1.00 1.00 1.00 1.00 1.00 5.90 945.29 3335.00 1.50 47.83 333.50 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 9.19 1,472.24 3335.00 2.43 75.20 333.50 1.00 1.00 1.00 1.00 1.00 9.19 1,472.24 3335.00 1.85 75.20 333.50 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 2.98 477.42 4640.00 0.96 29.76 464.00 1.00 1.00 1.00 1.00 1.00 2.98 477.42 4640.00 0.96 29.76 464.00 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 9.46 1,516.21 4640.00 2.51 77.42 464.00 1.00 1.00 1.00 1.00 1.00 9.46 1,516.21 4640.00 1.94 77.42 464.00 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 1.57 251.27 4640.00 0.51 15.66 464.00 1.00 1.00 1.00 1.00 1.00 1.57 251.27 4640.00 0.51 15.66 464.00 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 1.20 192.64 4640.00 0.39 12.01 464.00 1.00 1.00 1.00 1.00 1.00 1.20 192.64 4640.00 0.39 12.01 464.00 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. W Deft Location in Span +D+0.750L+0.750S 1 0.3061 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0586 2.860 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 13.314 5.819 Overall MINimum 2.763 -0.685 D Only 5.493 2.877 +D+L 13.158 2.193 +D+S 8.256 5.819 +0+0.750L+0.750S 13.314 4.570 +0.60D 3.296 1.726 L Only 7.665 -0.685 S Only 2.763 2.941 � l rY�1i &VA Project Title: Engineer: Project Descr: Project ID: Description : 1-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination 1 BC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - PdI 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2-202 Span = 2.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Point Load: D=1.169, L = 3.802, S = 0.7059 k @ 1.750 ft, (XR 2-8) Point Load: D = 0.4097, L =1.639 k @ 2.50 ft, (XL 2-3) Maximum Bending Stress Ratio = 0.803: 1 Maximum Shear Stress Ratio = 0.602 :1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 682.42psi fv : Actual = 90.36 psi FB : Allowable = 850.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.744ft 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 0.006 in Ratio = 5024 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.008 in Ratio = 3880 >=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 C m C t C L M fb Fb V Iv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.204 0.154 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.82 156.41 765.00 0.47 20.75 135.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 it 1 0.803 0.602 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.60 682.42 850.00 2.03 90.36 150.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 it 1 0.242 0.183 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.25 236.86 977.50 0.71 31.56 172.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.625 0.470 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.22 611.26 977.50 1.82 81.06 172.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.131 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 178.30 1360.00 0.53 23.65 240.00 ProjectSound Structural Solutions SY05;1 Engineer: Project ID: Description : 1-5 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 Fb V fv Fv +1.1051)+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.462 0.347 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.31 627.68 1360.00 1.87 83.24 240.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.069 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.49 93.84 1360.00 0.28 12.45 240.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.670 ft 1 0.053 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 71.95 1360.00 0.21 9.54 240.00 Overall Maximum Deflections Load Combination Span Max.' ' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 0.0083 1.442 0.0000 0.000 Vertical Reactions Suppert notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.477 5.811 Overall MINimum 0.243 0.463 D Only 0.556 1.277 +D+L 2.477 5.811 +D+S 0.799 1.739 +D+0.750L+0.750S 2.179 5.024 +0.60D 0.333 0.766 L Only 1.922 4.534 S Only 0.243 0.463 97 Sound Structural Solutions Project Title: Engineer: Project ID: SS81 Project Descr: Wood BeamJobs\s16\s1612is1612030CrabtreeResldence AlCohen\wo170201\170207 enercalcbib 160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description: 1-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 850.0psi Ebend-xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.115) L(0 46) 2-2,6 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width =11.50 ft, (FLOOR) DESIGN SUMMARY EMEMMIE&M Maximum Bending Stress Ratio = 0.826. 1 Maximum Shear Stress Ratio = 0.697 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 912.40psi fv : Actual = 104.55 psi FB : Allowable = 1,105.00 psi Fv : Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft 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 0.049 in Ratio = 973>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.062 in Ratio = 779>=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 C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.183 0.155 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.23 182.48 994.50 0.23 20.91 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.826 0.697 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.15 912.40 1105.00 1.15 104.55 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.574 0.485 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.92 729.92 1270.75 0.92 83.64 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.118 0.099 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 208.03 1768.00 0.26 23.84 240.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.424 0.358 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.94 749.08 1768.00 0.94 85.83 240.00 +0.601) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.062 0.052 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 109.49 1768.00 0.14 12.55 240.00 Sound Structural Solutions Project Title: Engineer: Project ID: 5;F18 Project Descr: Wood BeamJobMs161s161Zs1612030CrabtreeResidenceAlCohefto1702011170207enercalctrib160809_s1612030.ec6 ENERCALC, INC.983.2017, Build:6.17.1.16, Ver.6.17.1.16 ' r` , Description : 1-6 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 +0.4601) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.047 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 83.94 1768.00 0.11 9.62 240.00 Overall Maximum Deflections Load Combination Span Max.' ' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.0616 2.015 0.0000 0.000 Vertical Reactions Suppot notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.150 1.150 Overall MINimum 0.138 0.138 D Only 0.230 0.230 +D+L 1.150 1.150 +D+0.750L 0.920 0.920 +0.601) 0.138 0.138 L Only 0.920 0.920 Calculations per NDS 2015, IBC 2015, CBC 2016, 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.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling L(0.3471) 2-2x12 Span =1?.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR. Point Load: D = 0.08678, L = 0.3471 k @ 1.50 ft, (XL 2-4) DESIGN SUMMARY a; .., o �' • , Maximum Bending Stress Ratio = 0.347. 1 Maximum Shear Stress Ratio = 0.197 : 1 Section used for this span 2-2xl2 Section used for this span 2-2xl2 fb : Actual = 311.87psi fv : Actual = 35.44 psi FB : Allowable = 900.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.474ft 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 0.067 in Ratio = 2240 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.084 in Ratio = 1792>=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 Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =12.50 It 1 0.077 0.044 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.33 62.37 810.00 0.16 7.09 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.347 0.197 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.64 311.87 900.00 0.80 35.44 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.060 0.034 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.33 62.37 1035.00 0.16 7.09 207.00 +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 =12.50 ft 1 0.241 0.137 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.32 249.49 1035.00 0.64 28.35 207.00 +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 =12.50 ft 1 0.043 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 62.37 1440.00 0.16 7.09 288.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 We Length =12.50 ft 1 0.043 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 62.37 1440.00 0.16 7.09 288.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.049 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 71.11 1440.00 0.18 8.08 288.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.049 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 71.11 1440.00 0.18 8.08 288.00 +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 =12.50 It 1 0.173 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 249.49 1440.00 0.64 28.35 288.00 +0+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 =12.50 ft 1 0.173 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 249.49 1440.00 0.64 28.35 288.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.178 0.101 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.35 256.04 1440.00 0.65 29.10 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.178 0.101 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.35 256.04 1440.00 0.65 29.10 288.00 +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 =12.50 it 1 0.026 0.015 1.60 1.000 1.00 1.00 '.00 1.00 1.00 0.20 37.42 1440.00 0.10 4.25 288.00 +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 =12.50 ft 1 0.026 0.015 1.60 1.000 1.00 1.00 '.00 1.00 1.00 0.20 37.42 1440.00 0.10 4.25 288.00 +0.460D+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 =12.50 ft 1 0.020 0.011 1.60 1.000 1.00 1.00 '.00 1.00 1.00 0.15 28.69 1440.00 0.07 3.26 288.00 +0.460D-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 =12.50 ft 1 0.020 0.011 1.60 1.000 1.00 1.00 '.00 1.00 1.00 0.15 28.69 1440.00 0.07 3.26 288.00 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination Max.'+" Detl Location in Span +D+L+H 1 0.0837 6.068 0.0000 0.000 Vertical Reactions Suppot notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.797 0.468 Overall MINimum 0.096 0.056 +D+H 0.159 0.094 +D+L+H 0.797 0.468 +D+S+H 0.159 0.094 +D+0.750L+0.750S+H 0.638 0.374 +D+0.60W+H 0.159 0.094 +D-0.60W+H 0.159 0.094 +D+0.70E+H 0.159 0.094 +D-0.70E+H 0.159 0.094 +D+0.750L+0.750S+0.450W+H 0.638 0.374 +D+0.750L+0.750S-OA50W+H 0.638 0.374 +D+0.750L+0.750S+0.5250E+H 0.638 0.374 +D+0.750L+0.750S-0.5250E+H 0.638 0.374 +0.60D+0.60W+0.60H 0.096 0.056 +0.60D-0.60W+0.60H 0.096 0.056 +0.60D+0.70E+0.60H 0.096 0.056 +0.60D-0.70E+0.60H 0.096 0.056 D Only 0.159 0.094 L Only 0.638 0.374 S Only W Only -W E Only E Only' -1.0 101 Sound Structural Solutions Project Title: Engineer: Project ID: SS8 Project Descr: w©�d Beam JobsW61s16121s1612030CrabtreeReslderce�lCohenlwo1702MUM207 enercalcbib 160809_s1612030.ec6 ENERCALC, INC.1983-1017, Build:6.171.16, Ver:6.17.1.16 Description : 1-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E : Modulus of Elasticity Load Combination tBC 2015 Fb - Compr 2,325.0 psi Ebend- xx 1,550.Oksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01341 L(0.0402) S(0.01675) I D(0.005') L(0.0263 D(2.111)L(1 ai SO a • D0.09) t "I, D(0.116) L(0�.345) SQA4375) L� 3.5,11.25 Span= 9250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 8.0 ->> 9.250ft, Tributary Width = 5.750 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.67) ft, (ROOF DECK) Point Load : D = 2.111, L=1.918, S = 2.440 k @ 0.0 ft, (XL 2-10) Point Load: D=1.945, L=1.454, S = 2.255 k @ 8.0 ft, (XR 2-10) ►�►�Ltil+�/l iT l i i LT.'�7 Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.38a 1 Maximum Shear Stress Ratio 3.5x11.25 Section used for this span 1,023.46psi fv, : Actual 2,673.75psi Fv : Allowable +D+0.750L+0.750S Load Combination 7.967ft Location of maximum on span Span # 1 Span # where maximum occurs 0.047 in Ratio = 2357>=360 0.000 in Ratio = 0 <360 0.134 in Ratio = 826 >=240. 0.000 in Ratio = 0 <240.0 0.582 : 1 3.5x11.25 = 207.58 psi 356.50 psi +D+0.750L+0.750S = 9.250 ft Span # 1 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 Pv D Only 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.216 0.318 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.78 451.12 2092.50 2.33 88.59 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.342 0.528 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.90 796.26 2325.00 4.29 163.62 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.325 0.483 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.35 868.93 2673.75 4.52 172.22 356.50 102 V Length = 9.250 ft 1 0.383 0.582 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.250 ft 1 0.138 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.250 ft 1 0.288 0.437 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.601) 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.250 ft 1 0.073 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.250 ft 1 0.056 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 0.00 0.00 0.00 0.00 6.30 1,023.46 2673.75 5.45 207.58 356.50 0.00 0.00 0.00 0.00 3.16 514.28 3720.00 2.65 100.99 496.00 0.00 0.00 0.00 0.00 6.58 1,070.13 3720.00 5.69 216.88 496.00 0.00 0.00 0.00 0.00 1.67 270.67 3720.00 1.40 53.15 496.00 0.00 0.00 0.00 0.00 1.28 207.51 3720.00 1.07 40.75 496.00 Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.1344 5.064 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.859 5.449 Overall MINimum 1.736 1.395 D Only 2.893 2.325 +D+L 5.346 4.295 +D+S 5.727 4.521 +D+0.750L+0.750S 6,859 5.449 +0.601) 1.736 1.395 L Only 2.454 1.970 S Only 2.834 2.195 103 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: S-08 Wood BeamJobsts161s16121s1612030 Crabtree Resldence Al Cohen\wo 1702011170207 enercalc bib 160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Description : 1-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.10 MO.W.4132) i D(0.0133) L(0.0532) i r � i i i i 2x12 Span =10.50 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0.090 k @ 9.750 ft, (WALL) Point Load: D = 0.1033, L = 0.4132 k @ 9.750 ft, (FLOOR) DESIGN SUMMARYt Maximum Bending Stress Ratio = 0.48R 1 Maximum Shear Stress Ratio = 0.451 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 439.18psi fv : Actual = 81.09 psi FB : Allowable = 900.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.901 ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.064 in Ratio = 1956 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.083 in Ratio = 1512 >=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 C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.123 0.137 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.26 99.72 810.00 0.25 22.16 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.488 0.451 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.16 439.18 900.00 0.91 81.09 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.096 0.107 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0,26 99.72 1035.00 0.25 22.16 207.00 +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 =10.50 ft 1 0.342 0.321 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.93 354.23 1035.00 0.75 66.36 207.00 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.069 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 99.72 1440.00 0.25 22.16 288.00 104 Sound Structural Solutions Project Title: Engineer: Project ID: S " I Project Descr: Wood BeamJobsls161s161Zs1612030 Crabtree Residence,41 CoheMwo 1702011170207 enercaIc bib 160809_ s1612030.ec6 ENERCALC, ING 1983-2017, Build:6.17.1,16, Ver:6.171.16 Description : 1-10 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 Pb V fv Fv +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 =10.50 R 1 0.069 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 99.72 1440.00 0.25 22.16 288.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.079 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 113.69 1440.00 0.28 25.26 288.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.079 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 113.69 1440.00 0.28 25.26 288.00 +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 =10.50 ft 1 0.246 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 354.23 1440.00 0.75 66.36 288.00 +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 =10.50 it 1 0.246 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 354.23 1440.00 0.75 66.36 288.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 it 1 0.253 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 364.67 1440.00 0.77 68.69 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.253 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 364.67 1440.00 0.77 68.69 288.00 +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 =10.50 It 1 0.042 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 59.83 1440.00 0.15 13.30 288.00 +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 =10.50 It 1 0.042 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 59.83 1440.00 0.15 13.30 288.00 +0.460D+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 =10.50 ft 1 0.032 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 45.87 1440.00 0.11 10.19 288.00 +0.460D-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 =10.50 It 1 0.032 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 45.87 1440.00 0.11 10.19 288.00 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. W Defl Location in Span +D+L+H 1 0.0833 5.442 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.392 0.912 Overall MINimum 0.050 0.150 +D+H 0.084 0.249 +D+L+H 0.392 0.912 +D+S+H 0.084 0.249 +D+0.750L+0.750S+H 0.315 0.747 +D+0.60W+H 0.084 0.249 +D-0.60W+H 0.084 0.249 +D+0.70E+H 0.084 0.249 +D-0.70E+H 0.084 0.249 +D+0.750L+0.750S+0.450W+H 0.315 0.747 +D+0.750L+0.750S-0.450W+H 0.315 0.747 +D+0.750L+0.750S+0.5250E+H 0.315 0.747 +D+0.750L+0.750S-0.5250E+H 0.315 0.747 +0.60D+0.60W+0.60H 0.050 0.150 +0.60D-0.60W+0.60H 0.050 0.150 +0.60D+0.70E+0.60H 0.050 0.150 +0.60D-0.70E+0.60H 0.050 0.150 D Only 0.084 0.249 L Only 0.309 0.663 S Only W Only -W E Only E Only' -1.0 105 Project Title: Engineer: Project ID: Project Descr: fib ENERCALC. INC.1 Calculations per NDS 2015, IBC 2015, CBC 2016, 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.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi 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 2x12 Span = 6.0 ft Applied Loads Service toads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0.090 k @ 1.0 ft, (WALL) Point Load: D = 0.0850, L = 0.340 k @ 1.0 ft, (FLOOR) Maximum Bending Stress Ratio = 0.25a 1 Maximum Shear Stress Ratio = 0.310 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 232.16psi fv : Actual = 55.88 psi FB : Allowable = 900.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.708ft 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 0.010 in Ratio = 7181 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.014 in Ratio = 5238 >=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 IN C 1 Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.084 0.102 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.18 67.91 810.00 0.19 16.51 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.258 0.310 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.61 232.16 900.00 0.63 55.88 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.066 0.080 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 67.91 1035.00 0.19 16.51 207.00 +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 = 6.0 ft 1 0.184 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.50 190.64 1035.00 0.52 46.04 207.00 +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 = 6.0 ft 1 0.047 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 67.91 1440.00 0.19 16.51 288.00 106 Sound Structural Solutions Project Title: Engineer: Project ID: Protect Descr: Wood Beam Jobs1s16Is16121s1612030 Crabtree Residence Al Cohenkwo 1702011170207_enercalc bib 160809_s1612030.ec6 ENERCALC, INC.1983.2017, Build:6.17.1.16, Ver.617.1.16' 1.ri.. s s _ • • Description : 1-11 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-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.047 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 67.91 1440.00 0.19 16.51 288.00 +1.140D40.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.054 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 77.42 1440.00 0.21 18.82 288.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.054 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 77.42 1440.00 0.21 18.82 288.00 +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 = 6.0 ft 1 0.132 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 190.64 1440.00 0.52 46.04 288.00 +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 = 6.0 ft 1 0.132 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 190.64 1440.00 0.52 46.04 288.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.137 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.52 197.60 1440.00 0.54 47.77 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.137 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.52 197.60 1440.00 0.54 47.77 288.00 +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 = 6.0 It 1 0.028 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 40.75 1440.00 0.11 9.91 288.00 +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 = 6.0 It 1 0.028 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 40.75 1440.00 0.11 9.91 288.00 +0.460D+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 = 6.0 ft 1 0.022 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 31.24 1440.00 0.09 7.59 288.00 +0.460D-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 = 6.0 ft 1 0.022 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 31.24 1440.00 0.09 7.59 288.00 Overall Maximum Deflections Load Combination Span Max.' ' Dell Location in Span Load Combination Max.'+' Defl Location in Span +D+L+H 1 0.0137 2.803 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.629 0.285 Overall MINimum 0.111 0.041 +D+H 0.186 0.069 +D+L+H 0.629 0.285 +D+S+H 0.186 0.069 +D+0.750L+0.750S+H 0.518 0.231 +D+0.60W+H 0.186 0.069 +D-0.60W+H 0.186 0.069 +D+0.70E+H 0.186 0.069 +D-0.70E+H 0.186 0.069 +D+0.750L+0.750S+0.450W+t1 0.518 0.231 +D+0.750L+0.750S-0.450W+H 0.518 0.231 +D+0.750L+0.750S+0.5250E+H 0.518 0.231 +0+0.750L+0.750S-0.5250E+H 0.518 0.231 +0.60D+0.60W+0.60H 0.111 0.041 +0.60D-0.60W+0.60H 0.111 0.041 +0.60D+0.70E+0.60H 0.111 0.041 +0.60D-0.70E+0.60H 0.111 0.041 D Only 0.186 0.069 L Only 0.443 0.216 S Only W Only -W E Only E Only' -1.0 107 Sound Structural Solutions Project Title: Engineer: Project ID: SSS Project Descr: Wood BeamJobs1s161s161Zs1612030CrabtreeResidence A(Cohefto1702011170207 enercalcbib 160809_s1612030.ec6 ENERCALC, INC.1983-2017 8uild:6.17.1.16, Ver.6.17.1.16 Description : 1-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi 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(0.1857 L(0.4429) v D(0.2493) L(Q6631 v D 0.0525) L 0.21) v o.on io Span = 22.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 9.50 ->> 11.50 ft, Tributary Width = 5.250 ft, (FLOOR) Uniform Load : D = 0.2493, L = 0.6630 k/ft, Extent =11.50 ->>22.830 ft, Tributary Width =1.0 ft, (XR 1-10) Uniform Load : D = 0.1857, L = 0.4429 k/ft, Extent = 0.0 ->> 9.50 ft, Tributary Width =1.0 ft, (XL 1-11) Maximum Bending Stress Ratio = 0.83E 1 Maximum Shear Stress Ratio = 0.529 :1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual = 1,896.92psi fv : Actual = 140.23 psi FIB: Allowable = 2,269.38 psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 12.665ft Location of maximum on span = 22.830ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.664 in Ratio = 412>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.918 in Ratio = 298 >=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.256 0.161 0.90 0.946 1.00 1.00 1.00 1.00 1.00 12.93 522.40 2042.44 2.54 38.47 238.50 +D+L 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.836 0.529 1.00 0.946 1.00 1.00 1.00 1.00 1.00 46.95 1,896.92 2269.38 9.26 140.23 265.00 +D+0.750L 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.595 0.377 1.15 0.946 1.00 1.00 1.00 1.00 1.00 38.44 1,553.29 2609.78 7.58 114.79 304.75 +1.140D 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.164 0.103 1.60 0.946 1.00 1.00 1.00 1.00 1.00 14.74 595.54 3631.00 2.89 43.86 424.00 +1.105D+0.750L 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 WIT-1 Moment Values M fb Fb Project ID: rib 160809 s1612030.ec6 Id:6.17.1 16, Ver.6.17.1.16 rr.rr,� Shear Values V fv Fv Length = 22.830 ft 1 0.443 0.280 1.60 0.946 1.00 1.00 1.00 1.00 1.00 39.80 1,608.14 3631.00 7.84 118.83 424.00 +0.60D 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.086 0.054 1.60 0.946 1.00 1.00 1.00 1.00 1.00 7.76 313.44 3631.00 1.52 23.08 424.00 +0.460D 0.946 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 It 1 0.066 0.042 1.60 0.946 1.00 1.00 1.00 1.00 1.00 5.95 240.30 3631.00 1.17 17.70 424.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.9179 11.665 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.578 9.255 Overall MINimum 1.293 1.523 D Only 2.155 2.539 +D+L 7.578 9.255 +D+0.750L 6.222 7.576 +0.60D 1.293 1.523 L Only 5.423 6.716 109 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 575.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase L(0.43) 2x12 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.090 k @ 7.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load : D = 0.1075, L = 0.430 k @ 7.50 ft, (FLOOR) DESIGN SUMMARY !Maximum Bending Stress Ratio = 0.864 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 894.56psi fv : Actual = 70.18 psi FB : Allowable = 1,035.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.226ft Location of maximum on span = 11.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection i Max Downward Transient Deflection 0.122 in Ratio = 1079>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ! Max Downward Total Deflection 0.167 in Ratio = 792 >=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 fv Fv +D+H 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.266 0.112 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.65 248.05 931.50 0.20 18.11 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.864 0.390 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.36 894.56 1035.00 0.79 70.18 180.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.208 0.087 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.65 248.05 1190.25 0.20 18.11 207.00 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.615 0.276 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.93 732.58 1190.25 0.64 57.16 207.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.150 0.063 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.65 248.05 1656.00 0.20 18.11 288.00 110 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Vi%O©d BeamJoWs161s1612Ls1612030 Crabtree Residence AI Cohenlwo 1702011170207 enercalc trib 160809_ s1612030.ec6 ENERCALC, INC.1983-2017, Buildi6.17.1.16, Vec6.17.1.16 Description : 1-13 Load Combination Max Stress Ratios Segment Length Span # M V +D-0.60W+H Length =11.0 ft 1 0.150 0.063 +1.140D+0.70E+H Length =11.0 ft 1 0.171 0.072 +1.140D-0.70E+H Length =11.0 ft 1 0.171 0.072 +D+0.750L+0.750S+0.450W+H Length = 11.0 ft 1 0.442 0.198 +D+0.750L+0.750S-0.450W+H Length =11.0 ft 1 0.442 0.198 A 105D+0.750 L+0.750S+0.5250Ei Length =11.0 ft 1 0.458 0.205 A 105D+0.750L+0.750S-0.5250E+ Length =11.0 ft 1 0.458 0.205 +0.60D+0.60W+0.60H Length =11.0 It 1 0.090 0.038 +0.60D-0.60W+0.60H Length =11.0 It 1 0.090 0.038 +0.460D+0.70E+0.60H Length =11.0 ft 1 0.069 0.029 +0.460D-0.70E+0.60H Length = 11.0 ft 1 0.069 0.029 Overall Maximum Deflections C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Pv 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.65 248.05 1656.00 0.20 18.11 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.75 282.78 1656.00 0.23 20.64 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.75 282.78 1656.00 0.23 20.64 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.93 732.58 1656.00 0.64 57.16 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.93 732.58 1656.00 0.64 57.16 288.00 1.000 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.00 758.60 1656.00 0.66 59.06 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.00 758.60 1656.00 0.66 59.06 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.39 148.83 1656.00 0.12 10.86 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.39 148.83 1656.00 0.12 10.86 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.30 114.10 1656.00 0.09 8.33 288.00 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.30 114.10 1656.00 0.09 8.33 288.00 Load Combination Span Max. '2 Deft Location in Span Load Combination Max. W Den Location in Span +D+L+H 1 0.1666 5.781 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.570 0.790 Overall MINimum 0.084 0.122 +D+H 0.140 0.204 +D+L+H 0.570 0.790 +D+S+H 0.140 0.204 +D+0.750L+0.750S+H 0.462 0.643 +D+0.60W+H 0.140 0.204 +D-0.60W+H 0.140 0.204 +D+0.70E+H 0.140 0.204 +D-0.70E+H 0.140 0.204 +D+0.750L+0.750S+0.450W+H 0.462 0.643 +D+0.750L+0.750S-0.450W+H 0.462 0.643 +D+0.750L+0.750S+0.5250E+H 0.462 0.643 +0+0.750L40.75OS-0.5250E+H 0.462 0.643 +0.60D+0.60W+0.60H 0.084 0.122 +0.60D-0.60W+0.60H 0.084 0.122 +0.60D+0.70E+0.60H 0.084 0.122 +0.60D-0.70E+0.60H 0.084 0.122 D Only 0.140 0.204 L Only 0.429 0.586 S Only W Only -W E Only E Only' -1.0 111 Sound Structural Solutions Project Title: Engineer: Project ID: FAY, Is I Protect Descr: Wood Beam Jobsls16ts1612Ls1612030CrabtreeResidence AICohen1wo1702011170207 enercalctrib160809_s1612030.ec6 ENERCALC, INC.1983.2017, Build:6.17.116, Ver:6.17.1.16 Description : 1-14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 iBC2015 Fb -Compr 1,850.0psi Ebend-xx 1,800.Oksi Fc - Prll 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 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling y D!010i�1 Lin a3+� � r i r r D10 0551 1 10 22 0:0 2237, L I0 r r d0 121 L10 e81 ♦ Span =228M R Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.010 ksf, Extent = 0.0 ->> 14.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 9.670 ft, Tributary Width =12.0 ft, (FLOOR) Uniform Load : D = 0.2037, L = 0.5858 k/ft, Extent =14.0 ->> 22.830 ft, Tributary Width =1.0 ft, (XR 1-13) Uniform Load : D = 0.08363, L = 0.3088 k/ft, Extent =11.50 ->> 22.830 ft, Tributary Width =1.0 ft, (XL 1-10) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 14.0 ft, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 11.0 ft, Tributary Width = 5.250 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 9.670 ->> 14.0 ft, Tributary Width=10.750 ft, (FLOOR) DESIGN SUMMARY E , a " "Le1; fir: s7: Maximum Bending Stress Ratio = 0.956 1 Maximum Shear Stress Ratio = 0.649 :1 Section used for this span 5.5x22 Section used for this span 5.5x22 fb : Actual = 2,125.81 psi fv : Actual = 172.07 psi FB : Allowable = 2,224.29 psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.498ft 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 0.630 in Ratio = 435>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.845 in Ratio = 324 >=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 C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.271 0.185 0.90 0.927 1.00 1.00 1.00 1.00 1.00 20.06 542.67 2001.86 3.57 44.23 238.50 +D+L 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.956 0.649 1.00 0.927 1.00 1.00 1.00 1.00 1.00 78.60 2,125.81 2224.29 13.88 172.07 265.00 +D+0.750L 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 112 Moment Values M fb Fb Project ID: Shear Values V fv Fv Length = 22.830 ft 1 0.676 0.460 1.15 0.927 1.00 1.00 1.00 1.00 1.00 63.96 1,730.01 2557.93 11.30 140.11 304.75 +1.140D 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.174 0.119 1.60 0.927 1.00 1.00 1.00 1.00 1.00 22.87 618.65 3558.87 4.07 50.42 424.00 +1.105D+0.750L 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.502 0.341 1.60 0.927 1.00 1.00 1.00 1.00 1.00 66.07 1,786.99 3558.87 11.68 144.76 424.00 +0.60D 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.091 0.063 1.60 0.927 1.00 1.00 1.00 1.00 1.00 12.04 325.60 3558.87 2.14 26.54 424.00 +0.460D 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.070 0.048 1.60 0.927 1.00 1.00 1.00 1.00 1.00 9.23 249.63 3558.87 1.64 20.34 424.00 Overall Maximum Deflections Load Combination Span Max. ' " Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 0.8449 11.415 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.881 13.664 Overall MINimum 2.141 2.047 D Only 3.568 3.412 +D+L 13.881 13.664 +D+0.750L 11.302 11.101 +0.60D 2.141 2.047 L Only 10.313 10.252 113 Sound Structural Solutions Project Title: Engineer: Project ID: S88 Project Descr: ��� BeamJobs%s161s161Zs1612030 Crabtree Residenoa_AI Cohentwo 17020M70207 enercalc Crib 160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.116, Vec6.171.16 Description: 1-14 OVERTURNING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 iBC2015 Fb -Compr 1,850.0psi Ebend-xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi 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'010 .� e31 ♦ r� IF IF IF D[0 05'S1 UO 21 IF IF Drn 05S L(0 ?21 non t�i i(n eat W(58]1)E127611 5.5.M span = 228M a Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.010 ksf, Extent = 0.0 ->> 14.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 9.670 ft, Tributary Width =12.0 ft, (FLOOR) Uniform Load : D = 0.2037, L = 0.5858 k/ft, Extent =14.0 ->> 22.830 ft, Tributary Width =1.0 it, (XR 1-13) Uniform Load : D = 0.08363, L = 0.3088 k/ft, Extent =11.50 - > 22.830 ft, Tributary Width =1.0 ft, (XL 1-10) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 14.0 ft, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 11.0 ft, Tributary Width = 5.250 it, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 9.670 ->> 14.0 ft, Tributary Width=10.750 ft, (FLOOR) Point Load: W = 5.871, E = 2.761 k @ 8.330 ft, (PANEL) Maximum Bending Stress Ratio = 0.95a 1 Maximum Shear Stress Ratio = 0.649 : 1 Section used for this span 5.5x22 Section used for this span 5.5x22 fb : Actual = 2,125.81 psi fv : Actual = 172.07 psi FB : Allowable = 2,224.29psi Fv : Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.498ft 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 0.630 in Ratio = 435>=360 Max Upward Transient Deflection -0.261 in Ratio = 1048>=360 Max Downward Total Deflection 0.845 in Ratio = 324>=240. Max Upward Total Deflection -0.030 in Ratio = 9009>=240. 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 Only 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.271 0.185 0.90 0.927 1.00 1.00 1.00 1.00 1.00 20.06 542.67 2001.86 3.57 44.23 238.50 +D+L 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.956 0.649 1.00 0.927 1.00 1.00 1.00 1.00 1.00 78.60 2,125.81 2224.29 13.88 172.07 265.00 114 ProjectSound Structural Solutions Rr Project Descr: Project ID: Description : 1-14 OVERTURNING Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C I Cr Cm C t C L M fb F'b +D+0.750L 0.927 Length = 22.830 it 1 0.676 0.460 1.15 0.927 +0+0.60W 0.927 Length = 22.830 ft 1 0.284 0.170 1.60 0.927 +D-0.60W 0.927 Length = 22.830 it 1 0.060 0.065 1.60 0.927 +1.119D+0.910E 0.927 Length = 22.830 ft 1 0.260 0.163 1.60 0.927 +1.119D-0.910E 0.927 Length = 22.830 ft 1 0.099 0.085 1.60 0.927 +D+0.750L+0.450W 0.927 Length = 22.830 it 1 0.573 0.380 1.60 0.927 +D+0.750L-0.450W 0.927 Length = 22.830 ft 1 0.406 0.296 1.60 0.927 +1.089D+0.750L+0.6825E 0.927 Length = 22.830 ft 1 0.561 0.375 1.60 0.927 +1.089D+0.750L-0.6825E 0.927 Length = 22.830 it 1 0.442 0.313 1.60 0.927 +0.60D+0.60W 0.927 Length = 22.830 it 1 0.227 0.128 1.60 0.927 +0.60D-0.60W 0.927 Length = 22.830 ft 1 0.073 0.054 1.60 0.927 +0.48101)+0.910E 0.927 Length = 22.830 It 1 0.169 0.097 1.60 0.927 +0.4810D-0.910E 0.927 Length = 22.830 ft 1 0.042 0.040 1.60 0.927 Overall Maximum Deflections Shear Values V I'v F'v 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 63.96 1,730.01 2557.93 11.30 140.11 304.75 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 37.34 1,009.94 3558.87 5.81 71.96 424.00 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 7.87 212.85 3558.87 2.21 27.37 424.00 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 34.24 926.13 3558.87 5.59 69.27 424.00 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 13.09 353.99 3558.87 2.90 35.96 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 '.00 1.00 1.00 75.46 2,040.99 3558.87 12.98 160.91 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 '.00 1.00 1.00 53.48 1,446.49 3558.87 10.14 125.66 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 '.00 1.00 1.00 73.84 1,997.25 3558.87 12.82 158.90 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 '.00 1.00 1.00 58.18 1,573.54 3558.87 10.72 132.86 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 '.00 1.00 1.00 29.86 807.56 3558.87 4.38 54.27 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 '.00 1.00 1.00 7.41 200.44 2743.29 1.84 22.79 424.00 1.00 1.00 %00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 %00 1.00 1.00 22.29 602.84 3558.87 3.31 41.06 424.00 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 4.29 116.13 2743.29 1.36 16.86 424.00 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Deff Location in Span +D+L 1 0.8449 11.415 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.881 13.664 Overall MINimum -0.097 0.762 D Only 3.568 3.412 +D+L 13.881 13.664 +D+0.750L 11.302 11.101 +D+0.60W 5.805 4.697 +D-0.60W 1.330 2.127 +0+0.70E 4.795 4.117 +D-0.70E 2.340 2.707 +D+0.750L+0.450W 12.980 12.065 +D+0.750L-0.450W 9.624 10.137 +D+0.750L+0.5250E 12.223 11.630 +D+0.750L-0.5250E 10.382 10.572 +0.60D+0.60W 4.378 3.332 +0.60D-0.60W -0.097 0.762 +0.60D+0.70E 3.368 2.752 +0.60D-0.70E 0.913 1.342 L Only 10.313 10.252 W Only 3.729 2.142 -W -3.729 -2.142 E Only 1.754 1.007 E Only' -1.0 -1.754 -1.007 115 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.175) L(4.M�)S(0.2188) D(0.0133 L(0.0532) 1 2)12 Span =7.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.090 k @ 1.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0.1750, L = 0.5250, S = 0.2188 k @ 1.0 ft, (ROOF DECK) OkSIGN SUMMARY f �a Maximum Bending Stress Ratio = 0.410.1 Maximum Shear Stress Ratio = 0.467 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 368.79psi fv : Actual = 84.07 psi FB : Allowable = 900.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.348ft 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 0.027 in Ratio = 3424>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.037 in Ratio = 2513>=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 Pb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.750 It 1 0.129 0.155 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.28 104.79 810.00 0.28 25.10 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.410 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.97 368.79 900.00 0.95 84.07 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.171 0.203 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.47 176.67 1035.00 0.47 42.04 207.00 +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 = 7.750 ft 1 0.336 0.396 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.92 347.70 1035.00 0.92 82.03 207.00 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 It 1 0.073 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 104.79 1440.00 0.28 25.10 288.00 116 Segment Length Span # M V C d C FN C i Cr Cm C t C L Length = 7.750 ft 1 0.073 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 It 1 0.083 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 It 1 0.083 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 It 1 0.241 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 ft 1 0.241 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 ft 1 0.249 0.294 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 ft 1 0.249 0.294 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 ft 1 0.044 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 I.00 1.00 1.00 Length = 7.750 ft 1 0.044 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 It 1 0.033 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.750 It 1 0.033 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.' ' Defl Location in Span Load Combination +D+L+H 1 0.0370 3.620 Vertical Reactions Suppat notation : Far left is #1 M fb Fb V fv Fv 0.00 0.00 0.00 0.00 0.28 104.79 1440.00 0.28 25.10 288.00 0.00 0.00 0.00 0.00 0.31 119.46 1440.00 0.32 28.61 288.00 0.00 0.00 0.00 0.00 0.31 119.46 1440.00 0.32 28.61 288.00 0.00 0.00 0.00 0.00 0.92 347.70 1440.00 0.92 82.03 288.00 0.00 0.00 0.00 0.00 0.92 347.70 1440.00 0.92 82.03 288.00 0.00 0.00 0.00 0.00 0.95 358.62 1440.00 0.95 84.66 288.00 0.00 0.00 0.00 0.00 0.95 358.62 1440.00 0.95 84.66 288.00 0.00 0.00 0.00 0.00 0.17 62.88 1440.00 0.17 15.06 288.00 0.00 0.00 0.00 0.00 0.17 62.88 1440.00 0.17 15.06 288.00 0.00 0.00 0.00 0.00 0.13 48.20 1440.00 0.13 11.54 288.00 0.00 0.00 0.00 0.00 0.13 48.20 1440.00 0.13 11.54 288.00 Max.'+' Dell Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.946 0.360 Overall MINimum 0.169 0.028 +D+H 0.282 0.086 +D+L+H 0.946 0.360 +D+S+H 0.473 0.114 +D+0.750L+0.750S+H 0.923 0.312 +D+0.60W+H 0.282 0.086 +D-0.60W+H 0.282 0.086 +D+0.70E+H 0.282 0.086 +D-0.70E+H 0.282 0.086 +D+0.750L+0.750S+0.450W+H 0.923 0.312 +D+0.750L+0.750S-0.450W+H 0.923 0.312 +D+0.750L+0.750S+0.5250E+H 0.923 0.312 +D+0.750L+0.750S-0.5250E+H 0.923 0.312 +0.60D+0.60W+0.60H 0.169 0.051 +0.601)-0.60W+0.601-1 0.169 0.051 +0.60D+0.70E+0.60H 0.169 0.051 -460D-0.70E+0.60H 0.169 0.051 D Only 0.282 0.086 L Only 0.663 0.274 S Only 0.191 0.028 W Only -W E Only E Only' -1.0 117 Sound Structural Solutions Project Title: Engineer: Project ID: S88 Project Descr: ©Cid BeamJobsls161s1612ts1612030CrabtreeResidence klCohen\wo170201117 0207enercalcbib160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Description : 1-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 900.0psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 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 575.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.3325) L(0.9975) S(0.4156) C(�(1199y}f$7216y)11337) D(0.0133) U0.0532) I i I. I I I i 41? Span = 7.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FI-009 Point Load: D = 0.3325, L = 0.9975, S = 0.4156 k @ 1.0 ft, (XR 2-13) Point Load : D=1.117, L = 2.236, S = 0.4287 k @ 7.0 ft, (XR 2-11) Point Load : D=1.997, L = 2.417, S =1.870 k @ 7.0 ft, (XL 2-11) Maximum Bending Stress Ratio = 0.794: 1 Maximum Shear Stress Ratio = 0.446 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 903.67psi fv : Actual = 80.22 psi FB : Allowable = 1,138.50psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.986ft 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 0.050 in Ratio = 1850>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.081 in Ratio = 1146 >=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 fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.345 0.148 0.90 1.100 1.00 1.15 1.00 1.00 1.00 2.17 353.30 1024.65 0.63 24.00 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.794 0.446 1.00 1.100 1.00 1.15 1.00 1.00 1.00 5.56 903.67 1138.50 2.11 80.22 180.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.468 0.224 1.15 1.100 1.00 1.15 1.00 1.00 1.00 3.77 612.56 1309.28 1.21 46.27 207.00 +0+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.734 0.400 1.15 1.100 1.00 1.15 1.00 1.00 1.00 5.91 960.53 1309.28 2.18 82.86 207.00 +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 118 Length = 7.750 ft 1 0.194 0.083 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D-0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.194 0.083 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +1.140D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.221 0.095 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +1.140D-0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.221 0.095 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.527 0.288 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.527 0.288 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E+ 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.548 0.296 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E+ 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.548 0.296 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.116 0.050 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +0.60D-0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 7.750 ft 1 0.116 0.050 1.60 1.100 1.00 1.15 '.00 1.00 1.00 +0.460D+0.70E+0.60H 1.100 1.00 1.15 '.00 1.00 1.00 Length = 7.750 ft 1 0.089 0.038 1.60 1.100 1.00 1.15 '.00 1.00 1.00 +0.460D-0.70E+0.60H 1.100 1.00 1.15 '.00 1.00 1.00 Length = 7.750 ft 1 0.089 0.038 1.60 1.100 1.00 1.15 '.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination 2.17 353.30 1821.60 0.63 24.00 288.00 0.00 0.00 0.00 0.00 2.17 353.30 1821.60 0.63 24.00 288.00 0.00 0.00 0.00 0.00 2.48 402.76 1821.60 0.72 27.36 288.00 0.00 0.00 0.00 0.00 2.48 402.76 1821.60 0.72 27.36 288.00 0.00 0.00 0.00 0.00 5.91 960.53 1821.60 2.18 82.86 288.00 0.00 0.00 0.00 0.00 5.91 960.53 1821.60 2.18 82.86 288.00 0.00 0.00 0.00 0.00 6.14 997.62 1821.60 2.24 85.38 288.00 0.00 0.00 0.00 0.00 6.14 997.62 1821.60 2.24 85.38 288.00 0.00 0.00 0.00 0.00 1.30 211.98 1821.60 0.38 14.40 288.00 0.00 0.00 0.00 0.00 1.30 211.98 1821.60 0.38 14.40 288.00 0.00 0.00 0.00 0.00 1.00 162.52 1821.60 0.29 11.04 288.00 0.00 0.00 0.00 0.00 1.00 162.52 1821.60 0.29 11.04 288.00 Max. '+' Dell Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.0811 4.243 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum +D+H +D+L+H +D+S+H +D+0.750L+0.750S+H +D+0.60W+H +D-0.60W+H +D+0.70E+H +D-0.70E+H +D+0.750 L+0.750 S+0.450 W+H +D+0.750L+0.750S-0.450W+H +D+0.750L+0.750S+0.5250E+H +D+0.750L+0.750S-0.5250E+H +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +0.60D+0.70E+0.60H +0.60D-0.70E+0.60H D Only L Only S Only W Only -W E Only E Only' -1.0 Support 1 Support 2 2.225 7.908 0.385 1.744 0.642 2.907 2.168 7.445 1.227 5.037 2.225 7.908 0.642 2.907 0.642 2.907 0.642 2.907 0.642 2.907 2.225 7.908 2.225 7.908 2.225 7.908 2.225 7.908 0.385 1.744 0.385 1.744 0.385 1.744 0.385 1.744 0.642 2.907 1.525 4.538 0.584 2.130 119 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam JoWs1ft161Zs1612030Crabtree Residence_pCohen1wo17020M70207_enercalctrib160809_s1612030.ec6 ENERCALC, INC.983.2017, Build:6.17.1.16, Ver.6.17.1.16 r.rr.. e` _ `_. e Description : 1-16 OVERTURNING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 i BC 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 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.3325) L(0.9975) S(0.4156) 4A 2 Span = 7.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0.3325, L = 0.9975, S = 0.4156 k @ 1.0 ft, (XR 2-13) Point Load : D=1.117, L = 2.236, S = 0.4287 k @ 7.0 ft, (XR 2-11) Point Load : D=1.997, L = 2.417, S =1.870 k @ 7.0 ft, (XL 2-11) Point Load: W =-0.8610, E = -2.110 k @ 7.0 ft, (2-11 L OT) Point Load: W=1.558, E = 3.817 k @ 7.0 ft, (2-11 R OT) Maximum Bending Stress Ratio = 0.7941 Maximum Shear Stress Ratio = 0.446 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 903.67psi fv : Actual = 80.22 psi FB : Allowable = 1,138.50psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.986ft 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 0.050 in Ratio = 1850>=360 Max Upward Transient Deflection -0.013 in Ratio = 7317>=360 Max Downward Total Deflection 0.088 in Ratio = 1059>=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 IN C i Cr Cm C t C L M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.345 0.148 0.90 1.100 1.00 1.15 1.00 1.00 1.00 2,17 353.30 1024.65 0.63 24.00 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.794 0.446 1.00 1.100 1.00 1.15 1.00 1.00 1.00 5.56 903.67 1138.50 2.11 80.22 180.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.468 0.224 1.15 1.100 1.00 1.15 1.00 1.00 1.00 3.77 612.56 1309.28 1.21 46.27 207.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 120 ProjectSound Structural Solutions S Engineer: Project ID: t waoa iseam�.�� ENERCALC, INC.1983.2017, Budd6.17.1.16, Vec6.17.1.16 Description : 1-16 OVERTURNING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C I- M fb Pb V fv Fv Length = 7.750 ft 1 0.734 0.400 1.15 1.100 1.00 1.15 1.00 1.00 1.00 5.91 960.53 1309.28 2.18 82.86 207.00 +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.219 0.089 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.46 399.25 1821.60 0.67 25.54 288.00 +D-0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.169 0.078 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.89 307.34 1821.60 0.59 22.46 288.00 +1.119D+0.910E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 It 1 0.311 0.113 1.60 1.100 1.00 1.15 1.00 1.00 1.00 3.48 566.04 1821.60 0.86 32.59 288.00 +1.119D-0.910E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.123 0.073 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.38 224.64 1821.60 0.55 21.13 288.00 +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 = 7.750 ft 1 0.546 0.292 1.60 1.100 1.00 1.15 1.00 1.00 1.00 6.12 994.99 1821.60 2.21 84.02 288.00 +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 = 7.750 ft 1 0.508 0.284 1.60 1.100 1.00 1.15 1.00 1.00 1.00 5.70 926.06 1821.60 2.14 81.70 288.00 +1.089D+0.750L+0.750S+0.6825E+ 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.615 0.310 1.60 1.100 1.00 1.15 1.00 1.00 1.00 6.89 1,120.09 1821.60 2.34 89.30 288.00 +1.0891)+0.750L+0.750S-0.6825E+ 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.474 0.280 1.60 1.100 1.00 1.15 1.00 1.00 1.00 5.32 864.03 1821.60 2.12 80.71 288.00 +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 = 7.750 ft 1 0.142 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.59 257.94 1821.60 0.42 15.94 288.00 +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 = 7.750 ft 1 0.091 0.045 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.02 166.02 1821.60 0.34 12.86 288.00 +0.4810D+0.910E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 It 1 0.187 0.060 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2,10 340.64 1821.60 0.45 17.27 288.00 +0.4810D-0.910E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.014 0.020 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.16 25.25 1821.60 0.15 5.82 288.00 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 0.0878 4.271 0.0000 0.000 Vertical Reactions Suppert notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.311 8.717 Overall MINimum -0.067 -0.630 +D+H 0.642 2.907 +D+L+H 2.168 7.445 +D+S+H 1.227 5.037 +D+0.750L+0.750S+H 2.225 7.908 +D+0.60W+H 0.683 3.285 +D-0.60W+H 0.602 2.529 +D+0.70E+H 0.758 3.986 +D-0.70E+H 0.527 1.828 +D+0.750L+0.750S+0.450W+H 2.255 8.191 +0+0.750L+0.750S-0.450W+H 2.194 7.624 +D+0.750L+0.750S+0.5250E+H 2.311 8.717 +D+0.750L+0.750S-0.5250E+H 2.138 7.098 +0.60D+0.60W+0.60H 0.426 2.122 +0.60D-0.60W+0.60H 0.345 1.367 +0.60D+0.70E+0.60H 0.501 2.824 +0.60D-0.70E+0.60H 0.270 0.665 D Only 0.642 2.907 L Only 1.525 4.538 S Only 0.584 2.130 W Only 0.067 0.630 -W -0.067 -0.630 E Only 0.165 1.542 E Only * -1.0 -0.165 -1.542 121 Project ID: IVA Its3 11 Description : 1-17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1BC 2015 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi 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(0.2893) L(0.8678) S(0.3616) D(0.0133) U0.0532 i I i I 2-2x12 I I Span = 7.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0,2893, L = 0.8678, S = 0.3616 k @ 1.750 ft, (XR 2-14) DESIGN SUMMARYT Maximum Bending Stress Ratio = 0.404 1 Maximum Shear Stress Ratio = 0.285 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 363.40psi fv : Actual = 51.27 psi FB : Allowable = 900.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.754ft 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 0.024 in Ratio = 3865>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 2957>=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 fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.108 0.076 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.46 87.54 810.00 0.28 12.24 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.404 0.285 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.92 363.40 900.00 1.15 51.27 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.174 0.119 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.95 180.39 1035.00 0.56 24.69 207.00 +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 = 7.750 ft 1 0.352 0.246 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.92 364.07 1035.00 1.14 50.84 207.00 +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 = 7.750 it 1 0.061 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 87.54 1440.00 0.28 12.24 288.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 122 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam Jobsls161s1621s1612030CrabtreeResidence_AlCohen1wo1702011170207 enercalc trib 160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description : 1-17 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 7.750 ft 1 0.061 0.043 1.60 1.000 +1.140D+0.70E+H 1.000 Length = 7.750 ft 1 0.069 0.048 1.60 1.000 +1.140D-0.70E+H 1.000 Length = 7.750 ft 1 0.069 0.048 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length = 7.750 ft 1 0.253 0.177 1.60 1.000 +D+0.750L+0.750S-0.450W+H 1.000 Length = 7.750 ft 1 0.253 0.177 1.60 1.000 +1.105D+0.750L+0.750S+0.5250E+ 1.000 Length = 7.750 ft 1 0.259 0.181 1.60 1.000 +1.105D+0.750L+0.750S-0.5250E+ 1.000 Length = 7.750 ft 1 0.259 0.181 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 7.750 ft 1 0.036 0.026 1.60 1.000 +0.60D-0.60W+0.60H 1.000 Length = 7.750 ft 1 0.036 0.026 1.60 1.000 +0.460D+0.70E+0.60H 1.000 Length = 7.750 ft 1 0.028 0.020 1.60 1.000 +0.460D-0.70E+0.60H 1.000 Length = 7.750 ft 1 0.028 0.020 1.60 1.000 Overall Maximum Deflections Ci Cr Cm C t CL Moment Values M fb Pb V Shear Values N F'v 1.00 1.00 1.00 1.00 1.00 0.46 87.54 1440.00 0.28 12.24 288.00 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 0.53 99.80 1440.00 0.31 13.96 288.00 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 0.53 99.80 1440.00 0.31 13.96 288.00 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 1.92 364.07 1440.00 1.14 50.84 288.00 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 1.92 364.07 1440.00 1.14 50.84 288.00 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 1.97 373.26 1440.00 1.17 52.13 288.00 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 1.97 373.26 1440.00 1.17 52.13 288.00 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 0.28 52.52 1440.00 0.17 7.35 288.00 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 0.28 52.52 1440.00 0.17 7.35 288.00 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 0.21 40.27 1440.00 0.13 5.63 288.00 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 0.21 40.27 1440.00 0.13 5.63 288.00 Load Combination Span Max.' ' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L+H 1 0.0314 3.564 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum +D+H +D+L+H +D+S+H +D+0.750L+0.750S+H +D+0.60W+H +D-0.60W+H +D+0.70E+H +D-0.70E+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S-0.450W+H +0+0.750L+0.750S+0.5250E+H +D+0.750L+0.750S-0.5250E+H +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +0.60D+0.70E+0.60H +0.60D-0.70E+0.60H D Only L Only S Only W Only -W E Only E Only * -1.0 Support1 Support 0.165 0.070 0.276 0.117 1.154 0.519 0.555 0.199 1.144 0.480 0.276 0.117 0.276 0.117 0.276 0.117 0.276 0.117 1.144 0.480 1.144 0.480 1.144 0.480 1.144 0.480 0.165 0.070 0.165 0.070 0.165 0.070 0.165 0.070 0.276 0.117 0.878 0.402 0.280 0.082 123 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr. Vilt�Od BE31t11 JobsW61s16121s1612030Crabtree ResidenceAICohenlwo1702011170207_enerralctrib160809_s1612D30:ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Description : 1-18 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Pill 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.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1701) U0.4294) ♦ ) S(0.081B®.907) L(4.538) S(2.13) 5.5X24 Span = 22.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 14.0 ft, Tributary Width = 5.50 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 10.0 ft, Tributary Width = 3.750 ft, (FLOOR) Uniform Load : D = 0.08573, L = 0.2739, S = 0.02813 k/ft, Extent =10.0 -» 22.833 ft, Tributary Width =1.0 ft, (XR 1-15) Uniform Load : D = 0.1701, L = 0,4294 k/ft, Extent =14.0 ->> 22.833 ft, Tritutary Width =1.0 ft, (XL 1-13) Point Load : D = 0.1169, L = 0.4021, S = 0.08165 k @ 6.50 ft, (XR 1-17) Point Load : D = 2.907, L = 4.538, S = 2.130 k @ 10.0 ft, (XR 1-16) Maximum Bending Stress Ratio = 0.878 1 Maximum Shear Stress Ratio = 0.540 :1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb : Actual = 1,935.61 psi fv : Actual = 143.05 psi FB : Allowable = 2,204.99psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 22.833ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.455 in Ratio = 601 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.652 in Ratio = 420>=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 C, C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.302 0.173 0.90 0.919 1.00 1.00 1.00 1.00 1.00 26.41 600.14 1984.49 3.63 41.22 238.50 +D+L 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.878 0.540 1.00 0.919 1.00 1.00 1.00 1.00 1.00 85.17 1,935.61 2204.99 12.59 143.05 265.00 +D+S 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 it 1 0.356 0.181 1.15 0.919 1.00 1.00 1.00 1.00 1.00 39.69 902.05 2535.74 4.84 55.04 304.75 124 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam JoWsMs16121s1612030 Crabtree Residence Al Cohenlwo 1702011170207 enercalc trib 160809_ s%12030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6A7.1,16 Description : 1-18 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C IN C i Cr Cm C t C L M fb Fb V fv Fv +D+0.750L+0.750S 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.721 0.420 1.15 0.919 1.00 1.00 1.00 1.00 1.00 80.44 1,828.18 2535.74 11.26 127.96 304.75 +1.140D 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.194 0.111 1.60 0.919 1.00 1.00 1.00 1.00 1.00 30.10 684.16 3527.99 4.14 46.99 424.00 +1.105D+0.750L+0.750S 0.919 1.00 1.00 i.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.536 0.312 1.60 0.919 1.00 1.00 1.00 1.00 1.00 83.21 1,891.19 3527.99 11.64 132.28 424.00 +0.60D 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.102 0.058 1.60 0.919 1.00 1.00 1.00 1.00 1.00 15.84 360.09 3527.99 2.18 24.73 424.00 +0.460D 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.078 0.045 1.60 0.919 1.00 1.00 1.00 1.00 1.00 12.15 276.07 3527.99 1.67 18.96 424.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. W Defl Location in Span +D+L 1 0.6516 11.417 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.011 12.589 Overall MINimum 1.357 1.216 D Only 3.144 3.627 +D+L 11.011 12.589 +D+S 4.501 4.843 +D+0.750L+0.750S 10.062 11.260 +0.60D 1.886 2.176 L Only 7.867 8.961 S Only 1.357 1.216 125 ProjectSound Structural Solutions 01 E Project ID: ZrA a1' gProject c ` �A r; Description : 1-18 OVERTURNING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend -yy 850.Oksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1701) MA294 D(0.08573) L(0.2739) S(0.02813) D(U°6pp 1 9 L pp (�.�5)4125� 3 021) S(0.00J5P �HWS@_3) ♦ ♦ I 375� D(o.055) L10.22) I i i 5.5x24 � Span = 22.833 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 14.0 ft, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 10.0 ft, Tributary Width = 3.750 ft, (FLOOR) Uniform Load : D = 0.08573, L = 0.2739, S = 0.02813 k/ft, Extent =10.0 ->>22.833 ft, Tributary Width =1.0 ft, (XR 1-15) Uniform Load : D = 0.1701, L = 0.4294 k/ft, Extent =14.0 ->>22.833 ft, Tributary Width =1.0 ft, (XL 1-13) Point Load : D = 0.1169, L = 0.4021, S = 0.08165 k @ 6.50 ft, (XR 1-17) Point Load : D = 2.907, L = 4.538, S = 2.130 k @ 10.0 ft, (XR 1-16) Point Load : W = 0.6295, E =1.542 k @ 10.0 ft, (XR 1-16 OT) DESIGN SUMMARY EM� Maximum Bending Stress Ratio = 0.878 1 Maximum Shear Stress Ratio = 0.540 :1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb : Actual = 1,935.61 psi fv : Actual = 143.05 psi FB : Allowable = 2,204.99psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 22.833ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.455 in Ratio = 601 >=360 Max Upward Transient Deflection -0.057 in Ratio = 4798 >=360 Max Downward Total Deflection 0.652 in Ratio = 420>=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.302 0.173 0.90 0.919 1.00 1.00 1.00 1.00 1.00 26.41 600.14 1984.49 3.63 41.22 238.50 +D+L 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.878 0.540 1.00 0.919 1.00 1.00 1.00 1.00 1.00 85.17 1,935.61 2204.99 12.59 143.05 265.00 +D+S 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 126 Sound Structural Solutions Project Title: Engineer: Project ID: 5;S8 Project Descr. ��©CI Beam Jobsts161s16121si612030 Crabtree Residence_AI Cohefto 1702011170207 enercalc trib 160809_s1612030.ec6 ENERCALC, INC.1983 2017, Build:6.17.1.16, Ver:6.17:1.16 Description : 1-18 OVERTURNING 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 Length = 22.833 ft 1 0.356 0.181 1.15 0.919 1.00 1.00 1.00 1.00 1.00 39.69 902.05 2535.74 4.84 55.04 304.75 +D+0.750L+0.750S 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.721 0.420 1.15 0.919 1.00 1.00 1.00 1.00 1.00 80.44 1,828.18 2535.74 11.26 127.96 304.75 +D+0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.184 0.102 1.60 0.919 1.00 1.00 1.00 1.00 1.00 28.53 648.39 3527.99 3.79 43.10 424.00 +D-0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.156 0.093 1.60 0.919 1.00 1.00 1.00 1.00 1.00 24.28 551.90 3527.99 3.46 39.34 424.00 +1.119D+0.910E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.241 0.125 1.60 0.919 1.00 1.00 1.00 1.00 1.00 37.44 850.80 3527.99 4.67 53.11 424.00 +1.119D-0.910E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 It 1 0.140 0.092 1.60 0.919 1.00 1.00 1.00 1.00 1.00 21.66 492.32 3527.99 3.44 39.14 424.00 +D+0.750L40.75OS40.45OW 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.528 0.305 1.60 0.919 1.00 1.00 1.00 1.00 1.00 82.03 1,864.36 3527.99 11.38 129.36 424.00 +D+0.750L+0.750S-0.450W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 It 1 0.508 0.298 1.60 0.919 1.00 1.00 1.00 1.00 1.00 78.85 1,791.99 3527.99 11.14 126.55 424.00 +1.089D+0.750L+0.750S+0.6825E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.571 0.323 1.60 0.919 1.00 1.00 1.00 1.00 1.00 88.71 2,016.17 3527.99 12.04 136.87 424.00 +1.089D+0.750L+0.750S-0.6825E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.495 0.298 1.60 0.919 1.00 1.00 1.00 1.00 1.00 76,88 1,747.31 3527.99 11.12 126.40 424.00 +0.60D+0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.116 0.063 1.60 0.919 1.00 1.00 1.00 1.00 1.00 17.97 408.33 3527.99 2.34 26.61 424.00 +0.60D-0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.088 0.054 1.60 0.919 1.00 1.00 1.00 1.00 1.00 13.72 311.84 3527.99 2.01 22.85 424.00 +0.4810D+0.910E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.133 0.063 1.60 0.919 1.00 1.00 1.00 1.00 1.00 20.59 467.91 3527.99 2.36 26.81 424.00 +0.4810D-0.910E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.033 0.030 1.60 0.919 1.00 1.00 1.00 1.00 1.00 5.20 118.11 3527.99 1.13 12.84 424.00 Overall Maximum Deflections Load Combination Span Max.' ' Defl Location in Span Load Combination Max. "+' Defl Location in Span +D+L 1 0.6516 11.417 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.011 12.589 Overall MINimum -0.354 -0.276 D Only 3.144 3.627 +D+L 11.011 12.589 +D+S 4.501 4.843 +D+0.750L+0.750S 10.062 11.260 +D+0.60W 3.356 3.793 +D-0.60W 2.932 3.462 +D+0.70E 3.751 4.100 +D-0.70E 2.537 3.155 +0+0.750L+0.750S+0.450W 10.221 11.384 +D+0.750L+0.750S-0.450W 9.903 11.136 +D+0.750L+0.750S+0.5250E 10.517 11.615 +D+0.750L+0.750S-0.5250E 9.607 10.905 +0.60D+0.60W 2.099 2.342 +0.60D-0.60W 1.674 2.011 +0.60D+0.70E 2.493 2.649 +0.60D-0.70E 1.280 1.704 L Only 7.867 8.961 S Only 1.357 1.216 W Only 0.354 0.276 -W -0.354 -0.276 E Only 0.867 0.675 E Only' -1.0 -0.867 -0.675 127 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: WCiOCI Beam Jobs%s161s161Zs1612030 Crabtree Residence AI Cohen\wo 1702011170207_enercalc Crib 160809_s1612030:ec6 ENERGALC, INC. 1983 2017, Build:6.17.1.16, Ver.6.17.1.16 Description : 1-19 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1BC2015 Fb -Compr 900.0psi Ebend-xx 1,600.Oksi Fc - PHI 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 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.175) =05) S(0.2188) 2x12 Span = 10.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0.1750, L = 0.5250, S = 0.2188 k @ 9.0 ft, (ROOF DECK Point Load: D = 0.090 k @ 9.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.60a 1 Maximum Shear Stress Ratio = 0.511 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 544.94psi fv : Actual = 91.95 psi FB : Allowable = 900.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.584ft Location of maximum on span = 10.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio = 1693 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.097 in Ratio = 1262 >=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 C, C t C L M fb Fb V iv F'v +D+H 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.178 0.165 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 143.95 810.00 0.30 26.74 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.605 0.511 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.44 544.94 900.00 1.03 91.95 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 it 1 0.222 0.212 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.61 229.70 1035.00 0.49 43.82 207.00 +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 =10.250 it 1 0.479 0.427 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.31 495.91 1035.00 1.00 88.46 207.00 +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 =10.250 it 1 0.100 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 143.95 1440.00 0.30 26.74 288.00 128 Sound Structural Solutions •. ject Title: Engineer: Project ID: t,t Project Descr. I PIN Description : 1-19 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +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 =10.250 ft 1 0.100 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 143.95 1440.00 0.30 26.74 288.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.114 0.106 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 164.10 1440.00 0.34 30.49 288.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.114 0.106 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 164.10 1440.00 0.34 30.49 288.00 +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 =10.250 ft 1 0.344 0.307 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.31 495.91 1440.00 1.00 88.46 288.00 +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 =10.250 ft 1 0.344 0.307 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.31 495.91 1440.00 1.00 88.46 288.00 +1.105D+0.750L+0.750S+0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.355 0.317 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.35 510.95 1440.00 1.03 91.27 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.355 0.317 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.35 510.95 1440.00 1.03 91.27 288.00 +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 =10.250 ft 1 0.060 0.056 1.60 1.000 1.00 1.00 '.00 1.00 1.00 0.23 86.37 1440.00 0.18 16.05 288.00 +0.60D-0.60W+0.6011 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.250 ft 1 0.060 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 86.37 1440.00 0.18 16.05 288.00 +0.460D+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 =10.250 ft 1 0.046 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 66.22 1440.00 0.14 12.30 288.00 +0.460D-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 =10.250 ft 1 0.046 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 66.22 1440.00 0.14 12.30 288.00 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. "+' Dell Location in Span +D+L+H 1 0.0974 5.424 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum +D+H +D+L+H +D+S+H +0+0.750L+0.750S+H +D+0.60W+H +D-0.60W+H +D+0.70E+H +D-0.70E+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S-0.450W+H +D+0.750L+0.750S+0.5250E+H +D+0.750L+0.750S-0.5250E+H +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +0.60D+0.70E+0.60H +0.60D-0.70E+0.60H D Only L Only S Only W Only -W E Only E Only' -1.0 Support 1 Support 2 0.437 1.034 0.027 0.181 0.100 0.301 0.437 1.034 0.127 0.493 0.373 0.995 0.100 0.301 0.100 0.301 0.100 0.301 0.100 0.301 0.373 0.995 0.373 0.995 0.373 0.995 0.373 0.995 0.060 0.181 0.060 0.181 0.060 0.181 0.060 0.181 0.100 0.301 0.337 0.734 0.027 0.192 129 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 900.0psi Ebend-xx 1,600.Oksi 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 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0. e D(0.01) L(0.04) 0.65) 2-2x12 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040, Tributary Width =1.0 ft, (FLOOR) Point Load: D = 0.520, L=1.040, S = 0.650 k @ 0.50 ft, (XL 2-15) Point Load : D = 0.520, L=1.040, S = 0.650 k @ 8.50 ft, (XR 2-15) Maximum Bending Stress Ratio = 0.46a 1 Maximum Shear Stress Ratio = 0.541 :1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 416.71 psi fv : Actual = 97.33 psi FB : Allowable = 900.00psi 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 = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 4083>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.061 in Ratio = 1758 >=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 = 9.0 ft 1 0.298 0.266 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.27 241.30 810.00 0.97 43.11 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.463 0.541 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.20 416.71 900.00 2.19 97.33 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.293 0.348 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.60 302.93 1035.00 1.62 72.00 207.00 +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 = 9.0 ft 1 0.405 0.509 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.21 419.08 1035.00 2.37 105.44 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 130 Sound Structural Solutions Project Title: Engineer: Project ID: S88 Project Descr: Wood BeamJDbs%s161s161As1612030CrabtreeResidence -Al Cohen1wo1702011170207_enercatctrib160809_s1612030.ec6 ENERCALC, INC.1963-2017, Buld:6.17.1.16, Ver.6.171. 6 Description : 1-20 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 Length = 9.0 ft 1 0.168 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.27 241.30 1440.00 0.97 43.11 288.00 +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 = 9.0 It 1 0.168 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.27 241.30 1440.00 0.97 43.11 288.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.191 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 275.09 1440.00 1.11 49.15 288.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.191 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 275.09 1440.00 1.11 49.15 288.00 +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 = 9.0 ft 1 0.291 0.366 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 419.08 1440.00 2.37 105.44 288.00 +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 = 9.0 It 1 0.291 0.366 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 419.08 1440.00 2.37 105.44 288.00 +1.105D+0.750L+0.750S+0.5250E4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.309 0.382 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 444.42 1440.00 2.47 109.97 288.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.309 0.382 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 444.42 1440.00 2.47 109.97 288.00 +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 = 9.0 ft 1 0.101 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.76 144.78 1440.00 0.58 25.87 288.00 +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 = 9.0 ft 1 0.101 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.76 144.78 1440.00 0.58 25.87 288.00 +0.460D+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 = 9.0 It 1 0.077 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 111.00 1440.00 0.45 19.83 288.00 +0.460D-0.7OE40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.077 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 111.00 1440.00 0.45 19.83 288.00 Overall Maximum Deflections Load Combination Span Max. "' Defl Location in Span Load Combination Max. '+' Dell Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.0614 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 2.373 2.373 Overall MINimum 0.582 0.582 +D+H 0.970 0.970 +D+L+H 2.190 2.190 +D+S+H 1.620 1.620 +D+0.750L+0.750S+H 2.373 2.373 +D+0.60W+H 0.970 0.970 +0-0.60W+H 0.970 0.970 +D+0.70E+H 0.970 0.970 +D-0.70E+H 0.970 0.970 +D+0.750L+0.750S40.450W+H 2.373 2.373 +D+0.750L+0.750S-0.450W+H 2.373 2.373 +D+0.750L+0.750S40.5250E+H 2.373 2.373 +0+0.750L+0.750S-0.5250E+H 2.373 2.373 +0.601)+0.60W+0.601-1 0.582 0.582 +0.60D-0.60W40.601-1 0.582 0.582 +0.60D+0.70E40.60H 0.582 0.582 +0.60D-0.70E+0.60H 0.582 0.582 D Only 0.970 0.970 L Only 1.220 1.220 S Only 0.650 0.650 W Only -W E Only E Only' -1.0 131 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 t BC 2015 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fe - 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 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.97) L( �� D(0.123) L(0.3691) 1(0.1538) D 0.09) D(0.0067 L(0.0268) I i i I i i 2-2x12 2-2x12 Span = 1.50 ft Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 0.970, L=1.220, S = 0.650 k @ 0.0 ft, (XL 1-20) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 0.1230, L = 0.3691, S = 0.1538 k @ 9.750 ft, (XL 2-14) Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio = 0.586 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 649.28 psi fv : Actual = 105.57 psi FB : Allowable = 900.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 1456 >=360 Max Upward Transient Deflection -0.021 in Ratio = 6317>=360 Max Downward Total Deflection 0.058 in Ratio = 622>=240. Max Upward Total Deflection -0.060 in Ratio = 2194>=240. 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 Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.366 0.306 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.56 296.54 810.00 1.12 49.56 162.00 Length =11.0 ft 2 0.366 0.306 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.56 296.54 810.00 0.19 49.56 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 It 1 0.721 0.586 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.42 649.28 900.00 2.38 105.57 180.00 Length =11.0 ft 2 0.721 0.586 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.42 649.28 900.00 0.55 105.57 180.00 132 Project Title: Engineer: Project Descr: Description : 1-21 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b -"J+0+n Length =1.50 ft 1 0.465 0.379 Length =11.0 ft 2 0.465 0.379 +D+0.750L+0.750S+H Length =1.50 ft 1 0.676 0.547 Length =11.0 ft 2 0.676 0.547 +D+0.60W+H Length =1.50 ft 1 0.206 0.172 Length =11.0 ft 2 0.206 0.172 +D-0.60W+H Length =1.50 ft 1 0.206 0.172 Length =11.0 ft 2 0.206 0.172 +1.140D40.70E+H Length =1.50 ft 1 0.235 0.196 Length =11.0 ft 2 0.235 0.196 +1.140D-0.70E+H Length =1.50 ft 1 0.235 0.196 Length =11.0 ft 2 0.235 0.196 +D40.750L40.75OS40.450W+H Length =1.50 ft 1 0.486 0.393 Length=11.0 ft 2 0.486 0.393 +D+0.750L+0.750S-0.450W+H Length =1.50 ft 1 0.486 0.393 Length =11.0 ft 2 0.486 0.393 +1.105D+0.750L+0.750S+0.5250E+ Length =1.50 ft 1 0.508 0.411 Length =11.0 ft 2 0.508 0.411 +1.105D+0.750L+0.750S-0.5250E+ Length =1.50 ft 1 0.508 0.411 Length =11.0 ft 2 0.508 0.411 +0.60D+0.60W+0.60H Length =1.50 ft 1 0.124 0.103 Length =11.0 ft 2 0.124 0.103 +0.60D-0.60W+0.60H Length =1.50 ft 1 0.124 0.103 Length = 11.0 ft 2 0.124 0.103 +0.460D+0.70E+0.60H Length =1.50 ft 1 0.095 0.079 Length =11.0 ft 2 0.095 0.079 +0.460D-0.70E+0.60H Length =1.50 ft 1 0.095 0.079 Length =11.0 ft 2 0.095 0.079 Overall Maximum Deflections Project ID: Ic trib 1 Shear Values V fv F'v 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.54 481.43 1035.00 1.77 78.45 207.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.54 481.43 1035.00 0.30 78.45 207.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.69 699.76 1035.00 2.55 113.23 207.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.69 699.76 1035.00 0.54 113.23 207.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.56 296.54 1440.00 1.12 49.56 288.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.56 296.54 1440.00 0.19 49.56 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.56 296.54 1440.00 1.12 49.56 288.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.56 296.54 1440.00 0.19 49.56 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.78 338.06 1440.00 1.27 56.50 288.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.78 338.06 1440.00 0.22 56.50 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.78 338.06 1440.00 1.27 56.50 288.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 1.78 338.06 1440.00 0.22 56.50 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 3.69 699.76 1440.00 2.55 113.23 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 699.76 1440.00 0.54 113.23 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 699.76 1440.00 2.55 113.23 288.00 1.60 1.000 1.00 1.00 '.00 1.00 1.00 3.69 699.76 1440.00 0.54 113.23 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 730.90 1440.00 2.66 118.43 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 730.90 1440.00 0.56 118.43 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 730.90 1440.00 2.66 118.43 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 730.90 1440.00 0.56 118.43 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 177.92 1440.00 0.67 29.73 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 177.92 1440.00 0.12 29.73 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 177.92 1440.00 0.67 29.73 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 177.92 1440.00 0.12 29.73 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.41 1440.00 0.51 22.80 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.41 1440.00 0.09 22.80 288.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.41 1440.00 0.51 22.80 288.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.41 1440.00 0.09 22.80 288.00 Load Combination Span Max. "2 Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.0579 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.5250E+H-0.0602 4.117 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support3 Overall MAXimum 3.089 0.309 Overall MlNimum 0.756 0.002 +D+H 1.308 0.004 +D+L+H 2.927 0.309 +D+S+H 2.064 0.051 +D+0.750L+0.750S+H 3.089 0.269 +D+0.60W+H 1.308 0.004 +D-0.60W+H 1.308 0.004 +D+0.70E+H 1.308 0.004 +D-0.70E+H 1.308 0.004 133 Sound Structural Solutions Project Title: 71 Engineer: Project ID: Project Descr: Wo ©� BeamJobsts161s1612ts1612030 Crabtree Residence AI Cohen\wo 1702011170207_enercalc Crib 160809_ s1612030.ec6 ENERCALC, INC. 1983-2017,Build:6.17.1.16, Ver:6.17.1.16 Description : 1-21 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+0.450W+H 3.089 0.269 +D+0.750L+0.750S-0.450W+H 3.089 0.269 +D+0.750L+0.750S+0.5250E+H 3.089 0.269 +D+0.750L+0.7505-0.5250E+H 3.089 0.269 +0.60D+0.60W+0.60H 0.785 0.002 +0.60D-0.60W+0.60H 0.785 0.002 +0.60D+0.70E+0.60H 0.785 0.002 +0.60D-0.70E+0.60H 0.785 0.002 D Only 1.308 0.004 L Only 1.619 0.305 S Only 0.756 0.048 W Only -W E Only E Only' -1.0 134 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: ��� Beam Jobsls161s16121s1612030 Crabtree Residenoa AI Cohefto 1702011170207_enercalc trib 160809_ s1612030.ec6 ENERCALC: INC. 1983-2017. Build:6.17.1.16: Ver:6.17.1.16 Description : 1-22 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - Prll 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.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.2823) U0.6634) SM.1906) L(1.525)S(0.5844) D(0.00371) L(0.3055)S(0.04769) D(0.0525) L(0.21) 5.5x22.5 Span = 2->.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 7.0 ->> 22.830 ft, Tributar/ Width = 5.250 ft, (FLOOR) Uniform Load : D = 0.3008, L = 0.7336, S = 0.1921 k/ft, Extent = 0.0 -» 7.Oft, Tributary Width =1.0 ft, (XR 1-19) Point Load: D = 0.2755, L = 0.8780, S = 0.250 k @ 7.0 ft, (XL 1-17) Point Load : D = 0.6425, L=1.525, S = 0.5844 k @ 11.0 ft, (XL 1-16) Uniform Load : D = 0.2823, L = 0.6634, S = 0.1906 k/ft, Extent =11.0 ->>22.830 ft, Tributary Width =1.0 ft, (XL 1-15) Point Load : D = 0.003710, L = 0.3055, S = 0.04769 k @ 16.0 ft, (XR 1-21) Point Load : D = 0.003710, L = 0.3055, S = 0.04769 k @ 7.0 ft, (XR 1-21) Maximum Bending Stress Ratio = 0.90R 1 Maximum Shear Stress Ratio = 0.632 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb : Actual = 2,009.01 psi fv : Actual = 167.56 psi FB : Allowable = 2,219.30psi Fv : Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.665ft Location of maximum on span = 22.830 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.564 in Ratio = 485>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.770 in Ratio = 355>=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 C m C t C L D Only Length = 22.830 ft 1 0.270 0.190 0.90 0.925 1.00 1.00 1.00 1.00 1.00 +D+L 0.925 1.00 1.00 1.00 1.00 1.00 Length = 22.830 ft 1 0.905 0.632 1.00 0.925 1.00 1.00 1.00 1.00 1.00 +D+S 0.925 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Fb V fv F'v 0.00 0.00 0.00 0.00 20.85 539.15 1997.37 3.74 45.31 238.50 0.00 0.00 0.00 0.00 77.69 2,009.01 2219.30 13.82 167.56 265.00 0.00 0.00 0.00 0.00 135 Length = 22.830 ft 1 0.347 0.239 1.15 0.925 1.00 1.00 1.00 1.00 1.00 34.26 886.00 2552.19 6.02 72.98 304.75 +D+0.750L+0.750S 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.745 0.518 1.15 0.925 1.00 1.00 1.00 1.00 1.00 73.54 1,901.60 2552.19 13.01 157.75 304.75 A140D 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.173 0.122 1.60 0.925 1.00 1.00 1.00 1.00 1.00 23.77 614.63 3550.88 4.26 51.65 424.00 +1.105D+0.750L+0.750S 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.551 0.383 1.60 0.925 1.00 1.00 1.00 1.00 1.00 75.73 1,958.21 3550.88 13.41 162.51 424.00 +0.601) 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.091 0.064 1.60 0.925 1.00 1.00 1.00 1.00 1.00 12.51 323.49 3550.88 2.24 27.18 424.00 +0.460D 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.070 0.049 1.60 0.925 1.00 1.00 1.00 1.00 1.00 9.59 248.01 3550.88 1.72 20.84 424.00 Overall Maximum Deflections Load Combination Span Max.' 'Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 0.7703 11.582 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.700 13.823 Overall MINimum 2.078 2.243 D Only 3.464 3.738 +D+L 12.700 13.823 +D+S 5.710 6.021 +D+0.750L+0.750S 12.076 13.014 +0.60D 2.078 2.243 L Only 9.236 10.085 S Only 2.246 2.283 136 Project Title: Engineer: Project Descr: Project ID: 1983-2017. Build:6.17.1.16, Ver:6.17.1.16 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 iBC2015 Fb -Compr 1,850.0psi Ebend-xx 1,800.Oksi 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 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional budding S(0.5844) D(b.00371) L(0.3055) 8(0.04769) 5.5x22.5 Span = 22.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 7.0 ->> 22.830 ft, Tributary Width = 5.250 ft, (FLOOR) Uniform Load: D = 0.3008, L = 0.7336, S = 0.1921 k/ft, Extent = 0.0 ->> 7.0 ft, Tributary Width =1.0 ft, (XR 1-19) Point Load : D = 0.2755, L = 0.8780, S = 0.250 k @ 7.0 ft, (XL 1-17) Point Load : D = 0.6425, L=1.525, S = 0.5844 k @ 11.0 ft, (XL 1-16) Uniform Load : D = 0.2823, L = 0.6634, S = 0.1906 k/ft, Extent =11.0 ->>22.830 ft, Tributary Width =1.0 ft, (XL 1-15) Point Load : D = 0.003710, L = 0.3055, S = 0.04769 k @ 16.0 ft, (XR 1-21) Point Load : D = 0.003710, L = 0.3055, S = 0.04769 k @ 7.0 ft, (XR 1-21) Point Load : W = 0.06745, E = 0.1652 k @ 10.0 ft, (XL 1-16) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.905: 1 Maximum Shear Stress Ratio = 0.632 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb : Actual = 2,009.01 psi fv : Actual = 167.56 psi FB : Allowable = 2,219.30psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.665ft Location of maximum on span = 22.830 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.564 in Ratio = 485 >=360 Max Upward Transient Deflection -0.007 in Ratio = 36916>=360 Max Downward Total Deflection 0.770 in Ratio = 355>=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 Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.270 0.190 0.90 0.925 1.00 1.00 1.00 1.00 1.00 20.85 539.15 1997.37 3.74 45.31 238.50 +D+L 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.905 0.632 1.00 0.925 1.00 1.00 1.00 1.00 1.00 77.69 2,009.01 2219.30 13.82 167.56 265.00 137 Sound Structural Solutions Project Title: Engineer: Project ID: Protect Descr: JobMs16ts16121s1612030 Crabtree Residence Cohen1wo 1702011170207_enercalc Crib 160809_ 0612030.ec6 Wood Beam _Al ENERCALC, INC.1983.2017, Build:6.17.1.16, Vec6.17.1.16` Description : 1-22 OVERTURNING 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 Pv +D+S 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 it 1 0.347 0.239 1.15 0.925 1.00 1.00 1.00 1.00 1.00 34.26 886.00 2552.19 6.02 72.98 304.75 +D+0.750L+0.750S 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.745 0.518 1.15 0.925 1.00 1.00 1.00 1.00 1.00 73.54 1,901.60 2552.19 13.01 157.75 304.75 +D+O.60W 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.153 0.107 1.60 0.925 1.00 1.00 1.00 1.00 1.00 21.05 544.26 3550.88 3.76 45.52 424.00 +D-0.60W 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.150 0.106 1.60 0.925 1.00 1.00 1.00 1.00 1.00 20.65 534.04 3550.88 3.72 45.09 424.00 +1.140D+0.70E 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.177 0.123 1.60 0.925 1.00 1.00 1.00 1.00 1.00 24.34 629.32 3550.88 4.31 52.26 424.00 +1.140D-0.70E 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.169 0.120 1.60 0.925 1.00 1.00 1.00 1.00 1.00 23.21 600.10 3550.88 4.21 51.04 424.00 +D+0.750L+0.750S+0.450W 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 It 1 0.537 0.372 1.60 0.925 1.00 1.00 1.00 1.00 1.00 73.69 1,905.47 3550.88 13.03 157.91 424.00 +D+0.750L+0.750S-0.450W 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 It 1 0.534 0.372 1.60 0.925 1.00 1.00 1.00 1.00 1.00 73.39 1,897.73 3550.88 13.00 157.59 424.00 +1.105D+0.750L+0.750S+0.5250E 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 It 1 0.555 0.384 1.60 0.925 1.00 1.00 1.00 1.00 1.00 76.15 1,969.26 3550.88 13.44 162.97 424.00 +1.105D+0.750L+0.750S-0.5250E 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.548 0.382 1.60 0.925 1.00 1.00 1.00 1.00 1.00 75.30 1,947.16 3550.88 13.37 162.05 424.00 +0.60D+0.60W 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.093 0.065 1.60 0.925 1.00 1.00 1.00 1.00 1.00 12.71 328.62 3550.88 2.26 27.40 424.00 +0.60D-0.60W 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.090 0.064 1.60 0.925 1.00 1.00 1.00 1.00 1.00 12.31 318.39 3550.88 2.23 26.97 424.00 +0.460D+0.70E 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.074 0.051 1.60 0.925 1.00 1.00 1.00 1.00 1.00 10.16 262.83 3550.88 1.77 21.46 424.00 +0.460D-0.70E 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 it 1 0.066 0.048 1.60 0.925 1.00 1.00 1.00 1.00 1.00 9.03 233.61 3550.88 1.67 20.23 424.00 Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 0.7703 11.582 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.700 13.823 Overall MINimum -0.038 -0.030 D Only 3.464 3.738 +D+L 12.700 13.823 +D+S 5.710 6.021 +D+0.750L+0.750S 12.076 13.014 +D+0.60W 3.487 3.756 +D-0.60W 3.441 3.720 +D+0.70E 3,529 3.789 +D-0.70E 3.399 3.687 +D+0.750L+0.750S+0.450W 12.093 13.028 +D+0.750L+0.750S-0.450W 12.058 13.001 +D+0.750L+0.750S+0.5250E 12.124 13.052 +D+0.750L+0.750S-0.5250E 12.027 12.976 +O.60D+0.60W 2.101 2.260 +0.60D-0.60W 2.056 2.225 +0.60D+0.70E 2.143 2.293 +0.60D-0.70E 2.013 2.192 L Only 9.236 10.085 S Only 2.246 2.283 W Only 0.038 0.030 -w -0.038 -0.030 E Only 0.093 0.072 E Only' -1.0 -0.093 -0.072 138 Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Pere 650.0psi 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 budding 810)4896) 5.5x24 Span =16.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 3.738, L=10.0862 S = 2.283 k @ 7.0 ft, (XR 1-22) Point Load: D = 0.2773, L = 0.7089, S = 0.2301 k @ 10.0 ft, (XL 2-16) Point Load: D = 3.627, L = 8.961, S =1.216 k @ 15.0 ft, (XR 1-18) Point Load: D = 0.9198, L = 2.063, S = 0.4896 k @ 15.50 ft, (XR 2-16) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.684 1 Maximum Shear Stress Ratio = 0.977 :1 5.5x24 Section used for this span 5.5x24 1,561.94psi fv : Actual = 258.77 psi 2,284.82psi Fv: Allowable = 265.00 psi +D+L Load Combination +D+L 7.007ft Location of maximum on span = 16.000ft Span # 1 Span # where maximum occurs = Span # 1 0.170 in Ratio = 1132 >=360 0.000 in Ratio = 0 <360 0.245 in Ratio = 784>=240. 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 fv Fv D Only 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.229 0.333 0.90 0.952 1.00 1.00 1.00 1.00 1.00 20.69 470.32 2056.33 6.98 79.33 238.50 +D+L 0.952 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 It 1 0.684 0.977 1.00 0.952 1.00 1.00 1.00 1.00 1.00 68.73 1,561.94 2284.82 22.77 258.77 265.00 +D+S 0.952 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.272 0.368 1.15 0.952 1.00 1.00 1.00 1.00 1.00 31.45 714.73 2627.54 9.87 112.18 304.75 139 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M +D+0.750L+0.750S 0.952 1.00 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.560 0.783 1.15 0.952 1.00 1.00 1.00 1.00 1.00 64.78 +1.140D 0.952 1.00 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.147 0.213 1.60 0.952 1.00 1.00 1.00 1.00 1.00 23.59 A105D+0.750L+0.750S 0.952 1.00 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.416 0.582 1.60 0.952 1.00 1.00 1.00 1.00 1.00 66.96 +0.601) 0.952 1.00 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.077 0.112 1.60 0.952 1.00 1.00 1.00 1.00 1.00 12.42 +0.4601) 0.952 1.00 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.059 0.086 1.60 0.952 1.00 1.00 1.00 1.00 1.00 9.52 Overall Maximum Deflections fb Fb 0.00 1,472.35 2627.54 0.00 536.16 3655.71 0.00 1,521.73 3655.71 0.00 282.19 3655.71 0.00 216.35 3655.71 Shear Values V fv Fv 0.00 0.00 0.00 20.99 238.55 304.75 0.00 0.00 0.00 7.96 90.43 424.00 0.00 0.00 0.00 21.73 246.88 424.00 0.00 0.00 0.00 4.19 47.60 424.00 0.00 0.00 0.00 3.21 36.49 424.00 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. "+ Defi Location in Span +D+L 1 0.2446 7.942 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.443, 22.772 Overall MINimum 1.596 , 2.891 D Only 3.343 6.981 +D+L 10.443 22.772 +D+S 4.939 9.872 +D+0.750L+0.750S 9.864 20.992 +0.60D 2.006, 4.189 L Only 7.100. 15.791 S Only 1.596 2.891 140 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 850.0psi Ebend-xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.05367) L(0.0161) S(0.06708) UNIPA Span = 1250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.05367, L = 0.01610, S = 0.06708 , Tributary Width =1.0 ft, (XR 1-25) Maximum Bending Stress Ratio = 0.357.1 Maximum Shear Stress Ratio = 0.167 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 383.33 psi fv : Actual = 28.75 psi FB : Allowable = 1,075.25psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.250ft 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 0.069 in Ratio = 2184 -360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.124 in Ratio = 1213>=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 C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.202 0.095 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.38 841.50 0.34 12.78 135.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.237 0.111 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.36 221.49 935.00 0.44 16.61 150.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.357 0.167 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.36 383.33 1075.25 0.75 28.75 172.50 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 It 1 0.343 0.160 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.27 368.43 1075.25 0.73 27.63 172.50 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.130 0.061 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.19 194.23 1496.00 0.38 14.57 240.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 It 1 0.258 0.121 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.38 386.32 1496.00 0.76 28.97 240.00 141 Project WEngineer: Zfdr S tProject Descr: Description : 1-24 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t _ C L +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 Length =12.50 ft 1 0.068 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 Length =12.50 ft 1 0.052 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 OverallMaximum Deflections Load Combination Span Max.' " Dell Location in Span Load Combination Moment Values M fb Fb 0.00 0.63 102.23 1496.00 0.00 0.48 78.38 1496.00 Project ID: Shear Values V tv Fv 0.00 0.00 0.00 0.20 7.67 240.00 0.00 0.00 0.00 0.15 5.88 240.00 Max. "+" Dell Location in Span +D+S 1 0.1236 6.296 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.755 0.755 Overall MINimum 0.101 0.101 D Only 0.335 0.335 +D+L 0.436 0.436 +D+S 0.755 0.755 +D+0.750L+0.750S 0.725 0.725 +0.60D 0.201 0.201 L Only 0.101 0.101 S Only 0.419 0.419 142 Sound Structural Solutions Project Title: Engineer: Project ID: 5;S8 Project Descr. Wood Beamdobsls16ts16tZs1612030CrabtreeResidence AfCchefto1702011170207 enercalcbib160809_s1612030.ec6 ENERCALC, INC.1983-2017, Build.6.17.1.16, Vec617.1.16 Description : 1-25 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 850.0psi E: Modulus of Elasticity Load Combination 1 BC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional budding Repetitive Member Stress Increase D(0.02) Lffl f S(0.025) D 0.02) L(0.06) S(0.025 i I i I � I 2x12 2x12 Span = 4.0 ft Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF DECK) Load for Span Number 2 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF DECK) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.24a 1 Maximum Shear Stress Ratio = 0.228 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 242.73psi fv : Actual = 34.25 psi FB : Allowable = 977.50psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 4.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 5124>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.026 in Ratio = 3670>=240. Max Upward Total Deflection -0.000 in Ratio = 324703>=240. 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 Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.069 0.063 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.16 60.68 879.75 0.10 8.56 135.00 Length = 7.50 ft 2 0.069 0.063 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.16 60.68 879.75 0.10 8.56 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.248 0.228 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.64 242.73 977.50 0.39 34.25 150.00 Length = 7.50 ft 2 0.248 0.228 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0,64 242.73 977.50 0.39 34.25 150.00 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.121 0.112 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.36 136.53 1124.13 0.22 19.27 172.50 143 Length = 7.50 ft 2 0.121 0.112 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.36 136.53 1124.13 0.22 19.27 172.50 +D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.226 0.208 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.67 254.10 1124.13 0.40 35.86 172.50 Length = 7.50 ft 2 0.226 0.208 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.67 254.10 1124.13 0.40 35.86 172.50 +1.140D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.044 0.041 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.18 69.18 1564.00 0.11 9.76 240.00 Length = 7.50 ft 2 0.044 0.041 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.18 69.18 1564.00 0.11 9.76 240.00 +1.105D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.167 0.153 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.69 260.48 1564.00 0.41 36.76 240.00 Length = 7.50 ft 2 0.167 0.153 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.69 260.48 1564.00 0.41 36.76 240.00 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.023 0.021 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 36.41 1564.00 0.06 5.14 240.00 Length = 7.50 ft 2 0.023 0.021 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 36.41 1564.00 0.06 5.14 240.00 +0.460D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.018 0.016 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.07 27.91 1564.00 0.04 3.94 240.00 Length = 7.50 ft 2 0.018 0.016 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.07 27.91 1564.00 0.04 3.94 240.00 Overall Maximum Deflections Load Combination Span Max. "Deft Location in Span Load Combination Max.'+' Defl Location in Span +D+0.750L+0.750S 1 0.0261 0.000 0.0000 0.000 +D+0.750L+0.750S 2 0.0087 4.525 +D+0.750L+0.750S -0.0003 0.377 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support3 Overall MAXimum 0.738 0.225 Overall MINimum 0.106 0.032 D Only 0.176 0.054 +D+L 0.705 0.215 +D+S 0.397 0.121 +D+0.750L+0.750S 0.738 0.225 +0.60D 0.106 0.032 L Only 0.529 0.161 S Only 0.220 0.067 144 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 145 Project ID: Description : 2-11 CONTINUOUS SPAN OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Pronerties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 2,325.0psi Ebend-xx 1,550.Oksi Fc - Pril 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0,01 L(0.165) SM 06875) D(0.0551 L(0. 165) S(0.06875 D10.0575 L10.23) D(00575) L(0. 23) D(0.09) D(0-09) i(L366) 3.5X11.25 3.5X11.25 Span = 10.50 ft Span = 12.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 6.750 ft, Tributary Width = 4.0 ft, (ROOF DECK) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 6.750 ->> 10.50 ft, Tributary Width = 2.750 ft, (ROOF DECK) Point Load: D = 0.8194, S =1.366 k @ 0.0 ft, (XL 3-4) Point Load: W = 7.611, E=11.480 k @ 2.670 ft, (PANEL) Point Load : W =-7.611, E =-11.480 k @ 8.0 ft, (PANEL) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->>6.750 ft, Tributary Width = 4.0 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 6.750->> 10.50 ft, Tributary Width = 2.750 ft, (ROOF DECK) Point Load : D = 0.8194, S =1.366 k @ 12.330 ft, (XL 3-4) Point Load : W = 7.611, E=11.480 k @ 1.0 ft, (PANEL) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.761: 1 Maximum Shear Stress Ratio 3.5x11.25 Section used for this span 1,769.37psi fv : Actual 2,325.00psi Fv : Allowable +D+L Load Combination 10.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.217 in Ratio = 683>=360 -0.217 in Ratio = 683>=360 0.337 in Ratio = 438>=240. -0.110 in Ratio = 1350>=240. Maximum Forces & Stresses for Load Combinations 0.892 : 1 3.5x11.25 442.57 psi = 496.00 psi +1.089 D+0.750 L+0.750 S+0.6825 E = 10.500 ft = Span # 1 146 Sound Structural Solutions Project Title: Engineer: Project ID: SS-S-, Project Descr: Qoli Beam JoWs161s1612ts1612030 Crabtree Residence AI Coheniwo 170201\170207 enercalc bib 160809_s16120Xec6 ENERCALC, INC. 1983-2017, Build:6.17.1.16, Vec6.17.1.16 Description : 2-11 CONTINUOUS SPAN OVERSTRENGTH 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 fb Fb D Only Length =10.50 ft 1 0.280 0.198 Length=12.330 ft 2 0.280 0.198 +D+L Length =10.50 It 1 0.761 0.541 Length=12.330 ft 2 0.761 0.541 +D+S Length =10.50 It 1 0.307 0.219 Length=12.330 It 2 0.307 0.219 +D+0.750L+0.750S Length =10.50 ft 1 0.617 0.439 Length =12.330 It 2 0.617 0.439 +D+0.60W Length =10.50 It 1 0.319 0.442 Length =12.330 ft 2 0.213 0.442 +D-0.60W Length =10.50 It 1 0.269 0.267 Length =12.330 It 2 0.220 0.267 +1.119D+0.910E Length =10.50 ft 1 0.699 0.880 Length =12.330 ft 2 0.303 0.880 +1.119D-0.910E Length =10.50 ft 1 0.643 0.613 Length =12.330 ft 2 0.400 0.632 +D+0.750L+0.750S+0.450W Length =10.50 ft 1 0.485 0.563 Length =12.330 It 2 0.485 0.563 +D+0.750L+0.750S-0.450W Length =10.50 ft 1 0.402 0.403 Length =12.330 ft 2 0.402 0.403 +1.089D+0.750L+0.750S+0.6825E Length =10.50 It 1 0.619 0.892 Length =12.330 It 2 0.553 0.892 +1.089D+0.750L+0.750S-0.6825E Length =10.50 It 1 0.431 0.575 Length =12.330 ft 2 0.482 0.575 +0.60D+0.60W Length =10.50 It 1 0.308 0.397 Length=12.330 ft 2 0.150 0.397 +0.60D-0.60W Length =10.50 ft 1 0.278 0.254 Length =12.330 ft 2 0.185 0.264 +0.4810D+0.910E Length =10.50 It 1 0.683 0.809 Length =12.330 ft 2 0.260 0.809 +0.4810D-0.910E Length =10.50 It 1 0.659 0.694 Length =12.330 It 2 0.344 0.702 Overall Maximum Deflections Shear Values V fv Fv 0.00 0.00 0.00 0.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 585.70 2092.50 1.45 55.32 279.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.60 585.70 2092.50 1.45 55.32 279.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,769.37 2325.00 4.40 167.70 310.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,769.37 2325.00 4.40 167.70 310.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 820.29 2673.75 2.05 77.99 356.50 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 820.29 2673.75 2.05 77.99 356.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 1,649.40 2673.75 4.11 156.61 356.50 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 1,649.40 2673.75 4.11 156.61 356.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.30 1,187.31 3720.00 5.75 219.10 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 792.56 3720.00 5.75 219.10 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.15 999.35 3720.00 3.48 132.54 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.03 817.89 3720.00 2.86 132.54 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.99 2,598.46 3720.00 11.46 436.59 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.94 1,128.63 3720.00 11.46 436.59 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.72 2,393.23 3720.00 7.98 304.11 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.16 1,488.47 3720.00 8.23 313.46 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,804.55 3720.00 7.34 279.45 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,804.55 3720.00 7.34 279.45 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.19 1,494.25 3720.00 5.25 199.85 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.19 1,494.25 3720.00 4.22 199.85 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.17 2,303.72 3720.00 11.62 442.57 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.65 2,056.60 3720.00 11.62 442.57 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.87 1,603.52 3720.00 7.48 285.04 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.04 1,794.57 3720.00 4.61 285.04 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.06 1,147.03 3720.00 5.17 196.98 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.43 558.28 3720.00 5.17 196.98 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.37 1,036.00 3720.00 3.31 125.94 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 686.94 3720.00 3.44 130.96 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.63 2,539.80 3720.00 10.53 401.30 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.96 968.56 3720.00 10.53 401.30 496.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.08 2,451.67 3720.00 9.04 344.35 496.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.87 1,279.62 3720.00 9.14 348.37 496.00 Load Combination Span Max.'= Defl Location in Span Load Combination Max. W Defl Location in Span E Only * -1.0 1 0.1249 7.860 0.0000 0.000 +D+0.750L+0.750S+0.5250E 2 0.3371 6.475 E Only * -1.0 -0.1298 1.860 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.146 11.555 4.569 Overall MINimum -0.543 -0.233 -0.445 D Only 1.654 3.116 1.729 +D+L 3.378 9.417 3.432 147 Load Combination Support 1 Support 2 Support 3 +D+S 3.386 4.367 3.343 +D+0.750L+0.750S 4.246 8.780 4.217 +D+0.60W 3.851 5.219 1.996 +D-0.60W -0.543 1.014 1.461 +D+0.70E 5.520 6.816 2.199 +D-0.70E -2.212 -0.584 1.258 +D+0.750L+0.750S+0.45OW 5.894 10.357 4.417 +D+0.750L+0.750S-0.450W 2.598 7.203 4.016 +D+0.750L+0.750S+0.5250E 7.146 11.555 4.569 +0+0.750L+0.750S-0.5250E 1.347 6.005 3.864 +0.60D+0.60W 3.189 3.972 1.304 +0.60D-0.60W -1.205 -0.233 0.770 +0.60D+0.70E 4.858 5.570 1.507 +O.60D-0.70E -2.874 -1.830 0.567 L Only 1.724 6.301 1.704 S Only 1.733 1.251 1.614 W Only 3.661 3.504 0.445 -W -3.661 -3.504 -0.445 E Only 5.523 5.286 0.672 E Only . -1.0 -5.523 -5.286 -0.672 148 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr. Wood BeamJobsW61s16121s1612030CrabtreeResidence Residence. -Al enerealctrib160809_0612030.ec6 ENERCALC, INC. 198X2017,,Build:6.17.t.96, Ver:6.17,1.16 Description : 1-3 (REV 170223) OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 fBC 2015 Fb-Compr 2,900.0 psi Ebend-xx 2,000.Oksi Fc - PHI 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 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 buc<ling Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 5.0 ->> 10.0 ft, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 8.50 ->> 10.0 ft, Tributary Width=15.750 ft, (ROOF) Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 2.0 ft, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 2.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 5.0 -» 10.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -» 2.0 ft, Tributary Width=15.750 ft, (ROOF) Point Load : D = 0.5699, L = 0.08375, S = 0.7415 k @ 2.0 ft, (XL 2-17) Point Load : D = 0.2959, L = 0.08375, S = 0.2848 k @ 5.0 ft, (XR 2-17) Point Load : D = 0.5906, S = 0.9844 k @ 8.50 ft, (XR 3-8) Point Load: D = 0.490, L=1.565, S = 0.6892 k @ 10.0 ft, (XR 2-2) Uniform Load : D = 0.07875, L = 0.5017, S = 0.1313 ksf, Tributary Width =1.0 ft, (XR 2-1) Point Load: W = 5.871, E = 2.761 k @ 0.50 ft, (PANEL) Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.465 1 Maximum Shear Stress Ratio 5.25x11.25 Section used for this span = 1,356.20psi fv : Actual = 2,900.00psi Fv : Allowable +D+L Load Combination = 5.000ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.114 in Ratio = 1049>=360 -0.026 in Ratio = 4570>=360 0.220 in Ratio = 546>=240. 0.000 in Ratio = 0 <240.0 0.492 :1 5.25x11.25 163.99 psi 333.50 psi +D+0.750L+0.750S = 10.000 It Span # 1 149 Sound Structural Solutions Project Title: Engineer: Project ID: Svc! Project Descr: WQ©ii Beam Crabtree Residence AI Coheniwo 1702011170207_enercalc trib 160809_s1612030.ec6 ENERCALC, INC.1983-2017 Build:6.17.116, Vec6.17.1.16 Description : 1-3 (REV 170223) OVERSTRENGTH Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr D Only Length =10.0 It 1 0.192 0.210 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length =10.0 it 1 0.468 0.467 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length=10.0 it 1 0.306 0.360 1.15 1.000 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 Length =10.0 ft 1 0.459 0.492 1.15 1.000 1.00 1.00 +D+0.60W 1.000 1.00 1.00 Length =10.0 ft 1 0.129 0.301 1.60 1.000 1.00 1.00 +D-0.60W 1.000 1.00 1.00 Length = 10.0 ft 1 0.088 0.115 1.60 1.000 1.00 1.00 +1. 1 40D+0.70E 1.000 1.00 1.00 Length =10.0 ft 1 0.134 0.235 1.60 1.000 1.00 1.00 +1.140D-0.70E 1.000 1.00 1.00 Length =10.0 ft 1 0.112 0.130 1.60 1.000 1.00 1.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 Length=10.0 ft 1 0.345 0.484 1.60 1.000 1.00 1.00 +D+0.750L40.75OS-0.45OW 1.000 1.00 1.00 Length = 10.0 ft 1 0.315 0.346 1.60 1.000 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 Length =10.0 ft 1 0.350 0.435 1.60 1.000 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 Length =10.0 ft 1 0.333 0.362 1.60 1.000 1.00 1.00 +0.60D+0.60W 1.000 1.00 1.00 Length =10.0 ft 1 0,086 0.254 1.60 1.000 1.00 1.00 +0.60D-0.60W 1.000 1.00 1.00 Length = 10.0 ft 1 0.045 0.120 1.60 1.000 1.00 1.00 +0.460D+0.70E 1.000 1.00 1.00 Length =10.0 ft 1 0.061 0.155 1.60 1.000 1.00 1.00 +0.460D-0.70E 1.000 1.00 1.00 Length =10.0 it 1 0.038 0.054 1.60 1.000 1.00 1.00 Overall Maximum Deflections 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 4.63 501.50 2610.00 2.16 54.92 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 12.52 1,356.20 2900.00 5.33 135.35 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.41 1,019.36 3335.00 4.72 119.91 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.13 1,530.92 3335.00 6.46 163.99 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.52 597.73 4640.00 5.50 139.59 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.75 406.07 4640.00 2.10 53.30 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.76 624.07 4640.00 4.29 108.87 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.79 519.35 4640.00 2.37 60.16 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.79 1,602.49 4640.00 8.85 224.71 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 13.47 1,459.35 4640.00 6.32 160.63 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.98 1,622.85 4640.00 7.94 201.67 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.25 1,544.31 4640.00 6.61 167.91 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.70 401.33 4640.00 4.64 117.75 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.92 207.74 4640.00 2.18 55.45 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.62 284.05 4640.00 2.82 71.75 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.65 178.50 4640.00 0.98 24.91 464.00 Load Combination Span Max. "Deft Location in Span Load Combination Max.'+' Deil Location in Span +D+0.750L+0.750S+0.450W 1 0.2197 4.964 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.848 8.770 Overall MINimum 0.314 -0.138 D Only 2.150 2.653 +D+L 5.307 7.384 +D+S 4.577 5.901 +D+0.750L+0.750S 6,338 8.638 +D+0.60W 5.496 2.829 +D-0.60W -1.197 2.477 +D+0.70E 3.986 2.749 +0-0.70E 0.314 2.556 +D+0.750L+0.750S+0.450W 8.848 8.770 +D+0.750L+0.750S-0.450W 3.828 8.505 +D+0.750L+0.750S+0.5250E 7.715 8.710 +D+0.750L+0.75OS-0.5250E 4.961 8.565 +0.60D+0.60W 4.636 1.768 +0.60D-0.60W -2.057 1.415 +0.60D+0.70E 3.126 1.688 +0.60D-0.70E -0.546 1.495 L Only 3.157 4.732 S Only 2.428 3.248 150 Sound Structural Solutions Project Title: Engineer: Project ID: Q! Project Descr: Wood BeamJobsls161s16121s1612030CrabtreeResidence NCohen1wo170201t170207 enenalctrib160809_s1612030.ec6 ENERCALC. INC.1983-2017. Build:6.17.1.16. Ver.6.17.1.16 Description : 1-3 (REV 170223) OVERSTRENGTH Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 -W -5.577 -0.294 E Only 2.623 0.138 E Only * -1.0 -2.623 -0.138 Values in KIPS 151 Oct VHF -F Project ID: Description : 1-3 OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 2,900.0psi E: Modulus of Elasticity Load Combination iBC 2015 Fb -Compr 2,900.0psi Ebend-xx 2,000.Oksi Fc - Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 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 L�0.T<^]OtS�S P.00i 31t Lm 0.:T_t SiV Oto,S� pnro N'�52It�0alSb7F6;dZBb5599 )i151 G,J?95?i L(003J 515;]?s:?1 Di,lS�;-» _t�.c?31 iip Ot0.'� ciOOra;a 525 In Span -1Wa Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 5.0 ->> 10.0 fl, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 8.50 ->> 10.0 ft, Tributary Width=15.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 ->> 0.670 ft, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.670 ft, (ROOF DECK) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 2.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 5.0 -» 10.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -» 10.0 ft, Tributary Width=15.750 ft, (ROOF) Point Load : D = 0.5699, L = 0.08375, S = 0.7415 k @ 2.0 ft, (XL 2-17) Point Load : D = 0.2959, L = 0.08375, S = 0.2848 k @ 5.0 ft, (XR 2-17) Point Load : D = 0.5906, S = 0.9844 k @ 8.50 ft, (XR 3-8) Point Load : D = 0.490, L=1.565, S = 0.6892 k @ 10.0 ft, (XR 2-2) Point Load : W = 5.871, E = 5.310 k @ 0.50 ft, (PANEL) Point Load: W =-5.871, E _ -5.310 k @ 2.0 ft, (PANEL) Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.455: 1 Maximum Shear Stress Ratio 5.25x11.25 Section used for this span = 1,517.01 psi fv : Actual = 3,335.00psi Fv : Allowable +D+S Load Combination = 5.000ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.113 in Ratio = 1062>=360 -0.073 in Ratio = 1649>=360 0.228 in Ratio = 525>=240. 0.000 in Ratio = 0 <240.0 = 0.599 : 1 5.25x11.25 = 277.71 psi 464.00 psi +1.089 D+0.750 L+0.750 S-1.313 E = 0.511 ft Span # 1 152 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: ©Od BeamJobsls161s1612ts1612030CrabtreeResidence AlCohenlwo1702011170207 enercalctrib160809,s1612030.ec6 ENERCALC, INC.1983-2017, Build:6.17.1:16, Ver.6.17.1 16 Description : 1-3 OVERSTRENGTH Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr D Only Length =10.0 ft 1 0.264 0.282 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length =10.0 it 1 0.296 0.311 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length =10.0 ft 1 0.455 0.509 1.15 1.000 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 Length =10.0 It 1 0.431 0.475 1.15 1.000 1.00 1.00 +D+0.60W 1.000 1.00 1.00 Length =10.0 ft 1 0.092 0.166 1.60 1.000 1.00 1.00 +D-0.60W 1.000 1.00 1.00 Length =10.0 ft 1 0.214 0.290 1.60 1.000 1.00 1.00 +1.119D+1.750E 1.000 1.00 1.00 Length =10.0 ft 1 0.148 0.323 1.60 1.000 1.00 1.00 +1.119D-1.750E 1.000 1.00 1.00 Length =10.0 ft 1 0.372 0.574 1.60 1.000 1.00 1.00 +D+0.750L40.750S+0.45OW 1.000 1.00 1.00 Length =10.0 ft 1 0.264 0.319 1.60 1.000 1.00 1.00 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 Length =10.0 ft 1 0.356 0.386 1.60 1.000 1.00 1.00 +1.089D+0.750L+0.750S+1.313E 1.000 1.00 1.00 Length =10.0 it 1 0.212 0.354 1.60 1.000 1.00 1.00 +1.089D+0.750L+0.750S-1.313E 1.000 1.00 1.00 Length =10.0 It 1 0.451 0.599 1.60 1.000 1.00 1.00 +0.60D+0.60W 1.000 1.00 1.00 Length =10.0 ft 1 0.039 0.111 1.60 1.000 1.00 1.00 +0.60D-0.60W 1.000 1.00 1.00 Length =10.0 ft 1 0.161 0.240 1.60 1.000 1.00 1.00 +0.4810D+1.750E 1.000 1.00 1.00 Length =10.0 ft 1 0.212 0.385 1.60 1.000 1.00 1.00 +0.4810D-1.750E 1.000 1.00 1.00 Length =10.0 ft 1 0.308 0.493 1.60 1.000 1.00 1.00 Overall Maximum Deflections Cm C t C L Moment Values M fb Pb V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 6.35 687.94 2610.00 2.90 73.66 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.93 859.23 2900.00 3.55 90.20 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.00 1,517.01 3335.00 6.69 169.90 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 13.27 1,438.21 3335.00 6.23 158.25 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.93 425.92 4640.00 3.03 76.83 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.17 994.02 4640.00 5.30 134.70 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 6.35 688.12 4640.00 5.89 149.68 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 15.93 1,726.32 4640.00 10.48 266.23 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 11.32 1,227.09 4640.00 5.83 148.18 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 15.25 1,652.92 4640.00 7.05 179.06 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.07 982.83 4640.00 6.48 164.45 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 19.33 2,094.82 4640.00 10.93 277.71 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.65 179.29 4640.00 2.03 51.46 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 6.89 746.10 4640.00 4.38 111.23 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.08 984.08 4640.00 7.04 178.71 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 13.20 1,430.35 4640.00 9.01 228.81 464.00 Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. '+ Defl Location in Span +D40.750L40.75OS-0.5250E 1 0.2283 4.964 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.625 8.830 Overall MINimum 0.602 0.797 D Only 2.497 3.391 +D+L 3.099 5.607 +D+S 5.508 7.869 +D+0.750L+0.750S 5.207 8.412 +D+0.60W 3.025 2.862 +D-0.60W 1.968 3.919 +D+0.70E 3.054 2.833 +D-0.70E 1.939 3.948 +D+0.750L+0.750S+0.450W 5.603 8.015 +D+0.750L+0.750S-0.450W 4.811 8.808 +D+0.750L+0.750S+0.5250E 5.625 7.993 +D+0.750L+0.750S-0.5250E 4.789 8.830 +0.60D+0.60W 2.026 1.506 +0.60D-0.60W 0.970 2.563 +0.60D+0.70E 2.056 1.477 +0.60D-0.70E 0.940 2.592 L Only 0.602 2.216 S Only 3.012 4.479 153 Load Combination -W E Only E Only' -1.0 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS Support 1 Support 2 -0.881 0.881 0.797 -0.797 -0.797 0.797 154 ProjectSound Structural Solutions Aft rit Engineer: Project ID:Project Descr: Description : 1-14 OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - 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.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D10052>, L1921, D'n T51 UO r1 010 121 LIO<51 W15. 871)E15311 + • . . nip m1 . . f Span =ZB30 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.010 ksf, Extent = 0.0 ->> 14.0 ft, Tributary Width = 9.0 t, (WALL) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 9.670 ft, TributaryWidth =12.0 ft, (FLOOR) Uniform Load : D = 0.2037, L = 0.5858 k/ft, Extent =14.0 ->> 22.830 ft, Tributary Width =1.0 ft, (XR 1-13) Uniform Load : D = 0.08363, L = 0.3088 k/ft, Extent =11.50 -» 22.830 ft, Tibutary Width =1.0 ft, (XL 1-10) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 14.0 ft, Tributary Width = 5.50 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 11.0 ft, Tributary Width = 5.250 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 9.670 - > 14.0 ft, Tributary Width=10.750 ft, (FLOOR) Point Load: W = 5.871, E = 5.310 k @ 8.330 ft, (PANEL) Maximum Bending Stress Ratio = 0.956. 1 Maximum Shear Stress Ratio = 0.649 :1 Section used for this span 5.5x22 Section used for this span 5.5x22 fb : Actual = 2,125.81 psi fv : Actual = 172.07 psi FB : Allowable = 2,224.29psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.498ft 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 0.630 in Ratio = 435 >=360 Max Upward Transient Deflection -0.261 in Ratio = 1048 >=360 Max Downward Total Deflection 0.845 in Ratio = 324>=240. Max Upward Total Deflection -0.039 in Ratio = 7065>=240. 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 Only 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.271 0.185 0.90 0.927 1.00 1.00 1.00 1.00 1.00 20.06 542.67 2001.86 3.57 44.23 238.50 +D+L 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.956 0.649 1.00 0.927 1.00 1.00 1.00 1.00 1.00 78.60 2,125.81 2224.29 13.88 172.07 265.00 155 Sound Structural Solutions Project Title: Engineer: Project ID: SS8 Project Descr: Wood Beam Jobsls16ts161Zs1612030CraWeeResidence_AtCohefto1702011170207 enercalct6b160809_s1612030.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Description : 1-14 OVERSTRENGTH Load Combination Max Stress Ratios Segment Length Span # M V Col C FN C i Cr Cm C t C L Moment Values Shear Values M fb Fb V fv Fv +U+V.r Jul u.atr 1.uu -1.uu 1.uu 1.uu 1.uu u.uu O.Ou u.u0 u.u0 Length = 22.830 ft 1 0.676 0.460 1.15 0.927 1.00 1.00 1.00 1.00 1.00 63.96 1,730.01 2557.93 11.30 140.11 304.75 +D+0.60W 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.284 0.170 1.60 0.927 1.00 1.00 1.00 1.00 1.00 37.34 1,009.94 3558.87 5.81 71.96 424.00 +D-0.60W 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.060 0.065 1.60 0.927 1.00 1.00 1.00 1.00 1.00 7.87 212.85 3558.87 2.21 27.37 424.00 +1.119D+1.750E 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.533 0.289 1.60 0.927 1.00 1.00 1.00 1.00 1.00 70.09 1,895.68 3558.87 9.89 122.66 424.00 +1.119D-1.750E 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.278 0.142 1.60 0.927 1.00 1.00 1.00 1.00 1.00 28.22 763.39 2743.29 4.84 60.00 424.00 +D+0.750L+0.450W 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.573 0.380 1.60 0.927 1.00 1.00 1.00 1.00 1.00 75.46 2,040.99 3558.87 12.98 160.91 424.00 +D+0.750L-0.45OW 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.406 0.296 1.60 0.927 1.00 1.00 1.00 1.00 1.00 53.48 1,446.49 3558.87 10.14 125.66 424.00 +1.089D+0.750L+1.313E 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.746 0.469 1.60 0.927 1.00 1.00 1.00 1.00 1.00 98.12 2,653.98 3558.87 16.05 198.93 424.00 +1.089D+0.750L-1.313E 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.303 0.259 1.60 0.927 1.00 1.00 1.00 1.00 1.00 39.91 1,079.49 3558.87 8.86 109.86 424.00 +0.60D+0.60W 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.227 0.128 1.60 0.927 1.00 1.00 1.00 1.00 1.00 29.86 807.56 3558.87 4.38 54.27 424.00 +0.60D-0.60W 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.073 0.054 1.60 0.927 1.00 1.00 1.00 1.00 1.00 7.41 200.44 2743.29 1.84 22.79 424.00 +0.4810D+1.750E 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.442 0.223 1.60 0.927 1.00 1.00 1.00 1.00 1.00 58.15 1,572.89 3558.87 7.62 94.44 424.00 +0.4810D-1.750E 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.396 0.159 1.60 0.927 1.00 1.00 1.00 1.00 1.00 40.16 1,086.18 2743.29 5.45 67.51 424.00 Overall Maximum Deflections Load Combination Span Max.' ' Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.8449 11.415 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.881 13.664 Overall MINimum -0.097 0.691 D Only 3.568 3.412 +D+L 13.881 13.664 +D+0.750L 11.302 11.101 +D+0.60W 5.805 4.697 +D-0.60W 1.330 2.127 +D+0.70E 5.928 4.768 +D-0.70E 1.207 2.056 +D+0.750L+0.450W 12.980 12.065 +D40.750L-OA50W 9.624 10.137 +D+0.750L+0.5250E 13.073 12.118 +D+0.750L-0.5250E 9.532 10.084 +0.60D+0.60W 4.378 3.332 +0.60D-0.60W -0.097 0.762 +0.60D+0.70E 4.501 3.403 +0.60D-0.70E -0.220 0.691 L Only 10.313 10.252 W Only 3.729 2.142 -W -3.729 -2.142 E Only 3.373 1.937 E Onry' -1.0 -3.373 -1.937 156 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood BeamJobsW ts16121s1612030 Crabtree Residence Al Cohefto1702011170207_enercatc bib 160809_s1612030.ec6 ENERCALC. INC.1983-2017. Bulld:6.171.16. Ver.6.17.1.16 Description : 1-16 OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 - PHI 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.3325) L(0.9975) S(0.4156) 4x12 Span = 7.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load: D = 0.3325, L = 0.9975, S = 0.4156 k @ 1.0 ft, (XR 2-13) Point Load : D=1.117, L = 2.236, S = 0.4287 k @ 7.0 ft, (XR 2-11) Point Load : D=1.997, L = 2.417, S =1.870 k @ 7.0 ft, (XL 2-11) Point Load: W =-0.8610, E = -4.058 k @ 7.0 ft, (2-11 L OS) Point Load: W=1.558, E = 7.341 k @ 7.0 ft, (2-11 R OT) Maximum Bending Stress Ratio = 0.80a 1 Section used for this span 4x12 fb : Actual = 1,465.58psi FB : Allowable = 1,821.60psi Load Combination +1.089D+0.750L+0.750S+1.313E+H Location of maximum on span = 6.986ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio = 0.446 :1 Section used for this span 4x12 fv : Actual = 80.22 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.050 in Ratio = 1850 >=360 Max Upward Transient Deflection -0.024 in Ratio = 3804 >=360 Max Downward Total Deflection 0.094 in Ratio = 990 >=240. Max Upward Total Deflection -0.001 in Ratio = 116027 >=240. 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 N Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.345 0.148 0.90 1.100 1.00 1.15 1.00 1.00 1.00 2.17 353.30 1024.65 0.63 24.00 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.794 0.446 1.00 1.100 1.00 1.15 1.00 1.00 1.00 5.56 903.67 1138.50 2.11 80.22 180.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.468 0.224 1.15 1.100 1.00 1.15 1.00 1.00 1.00 3.77 612.56 1309.28 1.21 46.27 207.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 157 Sound Structural Solutions Project Title: Engineer: Project ID: S!;81 Project Descr: Wood BeamJobsWft1612\s1612030 Crabtree Residence_AI Cohen\wo 1702011170207 enercalc Crib 160849_ 0612030.ec8 ENERGALC. INC.1983.2017. Build:6.17.1.16. Ver.6.17.1.16 Description : 1-16 OVERSTRENGTH Load Combination Max Stress Ratios Segment Length Span # M V Length = 7.750 ft 1 0.734 0.400 +D+0.60W+H Length = 7.750 ft 1 0.219 0.089 +D-0.60W+H Length = 7.750 ft 1 0.169 0.078 +1.119D+1.750E+H Length = 7.750 ft 1 0.564 0.167 +1.119D-1.750E+H Length = 7.750 ft 1 0.130 0.041 +D+0.750L40.75OS40.450W+H Length = 7.750 It 1 0.546 0.292 +D+0.750L+0.750S-0.450W+H Length = 7.750 ft 1 0.508 0.284 +1.089D+0.750L+0.750S+1.313E4 Length = 7.750 ft 1 0.805 0.350 +1.089D+0.750L+0.750S-1.313E+H Length = 7.750 ft 1 0.285 0.240 +0.60D+0.60W+0.60H Length = 7.750 ft 1 0.142 0.055 +0.60D-0.60W+0.60H Length = 7.750 ft 1 0.091 0.045 +0.4810 D+1.750E+0.60 H Length = 7.750 ft 1 0.440 0.114 +0.4810D-1.750E+0.60H Length = 7.750 ft 1 0.253 0.060 Overall Maximum Deflections Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b V Shear Values fv F"v 1.15 1.100 1.00 1.15 1.00 1.00 1.00 5,91 960.53 1309.28 2.18 82.86 207.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.46 399.25 1821.60 0.67 25.54 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.89 307.34 1821.60 0.59 22.46 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 6.32 1,026.70 1821.60 1.26 48.04 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.45 236.02 1821.60 0.31 11.83 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 6.12 994.99 1821.60 2.21 84.02 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 5.70 926.06 1821.60 2.14 81.70 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 9.02 1,465.58 1821.60 2.65 100.89 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 3.19 518.54 1821.60 1.81 69.12 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.59 257.94 1821.60 0.42 15.94 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.02 166.02 1821.60 0.34 12.86 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 4.93 801.29 1821.60 0.86 32.73 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.84 461.42 1821.60 0.45 17.16 288.00 Load Combination Span Max. "Deft Location in Span Load Combination Max. "+' Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0939 4.271 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.392 9.464 Overall MINimum -0.067 -0.331 +D+H 0.642 2.907 +D+L+H 2.168 7.445 +D+S+H 1.227 5.037 +D+0.750L+0.750S+H 2.225 7.908 +D+0.60W+H 0.683 3.285 +D-0.60W+H 0.602 2.529 +D+0.70E+H 0.865 4.983 +D-0.70E+H 0.420 0.831 +D+0.750L+0.750S+0.450W+H 2.255 8.191 +D+0.750L+0.750S-0.450W+H 2.194 7.624 +D+0.750L+0.750S+0.5250E+H 2.392 9.464 +D+0.750L+0.750S-0.5250E+H 2.058 6.351 +0.60D+0.60W+0.60H 0.426 2.122 +0.60D-0.60W+0.60H 0.345 1.367 +0.60D+0.70E+0.60H 0.608 3.820 +0.60D-0.70E+0.60H 0.163 -0.331 D Only 0.642 2.907 L Only 1.525 4.538 S Only 0.584 2.130 W Only 0.067 0.630 -W -0.067 -0.630 E Only 0.318 2.965 E Only' -1.0 -0.318 -2.965 158 Sound Structural Solutions Project Title: Engineer: Project ID: Project Descr: Wood Beam JobsW(M1612151612030CrabtreeResidence AlCohenlwo170201WRD7 enercalctrib160809_s1612030.ec6 ENERCALC. INC.1983-2017. Build:6.17.1.16. Vec6.17.1.16 Description : 1-18 OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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 1,850.0psi Ebend-xx 1,800.Oksi Fc - Prll 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.Oksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1701) L10.42941 IIppgggg Li�pp D(0.08573) U0.2739) S(0.028131 D10�37�1 LI� 151.4021) S(0.0813MNW.5P A 1Eq San3) j D(0.055) L(0.22 j I 5.5x24 Span = 22.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 0.0 ->> 14.0 ft, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 -» 10.0 ft, Tributary Width = 3.750 ft, (FLOOR) Uniform Load : D = 0.08573, L = 0.2739, S = 0.02813 k/ft, Extent =10.0 ->>22.833 ft, Tributary Width =1.0 ft, (XR 1-15) Uniform Load : D = 0.1701, L = 0.4294 k/ft, Extent =14.0 ->>22.833 ft, Tributary Width =1.0 ft, (XL 1-13) Point Load : D = 0.1169, L = 0.4021, S = 0.08165 k @ 6.50 ft, (XR 1-17) Point Load : D = 2.907, L = 4.538, S = 2.130 k @ 10.0 ft, (XR 1-16) Point Load : W = 0.6295, E = 2.965 k @ 10.0 ft, (XR 1-16 OT) DESIGN SUMMARY e ` • ' Maximum Bending Stress Ratio = 0.87111 Maximum Shear Stress Ratio = 0.540 :1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb : Actual = 1,935.61 psi fv : Actual = 143.05 psi FB : Allowable = 2,204.99psi Fv : Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 22.833ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.455 in Ratio = 601 >=360 Max Upward Transient Deflection -0.110 in Ratio = 2495>=360 Max Downward Total Deflection 0.663 in Ratio = 413>=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 C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.302 0.173 0.90 0.919 1.00 1.00 1.00 1.00 1.00 26.41 600.14 1984.49 3.63 41.22 238.50 +D+L 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 it 1 0.878 0.540 1.00 0.919 1.00 1.00 1.00 1.00 1.00 85.17 1,935.61 2204.99 12.59 143.05 265.00 +D+S 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 159 Length = 22.833 ft 1 0.356 0.181 1.15 0.919 1.00 1.00 1.00 1.00 1.00 39.69 902.05 2535.74 4.84 55.04 304.75 +D+0.750L+0.750S 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 It 1 0.721 0.420 1.15 0.919 1.00 1.00 1.00 1.00 1.00 80.44 1,828.18 2535.74 11.26 127.96 304.75 +D+0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.184 0.102 1.60 0.919 1.00 1.00 1.00 1.00 1.00 28.53 648.39 3527.99 3.79 43.10 424.00 +D-0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.156 0.093 1.60 0.919 1.00 1.00 1.00 1.00 1.00 24.28 551.90 3527.99 3.46 39.34 424.00 +1.119D+1.750E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.378 0.172 1.60 0.919 1.00 1.00 1.00 1.00 1.00 58.71 1,334.34 3527.99 6.43 73.12 424.00 +1.119D-1.750E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.036 0.048 1.60 0.919 1.00 1.00 1.00 1.00 1.00 5.58 126.72 3527.99 1.79 20.30 424.00 +D+0.750L+0.750S+0.450W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.528 0.305 1.60 0.919 1.00 1.00 1.00 1.00 1.00 82.03 1,864.36 3527.99 11.38 129.36 424.00 +D+0.750L+0.750S-0.450W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.508 0.298 1.60 0.919 1.00 1.00 1.00 1.00 1.00 78.85 1,791.99 3527.99 11.14 126.55 424.00 +1.089D+0.750L+0.750S+1.313E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.674 0.356 1.60 0.919 1.00 1.00 1.00 1.00 1.00 104.67 2,378.82 3527.99 13.29 151.00 424.00 +1.089D+0.750L+0.750S-1.313E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.392 0.265 1.60 0.919 1.00 1.00 1.00 1.00 1.00 60,92 1,384.65 3527.99 9.88 112.27 424.00 +0.60D+0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.116 0.063 1.60 0.919 1.00 1.00 1.00 1.00 1.00 17.97 408.33 3527.99 2.34 26.61 424.00 +0.60D-0.60W 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.088 0.054 1.60 0.919 1.00 1.00 1.00 1.00 1.00 13.72 311.84 3527.99 2.01 22.85 424.00 +0.4810D+1.750E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 ft 1 0.270 0.119 1.60 0.919 1.00 1.00 1.00 1.00 1.00 41.86 951.45 3527.99 4.43 50.32 424.00 +0,4810D-1.750E 0.919 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.833 It 1 0.138 0.051 1.60 0.919 1.00 1.00 1.00 1.00 1.00 16.46 374.11 2719.49 1.91 21.65 424.00 Overall Maximum Deflections Load Combination Span Max.'-' Dell Location in Span Load Combination Max. '+' Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.6630 11.333 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.011 12.589 Overall MINimum -0.354 -0.276 D Only 3.144 3.627 +D+L 11.011 12.589 +D+S 4.501 4.843 +D+0.750L+0.750S 10.062 11.260 +D+0.60W 3.356 3.793 +D-0.60W 2.932 3.462 +D+0.70E 4.311 4.536 +D-0.70E 1.978 2.718 +D+0.750L+0.750S+0.450W 10.221 11.384 +D+0.750L+0.750S-0.450W 9.903 11.136 +D+0.750L+0.750S+0.5250E 10.937 11.942 +0+0.750L+0.750S-0.5250E 9.187 10.578 +0.60D+0.60W 2.099 2.342 +0.60D-0.60W 1.674 2.011 +0.60D+0.70E 3.053 3.085 +0.60D-0.70E 0.720 1.268 L Only 7.867 8.961 S Only 1.357 1.216 W Only 0.354 0.276 -W -0.354 -0.276 E Only 1.666 1.299 E Only' -1.0 -1.666 -1.299 160 ProjectSound Structural Solutions Engineer: Project ID: r Project D- ' s ti ��J ��� £��� •tom. � Description : 1-22 OVERSTRENGTH CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, 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.Oksi Fc - Prll 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.Oksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.2823) L(0.6634) S(0.1906) i D(0.3008) L(0.7336) S(0.5844) D(0.00371) L(0.3055) S(0.04769) D(0.0525) L(0.27) I I j 5.5x22.5 j Span = 22.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 7.0 ->> 22.830 ft, Tributary Width = 5.250 ft, (FLOOR) Uniform Load : D = 0.3008, L = 0.7336, S = 0.1921 k/ft, Extent = 0.0 ->> 7.0 ft, Tributary Width =1.0 ft, (XR 1-19) Point Load : D = 0.2755, L = 0.8780, S = 0.250 k @ 7.0 ft, (XL 1-17) Point Load : D = 0.6425, L=1.525, S = 0.5844 k @ 11.0 ft, (XL 1-16) Uniform Load : D = 0.2823, L = 0.6634, S = 0.1906 k/ft, Extent =11.0 - > 22.830 ft, Tributary Width =1.0 ft, (XL 1-15) Point Load : D = 0.003710, L = 0.3055, S = 0.04769 k @ 16.0 ft, (XR 1-21) Point Load : D = 0.003710, L = 0.3055, S = 0.04769 k @ 7.0 ft, (XR 1-21) Point Load : W = 0.06745, E = 0.3177 k @ 10.0 ft, (XL 1-16) Maximum Bending Stress Ratio = 0.90FX 1 Maximum Shear Stress Ratio = 0.632 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb : Actual = 2,009.01 psi fv : Actual = 167.56 psi FB : Allowable = 2,219.30psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.665ft Location of maximum on span = 22.830 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.564 in Ratio = 485 >=360 Max Upward Transient Deflection -0.014 in Ratio = 19195 >=360 Max Downward Total Deflection 0.770 in Ratio = 355>=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 fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.270 0.190 0.90 0.925 1.00 1.00 1.00 1.00 1.00 20.85 539.15 1997.37 3.74 45.31 238.50 +D+L 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.830 ft 1 0.905 0.632 1.00 0.925 1.00 1.00 1.00 1.00 1.00 77.69 2,009.01 2219.30 13.82 167.56 265.00 161 Project Title: Engineer: Project Descr: JobsW61s161&1612030 Cr Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L +D+S 0.925 Length = 22.830 it 1 0.347 0.239 1.15 0.925 +D+0.750L+0.750S 0.925 Length = 22.830 ft 1 0.745 0.518 1.15 0.925 +D+0.60W 0.925 Length = 22.830 ft 1 0.153 0.107 1.60 0.925 +D-0.60W 0.925 Length = 22.830 ft 1 0.150 0.106 1.60 0.925 +1.140D+0.70E 0.925 Length = 22.830 ft 1 0.181 0.125 1.60 0.925 +1.140D-0.70E 0.925 Length = 22.830 ft 1 0.165 0.119 1.60 0.925 +D+0.7501-+0.750S+0.450W 0.925 Length = 22.830 ft 1 0.537 0.372 1.60 0.925 +D+0.750L+0.750S-0.450W 0.925 Length = 22.830 ft 1 0.534 0.372 1.60 0.925 +1.105D+0.750L+0.750S+0.5250E 0.925 Length = 22.830 ft 1 0.557 0.385 1.60 0.925 +1.105D+0.750L+0.750S-0.5250E 0.925 Length = 22.830 ft 1 0.546 0.381 1.60 0.925 +0.60D+0.60W 0.925 Length = 22.830 ft 1 0.093 0.065 1.60 0.925 +0.60D-0.60W 0.925 Length = 22.830 ft 1 0.090 0.064 1.60 0.925 +0.460D+0.70E 0.925 Length = 22.830 it 1 0.078 0.052 1.60 0.925 +0.460D-0.70E 0.925 Length = 22.830 ft 1 0.062 0.046 1.60 0.925 Overall Maximum Deflections Moment Values M fb Fb Project ID: Ver.6.17.1.16 Shear Values V fv Fv 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 34.26 886.00 2552.19 6.02 72.98 304.75 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 73.54 1,901.60 2552.19 13.01 157.75 304.75 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 21.05 544.26 3550.88 3.76 45.52 424.00 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 20.65 534.04 3550.88 3.72 45.09 424.00 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 24.87 643.04 3550.88 4.36 52.83 424.00 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 22.69 586.85 3550.88 4.16 50.47 424.00 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 73.69 1,905.47 3550.88 13.03 157.91 424.00 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 73.39 1,897.73 3550.88 13.00 157.59 424.00 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 76.55 1,979.51 3550.88 13.48 163.39 424.00 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 74.91 1,937.01 3550.88 13.33 161.62 424.00 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 12.71 328.62 3550.88 2.26 27.40 424.00 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 12.31 318.39 3550.88 2.23 26.97 424.00 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 10.71 276.90 3550.88 1.82 22.02 424.00 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 8.54 220.71 3550.88 1.62 19.66 424.00 Load Combination Span Max.'-! Dell Location in Span Load Combination Max.'+' Defl Location in Span +D+L 1 0.7703 11.582 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.700 13.823 Overall MINimum -0.038 -0.030 D Only 3.464 3.738 +D+L 12.700 13.823 +D+S 5.710 6.021 +D+0.750L+0.750S 12.076 13.014 +D+0.60W 3.487 3.756 +D-0.60W 3.441 3.720 +D+0.70E 3.589 3.835 +D-0.70E 3.339 3.640 +D+0.750L+0.750S+0.450W 12.093 13.028 +D+0.750L+0.750S-0.450W 12.058 13.001 +D+0.7501-+0.750S+0.5250E 12.169 13.087 +D+0.750L+0.750S-0.5250E 11.982 12.941 +0.60D+0.60W 2.101 2.260 +0.60D-0.60W 2.056 2.225 +0.60D+0.70E 2.203 2.340 +0.60D-0.70E 1.953 2.145 L Only 9.236 10.085 S Only 2.246 2.283 W Only 0.038 0.030 -W -0.038 -0.030 E Only 0.179 0.139 EOnly '-1.0 -0.179 -0.139 162 G 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 163 Use menu item Settings > Printing & Title BMt1h FWC - Seismic - 4 to set these five lines of information Job # 5 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 icense : nw-ubUbI /L4 !cerise To: SOUND STRUCTURAL SOLUTIO Criteria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.73 OK Sliding = 1.49 Ratio Total Bearing Load = 1,737 Ibs ...resultant ecc. = 4.38 in Cantilevered Retaining Walt INC Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 56.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 paf FootingIlSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It 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" _ < 1.5! Desi n Method = Soil Pressure @ Toe = 1,088 psf OK Soil Pressure @ Heel = 139 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,523 psf ACI Factored @ Heel = 195 psf Footing Shear @ Toe = 7.3 psi OK Footing Shear @ Heel = 6.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 654.1 Ibs less 100% Passive Force = - 104.2 Ibs less 100% Friction Force = - 868.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 8.4 Ibs NG 9 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 ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratlo'n' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 2nd Page: 1 Date: 16 FEB 2017 Code: IBC 2015,AC1318-14,ACI 530-13 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 = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Bottom Stem OK Stem OK 1.25 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 16.00 16.00 5.75 i 5.75 i 0.088 0.270 360.0 761.6 330.0 1,015.5 3,761.8 3,761.8 5.2 11.0 75.0 75.0 100.0 100.0 5.75 5.75 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 LRFD 164 Use menu item Settings > Printing & Title Butt$ FWC - Seismic - 4 Page: 2 to set these five lines of information Job # 5 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 426-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0135 in2/ft (4/3) * As: 0.018 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0001bh : 0.0001(12)(8) : 0.0096 in2/ft Required Area: 0.018 in2/ft Provided Area : 0.15 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.528 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0415 in2/ft (4/3) * As: 0.0554 in2/ft Min Stem T&S Reinf Area 0.240 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001 bh : 0.0001 (12)(8): 0.0096 in2/ft -lorizontal Reinforcing Options : Dne layer of : Two layers of: Required Area: 0.0554 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.15 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.83 Total Footing Width = 2.83 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,523 195 psf Mu': Upward = 683 256 ft-# Mu': Downward = 88 595 ft-# Mu: Design = 596 339 ft-# Actual 1-Way Shear = 7.29 6.09 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinfArea Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.61 in2 0.22 in2 rft If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in 165 Use menu item Settings > Printing & Title BIFit h FWC - Seismic - 4 Page: 3 to set these five lines of information Job # 5 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC SummaQ4 of Overturnin & Resistino Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs It ft-# Heel Active Pressure = 654.1 1.61 1,053.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 654.1 O.T.M. 1,053.8 Resisting/Overturning Ratio = 2.73 Vertical Loads used for Soil Pressure = 1,737.3 Ibs Soil Over Heel = 583.2 Z.Zo 1,312.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 400.0 1.33 533.3 ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions = Footing Weight = 354.1 1.42 501.6 Key Weight = Vert. Component = Total = 1,737.3 Ibs R.M.= 2,880.3 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 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 pd Horizontal Defl @ Top of Wall (approximate only) 0.043 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. W& Use menu item Settings > Printing & Title BrMh FWC - No Seismic - 4 Page : 1 set these five lines of information Job # 6 Dsgnr: Date: 16 FEB 2017 s8sto for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree ResidenceAI Cohen\wo 170201Tiles from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 It Equivalent Fluid Pressure Method Active Heel Pressure - 42.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft 1 Water height over heel = 0.0 It Soil Density, Heel = 125.00 pcf j Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.64 OK Sliding = 1.98 OK Total Bearing Load = 1,737 Ibs ...resultant ecc. = 2.56 in Soil Pressure @ Toe = 891 psf OK Soil Pressure @ Heel = 336 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,247 psf ACI Factored @ Heel = 470 psf Footing Shear @ Toe = 5.9 psi OK Footing Shear @ Heel = 3.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 490.6 Ibs less 100% Passive Force = - 104.2 Ibs less 100% Friction Force = - 868.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 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 Acove 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-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Moment ..... Allowable Shear..... Actual Service Level Strength Level Shear ..... Allowable Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 2nd Adjacent Footing Load Adjacent Footing Load = 0.0 lbs 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 Bottom Stem OK Stem OK 1.25 0.00 Concrete Concrete LRFD LRFD LRFD 8.00 8.00 # 4 # 4 16.00 16.00 5.75 i 5.75 i 0.066 0.202 270.0 571.2 247.5 761.6 ft-#= 3,761.8 3,761.8 psi = psi = 3.9 8.3 psi = 75.0 75.0 psf = 100.0 100.0 in = 5.75 5.75 psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 psi = 60,000.0 60,000.0 167 Use menu item Settings > Printing & Title BMtlls FWC - No Seismic - 4 s8sto set these five lines of information Job # 6 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:W16 obs�s\s1612\s1612030 Crabtree ResidenceAI Cohen\wo 170201\Files from 16010 Page: 2 Date: 16 FEB 2017 Ketarnt-ro tc) 7yS!-zu'16, k5una -imb u3.39 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To.- SOUND STRUCTURAL SOLUTIONS INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0101 in2/ft (4/3) * As: 0.0135 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Required Area: 0.1152 in2/ft Provided Area: 0.15 in2/ft Maximum Area : 0.7789 in2/ft Bottom Stem As (based on applied moment) (4/3) * As: 200bd/fy : 200(12)(5.75)/60000 0.0012bh : 0.0012(12)(8) : Required Area Provided Area Maximum Area : Horizontal Reinforcing Min Stem T&S Reinf Area 0.528 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Vertical Reinforcing Horizontal Reinforcing 0.0312 in2/ft 0.0415 in2/ft Min Stem T&S Reinf Area 0.240 in2 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.1152 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: 0.1152 in2/ft #4@ 12.50 in #4@ 25.00 in 0.15 in2/ft #5@ 19.38 in #5@ 38.75 in 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.00 It Heel Width = 1.83 Total Footing Width = 2.83 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,247 470 psf Mu': Upward = 578 392 ft-# Mu': Downward = 88 595 ft-# Mu: Design = 490 203 ft-# Actual 1-Way Shear = 5.93 3.66 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: [Au < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: [Au < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.61 in2 0.22 in2 A If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in 168 menu item Settings > Printing & Title Bihok FWC - No Seismic - 4 Page: 3 to set these five lines of information Job # 6 Dsgnr: Date: 16 FEB 2017 s8sUse for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06067724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summa of Overturnin & Resistin Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs It ft-# Heel Active Pressure = 490.6 1.61 790.4 Soil Over Heel = 583.2 2.25 1,312.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 400.0 1.33 533.3 Load @ Stem Above Soil = ' Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 490.6 O.T.M. 790.4 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions = _ = Footing Weight = 354.1 1.42 501.6 Resisting/Overturning Ratio = 3.64 Key Weight = Vertical Loads used for Soil Pressure = 1,737.3 Ibs Vert. Component = Total = 1,737.3 Ibs R.M.= 2,880.3 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 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 pd Horizontal Defl @ Top of Wall (approximate only) 0.035 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. 169 Use menu item Settings > Printing & Title Blbtlis FWC - Seismic - 6 s8sto set these five lines of information Job # 4 Dsgnr: for your program. Description.... 426-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -A[ Cohen\wo 170201Tiles from 16010 RetainPro ic►1987-2016. Build 11.16.03.31 icense 10 : bUUNU 5I KUG I UKAL- SULU I IU Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.71 OK Sliding = 1.14 Ratio Total Bearing Load = 2,250 Ibs ...resultant ecc. = 9.66 in Cantilevered Retaining Wall INC Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 56.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 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" _ < 1.5! Desi n Method = Soil Pressure @ Toe = 1,587 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,222 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 27.6 psi OK Footing Shear @ Heel = 12.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 1,307.4 Ibs less 100% Passive Force = - 816.7 Ibs less 100% Friction Force = - 675.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 469.5 Ibs NG g 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 ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Masonry Data I'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 2nd Page: 1 Date: 16 FEB 2017 Code: IBC 2015,ACI 318-14,ACI 530-13 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 1.25 Concrete LRFD 8.00 # 4 12.00 5.75 i Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 6.00 5.75 i 0.507 0.525 1,074.0 1,713.6 1,700.5 3,427.2 3,355.6 6,522.4 15.6 24.8 75.0 75.0 100.0 100.0 5.75 5.75 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 40,000.0 40,000.0 LRFD 170 Use menu item Settings > Printing & Title BIDdh FWC - Seismic - 6 Page : 2 s8sto set these five lines of information Job # 4 Dsgnr. Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:Wobslsl6\sl612\sl612030 Crabtree Residence -Al Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1044 in2/ft (4/3) * As: 0.1392 in2/ft Min Stem T&S Reinf Area 0.912 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.192 in2/ft 0.0001bh : 0.0001(12)(8) : 0.0096 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.1392 in2/ft €#4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft f#5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft f#6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2103 in2/ft (4/3) * As: 0.2805 in2/ft Min Stem T&S Reinf Area 0.240 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001bh : 0.0001(12)(8) : 0.0096 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.2805 in2/ft f#4@ 12.50 in #4@ 25.00 in Provided Area : 0.4 in2/ft 95@ 19.38 in #5@ 38.75 in Maximum Area : 1.1684 in2/ft f#6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,222 0 psf Total Footing Width = 3.50 Mu': Upward = 3,399 1 ft- # Footing Thickness = 10.00 in Mu': Downward = 350 425 ft-# Mu: Design = 3,049 425 ft- # Key Width = 10.00 in Actual 1-Way Shear = 27.59 12.95 psi Key Depth = 18.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 It Toe Reinforcing = # 4 @ 6.00 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 12.00 in Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 10.95 in, #5@ 16.97 in, #6@ 24.08 in, #7@ 32.84 in, #8@ 43.24 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.76 in2 0.22 in2 A If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in 171 Use menu item Settings > Printing & Title Bl'Wh FWC - Seismic - 6 Page : 3 to set these five lines of information Job # 4 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\sl6\sl612\sl612030 Crabtree Residence —Al Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC summarL of Ove turn in & Resistin Forces & Moments .....OVERTURNING.........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,307.4 2.28 2,978.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,307.4 O.T.M. 2,978.1 Resisting/Overturning Ratio = 1.71 Vertical Loads used for Soil Pressure = 2,250.0 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 625.0 3.08 1,927.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 400.0 2.33 933.3 "Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 2.33 1,400.0 Earth @ Stem Transitions = Footing Weight = 437.5 1.75 765.6 Key Weight = 187.5 0.42 78.1 Vert. Component = Total = 2,250.0 Ibs R.M.= 5,104.2 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Dell @ Top of Wall (approximate only) 0.076 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. 172 s8sUse menu item Settings > Printing & Title BMtlb FWC - No Seismic - 6 to set these five lines of information Job # 8 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\sl6\sl612\sl612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06067724 Cantilevered Retaining Wall License To: SOUND STRUCTURAL SOLUTIONS. INC Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.30 OK Sliding = 1.53 OK Total Bearing Load = 2,288 Ibs ...resultant ecc. = 5.76 in Soil Pressure @ Toe = 1,191 psf OK Soil Pressure @ Heel = 116 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,668 psf ACI Factored @ Heel = 162 psf Footing Shear @ Toe = 22.0 psi OK Footing Shear @ Heel = 9.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 980.6 Ibs less 100% Passive Force = - 816.7 Ibs less 100% Friction Force = - 686.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 42.0 psf(ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 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 "Hf' _ 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-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 2nd Page: 1 Date: 16 FEB 2017 Code: IBC 2015,ACI 318-14,AC1 530-13 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 Bottom Stem OK Stem OK 1.25 0.00 Concrete Concrete LRFD LRFD LRFD 8.00 8.00 # 4 # 4 12.00 6.00 5.75 i 5.75 i 0.267 0.394 805.5 1,285.2 1,275.3 2,570.4 Moment..... Allowable ft-#= 4,962.6 6,522.4 Shear..... Actual Service Level Strength Level Shear..... Allowable Wall Weight Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi= 11.7 18.6 psi = 75.0 75.0 psf= 100.0 100.0 in = 5.75 5.75 psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 psi = 60,000.0 40,000.0 173 Use menu item Settings > Printing & Title Bt>•itl$ FWC - No Seismic - 6 Page: 2 s8sto set these five lines of information Job # 8 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0522 in2/ft (4/3) * As: 0.0696 in2/ft Min Stem T&S Reinf Area 0.912 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001 bh : 0.0001(12)(8) : 0.0096 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.0696 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1578 in2/ft (4/3) * As : 0.2103 in2/ft Min Stem T&S Reinf Area 0.240 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001 bh : 0.0001 (12)(8): 0.0096 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2103 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft #6@ 27.50 in 96@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 1.50 Total Footing Width = 3.50 Footing Thickness = 10.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,668 162 psf Mu': Upward = 2,762 98 ft-# Mu': Downward = 350 425 ft-# Mu: Design = 2,412 328 ft-# Actual 1-Way Shear = 22.05 9.44 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 6.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 6.00 in Other Acceptable Sizes & Spacings Toe: #4@ 13.84 in, #5@ 21.45 in, #6@ 30.44 in, #7@ 41.51 in, #8@ 54.66 in, #9@ 6 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.76 in2 0.22 in2 A If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in 174 Use menu item Settings > Printing & Title BlFitib FWC - No Seismic - 6 to set these five lines of information Job # 8 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs;161s16121s1612030 Crabtree Residence —Al CoheMwo 1702017iles from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06067724 Cantilevered Retaining Wall License To: SOUND STRUCTURAL SOLUTIONS. INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 980.6 2.28 2,233.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 980.6 O.T.M. 2,233.6 Resisting/Overturning Ratio = 2.30 Vertical Loads used for Soil Pressure = 2,287.5 Ibs Page: 3 Date: 16 FEB 2017 Code: IBC 2015,AC1 318-14,ACI 530-13 Force Distance Moment Ibs ft ft-# Soil Over Heel = 625.0 3.08 1,927.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 400.0 2.33 933.3 ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 2.33 1,400.0 Earth @ Stem Transitions = Footing Weight = 437.5 1.75 765.6 Key Weight = 225.0 0.50 112.5 Vert. Component = Total = 2,287.5 Ibs R.M.= 5,138.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 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 Dell @ Top of Wall (approximate only) 0.057 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. 175 Use menu item Settings > Printing & Title BMfjkf FWC - No Seismic - 8 to set these five lines of information Job # 7 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence Al Cohen\wo 170201\Files from 16010 License : Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability. Ratios Overturning = 2.00 OK Sliding = 1.71 OK Total Bearing Load = 3,583 Ibs ...resultant ecc. = 9.87 in Soil Pressure @ Toe = 1,674 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,343 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 28.9 psi OK Footing Shear @ Heel = 17.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,701.0 Ibs less 100% Passive Force = - 1,837.5 Ibs less 100% Friction Force = - 1,075.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 42.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf Footingl[Soil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 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 ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 2nd Page: 1 Date: 16 FEB 2017 Code: IBC 2015,AC1 318-14,AC1 530-13 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 It 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 Bottom Stem OK Stem OK 1.25 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 6 # 6 16.00 8.00 5.625 5.625 0.471 0.423 1,626.6 2,284.8 3,659.8 6,092.8 7,774.9 14,393.2 24.1 33.8 75.0 75.0 100.0 100.0 5.63 5.63 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 LRFD 176 S88Use menu item Settings > Printing & Title Bthtlis FWC - No Seismic - 8 Page: 2 to set these five lines of information Job # 7 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:Wobs\s161sl612\s1612030 Crabtree Residence -Al Cohen\wo 170201\Files from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1533 in2/ft (4/3) * As: 0.2044 in2/ft Min Stem T&S Reinf Area 1.296 in2 200bd/fy : 200(12)(5.625)/60000 : 0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001 bh : 0.0001(12)(8) : 0.0096 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.2044 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.33 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.762 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2552 in2/ft (4/3) * As : 0.3402 in2/ft Min Stem T&S Reinf Area 0.240 in2 200bd/fy : 200(12)(5.625)/60000 : 0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001bh : 0.0001(12)(8) : 0.0096 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.2552 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.66 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.762 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.50 ft Heel Width = 2.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 30.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,343 0 psf Mu': Upward = 5,898 126 ft-# Mu': Downward = 656 1,431 ft-# Mu: Design = 5,241 1,305 ft-# Actual 1-Way Shear = 28.86 17.71 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.17 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 177 Use menu item Settings > Printing & Title BMtth FWC - No Seismic - 8 Page: 3 to set these five lines of information Job # 7 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\sl6\sl612\sl612030 Crabtree Residence —All Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW46057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resistinq Forces & Moments Item .....OVERTURNING....Force Distance Moment Ibs It ft-# Heel Active Pressure = 1,701.0 3.00 5,103.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,701.0 O.T.M. 5,103.0 Resisting/Overturning Ratio = 2.00 Vertical Loads used for Soil Pressure = 3,583.3 lbs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Force Distance Moment Ibs ft ft- # Soil Over Heel = 1,333.3 3.83 5,111.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 400.0 2.83 1,133.3 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.83 2,266.7 Earth @ Stem Transitions = Footing Weight = 675.0 2.25 1,518.8 Key Weight = 375.0 0.50 187.5 Vert. Component = Total = 3,583.3 Ibs R.M.= 10,217.4 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Dell @ Top of Wall (approximate only) 0.083 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. 178 S88Use menu item Settings > Printing & Title B!'Wh FWC - Seismic - 8 Page: 1 to set these five lines of information Job # 3 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS INC Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 it Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.50 OK Sliding = 1.28 Ratio Total Bearing Load = 3,583 Ibs ...resultant ecc. = 15.57 in Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 56.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf Footingl]Soil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 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" _ < 1.5! Desi n Method - Soil Pressure @ Toe = 2,508 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,511 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 38.7 psi OK Footing Shear @ Heel = 21.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,268.0 Ibs less 100% Passive Force = - 1,837.5 Ibs less 100%Friction Force = - 1,075.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 489.5 Ibs NG 9 - 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 ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 2nd Adjacent Footing Load Adjacent Footing Load = 0.0 lb 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 1.25 Concrete LRFD 8.00 # 6 16.00 5.625 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 6 8.00 5.625 0.628 0.564 2.168.8 3,046.4 4,879.7 8,123.7 7,774.9 14,393.2 32.1 75.0 100.0 5.63 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASO Concrete Data fc psi = Fy psi = 45.1 75.0 100.0 5.63 2,500.0 2,500.0 60,000.0 60,000.0 LRFD 179 Use menu item Settings > Printing & Title Blot h FWC - Seismic - 8 Page: 2 s8sto set these five lines of information Job # 3 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -Al Cohen\wo 170201\Files from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2044 in2/ft (4/3) * As: 0.2725 in2/ft Min Stem T&S Reinf Area 1.296 in2 200bd/fy : 200(12)(5.625)/60000 : 0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001 bh : 0.0001 (12)(8): 0.0096 in2fft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.225 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.33 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.762 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3402 in2/ft (4/3) * As: 0.4536 in2/ft Min Stem T&S Reinf Area 0.240 in2 200bd/fy : 200(12)(5.625)/60000 : 0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0001bh : 0.0001(12)(8) : 0.0096 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.3402 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.66 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.762 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.50 ft Heel Width = 2.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 30.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 3,511 0 psf Mu': Upward = 7,772 0 ft-# Mu': Downward = 656 1,431 ft-# Mu: Design = 7,116 1,431 ft-# Actual 1-Way Shear = 38.65 21.05 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: #4@ 9.31 in, #5@ 14.43 in, #6@ 20.49 in, #7@ 27.94 in, #8@ 36.78 in, #9@ 46 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.17 in2 0.26 in2 /it If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 180 Use menu item Settings > Printing & Title Bifitlk FWC - Seismic - 8 s8sto set these five lines of information Job # 3 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\sl6\sl612\sl612030 Crabtree Residence Al Cohen\wo 170201\Files from 16010 License: KW - License To Summa If - Page : 3 Date: 16 FEB 2017 Cantilevered Retaining Wail Code: IBC 2015,AC1 318-14,ACI 530-13 C of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure = 2,268.0 3.00 6,804.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,268.0 O.T.M. 6,804.0 Resisting/Overturning Ratio = 1.50 Vertical Loads used for Soil Pressure = 3,583.3 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. .....RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 1,333.3 3.83 5,111.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 400.0 2.83 1,133.3 Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 2.83 2,266.7 Earth @ Stem Transitions = Footing Weight = 675.0 2.25 1,518.8 Key Weight = 375.0 0.50 187.5 Vert. Component = Total = 3,583.3 Ibs R.M.= 10,217.4 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Defl @ Top of Wall (approximate only) 0.124 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. 181 Use menu item Settings > Printing & Title BI>5ft FWC - Seismic -10 to set these five lines of information Job # 1 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.64 OK Sliding = 1.50 OK Total Bearing Load = 5,041 Ibs ...resultant ecc. = 18.22 in Soil Pressure @ Toe = 2,039 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,855 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 42.4 psi OK Footing Shear @ Heel = 23.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 3,491.4 Ibs less 100% Passive Force = - 2,604.2 Ibs less 100% Friction Force = - 2,646.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 56.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.525 Soil height to ignore for passive pressure = 0.00 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 "Fit" _ 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 ft-#= Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = Masonry Data I'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 2nd Page: 1 Date: 16 FEB 2017 Code: IBC 2015,ACI 318-14,ACI 530-13 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 Bottom Stem OK Stem OK 1.25 0.00 Concrete Concrete LRFD LRFD 10.00 10.00 # 6 # 6 8.00 8.00 7.625 7.625 0.523 0.780 3,644.4 4,760.0 10,629.4 15,866.7 20,333.2 20,333.2 39.8 52.0 75.0 75.0 120.8 120.8 7.63 7.63 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 LRFD 182 s8sUse menu item Settings > Printing & Title BMdk FWC - Seismic -10 Page: 2 to set these five lines of information Job # 1 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -Al Cohen\wo 170201\Files from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3233 in2/ft (4/3) * As: 0.4311 in2/ft Min Stem T&S Reinf Area 2.100 in2 200bd/fy : 200(12)(7.625)/60000 : 0.305 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.240 in2/ft 0.0001bh : 0.0001(12)(10) : 0.012 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.3233 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.66 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4826 in2/ft (4/3) * As : 0.6435 in2/ft Min Stem T&S Reinf Area 0.300 in2 200bd/fy : 200(12)(7.625)/60000 : 0.305 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0001 bh : 0.0001 (12)(10): 0.012 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.4826 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.66 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 4.00 It Toe Heel Heel Width = 2.33 Factored Pressure = 2,855 0 psf Total Footing Width = 6.33 Mu': Upward = 16,680 0 ft-# Footing Thickness = 14.00 in Mu': Downward = 1,960 2,243 ft-# Mu: Design = 14,720 2,243 ft-# Key Width Key Depth = 36in .00 in = Actual 1-Way Shear = 42.35 23.72 psi Key Distance from Toe 0.00 = ft Allow 1-Way Shear = 75.00 75.00 psi .00 Toe Reinforcing = # 6 @ 8.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 6 @ 8.00 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 5.71 in, #5@ 8.86 in, #6@ 12.57 in, #7@ 17.14 in, #8@ 22.57 in, #9@ 28. Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 1.92 in2 Min footing T&S reinf Area per foot 0.30 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in 183 Use menu item Settings > Printing & Title BWtIh FWC - Seismic -10 Page: 3 set these five lines of information Job # 1 Dsgnr: Date: 16 FEB 2017 for your program. s8sto Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence —Al Cohen\wo 170201\Files from 16010 RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturnina & Resistino Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft-# Heel Active Pressure = 3,491.4 3.72 12,995.9 Soil Over Heel = 1,874.6 5.58 10,466.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 400.0 4.42 1,766.7 Load @ Stem Above Soil = "Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 3,491.4 O.T.M. 12,995.9 Stem Weight(s) = 1,208.3 4.42 5,336.8 Earth @ Stem Transitions = _ = Footing Weight = 1,108.3 3.17 3,509.4 Res !sting/Overturning Ratio = 1.64 Key Weight = 450.0 0.50 225.0 Vertical Loads used for Soil Pressure = 5,041.2 Ibs Vert. Component = Total = 5,041.2 Ibs R.M.= 21,303.9 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 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 Defl @ Top of Wall (approximate only) 0.089 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. 184 menu item Settings > Printing & Title BMtlb FWC - No Seismic -10 Page : 1 to set these five lines of information Job # 2 Dsgnr: Date: 16 FEB 2017 s8sUse for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -Al Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Esoil Data �II- Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf I Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method j Active Heel Pressure - 42.0 psf/ft j Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 400.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.25 OK Sliding = 1.53 OK Total Bearing Load = 4,925 Ibs ...resultant ecc. = 9.56 in Soil Pressure @ Toe = 1,365 psf OK Soil Pressure @ Heel = 191 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,910 psf ACI Factored @ Heel = 267 psf Footing Shear @ Toe = 41.1 psi OK Footing Shear @ Heel = 22.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,541.0 Ibs less 100% Passive Force = - 2,400.0 Ibs less 100%Friction Force = - 1,477.4lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 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 Stern = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "HV' _ 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-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 2nd Footing Load 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 Bottom Stem OK Stem OK 1.25 0.00 Concrete Concrete LRFD LRFD 10.00 10.00 # 6 # 6 8.00 8.00 7.625 7.625 0.392 0.585 2,733.3 3,570.0 7,972.1 11,900.0 Moment..... Allowable ft-# = 20,333.2 20,333.2 Shear..... Actual Service Level psi = Strength Level psi = 29.9 39.0 Shear..... Allowable psi = 75.0 75.0 Wall Weight psf= 125.0 125.0 Rebar Depth 'd' in = 7.63 7.63 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 LRFD 185 Use menu item Settings > Printing & Title BIM FWC - No Seismic -10 Page: 2 S88to set these five lines of information Job # 2 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree ResidenceAI Cohen\wo 170201\Files from 16010 RetainPro(c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2425 in2/ft (4/3) * As : 0.3233 in2/ft Min Stem T&S Reinf Area 2.100 in2 200bd/fy : 200(12)(7.625)/60000 : 0.305 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0012bh : 0.0012(12)(10) : 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.305 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.66 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3619 in2/ft (4/3) * As : 0.4826 in2/ft Min Stem T&S Reinf Area 0.300 in2 200bd/fy : 200(12)(7.625)/60000 : 0.305 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0012bh : 0.0012(12)(10) : 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.3619 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.66 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions & Strengths Toe Width = 4.00 ft Heel Width = 2.33 Total Footing Width = 6.33 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 36.00 in Key Distance from Toe = 0.00 ft Pc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,910 267 psf Mu': Upward = 12,515 446 ft-# Mu': Downward = 1,680 2,204 ft-# Mu: Design = 10,835 1,758 ft-# Actual 1-Way Shear = 41.09 22.03 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.06 in, #5@ 10.94 in, #6@ 15.53 in, #7@ 21.18 in, #8@ 27.88 in, #9@ 35 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.64 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 186 Use menu item Settings > Printing & Title Btfitils FWC - No Seismic -10 Page: 3 s8sto set these five lines of information Job # 2 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\Files from 16010 RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC summary of Overturnin I & Resist' n Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,541.0 3.67 9,317.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,541.0 O.T.M. 9,317.0 Resisting/Overturning Ratio = 2.25 Vertical Loads used for Soil Pressure = 4,924.5 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 1,874.6 5.58 10,466.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 400.0 4.42 1,766.7 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,250.0 4.42 5,520.8 Earth @ Stem Transitions = Footing Weight = 950.0 3.17 3,008.0 Key Weight = 450.0 0.50 225.0 Vert. Component = Total = 4,924.5 Ibs R.M.= 20,986.6 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Defl @ Top of Wall (approximate only) 0.060 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. 187 Use menu item Settings > Printing & Title BMt* 10' - 2014ACI Page : 1 set these five lines of information Job # 19 Dsgnr: Date: 16 FEB 2017 s8sto for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:Wobsls1s1612\s1612030 Crabtree Residence -Al Cohen\wo 1702011FWCB.RPX RetainPro (c)1987-2016, Build 11.16.03.31 License: Kw-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data -- Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method j Active Heel Pressure - 42.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft ! j Water height over heel = 0.0 It Soil Density, Heel = 120.00 pcf I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 300.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary Wall Stability Ratios Overturning = 3.26 OK Sliding = 1.51 OK Total Bearing Load = 7,375 Ibs ...resultant ecc. = 6.66 in Soil Pressure @ Toe = 1,605 psf OK Soil Pressure @ Heel = 553 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,247 psf ACI Factored @ Heel = 775 psf Footing Shear @ Toe = 26.3 psi OK Footing Shear @ Heel = 26.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,541.0 Ibs less 100% Passive Force = - 150.0 Ibs less 100% Friction Force = - 3,687.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 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 "Hf' _ 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-# _ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 it Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 2.33 2.33 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 10.00 10.00 10.00 # 5 # 5 # 5 12.00 6.00 6.06 7.688 7.688 Edge 0.529 0.278 0.615 2,100.2 2,100.2 3,570.0 Strength Level ft-# = 5,404.5 Moment..... Allowable Shear..... Actual Service Level Strength Level Shear..... Allowable Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy ft-#= 10,214.5 psi = 5,404.5 11,935.0 19,408.4 19,408.4 psi = 22.8 22.8 38.7 psi = 75.0 75.0 75.0 psf = 125.0 125.0 125.0 in = 7.69 7.69 7.69 psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 188 S88Use menu item Settings > Printing & Title Btbttk 10' - 2014AC1 to set these five lines of information Job # 19 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\FWCB.RPX Page: 2 Date: 16 FEB 2017 newuirlu 16) luow-w io, ounu 11.-1o.uo.o-I License: KW-06067724 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.163 in2/ft (4/3) * As: 0.2173 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Required Area: 0.2173 in2/ft Provided Area : 0.31 in2/ft Maximum Area: 1.0415 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.163 in2/ft (4/3) * As: 0.2173 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Required Area: 0.2173 in2/ft Provided Area : 0.62 in2/ft Maximum Area: 1.0415 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.841 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3599 in2/ft (4/3) * As : 0.4799 in2/ft Min Stem T&S Reinf Area 0.559 in2 200bd/fy : 200(12)(7.688)/60000: 0.3075 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.240 in2/ft 0.0018bh: 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.3599 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.62 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 4.83 Total Footing Width = 6.83 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Toe Heel Factored Pressure = 2,247 775 psf Mu': Upward = 4,207 8,495 ft-# Mu': Downward = 420 15,117 ft-# Mu: Design = 3,787 6,623 ft-# Actual 1-Way Shear = 26.30 26.83 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 6.00 in Heel Reinforcing = # 4 @ 6.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Heel: #4@ 10.01 in, #5@ 15.51 in, #6@ 22.01 in, #7@ 30.02 in, #8@ 39.52 in, #9@ 5 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.77 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 189 Use menu item Settings > Printing & Title Bintttt 10' - 2U14ACI Page: 3 to set these five lines of information Job # 19 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wail in File: S:\Jobs\s161s1612\s1612030 Crabtree Residence AI Cohen\wo 1702011FWCB.RPX RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC SummaQ4 of Overturnina & Resistino Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# lbs ft ft-# Heel Active Pressure = 2,541.0 3.67 9,317.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,541.0 O.T.M. 9,317.0 Resisting/Overturning Ratio = 3.26 Vertical Loads used for Soil Pressure = 7,374.6 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 4,799.6 4.83 23,197.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 2.33 700.0 Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,250.0 2.42 3,020.8 Earth @ Stem Transitions = Footing Weight = 1,025.0 3.42 3,501.7 Key Weight = Vert. Component = Total = 7,374.6 Ibs R.M.= 30,419.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Defl @ Top of Wall (approximate only) 0.065 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. 190 Use menu item Settings > Printing & Title BiDdis 10' - 2014AC1 to set these five lines of information Job # 27 Dsgnr: for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\FWCB.RPX Page : 1 Date: 16 FEB 2017 Keramrro tci Maur-euib, tsuuo 11.1b.u3.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 300.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary Wall Stability Ratios Overturning = 2.39 OK Sliding = 1.12 Ratio Total Bearing Load = 7,263 Ibs ...resultant ecc. = 12.02 in Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 56.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pof Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 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" _ < 1.5! Desi n Method = Soil Pressure @ Toe = 2,034 psf OK Soil Pressure @ Heel = 118 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,847 psf ACI Factored @ Heel = 165 psf Footing Shear @ Toe = 33.0 psi OK Footing Shear @ Heel = 36.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 3,388.0 Ibs less 100% Passive Force = - 150.0 Ibs less 100% Friction Force = - 3,631.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 1,300.8 Ibs NG g 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 ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = Masonry Data I'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 3rd 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 2nd Bottom Stem OK Stem OK Stem OK 2.33 2.33 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 10.00 10.00 10.00 # 5 # 5 # 5 12.00 6.00 6.00 7.688 7.688 Edge 0.704 0.371 0.819 2,800.3 2,800.3 4,760.0 7,194.3 7,194.3 15,901.7 10,214.5 19,408.4 19,408.4 30.4 30.4 51.6 75.0 75.0 75.0 125.0 125.0 125.0 7.69 7.69 7.69 Equiv. Solid Thick. Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 191 Use menu item Settings > Printing & Title 13 tt h 10' - 2014ACI Page: 2 set these five lines of information Job # 27 . Dsgnr: Date: 16 FEB 2017 for your program. S88to Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -Al Cohen\wo 170201\FWCB.RPX RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2169 in2/ft (4/3) * As: 0.2893 in2/ft Min Stem T&S Reinf Area 1.841 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.2893 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.31 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2169 in2/ft (4/3) * As: 0.2893 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2893 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area: 0.62 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 1.0415 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4795 in2/ft (4/3) * As: 0.6394 in2/ft Min Stem T&S Reinf Area 0.559 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.4795 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.62 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,847 165 psf Total Footing Width = 6.75 Mu': Upward = 5,165 5,246 ft-# Footing Thickness = 12.00 in Mu': Downward = 420 14,497 ft-# Mu: Design = 4,745 9,251 ft-# Key Width = 0.00 in Actual 1-Way Shear = 32.95 36.35 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 6.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.50 in Toe: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Heel: #4@ 7.16 in, #5@ 11.10 in, #6@ 15.76 in, #7@ 21.49 in, #8@ 28.30 in, #9@ 35 Key: No key defined Min footing T&S reinf Area 1.75 in2 Min footing T&S reinf Area per foot 0.26 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 192 Use menu item Settings > Printing & Title BMtlb 10' - 2a14ACl Page: 3 s8sto set these five lines of information Job # 27 Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 s1612030 This Wall in File: S:\Jobs\sl6\sl612\sl612030 Crabtree Residence —Al Cohen\wo 170201\FWCB.RPX RetainPro (c)1987-2016, Build 11.16.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summa of Overturnin & Resistin Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft- # Heel Active Pressure = 3,388.0 3.67 12,422.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 3,388.0 O.T.M. 12,422.7 Resisting/Overturning Ratio = 2.39 Vertical Loads used for Soil Pressure = 7,262.5 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 considered in the calculation of Overturning Resistance. Soil Over Heel = 4,700.0 4.79 22,520.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 2.33 700.0 ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,250.0 2.42 3,020.8 Earth @ Stem Transitions = Footing Weight = 1,012.5 3.38 3,417.2 Key Weight = Vert. Component = Total = 7,262.5 Ibs R.M.= 29,658.9 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Defl @ Top of Wall (approximate only) 0.084 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. 193 Use menu item Settings > Printing & Title Btet* 10' FWB to set these five lines of information Job # Dsgnr: for your program. Description.... 425-778-1023 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence AI Cohen\wo 170201\FWCB.RPX Page: 1 Date: 16 FEB 2017 RetainPro (c) 1987-2016, Build 11.16.03.31 license : KW-06o5»24 _ _ _ _ ..._Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 Criteria Soil Data Retained Height = 10.00 ft Wall height above soil = 0.00 ft Total Wall Height = 10.00 ft Top Support Height = 10.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At -rest Heel Pressure = 63.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf FootingilSoil Frictior = 0.500 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strengtn Level) Base Above/Below Soil _ - 0.0 ft Axial Dead Load = 300.0 Ibs Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 0.0 P psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/ Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,987 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 1.64 in Wall Weight = 10).0 psf fc = 2,500 psi S 'I P T - 1 325 sf OK Stem is FREE to rotate at top of footing re of ssure @ oe - Soil Pressure @ Heel = p 1,325 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 722 psf ACI Factored @ Heel = 2,457 psf Footing Shear @ Toe = 0.2 psi OK Footing Shear @ Heel = 2.9 psi OK Allowable = 75.0 psi Reaction at Top = 1,048.9 Ibs Reaction at Bottom = 2,646.9 Ibs Sliding Calcs Lateral Sliding Force = 2,646.9 Ibs Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb1F13 + fa/Fa Mu .... Actual Mn * Phi..... Allowable Shear Force @ this height Shear..... Actual Shear..... Allowable @ Top Support Stem OK = 10.00 ft # 6 = 10.00 in = Edge 5.50 in Mmax Between Top & Base Stem OK 4.26 ft # 6 10.00 in Edge 6.00 in @ Base of Wall Stem OK 0.00 ft # 6 10.00 in Edge 5.50 in = 0.000 0.506 0.000 = 0.0 ft-# 6,466.4 ft-# 0.0 ft-# = 11,587.7ft-# 12,775.7ft-# 11,587.7ft-# = 1,680.0lbs 3,360.0lbs = 25.45 psi 50.91 psi = 75.00 psi 75.00 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes & Spacings: NOT considered in the calculation of soil bearing Toe: None Spedd -or- Heel: None Spec'd -or- Load Factors Key: No key defined -or- Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 194 Seismic, E 1.000 Not req'd: Mu < phi*5*lambda*sgrt(Pc)*Sm Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm No key defined s8sUse menu item Settings > Printing & Title BI>' h 10' FWB Page: 2 to set these five lines of information Job # Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -Al Cohen\wo 170201\FWCB.RPX RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-06057724 Restrained Retaining Wall Code: IBC 2015,AC1318-14,ACI 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) * As: 0 in2/ft Min Stem T&S Reinf Area 1.920 in2 200bd/fy : 200(12)(5.5)/60000 : 0.22 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.528 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7451 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2529 in2/ft (4/3) * As: 0.3372 in2/ft Min Stem T&S Reinf Area 1.103 in2 200bd/fy : 200(12)(6)/60000 : 0.24 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.2529 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.528 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8128 in2/ft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing As (based on applied moment) : 0 in2/ft (4/3) * As: 0 in2/ft 200bd/fy : 200(12)(5.5)/60000 : 0.22 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area: 0.1728 in2/ft Provided Area : 0.528 in2/ft Maximum Area : 0.7451 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.817 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Strengths & Dimensions Footing Design Results Toe Width = 0.42 ft oe eel Heel Width = 1.08 Factored Pressure = 722 2,457 psf Total Footing Width = 1.50 Mu': Upward = 77 199 ft-# Footing Thickness = 10.00 in Mu': Downward = 13 138 ft-# Key Width = 0.00 in Mu: Design = 64 -61 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.24 2.90 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.32 in2 Min. As % = 0.0018 Min footing T&S reinf Area per foot 0.22 in2 /It Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 195 Use menu item Settings > Printing & Title Milk 10' FWB Page: 3 s8sto set these five lines of information Job # Dsgnr: Date: 16 FEB 2017 for your program. Description.... 425-778-1023 This Wall in File: S:\Jobs\s16\s1612\s1612030 Crabtree Residence -Al Cohen\wo 170201\FWCB.RPX Retainpro (c) 1987-2016, Build 11.16.03.31 License : KW-06067724 Restrained Retaining (Nall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft Axial Dead Load on Stem = 300.Olbs 0.75 ft Soil Over Toe = Ibs It Adjacent Footing Load = Ibs ft Surcharge Over Toe = Ibs ft Stem Weight = 1,000.Olbs 0.75 ft Soil Over Heel = 499.6lbs 1.29 ft Footing Weight = 187.5lbs 0.75 ft Total Vertical Force = 1,987.1 Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = Moment = -271.1 ft-# 7,242.3 ft-# Yes 1,324.7 psf Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. ft-# 225.1 ft-# ft-# ft-# ft-# 750.3ft-# 645.4ft# 140.6ft# 1,761.5 ft# 196 SIft ►ta`« VA gym. 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 MOM FfG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf fWi}W4 SC ¢WtE 1...i_ a arc �or�+c, r.v�c:.� -FMA O r,s -- FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. ID FOOTING SIZE REINFORCEMENT WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F2 2'-0" 2'-0" 10" 3 #4's 3 #4's F2.5 2'-6" 2'-6" 10" 3 #4's 3 #4's F3.5 3'-6" T-6" 10" 5 #4's 5 #4's Total Load 8,000 12,499 24,498 198 250 4ch Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning R E t4AY 0 5 2017 BUILDING DEPARTMENT CITY OF EDMONDS STORMWATER SITE PLAN REPORT Crabtree Residence COMPLIES WITH APPLICABLE CITY ER CODE Date: g 19205 Olympic View Drive Edmonds, WA 98020 05104117 CG Project No.: 16178.20 Table of Contents Section I — Project Overview Section II —Existing Conditions Summary Section III —Stormwater Pollution Prevention Plan (SWPPP) Narrative Section IV — Permanent Stormwater Control Plan Narrative Section V —Special Reports and Studies 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com Crabtree Residence 16178.20 Stormwater Site Plan Report Section I — Project Overview Section I Summary Narrative Vicinity Map May 4, 2017 Section I, Page 1 The proposed project is a new single-family residence in Edmonds, Washington. The site is a 0.22 acre rectangular -shaped parcel that is currently vacant and consists of mostly lawn. The project is less than an acre and has under 5,000 sf in new and replaced impervious surfaces. It is therefore categorized by the 2010 City of Edmonds Stormwater Supplement as a Small Site Category 1 project. Please note this project was vested in 2016 and is under the previous manual. The City has since adopted the 2017 Stormwater Code. Site Address: 19205 Olympic View Drive, Edmonds, WA 98020 Tax Parcel Number: 00434600008301 0 � a A � o Blake Pl 190th St SW Water St Edmonds Bay Adult Care Home 190fipX Cherry St 3 a4evrP Z < a, Aj T1920S Olympic View Dr T pr 4o z %stream Ln P l Goa' Q Orf �v�dLrt ay, j�c` Pysr � Quo 6 n otympic view Deb Puget Dr y o pugetar Puget Way' a = Z Figure 1-1 Vicinity Map 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINrifFUN, ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com Crabtree Residence 16178.20 Stormwater Site Plan Report May 4, 2017 Section I, Page 2 Predeveloped Condition There is a steep slope across the site with about a 20% grade from east to west, with frontage on Olympic View Drive. The site is currently undeveloped with grass and low shrubs, and is a rectangular shaped parcel, covering approximately 0.22 acres. There is a steep slope across the site with about a 20% grade from east to west towards Olympic View Drive. Stormwater enters the public storm sewer system on Olympic View Drive where it eventually enters Puget Sound via the Fruitdale Creek per the City of Edmonds Watersheds map. Underlying soils consist of "medium dense to dense, granular, glacial outwash soils, overlain by loose fill and topsoil layers observed to be at least 2.5 to 9 feet thick" per the geotechnical report. The NRCS Soil Survey shows Alderwood soils, or hydrologic soil group type "C." Adjacent lots are developed with single family residences. Utilities are located along Olympic View Drive. There is an 8" water main, 8" sewer main, 12" storm sewer main, gas line, and power line. Developed Condition The impervious areas on the site will cover approximately 4,141 sf (0.095 ac). The proposed impervious areas are as follows: Impervious Areas Roof: 2,435 sf (0.056 ac) Roof Overhang: 424 sf (0.009 ac) Driveway: 1,076 sf (0.025 ac Walkways: 206 sf (0.005 ac) Total: 4,141 sf (0.095 ac) Because the project is less than an acre and has under 5,000 square feet in new and replaced impervious surfaces, it is categorized by the 2010 City of Edmonds Stormwater Supplement as a Small Site Category 1 project. From a stormwater perspective, the site will handle its own flow control prior to connecting into Olympic View Drive. Flow control will be handled using a 23 lineal foot, 36-inch diameter detention pipe meeting the City of Edmonds requirements denoted in the Small Site Category 1 handout #E72A. Minimum Requirements Minimum Requirements for Category 1 Small Sites are discussed below from Section 5.0 Small Site Requirements from the 2010 Edmonds Stormwater Code Supplement: 250 4th Avenue South, Suite 200 Edmonds, WA 98020 EmwC FuNG ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com Crabtree Residence 16178.20 Stormwater Site Plan Report May 4, 2017 Section I, Page 3 Small Site Minimum Requirement #1: Preparation of Stormwater Site Plan A stormwater site plan and this stormwater site plan report have been prepared. Crabtree Residence 16178.20 March 3, 2017 Small Site Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) A Stormwater Erosion and Sediment Control Plan and narrative have been prepared. See Section III — Stormwater Pollution Prevention Plan (SWPPP) Narrative. Small Site Minimum Requirement #3: Source Control of Pollution Source control BMPs during construction are described in Section IV, which addresses Minimum Requirement 2. It is not anticipated that permanent source control BMPs will be required as the site does not contain any of the activities listed in Vol IV Ch. 3-5 of the stormwater manual. Small Site Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained. Small Site Minimum Requirement #5: Onsite Stormwater Management Onsite/LID techniques were determined to be infeasible due to the steep slopes on this site. Small Site Minimum Requirement #7: Flow Control A stormwater detention system for Category 1 small site projects will be used with sizing based on City of Edmonds handout #E72A. Small Site Minimum Requirement #8: Wetland Protection There are no wetlands onsite and it is not expected that any will be impacted. The site is within the Fruitdale Creek watershed. Small Site Minimum Requirement #9: Operation and Maintenance Implemented BMPs will be maintained according to Volume III of the Department of Ecology Stormwater Manual. Small Site Minimum Requirement #11: Financial Liability Not applicable for this project. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph.425.778.8500 I f.425.778.5536 www.cgengineering.com Crabtree Residence 16178.20 May 4, 2017 Stormwater Site Plan Report Section II, Page 1 Section II —Existing Conditions Summary Section II Summary Narrative The site is currently undeveloped with grass and lowshrubs, and is a rectangular shaped parcel, covering approximately 0.22 acres. There is a steep slope across the site with about a 20% grade from east to west towards Olympic View Drive. Stormwater enters the public storm sewer system on Olympic View Drive where it eventually enters Puget Sound via the Fruitdale Creek by consulting the City of Edmonds Watersheds map. Underlying soils consist of "medium dense to dense, granular, glacial outwash soils, overlain by loose fill and topsoil layers observed to be at least 2.5 to 9 feet thick" per the geotechnical report. The NRCS Soil Survey shows Alderwood soils, or hydrologic soil group type "C." Adjacent lots are developed with single family residences. Utilities are located along Olympic View Drive. There is an 8" water main, 8" sewer main, 12" storm sewer main, gas line, and power line. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 eNGw&Fum ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com Crabtree Residence 16178.20 Stormwater Site Plan Report May 4, 2017 Section III, Page 1 Section III — Stormwater Pollution Prevention Plan (SWPPP) Narrative Section III Summary Narrative A filter fabric fence will be installed along the entire downhill sides of construction where shown on the plans. The filter fabric fence will be checked periodically during the wet season. It will be inspected during and after any heavy rainfall. Damage will be repaired prior to leaving the site. A stabilized construction entrance will be provided at the site of the proposed driveway. Adjacent catch basins will be protected with inlet filters. Erosion control measures will be removed within 30 days after the site has been stabilized. Any disturbed areas resulting from construction or removal of the erosion control measures shall be stabilized. If possible, the clearing and land alteration work will be scheduled in the dry season. Trapped sediment will be removed or stabilized on site. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph.425.778.8500 1 f.425.778.5536 www.cgengineering.corn Crabtree Residence 16178.20 Stormwater Site Plan Report May 4, 2017 Section IV, Page 1 Section IV — Permanent Stormwater Control Plan Narrative Section IV Summary Narrative Grading and Drainage Plan (11 x 17) Because the project is less than an acre and has under 5,000 square feet in new and replaced impervious surfaces, it is categorized by the 2010 City of Edmonds Stormwater Supplement as a Small Site Category 1 project. From a stormwater perspective, the site will handle its own flow control prior to connecting into Olympic View Drive. Stormwater from the impervious areas indicated in the Project Summary section of this report will be conveyed into catch basins and piped to a detention system. The impervious areas on the site will cover approximately 4,141 sf (0.095 ac). The proposed impervious areas are as follows: Impervious Areas Roof: 2,435 sf (0.056 ac) Roof Overhang: 424 sf (0.009 ac) Driveway: 1,076 sf (0.025 ac Walkways: 206 sf (0.005 ac) Total: 4,141 sf (0.0°5 ac) The flow control system was sized using the City of Ecmonds Stormwater Detention System Simplified Sizing for Category 1 Small Site Projects handout. Because there is 4,141 sf of new impervious areas, the system will be a 36-inch diameter detention pipe, 23 lineal feet long, with 54-inch diameter Type 2 catch basin on either side. The flow control structure will have a 0.625 inch orifice to restrict the flow. 250 4th Avenue South, Suite 200 Edmonds, WA98020 ENGINEERING ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com Crabtree Residence 16178.20 Stormwater Site Plan Report Table 1 Detention Pipe Look: Up Table Category 1 Small Site Projects May 4, 2017 Section IV, Page 2 Contributing New Plus Replaced Impen-ious Surface Area (sf) Length of Pipe (tt) For Given Inside Diameter 18-inch 24- nch 30-mach 36-inch 4000 41 272 15 11 2,500 49 30 18 12 3,000 61 33 23 16 3,500 74 38 1 24 17 4,000 81 45 29 a 4,540 1 23 5,000 112 56 35 1 25 sf—stimar Cxt Orifice Size: = 0.75 (314) inch diameter = 0.625 (518) kxh diante er = 0.875 (718) inch diame ff 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com NVlcJ kiniin T— (INV ONI(MID w z OZO96 VM 'SONOV403 d M31A OldINA10 SOZ61 30N3OIS38 332i18V80 T z 9 (D Z z 9 z0 o u z z H 0 C) tot z < z 1h, u n 3L 5 a Do IF— u < crON - 3 ,LZ,600 N I L ---------- V) < ILI -------------------- < --------- ry ---- --- - - - - - - - - - - - - - - - - - - M- z 0 z 0 0 z 0 Crabtree Residence 16178.20 May 4, 2017 Stormwater Site Plan Report Section V, Page 1 Section V — Special Reports and Studies Section V Summary Geotechnical Report The geotechnical report by HWA Geosciences Inc. dated April 11, 2016 is included in this section. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 C:NGINC-EPJNG ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com HWA GEOSCIENCES INC. ® Grofechitical a Pit rcmct!I EnSincering • Hrdromoloty • Geo[')II-iro17III [•r(III I - Irtshrction c.'- tin". April 11, 2016 HWA Project No. 2016-042-21 Dan & Shelly Crabtree 20512 82nd Avenue West Edmonds, Washington 98026 Attn: Dan & Shelly Crabtree Subject: GEOTECHMCALINVESTIGATION Crabtree Residence, Parcel No 00434600008301 19205 Olympic View Drive Edmonds, Washington 98020 Dear Mrs. Crabtree: At your request, HWA GeoSciences Inc. (HWA) has undertaken and completed a geotechnical investigation within your existing residential lot, for your proposed single family residential development in Edmonds, Washington. This investigation has been performed in support of the application required to obtain a building permit from the City of Edmonds for the proposed single family residential development at the subject site. Previously, HWA GeoSciences conducted a site assessment for a grading permit for the previous owner of the site in 2010, during which hand probing was undertaken to delineate depth of loose surface fill soils. The surficial probing was not intended to be used for developing foundation recommendations for either a house or walls, and additional explorations were recommended to provide design parameters consistent with the level of geotechnical design input needed at this time. For this investigation, HWA performed a review of the pertinent geologic maps, conducted a site reconnaissance to observe local topographic features, and conducted 3 machine -drilled borings to assess subsurface conditions within the footprint of the proposed residential structure. PROJECT LOCATION The subject property consists of an undeveloped parcel approximately 120 feet long (west to east) and 80 feet wide (north to south) comprised of 0.22 acres, located within the SE'/4, Section 13, Township 27 N, and Range 3 E; situated at municipal address 21312 30th Drive 19205 Olympic View Drive, in Edmonds, Washington (Snohomish County No. suite 110 Bothell,4VA 98021.7010 Tel: 425.774.0106 Fax: 425.774.2714 wmv hwageo.com April 11, 2016 HWA Project No. 2016-042-21 00434600008301). The approximate site location is depicted on Figure 1, the Project Site & Vicinity Map. PROPOSED DEVELOPMENT As currently proposed, the new, single family residence will consist of a two story structure situated 16 feet south, 10 feet north and 25 feet west of the northern, southern and eastern property lines, respectively (Site Plan, Three Nail Designs, 2016). The house will be accessed by a proposed serpentine driveway approximately 14 feet wide situated within an easement along the west side of the lot, as shown on Figure 2, the Site & Exploration Plan. Based on the measurements depicted on the drawings, the planned residential structure will occupy roughly 2,700 square feet at ground level. As currently envisaged the structure will be set into the hillside and include retaining walls for the north, east and south walls of the lower floor. The retained height of soil along eastern wall of the lower floor will likely be at least 10 feet. SITE OBSERVATIONS Currently, the site is undeveloped and grass covered. The central portion of the lot is relatively _ level; the front of the lot descends down to Olympic View Drive; and the back area forms an ascending slope to the east. Based on the topography it appears the upper (eastern end) of the site has been built up or graded with on -site cut materials; the center part of the site has been leveled; and the lower (western end) of the site above Olympic View Drive has been filled. GEOLOGY The Puget Lowland has repeatedly been occupied by a portion of the continental glaciers that developed during the ice ages of the Quaternary period. During at least four periods, portions of the ice sheet advanced south from British Columbia into the lowlands of western Washington. The southern extent of these glacial advances was near Olympia, Washington. Each major advance included numerous local advances and retreats, and each advance and retreat resulted in its own sequence of erosion and deposition of glacial lacustrine, outwash and drift deposits. Between and following these glacial advances, sediments from the Olympic and Cascade Mountains accumulated in the Puget Lowland. As the most recent glacier retreated, it uncovered a sculpted landscape of elongated, north -south trending hills and valleys between the Cascade and Olympic mountain ranges, composed of a complex sequence of glacial and interglacial deposits. Post -glacial deposits within the Puget Lowland include alluvium, lacustrine deposits, volcanic mudflow deposits, and landslide deposits. According to the DRAFT Composite Geologic Map of the Sno-King Area by Booth, Cox, Troost and Shimel, dated January 4, 2004, the project site is mapped as being underlain by Advance Outwash deposits. Advance outwash deposits consist primarily of gray, clean to slightly silty, fine to medium sand, with varying percentages of gravel. They were deposited in pro -glacial streams as the Vashon Crabtree Residence 2 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 Stade ice advanced southward in Puget Sound. In general, the sediments are coarser at higher levels of the unit, because the streams deposited larger materials closer to the ice. Because these granular soils were overridden by the Vashon Stade ice, they are dense to very dense. They are quite permeable; however, they are not always water -bearing. Advance outwash is generally competent for support of structures, and excavates relatively easy with conventional excavating equipment. Although sideslopes in this sand stand near -vertical temporarily where dry, shoring is necessary for long-term support. Saturated advance outwash will cave profusely along trench sidewalls. At the lower portions of the unit, where the sands tend to fine, this deposit can be "quick" where it is wet. Beneath the advance outwash sands, fine-grained glaciolacustrine clays and silts are common in the lower part of the section, and can be associated with slope instability where they become saturated and weakened by infiltrating water. Hence, proper drainage of such soils is imperative. SOILS According to the Soil Conservation Map for Snohomish County (MRCS, online web soil survey, 2007), the site is overlain by Alderwood — Urban Land complex, on 8 to 15 percent slopes. The Alderwood — Urban Land complex soils formed on glacial till plains and contain at least 25% of Urban Land consisting of streets, buildings, parking lots and other structures that obscure or alter the soils so that identification is not possible. The runoff is slow and the erosion hazard is slight for these soils. SITE EXPLORATIONS On March 29t`, 2016, an HWA geologist conducted an exploration program to evaluate subsurface conditions at the site consisting of logging three, machine -drilled borings to depths ranging from 11.5 to 21.5 feet. The exploration borings (BH-1 through BH-3) were drilled by CN Drilling, Inc. of Seattle, Washington, under subcontract to HWA. A portable drill rig, equipped with hollow -stem augers, was employed to drill the borings. Site soil conditions were noted at each of the boring locations, which were selected based on the location of proposed structures, as shown on the Site Plan provided by the Architect (Three Nail Designs, 2016). The approximate locations of our borings are shown on Figure 2, the Site & Exploration Plan. Standard Penetration Test (SPT) sampling was performed in the boreholes using a 2-inch outside diameter split -spoon sampler, which was advanced with a 140-pound safety hammer using a rope and cathead. During the SPT, samples were obtained by driving the sampler 18 inches into the soil with the hammer free -falling 30 inches. The number of blows required for each 6 inches of penetration was recorded. The Standard Penetration Resistance ("N-value") of the soil is calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides an indication of relative density of granular soils and the relative consistency of cohesive soils; both indicators of soil strength and foundation bearing capacity A geologist from HWA logged each exploration and recorded all pertinent information. Soil samples obtained from the explorations were classified in the field and representative portions Crabtree Residence 3 HWA GeoSciences Inc. J April 11, 2016 HWA Project No. 2016-042-21 were placed in plastic bags. These soil samples were then taken to our Bothell, Washington laboratory for further examination and testing. Pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and ground water occurrence was recorded. The stratigraphic contacts shown on the individual exploration logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The soil and ground water conditions depicted are only for the specific date and locations reported, and are not necessarily representative of other locations and times. Boring logs were prepared from our observations, and are presented on Figures 5 through 7. A legend of the terms and symbols used on the exploration logs precedes them as Figure 4. SOIL PROFILE Typically, the near surface soils observed in the borings consisted of loose to medium dense fill soils overlying weathered and unweathered glacial soils. A generalized geologic cross-section that was constructed to depict subsurface conditions is shown on Figure 3. The soil conditions are described briefly as follows: Topsoil — Topsoil consisting of soft, dark brown, sandy silt, containing abundant rootlets and organic material, was encountered at the surface at the location of each the borings. The topsoil layer encountered ranged from 0.33 to 0.50 feet in thickness. Undocumented Fill — Below the topsoil layer in all borings except BH-2, undocumented fill was encountered, consisting of loose, yellow to olive brown, silty sand with gravel. This soil unit was fully penetrated in BH-1 and BH-3 where it was 6.5 and 5 feet thick, respectively. The fill soil encountered in BH-3 contained land clearing debris such as wood fragments and charcoal pieces. We expect the fill was placed to level the yard of the lot to the east and to create a J transitional slope down to Olympic View Drive. Weathered Advance Outwash — Weathered advance outwash, consisting of medium dense, olive brown to gray, slightly silty to silty sand with gravel was encountered below the fill at an approximate depth of 9.0 feet in BH-1; beneath topsoil at 2.5 feet in BH-2; and, beneath fill at 7.5 feet in BH-3. The thickness of this unit ranged from 2.5 to 7.5 feet thick. Advance Outwash — At each of the locations explored, the soils encountered immediately beneath the weathered advance outwash layer consisted of advance outwash deposits comprised of dense, olive to gray brown, medium to fine silty sand with varying amounts of fine to coarse gravel, and often containing beds of relatively clean, fine to medium sand. This soil unit appeared to be at least 5 feet thick where fully penetrated in BH-1. Borings BH-2 and BH-3 were terminated in this deposit. Glaciolacustrine — Beneath the advance outwash sands in BH-1, hard, dark gray, laminated to massive silt was encountered. Due to their fine-grained nature and laminated structure, these soils are interpreted to have deposited in a glacial lake setting. Where encountered, these soils were not fully penetrated, but may consist of beds tens of feet thick locally (Booth, et al, 2004). Crabtree Residence 4 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 GROUND WATER Ground water seepage was observed in all three borings at depths ranging from 5 to 8 feet below the existing ground surface. Seepage was typically confined to loose sandy soil layers overlying dense silty sand. It is anticipated that ground water conditions will vary depending on the season, variations in local subsurface conditions, and other factors. During periods of wet weather, it is possible that ground water may become perched on the surface of the low permeability deposits at locations across the site. GEOLOGIC HAZARDS In accordance with the criteria contained in the City of Edmonds Code, Title 23-Natural Resources; Chapter 23.80 — Geologically Hazardous Areas, the subject site is not situated within an area designated as a potential erosion, landslide/steep slope, or seismic hazard. No indication of slope sloughing or deep seated slope instability was observed. We believe the parent materials encountered were advance outwash which is consistent with the geologic map. Deep seated failures in advance outwash would not be expected due to the granular nature of the formation. CONCLUSIONS AND RECOMMENDATIONS General In summary, the soil conditions within the subject site consist of medium dense to dense, granular, glacial outwash soils, overlain by loose fill and topsoil layers observed to be at least 2.5 to 9 feet thick. The actual depth to medium dense/dense, native, soils at other locations within the development footprint will need to be verified in the field during construction. In our opinion, the medium dense, native, silty sand (weathered advance outwash) will provide adequate bearing for the residential foundation system. The topsoil and undocumented fill materials are not recommended for foundation and floor slab support purposes and should be excavated and replaced with structural fill. Seismic Considerations Table 1 below presents recommended seismic coefficients for use with the General Procedure described in Section 1613 of the 2012 International Building Code (IBC) (ICC, 2011). The seismic ground motion procedure contained in 2012 IBC is based upon a Maximum Considered Earthquake (MCE) with a 2 percent probability of exceedance in 50 years (i.e., recurrence interval of approximately 2,475 years). The NICE corresponds to an earthquake with a 2% probability of exceedance (PE) in 50 years (approximately 2,475 year return period). The relevant probabilistic spectral response parameters were developed using the United States Geological Survey's website. Crabtree Residence 5 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 The IBC accounts for the effects of site -specific subsurface ground conditions on the response of structures in terms of site classes. Site classes are defined by the average density and stiffness of the soil profile underlying the site. The Site Class can be correlated to the average standard penetration resistance (NspT) in the upper 100 feet of the soil profile. Based on our characterization of the subsurface conditions, the subject site classifies as IBC Site Class D. The design peak ground acceleration for use in computing lateral earth pressures was computed to be 0.34 g. Based on the SDs and SDI values, the site is considered as Seismic Design Category D. Table 1. Design Seismic Coefficients for 2012 IBC Code Based Evaluation Spectral Spectral Design Spectral Design Spectral Site Site Acceleration Acceleration at Acceleration at Acceleration at Coefficients Class at 0.2 sec. 1.0 sec 0.2 sec. 1.0 sec. Ss,g Si,g SDs,9 SDI,g Fa Fv D 1.281 0.502 0.854 0.502 1.00 1.50 Liquefaction Susceptibility Soil liquefaction is a phenomenon wherein loose, saturated, granular deposits temporarily lose strength and behave as a liquid in response to earthquake shaking. In accordance with 2012 IBC and ASCE 7, we evaluated liquefaction susceptibility using a design peak ground acceleration of 0.52 g. We used the simplified procedure originally developed by Seed and Idriss (1971), and updated by ldriss and Boulanger (2004) for evaluating whether a soil is expected to liquefy for a given peak ground acceleration. Based on SPT blow counts from our explorations, the saturated portions of the loose to medium dense fill and weathered advanced outwash observed in BH-1 from about 6 to 13 below the ground surface will likely liquefy during a design level earthquake event. Where saturated, the fill and weathered advance outwash materials observed to a depth of 10 feet in BH-3 will also likely liquefy. The materials observed immediately below the foundation in BH-2 are not likely to liquefy. Although some of the materials upslope and downslope of the proposed residence could liquefy, the potential for seismically induced liquefaction instability is not considered to be a major issue for development of a residential structure on this site. Nevertheless, a possibility exists that portions of the site outside the building footprint may experience some seismically -induced settlement or could move laterally a small amount during a moderate to severe seismic event. Foundations and Floor Slabs The proposed structure may be supported on footings bearing directly on undisturbed, medium dense native soils or properly compacted structural fill. The recommended compaction level for Crabtree Residence 6 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 structural fill placed under footings and grade -supported slabs is 95% Modified Proctor maximum dry density (per ASTM D1557). Wall or column footings bearing on weathered advance outwash or structural fill placed over the medium dense to dense advance outwash could be designed for 2,000 pounds per square foot (psf) maximum allowable bearing pressure. These values may be increased by 1/3 for short-term loads such as wind and seismic effects. Continuous footings should have a minimum width of 18 inches, and column footings should have a minimum width of 24 inches. Minimum footing widths may, therefore, govern footing design. Footings should bear at least 24 inches below the lowest adjacent exterior grade to provide for frost protection. If footings are supported by structural fill, this fill should extend beyond the outer edges of the footings a minimum distance equal to the fill thickness below the footing, measured at the level of the excavation base. If adjacent individual footings are located at different elevations, it is recommended that the horizontal distance between them be at least 1.5 times the elevation difference between their bases. Where adjoining continuous footings are at different elevations, the upper footing should be stepped down to the lower footing. Floor slabs may be supported at grade on structural fill compacted to the requirements indicated above. If grade -supported slabs are employed, they must be underlain by a capillary break layer comprised of clean, uniform, open -graded, washed rock or pea gravel, to prevent future slab dampness which could be detrimental to floor coverings. This capillary break layer should be at least 6 inches thick and should be in contact with, or provided with suitable drainage outlets to the perimeter foundation drain system. A plastic vapor barrier should be placed on top of the capillary break layer to isolate the slab concrete from this layer, and should consist of plastic sheathing such as Visqueen. Assuming construction is performed as recommended herein, we estimate that the total and differential settlements for foundations will be less than 1-inch and''/2 -inch, respectively. Foundation Drainage We recommend a 4-inch diameter, rigid, perforated plastic pipe be placed at foundation level. The pipe should be sloped to drain to an appropriate discharge location. The drain pipe should be bedded and backfilled in with clean washed drain rock, such as Gravel Backfill For Drains as specified in Section 9-03.12(4) of the 2016 Standard Specifications. The drain rock should completely surround the drain pipe by at least 12 inches. Design of Basement and Retaining Walls The present design for the proposed residential structure consists of the ground floor inset into the hillside. To accommodate the structure cuts of about 9 feet deep are presently envisaged. Consequently the east wall of the residential structure will serve as a retaining wall. Wing walls Crabtree Residence 7 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 are planned to extend part way west from the eastern (back) wall to retain the sidewall excavations along the northeast and southeast portions of the site. Alternatively, depending upon relative cost, a Mechanically Stabilized Earth (MSE) wall could — be constructed to retain the hillslope so that the walls of the ground level floor of the house could consist of conventional timber framing. Lateral Earth Pressures The lateral earth pressures were computed based on the ground surface behind the walls being at a maximum slope of 3H:1 V (horizontal:vertical). Based on our evaluation that temporary excavations will be sloped, the walls of the structure are assumed to be backfilled with freely - draining granular backfill, consisting of imported materials such as Gravel Backfill for Walls as described in Section 9-03.12(2) of the WSDOT Standard Specifications (WSDOT, 2016). Properties for the retained materials were assigned a moist unit weight of 125 pounds per cubic foot (pcf) and an internal friction angle (0) of 30 degrees. For the static case, the walls should be evaluated based on an equivalent fluid pressure of 72 pcf. Although the structure's walls are relatively rigid under static conditions, in our opinion, it is reasonable to assume that the walls will yield during a seismic event, allowing the use of the active seismic lateral earth pressure. For the seismic case, an active -plus -seismic equivalent fluid pressure of 86 pcf should be employed for computation of the lateral soil pressure. This seismic earth pressure was computed using the Mononobe-Okabe (M-O) method and a horizontal seismic coefficient of 0.17 g or one-half of the peak ground acceleration (PGA/2). Wall Drainage Recommendations The improvements will need to include provisions for drainage of ground water away from the basement and cantilever retaining walls. Based on the observed saturated layers at about 6 feet below ground surface (bgs) in BH-I, we anticipate ground water seepage will occur at the elevation of the proposed basement and cantilever walls. We recommend installing a subdrain around the perimeter of the proposed walls. A slotted pipe with a minimum diameter of 6-inches should be placed in a shallow trench that is sloped down from the footing subgrade to promote drainage of water away from the wall foundation. We anticipate the seepage will be coming from the upslope side of the site and recommend the subdrain be sloped downslope toward the west side of the site. Once collected, the water must to be tightlined and directed to an appropriate discharge point. In addition, we recommend that a suitable water —proofing compound be applied to the exterior of the concrete basement wall to minimize the potential for water intrusion and increased humidity in the basement. As part of the drainage provisions, we also recommend the floor levels be constructed at least 24 inches above the bottom of the 6-inch slotted pipe. The capillary break below the basement slab -on -grade should also be hydraulically connected to a drainage system. For basement walls this drain can be used in place the footing drain. Crabtree Residence 8 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 Subgrade Preparation Subgrade preparation is important to limit differential settlement and maintain global stability of pavements, footings, walls and embankments. A geotechnical engineer, or qualified earthwork technician, should evaluate the subgrade soils before and after compaction to verify organic rich soils are removed and adequate compaction is achieved. Following removal of organic soils/fill soils, the subgrade surface should be thoroughly compacted with a suitably sized, vibratory roller compactor or an excavator -mounted vibrating plate compactor (hoepac). Loose or soft soil should be removed and replaced with properly compacted Embankment or Structural Fill, as appropriate. A geotechnical engineer or inspector should observe and verify that all organics have been removed and that the subgrade is adequately prepared. " As currently proposed, it appears that the western portion of the residential footprint is underlain by a significant thickness (in excess of 6 feet) of loose undocumented fill material. This material will have to be removed and replaced with properly compacted structural fill. Structural fill should consist of imported fill material as described below. Excavation and Temporary Shoring Requirements Preparation for construction of conventional foundations will require excavations greater than 4 feet and will require excavation wall sloping and/or shoring to protect workers and adjacent properties in accordance with Part N of WAC (Washington Administrative Code) 296-155. The fill materials at the site classify as Type C soil. Unsupported excavations in Type C soils must be inclined no steeper than I V2H:l V (horizontal to vertical). Flatter slopes may be required where ground water seepage occurs. Due to the proximity of the neighboring property to the east, we expect temporary shoring will be required along the east side of the residential excavation to protect the adjacent property. Temporary shoring could consist of an Ecology block wall constructed in small sections to minimize the unsupported area at any one time. Temporary excavation slopes should be protected from erosion, as necessary, by covering the cut face with well -anchored plastic sheets. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. Based on the soil conditions observed in our explorations, we anticipate that the on -site soils can be excavated _ with conventional equipment such as backhoes and loaders. Ground Water Seepage during Construction - We expect ground water seepage to be found within the loose fill soils perched on top of the dense native soils and in more permeable layers within the native soils. The depths of the proposed excavations extend below the depths at which we observed seepage in our explorations; therefore, the Contractor will need to intercept this seepage and direct it away from the wall and foundation subgrades. Crabtree Residence 9 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 Embankment/Structural Fill and Compaction For the purposes of this report, material used to replace loose fill or raise site grades should be considered embankment fill. Material placed below structures should be classified as structural fill. The on -site undocumented fill soils are not suitable for re -use as embankment fill or structural fill. Native outwash soils, where found to be at optimum moisture content for compaction, are considered suitable for use as embankment fill. Imported embankment fill should consist of clean, free -draining, granular soils free from organic matter or other deleterious materials. Such materials should be less than 4 inches in maximum particle dimension, with less than 7 percent fines (portion passing the U. S. Standard No. 200 sieve), as specified for "Gravel Borrow" in Secticn 9-03.14(1) of the WSDOT Standard Specifications (WSDOT, 2016). The fine-grained portion of structural fill soils should be non - plastic. Structural fill should consist of Crushed Surfacing Base Course, meeting the requirements of Section 9-03.9(3) of the WSDOT Standard Speci ications (WSDOT, 2016). - Embankment and structural fill should be placed :n loose, horizontal, lifts of not more than 8 inches in thickness and compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557 (Modified Proctor). At the time of placement, the moisture content of structural fill should be at or near optimum. The procedure required to achieve the specified minimum relative compaction depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and the soil moisture - density properties. Wet Weath er Earth work As the native, on -site soils are moisture sensitive, and will be unworkable when wet, we do not recommend earthwork be performed in wet conditions. General recommendations relative to earthwork that must necessarily be performed during wet weather or in wet conditions are presented below. These recommendations should be incorporated into the contract specifications. Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soils should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. Crabtree Residence 10 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 a The ground surface within the construction area should be sealed by a smooth drum vibratory roller, or equivalent, and under no circumstances should be left uncompacted and exposed to moisture. • Excavation and placement of structural fill material should be performed under the full- time observation of a representative of the geotechnical engineer, to determine that the work is being accomplished in accordance with the project specifications and the recommendations contained herein. Erosion Control during Construction Best Management Practices (BMP's) as described in City of Edmonds Code must be followed. These measures include an erosion control plan that specifies methods for limiting activity during wet periods, placement of a silt retention system on the western side of the property, and proper disposal or recompaction of any material that is disturbed on the site. Final site grading adjacent to Olympic View Drive should incorporate native plantings that can become quickly established and serve to stabilize surface soils. CONDITIONS AND LIMITATIONS We have prepared this letter report for Dan & Shelly Crabtree and their agents, for use in construction and permitting of the proposed single family residence on the subject lot. Experience has shown that soil and ground water conditions can vary significantly over small distances. Inconsistent conditions can occur bemeen explorations and may not be detected by a geotechnical study of this scope. �- Our scope of work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or ground water at this site. HWA does not practice or consult in the field of safety engineering. We do not direct the contractor's operations and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered unsafe. Crabtree Residence 11 HWA GeoSciences Inc. April 11, 2016 HWA Project No. 2016-042-21 We appreciate the opportunity to be of service, and trust that this report meets with your requirements. However, if you have any questions regarding this report, or require further assistance, please do not hesitate to contact either of the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. ,0- asp. nsad _Geoff MVM ELLIOTT MEENE Steven E. Greene, L.E.G. Principal Engineering Geologist Attachments: Jolyn Gillie, P.E. Senior Geotechnical Engineer Figure 1 Project Site & Vicinity Map Figure 2 Site & Exploration Plan Figure 3 Generalized Geologic Cross -Section A — A' Figure 4 Legend of Terms and Symbols Used on Exploration Logs Figure 5 Log of Boring: BH-1 Figure 6 Log of Boring: BH-2 Figure 7 Log of Boring: BH-3 REFERENCES Booth, D.B, Cox, B.F., Troost, K.G., and S. A. Shimel, 2004, Composite Geologic Map of the Sno-King Area, University of Washington, Seattle Area Geologic Mapping Project. City of Edmonds, 2004, Title 23 Natural Resources; Chapter 23.80 — Geologically Hazardous Areas. MRCS, 1983, Soils Map of Snohomish County Area, WA661 (on-line version) WSDOT, 2016, Standard Specifications for Road, Bridge, and Municipal Construction, M 41-10. Crabtree Residence 12 HWA GeoSciences Inc. ffir HWA GEOSCIENCES INC. PROJECT SITE & VICINITY MAP GEOTECHNICAL INVESTIGATION CRABTREE RESIDENCE 19205 OLYMPIC VIEW DRIVE NORTH FIGURE NO. PROJECT NO. 2016-042 J NORTH � ® BH-1 Borehole Designation and Approximate Location Topographic Base Map Prepared by: Three Nail Designs, 2015. Approximate Scale: 1-inch = 14.6 feet GEOTECHNICAL INVESTIGATION HWAGEOSCIENCES INC. CRABTREE RESIDENCE 19205 OLYMPIC VIEW DRIVE FIGURE NO. NO. 2016-042 C. Ln 00 (D Ln C:) Lo C) Lr) CD ko Ul Ln M< 'T Vill (29 4 NJ, ua S igS:J�O) T HO - M/ ?/I w: J,,; %6 ji It if 0 0 U.1 UJ M U) ui In 4 VI'k-U n' r 0 Lij < < LU 0 z 0 U, WU z Z W < LU 0. LU a 41 =Moz 0 u LO 10 z 57 ca 'ui' (N -Z'Til J-gS=1:40) Z-H9 U, 4Z "I- C6 0 fy) 1 CL rq " cmo; u z u r10 A� `;,, po. a U) Ln (N S'6 GS4JO) E-HO LO r T T-OJ i� LW T--T Ln Lg� In Ln > ol 73 > Q, CL) to :F 0) t u z 0 a aj < In C: '2 2) 0 LL > >' s n U) c z a) C31 0 U') z low 0 0 c CL o f' .>< U) U.1 U.1 .0 a, cm 0 > z E CriJ m o < LU zu m m (D Cod t!t z 0 b 0 V, UO 1 2 N22 0 O m 0 3: 6 U= v=i O C 0U 9 Luu C) Q')12 0 0 M 100 OUl) LU c L) U) u C: .1 = 0 (D u 7< 0 3: 5 0 u s m V) X-HO 2,v: �� M ro M m , a) :3 m C, t u c .2 c E a) -r a -0 tm m :6 I-! C: ( ( kf ( ( ( ( ( ( ( ( ( ,, " ( k t k' ( ( ( ( " ( ( ( ( 'C ( ( ( k' ( ( ( ( ( ( ( ( (.- ( ( l ( C RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE COHESIONLESS SOILS COHESIVE SOILS Approximate Approximate Density N (blows/ft) Relative Density(%) Consistency N (blowstft) Undrained Shear Strength (psf) Very Loose 0 to 4 0 - 15 Very Soft 0 to 2 <250 Loose 4 to 10 15 - 35 Soft 2 to 4 250 - 500 Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000 Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000 Very Dense over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000 Hard over 30 >4000 USCS SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Gravel and GW Nell -graded GRAVEL Coarse Grained Gravelly Soils Clean Gravel (little or no fines) • Q GP Poorly -graded GRAVEL Soils o More than 50 % of Coarse Gravel with a GM Silty GRAVEL Fraction Retained Fines (appreciable on No. 4 Sieve amount of fines) GC Clayey GRAVEL Sand and Clean Sand SW Well -graded SAND More than Sandy Soils (little or no fines) -: SP Poodnraded SAND 50 % Retained 50% or More on No. of Coarse Sand with.' SM Silty SAND 200 Sieve Fraction Passing Fines (appreciable Sae No. 4 Sieve amount of fines) SC Cta SAND y�y ML SILT Fine Silt CL Lean CLAY Grained and Liquid Limit Soils Less than 50 % Clay _ — OL Organic SILT/Organic CLAY MH Elastic SILT 50%or More Siff Liquid Limit Passing Cle 50%orMore CH Fat CLAY No. 200 Sieve y Sae OH Organic SILT/Organic CLAY Highly Organic Soils i v PT PEAT COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No 4 (4.5mm) Coarse gravel 3 in to 3/4 in Fine gravel 314 in to No 4 (4.5mm) Sand No. 4 (4.5 mm) to No. 200 (0.074 mm) Coarse sand No. 4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 (2.0 mm) to No.40 (0.42 mm) Fine sand No. 40 (0.42 mm) to No. 200 (0.074 mm) Sift and Clay Smaller than No. 200 (0.074mm) TEST SYMBOLS % F Percent Fines AL Atterberg Limits: PL = Plastic Limit LL = Liquid Limit CBR California Bearing Ratio CN Consolidation DD Dry Density (pcf) DS Direct Shear GS Grain Size Distribution K Permeability MD Moisture/Density Relationship (Proctor) MR Resilient Modulus PID Photoionization Device Reading PP Pocket Penetrometer Appro)L Compressive Strength (tsf) SG Specific Gravity TC Triaxial Compression TV Torvane Approx. Shear Strength (tsf) UC Unconfined Compression SAMPLE TYPE SYMBOLS ®2.0" OD Split Spoon (SPT) (140 lb. hammer with 30 in. drop) IShelby Tube 3-1/4' OD Split Spoon with Brass Rings OSmall Bag Sample ® Large Bag (Bulk) Sample Core Run Non-standard Penetration Test (3.0' OD split spoon) GROUNDWATER SYMBOLS Q Groundwater Level (measured at time of drilling) Groundwater Level (measured in well or open hole after water level stabilized) COMPONENT PROPORTIONS PROPORTION RANGE DESCRIPTIVE TERMS <5% Clean 5 -12% Slightly (Clayey, Silty, Sandy) 12 - 30 % Clayey, Silty, Sandy, Gravelly 30 - 50 % Very (Clayey, Silty, Sandy, Gravelly) Components are arranged in order of increasing quantities. NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation. Soil descriptions are presented in the following general order. MOISTURE CONTENT tensity/consistency, color, modifier (if any) GROUP NAME, additions to group name (tf any), moisture DRY Absence of moisture, dusty, content. Proportion, gradation, and angularity of constituents, additional comments. dry to the touch. (GEOLOGIC INTERPRETATIOM MOIST Damp but no visible water. Please refer to the discussion in the report text as well as the exploration logs for a more WET Visible free water, usually complete description of subsurface conditions. soil is below water table. Geotechnical Investigation - Crabtree Residence SYMBOLS USED ON BOA LEGEND OF TERMS AND 19205 Olympic View Drive EXPLORATION LOGS �TW Q0SCMNCB1NC, Edmonds, WA PROJECT NO.: 2016-042 FIGURE: 4 LEGEND 2016.042.GPJ 4111/16 DRILLING COMPANY: CN Drilling, Inc. LOCATION: See Figure 2 DRILLING METHOD: Hollow Stem Auger DATE STARTED: 3/29/2016 SAMPLING METHOD: SPT with Cathead Hammer DATE COMPLETED: 3/29/2016 SURFACE ELEVATION: 173.00 t feet LOGGED BY. S. Pemble E I 1c 1 2( DESCRIPTION w U a 2 z ~ w t- F Q Tin z U Lu ~ w y Z 0of m U) a 9 o Q9 0 `. SM Loose, brown, silty, SAND with abundant fine organics, moist. (TOPSOIL) `. SM Loose, yellow brown, slightly silty to silty, fine to medium grained SAND with scattered fine subrounded gravel, moist. (FILL) Loose, yellow brown, slightly silty to silty, fine to medium grained SAND with scattered fine subrounded gravel, moist. Becomes wet at 6 feet below ground surface. Loose, olive brown, slightly silty to silty, fine to medium grained SAND with fine to medium subrounded gravel, wet. SM Medium dense, olive gray, slightly silty to silty, fine to coarse grained SAND with fine subrounded gravel, moist to wet. Mottled brown and gray below 11 feet. (WEATHERED ADVANCE OUTWASH) Dense, olive brown, slightly silty to silty, fine to medium SM grained SAND with medium grained SAND laminations and fine to coarse subrounded gravel, moist. (ADVANCE OUTWASH) Dense, olive brown, slightly silty to silty, fine to medium `. SM grained SAND with subangular and subrounded fine to coarse gravel, moist. ML Hard, gray, SILT with light gray, fine sand laminations, moist. (GLACIOLACUSTRINE DEPOSIT) Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot �I 10 20 30 40 50 0 A. ®: 5 1 1-1-1 A.....: ®......... ....:....:....:....:.... S-2 1-1-1 S-3 2-1-2 A: ®.... -........:.............. :.... :.... S-4 4-5-9 S-5 6-20-30 S-6 13-19-30 S-7 13-21-28 S-8 8-16-25 Borehole was terminated at 21.5 feet below ground surface. Ground water seepage was observed at 6 feet below ground surface. Borehole was abandonded with bentonite chips. 25 For a proper understanding of the nature of subsurface conditions, this 0 exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. 0 1-10 1-15 1 UVA BORING: Geotechnical Investigation - Crabtree Residence BH-1 19205 Olympic View Drive i11�1iMSmNcu ltyL. Edmonds, WA PAGE: 1 of 1 PROJECT NO.: 2016-042 FIGURE: 5 BORING 2016-042.GPJ 4/11/16 DRILLING COMPANY: CN Drilling, Inc. DRILLING METHOD: Hollow Stem Auger SAMPLING METHOD: SPT with Cathead Hammer SURFACE ELEVATION: 164.00 t feet W w U Lu m 2i J J D co U U) W ~ = m (A W d W a �p N 3 w oww u}i Z) DESCRIPTION ¢ (1)a a s O 0 SM Loose, yellow brown, silty, fine to medium grained SAND with S-1 2-2-1 scattered fine rounded gravel, moist. (TOPSOIL) 5- I to - 1 15- 1 20 - 25 - SM Medium dense, olive broom, slightly silty to silty, fine to coarse S-2 5-9-12 grained SAND with fine to coarse subrounded gravel, moist (WEATHERED ADVANCE OUTWASH) Medium dense, olive brown, silty, fine to medium grained S-3 6-10-13 SAND with medium grained SAND laminations and fine to coarse subrounded gravel, wet. � N ---------------------- SP Medium dense, olive brown, fine to medium, dean to slightly S-4 4-11-13 SM silty, SAND with scattered fine subrounded gravel, wet. Grades to silty fine grained SAND below 8.5 feet. I N SM I Very dense, olive gray, silty, fine to medium grained SAND S-5 17-30-50 with fine subrounded gravel, moist. (ADVANCE OUTWASH) Borehole was terminated at 11.5 feet below ground surface. Ground water seepage was observed at 5 feet below ground surface. Borehole was abandoned with bentonite chips. LOCATION: See Figure 2 DATE STARTED: 3/29/2016 DATE COMPLETED: 3/29/2016 LOGGED BY: S. Pemble Qf Standard Penetration Test Lu a (140 lb. weight, 30" drop) oA Blows per foot Z 0 a-Z t7 0 _ 10 20 30 40 50 0 ® A A. ®: A �...... ........ ............ ....:> For a proper understanding of the nature of subsurface conditions, this 0 20 40 60 80 exploration log should be read in conjunction with the text of the Water Content (%) geotechnical report. Plastic Limit Liquid Limit NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated Natural Water Content and therefore may not necessarily be indicative of other times and/or locations. —5 —to —15 I--20 J —25 100 BORING: VIL Geotechnical Investigation - Crabtree Residence BH-2 19205 Olympic View Drive ilMQoSmN cu 1-Nc- Edmonds, WA PAGE: 1 of 1 PROJECT NO.: 2016-042 FIGURE: 6 BORING 2016-042.GPJ 4/11/16 DRILLING COMPANY: CN Drilling, Inc. LOCATION: See Figure 2 DRILLING METHOD: Hollow Stem Auger DATE STARTED: 3/29/2016 SAMPLING METHOD: SPT with Cathead Hammer DATE COMPLETED: 3/29/2016 SURFACE ELEVATION: 162.00 t feet LOGGED BY: S. Pemble U) U U J O F=- m U Lug (n 0 SM Loose, brown, slightly silty to silty, fine to medium grained SAND with scattered fine subrounded gravel and fine organics, moist. (TOPSOIL) SM Loose, olive brown, silty, fine grained SAND with fine to coarse subrounded gravel, moist (FILL) Loose, light brown, slightly silty, fine to medium grained SAND with fine to coarse subrounded to rounded gravel and scattered charcoal, moist. SP Loose, olive brown, slightly silty, fine to medium grained SM SAND with fine subrounded gravel, wet. (WEATHERED ADVANCE OUTWASH) `. SM Medium dense, yellow brown, dean to slightly silty, fine to medium grained SAND with scattered silty fine SAND laminations below 11 feet, wet. SM Dense, olive gray, dean to slightly silly, medium grained SAND with fine to meidum subrounded gravel, wet. Grades to silty, fine grained SAND below 13.5 feet, wet. (ADVANCE OUTWASH) 5- 1 10 - 1 15 - 1 20 - 1 25 - DESCRIPTION Borehole was terminated at 14 feet below ground surface. Ground water seepage was observed at 8 feet below ground surface. Borehole was abondoned with bentonite chips. w U of m Z w jUJ = V) L Ul a F Z U ~ W N Z 2 2 Z o S O of U) can a 8 O 0 S-1 1-2-2 S-2 I 1-2-2 S-3 1-3-3 S-4 2-3-4 Q S•5 8-11-9 S 6 6-18-27 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the ggeeotechnical report. NOTE: is log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot :,a :.. ..._...A ... ...:............ :........ ® A 0 20 40 60 80 Water Content (%) Plastic Limit I —A" Liquid Limit Natural Water Content F- LU 0 1 M [--20 —— 25 I 100 Geotechnical Investigation - Crabtree Residence BORING: BH-3 um, 19205 Olympic View Drive 1MG' OSMNaSINC, Edmonds, WA PAGE: 1 of 1 PROJECT NO.: 2016-042 FIGURE: 7 BORING 2016-042.GPJ 4/11116 civil & structural CITY COPY engineering & planning March 3, 2017 Jeanie McConnell City of Edmonds 1215' Avenue N, 2"d Floor Edmonds, WA 98020 RE: Driveway Waiver MEAN u 6 2017 BUILDING DEFAR77y3EM CITY of E:[3iy#p= Application Number: TBD Project Name: Crabtree Residence Project Address: 19205 Olympic View Drive Dear Ms. McConnell, Due to the circumstances surrounding the site at 19205Olympic View Drive, our firm would like to submit this request to allow the project to exceed 14% in driveway slope. In Section 18.80.060.D.2 of the Edmonds Community Development Code it states that: The public works director may authorize driveway slopes to exceed 1450, up to a maximum of 2096, if he determines that. a) The driveway is the only economically and environmentally reasonable alternative. b) The driveway will not present a traffic, pedestrian, bicycle, or safety hazard. c) The police and fire chief concur in allowing the proposed driveway slope. d) The public health, safety and general welfare will not be adversely affected. The site contains steep slopes. There is a 23% average slope across the site. Between Olympic View Drive and the proposed house footprint, there is a 35% slope. The project is proposing a maximum 19% slope for the driveway that would be situated between the property line and the garage. A waiver to allow a 19% driveway slope would reduce excavation needed to develop the site. A higher garage elevation also reduces the need for temporary shoring walls along the south side of the house that would make construction significantly more expensive. The existing ground elevation 10.5' away from the south property line ranges from 160.0 to 170.C, and the proposed garage elevation is at 152.5 with a 19% driveway slope. The property is constructing significant basement walls to make this house layout work, and lessening the driveway slope would make this even more challenging. As you have seen from previous versions of this project, it is very difficult to fit a house into this slope. Previous versions included a higher slab elevation, but this could not be accomplished without turning the driveway and adding walls within the right of way and front setbacks. This arrangement minimizes impacts within the right of way impacts and eliminates the need for retaining walls along the driveway. The driveway will not create safety hazards for pedestrians, bicyclists, or motorists. We look forward to hearing from you. Sincerely, CG Engineering Greg Guillen, PE, SE Principal 250 4th Avenue South, Suite 200 . Edmonds, WA 98020 ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com S310N lda3N30 �_ aNV 133HS 213A00 0�UIX -IvulmnMINa3d 4TPoo/So OZO86 VM `SONOW03 19IvamenSMiINUd U/so/So r NO M31A OIdNA10 SOM C V Z oon ivamans IIM3d 9T/eZ/90 169 "w - 3014301S38 33dlSV80 m° i 5 O F l u a ....... .,.. u� 5 G l I _ w � rr � G 1 QO ITT I— z I�� -P � >- 5! t 0� 3 I 3 � G R W ~ o mo ...... ik _;....{'G < Z ° ° ° — �- L I _ m I�I � III I I I , I IIII to - zz x z I ®I to _ O a�aG a ° s m z - �$qpj Z ! W b'.. h w O sIT I V' Z) „<.. ° i o w a m ms� m s 1— OC ��w° w C s m O sP�w°,� _ — — 0 o z z O 3o"oom .. f m w° zm LLws U W ° 0- a w (� ICI = Q J m�V t s MI5 5 f N LL U m(u M w E3o Q IY V °� z - tzfiz Do ¢ oha 0 LQ 3G Zoz <o ? e z~ 0 Fora z H oo _<a`az a SAC O ..... gAn G�38 Z -gCu r g g z o w 0 �a3 mo _ ° 3 ?xaN W n O u>G3a ks og z 4 3 Fs�r 3° G Z pG.'. \ r3„ oL o o� o °o° ao G z 3 �_sEp cook , SA E -€o uo:o _ 3oc t `a W �Gogo e 2- 5 �HNu is w`z` we �z - ---- �5> m mz r - �sa Ws a� .� �a3 iF, o _Gw u 6 a rG H 3 3 xG- �z° oa 3 3 - � R - - xs. ® r >I' LL - i z LLow jx` s dm za m a mho �Qa a 2 o r wNma oa G aaVG �.d m� Vt 30 3 3o �pkz _ �sSz`u - F'"a _ og ¢G_ °m _ z - H H 3P H, V Z rxi3 GH -Uzoa _ O¢ -oaG3y < o �< O Porw ° FG s _ 3a`�- �3 =€ � ra a3Gz Cm mCo-:3aSte= w c5 ad_�aa 3a F 3a - �o Z y= -O°Gu °swats r=o- /y - -0 5iou a5 Gw� - d H$ s�z - � 0 a�� m Ndld 102UN00 T w NOIS083 AdVdOdMi w:_ ., z'`3p"' ivuiwsnsaeiiwa3d ct/roo/so OZ086 VM `SONOW03 �ruiwensaaiiwWd oleo/eo z } r 210 M31n OIdWAIO SOZ6t tom?• z wuiwsns iiwaaa si/sz/so 1U "W a 30N30IS3N 338iGV80 N a » w a s nw oar $� N W F Y zoo as 3 a Ya ' P {� 15 i✓ �� W N arc 9� $ U O L Tc�w I O@a °� m Ou. w �r a W 0 O i= 70 �u a V� d m I ». w 0 z Q D' 0 z N d z 0 r7 z 0 c� (f) c a x L'i C -- Wi � ` O �U Z� O Jo - Ul �O Alrd a w a s O Z O V„ (INV DNI(]VdD OZO26 VM `SONOW03 WaINUMVIINMd LT/b0/SO z 17:�o Tvamens3HIM3d a/eo/e0 s 80 M31A OIdWAlO SOZ6L �Qn ltllllWen511Wtl3d 9T/SZ/90 IID " uelaosao 30N301S3d 33819VdO LU O -p _ __ Z 2� Wz 0 o z �€ _ `a o a3 1 z 0 Z m w{— m ZG m - 00 > u, o °C ° n Q O 0 0 a, �i a v [fie -v �' a, Z ,00'08 3 ..(-Z,61.00 N F, -' ° a`oo°o "I :. _ O W ry z wCD _ - c _ a w _ I o0 �m 00 Q J' _ �w it a. r ❑ w hew � � y\ s � Z r nia a h l s Ez --- ---- i ----- - \ _ I�w —----- � ---. N >i u , I c3 - z e� �0 X >' X .1 a _- e fill j a �� TI c IL - �tlin0] N w,2 - a ti \ z6 3 o III 0 o- -,Ooo °oa°o o e _ oasgo< 3a euF " ^ms m oar S a ��m lid134 J.11lllfl =om w W Z y 3ivumans3uIIN83d¢/co/so OZ0VM'S 20 0SOZ6lIVllIA SM 11WN3LT/EO/f0 Qe N?a 3VJ InOn5 AM3d 9T/8Z/90 30NHIS38 33818VNZ) C3 o z a� o L L�❑ a oo a O� a fy U W o g' or LL >c) ` o w .11i' Oz _ r Jpq ztz Q ob z 1Li co — f j �_ o W rc H w ;3 � 3�n ua3doad -r: „ N Lw a s �o z s< �0 u s = a cn 0 n. w w w c r� a J z n. W 3 L4 1 $ �: Q g� � � .• ter' (n n fv \ O -- I P. / O(n - 6 VWb Y 2 b 00 a 0 a ( BUY $ 6 w Pda303]A0031Ja—aw-mN0ad slam W NOI.IO000-032NOHMWA-am OHv®VH NMW-aDi 3s ioL Mca NOtONIHStlM 3031tl1S Narfoo H env OS086 YM SGNOA= IiQ MBIA 71dW.1i0 50Zb1 ----- � ���atl 30N'�QI53Zf 33Z118'dZIO o3a sl�3a 9049 ,00'08 1 „/-Z,6 L.00 N o - m J p l £L£1-9LL (SLb) XYd/'131 17311H7tlN'N3H07 NOl"IIH laialy (` — Z OZ09b w "IcNOH03 9 alln 1MG14LLS NO11.Va OEE O —ANV.iH07 NIS)ISBG NSH07'H II&ISSIV u (n rr 0 N n as-� -- _g i �/\IDt.I /d1�1/\ JIQddA IV z �o ,9L,08 3 wm I y0 i � 1 � c i � y I G1 X LL Q W .--c-i- "+ J ® ,N -- —I---------------.., o (n W Q (n it j i< c->> U W00z W0 zzLL7 tV P � Hl •- S V � `a) W O O d LL m z ? IIJ NWWNT� N A U J m lu N O(v N Z N N > N= O Z W� � 2 °wpO W E ui `� �i OF p uai Q 4 z 0 s IL R U z > NJ 1 •aoiAjas aapews a y}im law aq ue:) spoau uoipaioid aji; pue 'Mtli TR13D33 AP 031D310tld ONtl P311PIf10tld SI3Sn NON0110n0021d3tl D32MOHtlIbNn 9tOZOfN ®tfgMM003DWtl3P dD 1N3WPDC0 ol;sawop3ey3moys JO'auila�iAJas(„Z/ZZ) NOl'ilH xma,w NOl�JNIHStlM d03ttl15 f/1 N3 H00 0:H 1838'ivv/ f> OL08b `dM 6QNOWQM 'NC M31A OIdW.I'10 50Lbt ;fey auo pue auo pue aalaw („S) auo Ho tl 1 �7N�QI58� �3Z1.).S'4 2!'i �o a�iAias aa�em uoi�eui won wnwiuiw e No uva oEe na islDa7�y'�' v q H 12}39i'd w _-_-- � ��1 W� apIAoad 'Z90Z0'S0'6SJOJ3 -sluawaiinbaa �Z aoueualu!ew 2umuiluo:) pue ivawdmba rz Wnpal pue suoi;eai}i:)ads;aaw pim u2isap 9 1,N 'dH4941id y2no�y}-mog papuawwo�a� y •pajmbai 9 IN Id A 9.- , :jd p � > go ti h02Id[dt% z� si wa;sAs jalnupds aai; jeijuaplsaj V N w m Z N �0 °KN`)K zdK' Owd°N o°OL xFw m zd R K OJµZII _mK''�`n CC W U µ N W WWI W W LLLLII d COw4N FKW d KW ¢axCa.U> Q'COdO�O�2 °Ni SV=3 �J $Ok. t. p� NV " R'�.•- N dKi mr <w m 0 9xF J. OOwd �. zd` a N� pd o i r- mz = z�.Rr q w�NO N 0 p u4q E uz z w �Nv. Nm Na��., �Ov zaLLxFN. }'�mJl-W u ui z6 C �N} mm ax q �t N�Ad 1t¢�'`[1' (� lQ� Z �n- G _ R. KZ-F m m QdJZ� } z N VF-WJWo W L11L 1- a.Q2 O ��°� J Zm (HIV I n (ppNdJdZ nJ KNN FdlZa�qd dU ° N.p'iWX!- 4zd WO Zw>m NJJ QUX N Z �.�aJP SnOzKxZ^a W~ZKNK�N °�QLLxNI IV-KWq Nt nLL Nj { S.LL N 1)tu RFQ'r W" F ZZ KI-D YN'�m0 � �0 vz N� NLL zQ N a�WNa' IWNFZJ- W>Y u.NKRp€N Kq zs v�w1{1m�ov os zztU �Uw,�o� $m mqJ WWQ m F1�. z H¢ NZWH� O\ aW ¢dNd4�J Fa� Z W�. <� d.O K QQQ �LL IZ �0 KF-dN V rG:a- ° w� v o¢o NK o °No n a d Jww N u dud -� m =� a °ma W WJ u New N $ a < �� LIN 4 y^ uK.W $�^ wp u 9a. v4.����d� rc tl1o� NJ �N m'" m"�� �a �_ 2_ Z Z tFJ - Nx ¢�F-•- O- ,z a.wN i N IU i-K1UZN �V.2 J. ZN~LL IV I-F� QUO} N Z J Xx.--° d ZzJ d SZ Qd N F New NWo� o g{NWJ N �WzzE�K z KJ� �RN� z ° K� O oo $�'N �o-Rp aJ a�fl LLrO WJ"NW}.V UJ O Z N z WW RLL�N K iJ NI�q ��� Np^�O. �zd�u�n 'am �� p o oozao W w�w� v�S 4 w� n o`�,2_a� wLLwnz �dF z. RN a y9 d$,z 7H WLL° \dma zza $ppz i� a� W 11nnZ IUmm 4 N N �N i OU H IU mwm 2'R' " NW J.�= WJ W�� [� °KV� WO J I. 0-�NQ nlK R K <Ott�� WF ZW dm� W Wa.2{>z = N ((pp 5 3 W <N8°Kwa. iq -d aU Wwwmz� W�J 'z F W Nn.O ~t-P- CK qln K�S < KR� ��W FUZWa NjF-avUJ� d wqR j I'LLd� 0 K d > W Sd ¢� WSIJ "a'4.H LL.2 l9 W }�C°CZ W�NI-Nd°Z J} uz7 N J= K° K X }VF I��p}ZOw q tin N N N > O��pw K mN z�0 w 6. w 4 NJuSz a -a �g d� d °> Ll R °N Np� =zn �wEwZ ��N N zd� kN�p�¢rz>Orc w( F wNk,a�� zowi99vz J 0 ggOm om$��No��a�o3 0� \� �aFg�oJ$,za Q J4$m�m� vwgm�aWs$,m NI NiRKz°�U in.mlL m��z$ % ii$�K.d h w0 oZ �-N5 €$'d a5���ooY °rcx9 MKS �'O WryN<RN�WJK_ ? d aNK°gig s r�moadn �z �orcf�s K w°ww; �o Y SKdNw° i°agzw�i 3vN�d ¢ a.K$�z°xd$ N xKdOON�N�Ea�zN tea- (a dz $'mRr q OLLpg Ada op z wpyK�a gQm °¢m9o�°ZwZ O m^� K oomd Buzz °pmK n�> urc �:�sauooY�°Z o K F-d�d JF-u�a F 4 N 'V mZm m�w 1-� } ZF W w d Wdw WF-OWW p d j_' ilU_ W W�Wd fL Npw ws .� www Y �dwal-w f Ndz d WOI0 q a0 }u� `� wd iU Nd NLs 1-zfL d�QKK:m¢,"P��� N gz�4xjK W ���� N K �i�wJK¢K��K.OW tt-mz N �� r �zdLL$°-�'d ] o Ru. 'd °2�ins111d---wawPZ° �Z8 gd ¢n Id =K zLL zd zd-�d d.F bl zT�uKK �O i O d3�dSdNSd�z�iLL: z �- Ivi C5.(�Noo�m$u �u Ndv�2NN?NdN�OmC'mR'U4 a.E�a.LL NLLNRP��n�,5m2s d€ Noa'�axwx'zodo."a_N,3�LLN�d 66 V' � 'i � � � - 6 6 6 b N ' ,Y 6 d' NEI n z o m u o iK R E'r ry z � KZK�i w z � � n. 0 u9f ¢ ti K�w pp�y9 a O �' 0 I-w� R pJa NO ¢ O < a'dPo¢.o NKu�v >° - FIu�JNK [ ry yi Nd 0 m, T * di6O'N OC m ��w w i j f-tt W O �WW 4'K z t] 4 2 a:SN--U1� VK R-:_ z o o w N fv uWu� d W m Na. Q da° haivz -z0 a Nda, OdW LLa Z > z6^ rq o LL N N tl1 � ddS zd F} C� x FX CO� z�m a _� � J� °E m �z g6 aH = J M o.1: raJ K N�FJv �k 1Drc \ I 1�Nsm LL zQI 8 Nz h�w z w d 1ww dN ag dV }�30 z o j N "Vaz R }� ZOa N 1- i qq N d x f d N Y N U Z Z ¢ Ju Qw�E WK ]N wd- 5� z mR °mazes ,,Dn '¢ �Y a nZn $N HOv i p4p�J N>W Cz)> apUa N� J ZZdz 17i VR V QQ 1-i�N WN N WJJi 4 Nd1-m j_ zj-"z�u. �Wa a �nda. wC�O a.zW;.p'-N }nx00 m �zn� ��- LL'o,!)gszp V3NN �w W w K xpmw WU¢wV w� 30LL, YJK m mOK� F w dalN ry.:mw 'v--t- K�2 ww� ¢mL J r" O zr 0 zm �� _ ul'N W U �'� `'oQ W- UN-9 wz�@m Wd R dJd �.W c� mI O >- uOwW`6 KN> mrb Fu`7 Hd w aJ r t- VK �s'v yaw�zd°w �h0$KUJ'. LLz R 4. j� �I�i-p S.� z OR kWN _ mxF �K JO_a�jNdZ�w>mJ�-d Yt.. U-,O¢ sm�fWmSo. J O �wut °-'= ¢ N� O D E u 0 - N4 Q m mJ w, Y F= d n"OXn. LL%K l'-zl dawn°'.. =N_zx-INNiJJd-" N=m OOK J NJ=�j� dWa Wp J¢z a3roJ u, U F Nn�vdzi�0 lids ALL=d�JJ dNE Z,N¢ �a Z, VQQ �zd IL UidN 4 KK NzzU) KW ZV}� N NWQKV W-. X NW N�2 moral d K Ow> WWJf a4Wa- 1L RW E FN Z NF a. K-N1a� µ�Jl .�Ip10Z WF O K <m4 lv_J 'n oowF>> O pJ F OSq NNUi WW4 pS zK ZJ Q PA 0 ((++{{a'(z� vNV zyW bN?1F'{ N Z J1d-m d V d IV WJNOZ UZ�O V=z0 Ni- N OmpxW W LL1 ,Da F' d ° u Zdi d i- lD vF NZr{.�N R'�K °`V°WC N v1�,V Zd2' ° K-.i-xdz q h^�JOONaJ1 N K= FK_V W� p.WF vl- d sZ 3tttt J W �_p ON K SppN� K�J �Z �> zNK¢ yy J F ~UWz_d N Qi z dmON }KziOQU�I NO �pN UZK J dJwzq U?I zSF�Fz}uKwu U�w Oz�Xd d O O v Kpp�I wee I� J F-WK .d �t-w �WwU K� vp ,=sw To W °VIOK m Jw F_qm� N d0 mkQ�M$ �N¢zN J d ��QO VNp_,RDz� I I-QwnioRF� N i� N �-> i�Kga. Kl' lu OJ a. u. irc msmzg OE b v_Q q r3 �_� W N $ d wWa$ry U_ Q>z K }}. LL.0 iV U iXIiK K N rjw�-` 7NF I�. zW'= zU w � LL� a $i0\X KZRwn F q Yzm Oz4zp~O)n00 d_a-10 LL=>> ua W J ZVWWV ((��m_v'�Pl, �v-pp QQZZ W NN� a F S ZmRm J? p >paB i J6�NI,dI u�K Kw tl1 NLL ��NN OLLWI IWll Jt-W$j°NW F-° rtiVK,�y 4d,V W UV�dZ V❑�Jfd NOW�EpjpV�J h�.: K11a��... NSr��> ~ i°awJ V V ¢t�1Zid"X°NmJa xF diNflH w �K S E aKdOR mU�: .uy ., O=wJ W <".��NU w MEKKR `.L NLN WO�NN¢`Nzg�p<�rcoo($oo�a o��>o a�a��m'¢oLL�N! 1, ,tPi¢aJ3.UWN>- i-S4-Nliiy =SV a61{lI - ddNNw �/ L JR'-xd '_ R'f-p Y Q ILFJxiLxNa -1 =wa-=<u_1- zQFU NUJ Z =.i v�IC t]IG PiLL is u--' .- N 16 m 6 6 N Z ° N ° N Ku z Z 0 0 OJ d u'v zd�� W q0i 'Z ('00 E Q zi. N R I mi Ww �� 3a Q 6n �J� Rm d zW g u". �� 5W Fi d E �1 k C� d W J m jW $`" jK 8z N o ' Wao�.¢�0 0 F $rc� �Znn Kno� s N z€ o m- x W8 m=a g P o N la. 'a m :�W adr O N ¢} Q IUb iK F" 0 K N s SF W` CJ UNs C' m ° z z-:zLLJ J u� pp ¢N NwN n�Zd F wR °W�9N O a. zz o� K o0 xvJ rcmx J N d4 d d E o KE J O a z q R p zdN�nor�� d¢ °iZwdzV �R4 V� W � � w �wd sJ.H KNw a`9N �-�� 4d U p Z K >_ �a xF = fur n $ W F_ zd za F IwOd KRK wd u,� ¢ x� n LL O uf���w .dNU d m z '"Ku x z� s w dRz n¢- a Rug ry n �N zu vN a rcm NxJ,� zn� z Nry�pz¢ zmwdmw Z w s. J.� d �' o ca �J�j� �z� z 0$ �Ez �'U W°'^q�= r- S ¢ IzKz� w N SaS rd-3. W dw ��11 }� 'd A s �}R a.� zOm <u f W zF 6isw�m °� z °- a." N ul-xF Z�eN ° a N Z YV=F3N0 ado N V _ w�R' oa J w� } Hd� 5��m o S S $ N- $ N �z oN OoRum ono No �W O zu as u OzwN u. L�. ti �d Iw Kna_ N-- ONui m N qKp JH Hai d N Wm>>f-= RZ NZ �WV UmzWla. ktldi�€ Z Nal - �N�1-m-1-VV6Wt.�-$��K ZK NpN W. F N Z' OYnQal SCQ1-.��Vt\-iV IS �iV V dq NuIR� `uJnim� of w� ¢ i- r¢-a ° '9- �g ° Q fit` met_ w 3."�o N `° g rc I x J N�r^w"mN C1 (� ° ry s pp $ao ZZ o z� �NN LLLLsJ N� n' (aa77UU R°Z2ZJJ K "„ 1�"9@L dONW Om R' LL 8 ti Z K LLJd�tiJW J d 3W1 Q.d..V NZ �zml�'a pwm tl� IL H u� ti N <KW f� �N.Nwa.lWll RsrcoLL15 RNff nm� wu worn o m >'m K max P.KKR J�- a� �udg q aLL�a W z u T K m u RE I �a ° ° °$�Nn 0 �IRoJ am�z.F°k'xl`- d NK�a,m "op. -gip N �dmo=�N��Vi2spR Vz6°mK ,�i aR- N �gFRKn��miFx�$md� 2 o F p N A w ML I{i ziU p.3.I dLLI a�0 ZNn.zdz K zF�FIWY�d�{}ZRZ 1�NN>m d�'O zd n-J,j wN z.I o°n OVKK zd N' (E�w¢F�¢zd 0° nR� mNww vN,W Z WW lL'SRd�F1�N S KK a w d o F ~ o JWO Jm J Z i> R I- - .p a W uu11 x Z a1 W l� E R J m J J •_ _�W Ni=,�??.�VI ZC]ZZ F.F 4-i�1- F zuW < Na.'l drty@t a.~J ti) nRrJ,,....)) U 1-J)d U1FJ lC �?�.JmW m �...( NIR Z d d>a Q F KN J-Z11�..1Z $$ Q NWF44 O ZwWw zxF Jul u-Odi Ilk riwW?J ��11tt� dr9i w¢ .OQ FN KW2 Z U ��11p (PP����'`)- F .( ZIxlNN2 QQQ yWU a=m�4dK WK22Z V mKd FW°zN" N a'm XX Z Q¢ RJk Zw2J QxUWqNN NINRxuC V Q MULL �.Z IV�n N dC NJ 1_LL 2 ESFp and €d Fn.Cd �� WN .�HHppQ_�JZ n HIV n_$O K>>JO O H F� R>� d,N Q d t N � N� Z m �¢ui W F�JS_ u�Zd rF.w.�jd ��N Kw U -� tU Ua4KF- p.� P. J O W U Z'2N W Nr�pp�.� zd=Z�i v.O z�O J s�ON-z°$5.O z aF NJJ NZNz R'w ?N.Ow " z zz d�= OdFLLa° mK z_ Ox w �-v ¢ x K b"�-dW Nu p Ny1 m s W m��dJaf °K= �o z�FNR�a Kam dN g pdg ��In��I Uu`rC'q-[ zJRdo' -' �W�� �R$ �.9• (�1Y� R°ao o- o IL WZ4O � Z JY�N �mNFL JNKw2Ji FON IF. ifL4 mWtN Z=VVF� �d ~JJ •�dK'FR ns,n�� } �d- a0 K`pd-.p V- w t- m �WwW 4 do�m{{Z,c,,ddZ4 po:. m(g�jFoO=aF FOU1��nn�pp mNt-gd-Ww nmzJm4WR ZIUZ LLtG-VNR {- �µ°Z1d0�0 mOW��,�PnN�{{z J Owm 4LLLLLLLLLL=IIIII d ZKd uV.V V R.J 5,N ¢�NJJwq"gmOW Z�U J izma6J. nJ WE lV N Wp.-l� m��tn4o'6>0� f FZOw>s�K 5.4 dRUK)-'allo N J_ d JO •.w I R CWJ Cl - LL uu1] U1R a�. u- ZZ U Nn Nd Z_ LL1 wN d t� 01J " n aqq"��a cu R.oam�yy w�u rc$ z inn.Q ono �k� n $p(u� . V�> W `aKOZU2V OKZZN q } z�z�a�V K� �a<ZO�yO�w�ZR 4m (z� °ZZsty�,� zppR JIc�KO�NrK(Zt��i p, dwnZZV d� Jd rOg�J �QQ ll d u_ V�NnmCQ�?WS�im m VZWJ,� VNSF ZNml4� W Z.�iF�dW U U6tUU U4l�,I Q JmLLW��4 Na.J I=lDmKmO�- ?u.z ul ,Q4 Butz=zdV° ¢KxO IL g6i'd LLd�K3.Z �Z ¢O ID Ny O ZJ YK _�Z I>Kx v oH m N Gb Kp f xa du; `� r-.n z f W Rn= d q WOW�$� n w u z N z m�7 6,n ° iBLQ- ° o E°z �w _",z < n d�a <j RZs�i 2 d W Z qq K d K zdwd--' �K U� <w�KJI 4QQ Z pKQK N qLL t'duI W !- U ua ° ?Nx N ly iw(� W�ZJZdy K '=id N w 0 Q QIDK w U F W OmN U � Wn�Nlwa: W WZ.p a.�Z F. N FW2U W W NW U NON WU 4- K VZ q non �d 8 �3 d KRa NanN$ v� i=0z � OWz lu o u wa 0 w n. N � R w WJ m� n. >xNuim»an v Nurc N 'pxF OL zdJ >mm nwR N Zu N N N O�i=wi .t-Y O > a. F n> Z Kn- RU w f U sign m S _ UK 4zuRIxn.Ow a a w w K Q (id zh °1 a� actiF Zw2 ROm w Jf'NKui�KN i�¢x,ziNnG N�pLLm C K v la N� xN LLLL F a u w o vRW w S� and da u. �ttpp�N Z dn.C° K W W lP F xn.SSnaNNCC j NOj RWy Z Upq IUIU ZP.KQ Z J KJl1LJ0y>OF w_� j,n w�$p N a N U m UKw u6sl-zi Ud $aJm� }o 5.'d oKwa OC d n. 11II11VN WLLOQ W pN Z WK Z R WR wQQJN nU W f i ¢"NUN l9n N wN_Oz mmq NqdK a! 1tK1t11 ZZ zz ZFz ��nd R� �❑y WWn �1-� N W U NrQKO W JJZ�F��U. Ww NUO~� W Q�LLINWF K�U } 81i 6 KK� d0 6Z �ddj Wlll K �Ut l�dd �Z 3N�ij UNZ RKW QWW�°K u.WYZpN3JN °.K �f wR E1- O N BS �� W mq N f ZpQ, V zz n 3 dZZO WJJ>N ��m YKZ� F-� 2Nti1 ,R fin- m'ir RRO � .1 2 N pj LJd�� KFSKWzq�~UWOQ"a�Z> dpt9 p`�mrcKw f"� wR�J"� LL 3nddaN N�� J� 9JJJ �:N o$WK Ii Z 0 3 "SN h aK R NWKI z} w Nz zdN(� z ??�w ZO- Fdd WN 4 WZ N d lAi WWW W NN W C 4 °ZdQ w-q �2� ZW au a 2 O NK s' NH O F TF WO- i i�,Zp-N. NK~ Np NNV v-u� d au o�N g� mN « N gg KK E>w¢ N°5NJ a °f ,�DD ZZs: �.K E uw �0 ui Z ° nxF$Rz~ RXX�O¢FNm l'OWWN s$ Ozd�RN'�wd°� O F } N UR�mF W� jpM q NN WJ zV= WON -W Uµ� O KOZ O�Zxal �}d J zt9�N a� N N mxz R.ui O NK z WFK i0� Z�zJu�N04z�a:. pJNg 0 U t ti z}f_WW KIV K rub Z uZF moo�u$rc�"�i K m O ° $amo z'•� G�N000E5N�oa�°oz$�n°ask �w310 z�; o tau�aad4zdw- O< z N ZZZ n a Www J oN��VUtt_fLVi mxF�J V Ow.lD 01 2F KF�.. u, SSE N.J NNNN� m Q �w Z�QU6°."1 ¢° Zn aK U m�,NnJNp¢LLIWK p IW OW F U dj J F z OK Nf - zF k'gFl- .)CY N °f[, NNQ �aQINa�Wa-QUZKo W SJ kk o �¢ oT�qq z mwa 44 N F vu °°� u! K f q�ood Qp0 >, KamddNJaNNmin O N]. u�¢ 0 Z Np 'wJ" �xd 'w ¢K I2 �b� ¢ E OpOw E- �' }uu11 pp,, OlJw zui 4 �K�xW pu�wu��zd K (� KK Q VCI n; J .. N .m .a.0 V .i<.t-. I W'I-. w C2N-tKmo vat f) .N l9 saUNNUo�iw dNNK¢z�,xF¢zF lan.O Fzd UK �¢�ww�W 3a Wd • �•• • N m V N 1ti t- 'MVi TM3033 A80310310Ld ONtl 0311BIHOtld Sl3Sn tl0 N01LOMOtld3N 032NOH10VN0 �9t0i OHV0lN'J�'Ad00'3JIAH3S JO1N3w(1000 NOlO 1—d03Ltl1S N3H03'H taa v Oi;'OQb 'dNt SQNOWQ3 'TJQ M31/� 71dWJ.'70 SOZbL tl 37N3QIS�Z! �3�.1.9'dJ� lsl�aa 9645 W�u onw V 0 N �Z S w`ag p115 wa wZOo Z=wZ w L) .4 (9K>= ZQS Z � o V W O5WQQ7 ZUZQ a M �Uj=U U ly�U_iy J �QSW u � 3 a oho 9 E 2 E - �E.90 �E ,t•m _ om ° tzsl Z. -ooE� Hyo wU.YW R LA do°ova wo:>�.hro aus �¢�3��'t=��s�V Iv F _ O 0 £LEL-91L (SLb) Xb'd/'131 1 H—'N3— NOIIIH 1+Na8' N OLOBb `dM 'EQNOt-iQ3 93116E 1332LLE NO1.lYa OEE — -- z N —AMY. W00 NeISSC N9HO7 'H IS591Y x m =6 6ul m tl: ai n N.ri In a vmamwrvm�oo�vzo��rvci v. v, '^nv� ° F U h = 0 n f1 0 0 N N 0 0 [V N 0 0 ry f1 0 0 tV ry 0 00 N 0 0 N 0 6 0 N 0 o 0 V. 0 a 0 0 V 0 0 0 0 0 0 0 6 0 0 W WW Q W N¢No N d' .0 tt IWy W f- m z g W N OH F 4. N VLL! m N 1V m m t'1 N m m (4 N `m m N iV m `m [-Y 1V m o t^i t^I m m N 1Y m m N N m m N $ m n 1N w Ci m tw`l O ry m Q<' F i% p W Q 4 Q a Q 4 4 4 wui 4 0 Uui 0 0< ad a 4 G w aduiw Q 4 Q 4 w Q ui Q w 4 aDui d� wa . . 5;ssi�si O O O O O O O O 0 0 O N LL a Z m J J J J J J N J p J J Q = ° W Z 4' N N N N N N N N N N N N N N N N N N ry N N N N Nmw Vrcl Vml Nrcwm`rw�� wmNnwm Wi x4� i Z5 Z i ZSSC \ nb� � W . . . m mm mm m m wmm`�w NNmmN U x Ftz Nx7'5 O= i m x,� N K g�g000 N x x 3 N K W tj Z W 2 W W Q J W Z W D Z J Z J Z LL w N Z W J Z T Z m° UU p° ° J a p N g wN q N N 'n N N Jl N N N N N N _ N d g W ° i N Q_ N N O O' O pp N N O O O O N O m O O O m rN- O umi 3 WKONNW 0 mm0 nm.un i F N o p 0 0 o p N o 0 pp o o� o N rc o 0 m Wdd W� N� w p i V' V d' d' V rti y m Y ui C N N vi d' Yi m ifi m�� ai m d O g 0 g o o 0 o O O O N O N O 0 N 0 0 0 0 0 0 O W F F s 0 O O N Z a m tti N m W N m 11? T m 0 N V. N 16 '- tV N N CI Q Q ill '6 m ��� tl ��m> m v m o X V 0 o V% m o m X a m X v m o���� m NWiUO>m� W Llwalb x--lYJ200-00.1 tS11--1V 1116'� 2� lP`I (Ot1 11 w ° wo zF ^ W ji0 J NNW R'i-O Nzd aWN du.zW KmXxXN �4W.0 Fj iNE 1- �- 6 On Iml N d FOW^ =Q Wm. ua. -J+w ZOWQmN NIy >Xxy FNN. K c� aUm 4-iU V4_Wd ZK m WZZgNq atljU> NWpN ON �r V O ri N�Nmrm qx'd zO WU _.�x�NWa N`N'Ki NWVQ(H�7ZVx JVJpp ON>2 �F�Y ��u ��2�` .0 WFFOIV� VN°b mW�ZwZ VSdN WW �zNa Id-F?O �� FZl Ir O liml 2 = N� WWz J °F my D3� ig d z� m WN 'i � ` 'z'v� F�f�� N�`��'-"�� ° °,�oW wal mdo!i hoa _o=T xz N ry}ZNN �LLzwwrv�o k' �z Nx``'' .� - m m o m cVd 4(�j >x 6� NuS. > uu cdN }W w °zs;W WJN_ fF o tv Y ° N msW� No�Vo�VI w2IV=Z=aU H F� JJ zaK 0 - u mm mLLz NONawwc�k p� ozzmNr�J� �Wa° o�wF fqWq. rc owzm S�zEz� gw�wyNzm NQ� za W WO�zm 4 °zZ �iFV U7.E FxN N°FxzI,f��mNF}p m o p °m ImO� �m°� 0 wzmaik�Om aq�-LL N W.I Zhdha pwpi2F 2�Ji R' ZNN mN W �N >Ox dQKU UWO ° fW Ui= O �FmU wzd Na_OW�ON J�z dOui g k o 0 0 o mm w m zzrc° �aaKWz mow- s K Y`R°�N F Uf F�Fd Yi R N O N FW KWO N Z Op KJ aW fix= a ZU K admit f�zQFp`�' w a r ➢� °€ i �ZZ y�W�iWj ��N�z R'i�� U�ZFi mt 4 pp V (m� OuK. IV �W��z�K NB�NI WKV=)"oWZZ qWq.. 2W2 N> NW9 d3 N pp (�� Ifi o itd. 0�� NN IZ_-�ll°ogss�tl �IaVa IV RxVNiI-I- UF?N �N>W F"' N ^ N rtl V '{-- KJWdw Oj[[ W11LIJ�O=Nd yy f^- dWNF° KmttNm Z.f LL z gm -a LL -z Zaw WN dwma zo °,Fnn °a 4 a j L D x K Ui No Ff ��K dw Q m�zl� WN z �O fo ,jnJnxWzd ° No NNW m°w��xoWsuN��oN w� 0 z W� °z kao w8o Nawzu zNwSoN Z ¢ d ww NNdvsm�0OgO �a-F�Orc 93 zap° o}w°�Woo2�p WpNry 30"-gG�Z�OOw O° �oopow� ooNo� N WZ°_ OpJOpQ �wJFawF!-P 22KW Jed fC 6Q`111�1 mNZi n. �pW,N GNV°—}m �- ql a NZ°° Lw<w 4a�z�u�ij koN��<K7 `tl4dO w� Oym'� �K mod° W< z ZkF 0O R420 OQQ Z� F°FN 1a8= O, tWU°i lOmO nN d�Oa.W l�� pLLO dZ_WQLzdN pNZZ lN?pj.QU_ N ZwW 1n0 p0 pz..m z2,6 O <LLINYUINU >W.O tl� —Ka Q�� W� °UN 1W-lryD�MFjFVFS°�0 NZOWN Of�v o2-Ud WUO ONdUZdN w1V gN° °O ��W >QNO J°O > ° k-Wpz '�,; a °4F� LLF�p �m� °Fu�ti VOa Guidw RR'' lV I- Ud 4 ONNN OK�I- �N O zd w S gJU S U °E�w w!p WF w gw °z,�z�wg��¢ G >Wa F¢, x Zzazw� �WaVzWy��iz u�GNmw ❑iO0a30Ef 'mi, �ampO.�6��p � u>I�m§ut�NN�OzONZ1dN a6) Ki 0o�>13 w 4 n.r d0 N tt0 w w < z S� m K N q K < z d z z � z 4 a O 0 41 i � u0i, v ry m V� O d O On Q n z j ��W—Zlm'V_NF dp '��O�wd�z°J4Nw -�urcz r OzN<piUui-°�0°NFi o Fo°dg f°rc fN�°� �jO�dsmOwOW�N� NVxKf w�pW�Y�Nd�wU muw m°Ic,z��8Om wmka"n � wUz�Owp~K�wQis�°W Q gmq�� �NFQia[�[aNmOO N iJNN- -� OwZ-.N -� FNHiz°0 {- wu iiW'LLw=m�wK yx U � pR N¢¢ UU >��uSBKO�zOi�¢F�3m� 'Mtl1 ttM303i AB 0310310ad ONtlp311BIN0'tld SI3Sp NONONOfIpONd3tl p32MOH1(ItMN-9tOtSNt101110MAd0�-3,MY3S301N3WNSOp NOlONIHSVM i031Y1S N3'H a381V OSOSb Md SONONCS 'Na M31A OIdWJ.'10 50ZbL p aals��aa rHOD I� _2 it 7 ILI -' 1i S £Lfl-9L1 ($Lb)XVd%331. 1J31JfY121b"N3Fi0'J NO1"IIN 12901V � f0S OZOBb `dM'SQNOWO'3 9 31N5 123 G NO.LIVQ OES C, —ANIydWO:� NIVIS3G 7 N3H0'H 121889`d N EI. N gga S s �T I m -NIN r m °nx=o,o QuR�I OIO� V w�nR O I tu x�0 I�dl Va cl ��I � '_�' off'/e�. •— � p ��// h N �� ��II a IG'1 u� ulu Iul D � fl � � I I T.=.- lo 0=00, YM SCNOV4429 'NC SOMA 96ts =Oeb vM'SONONCM 9 aim" iamtus t4olxva OGG —.ANY4:lWC7 N-PIS947 NSH07 .1 -8-1 . 3V . .01- jO — ..... .... N3HOO i 3g =OCil YM SCIMONCS *�!i(= N91A G=IoL 717[.- OCOGI, Ym,GaNONa3 9 amn Imsis Noi.).Y,3 OGG "ANY.4NOV N5)]SOC N9HOV'H.L212S11V OUOSb YM S43NOK02 'NO MSIA'.DWKL-10 SOM.L oaaalslaaa 9619 9 ;wm 12MOUS Noj.lVo OGGM z 'mom .,kNV,4W07 NOISOC NBHO7 -H.LNO-2-lY & rN3HOQ'H4d38lVh oroel, VM qat4oN(=;; -Na MMIA � �IVI aorj,� MI.N542192N 96tr9 Nis OGG > < > Zb r pU -V) 7 A Fz z Opp K a lu z 0 43 _zo lu r T, i cz > N3HOO 1H3 V soulL 96 orogb ym'samoKaa 9 aiinG igm�LG No.L Ya ops "ANY.4H07 NIVISS43 WSHOV 'H INS91Y �F > -> -i 1) 1 IL O MZ IL C3 d o > NJ IL Is Ul ILI w Ul lu LL6 IL 0- o z > RI r lu d) 'a lu z� IL Cn z L o z o ON 'MVI lYd303i A8031�310Ld OtM0311811bi1d 5135(ILONOW'IMOtld3tl 032MDN1fitlNN-91N20VN®LiOMAdW'3�VM35 dO1N3W0000 NOlONIHStlM H03LV1S _ANIIIOZ08b YMSQNOK= NC MM^ us�v .a-9a Ncl) %b'd/'131 17311H7LY'N H0 N 111H IJ Gw IY1 OL09b VM'S4NOH43 9 311ti5 IMNIS NO1J.Va OGG 'H -,kNY,4HO'D NIP19943 N9HOV XS9S1Y w �?c i zVp K ru 1. 'Y �Ozx� IL LL Oiz p K �� � QUQ adO ? LL 0. t K W K LLmtoZN wULL < 0 p�i1 zxz Z JWF"��pJ �udu�jm � s wQQU U `-1 H Z ryU ttW� I- O IL w Ozzz�p w z_ O<wQ S J O,Sao F K O¢ N wz I i J I�i I 0 I - •nn V F B Z Q/ Uw iU n..JNt=' w W J z p <I s a I rc OQN 5�w m p z= dramQ `mw� ��iJ NVIL W OWzw KUm LLQf� ioW�Q 0 Ud�� l9E -ZLL ggZ �' F2 LU 90 m aHooi, I'S IV 07091, YM SCNCPq=NC 'MNIA Vl�iK,1.10 GOML "' I oaa —DU 21:NMOSSN mal!USYNI:� 9 OZOGb VM'SCNOHC3 9 aLI(G 1338115 NOJ-WC OGSO —.-NY.iHOV N15>16343 N3HOI7 *H.L'SSGIY lu 6) L q ¢ 20 'MYiltltl3p3i AS Qilp3lptld ONtlp31161Nptld Sl3SpilO NgLMl0ptld3N p3ZltlpNl(ItlN(1-94P'pHtl®1HpMAdO�-3�IMYi5i01MWlYYJO AK'.. O=O0iYMSQNOWQ3 MVNMQISMN 96K ............_... . zw z- �JJ I wm m° Q3 m° ¢ m z w V j mJ Q� aaa � sQ O� z wx z WK w k N A z I �O z w LJ�Ld w w U EL6L-9LL (SLb) %V3/'131 1'J3LH9xN'N3HdJ NO1"IIH 1 J38'1Y � m � Z O i OLOB6 `vM 'SQNOWQ3 9 3LI(15 1332115 NOIJ.VQ OEE "AN'ddWO'O NIV15343 NSHOV 'H 12P38'lY w O by w �a 9 as Na E K�Z o°~ �o 1)< A Z 0 {s�{syy�� <p N µ1 C � J Z"' dm 4 � i q iv4U-�Om i z �410wK w p�' mo° a�Nk' b�nw77pp p70O�wNKq�� Yv iQ¢ OQ"k Q, wcj �YN WOZQmWJO W py W.d�WWS�Q� F Oj0_ w Vr- X RJM NR6.SQwm N m W z mu mu� udl� �4d�d dd� '¢O lmq� j�N? ryin N u) dg�LL1 WISN VI -- mISNa Z Fmw� mry QxOK� OC W N= J � � i � rry. N V QaA r-LL WN�ry N 2 I �mga ku �1- oA0 „?mom ONr ONE ¢OOI- p� I- �� �O tu lu 't O�tw(l� 2'u'".N> >�NX O NNNSD wN ¢p�N I �2 pmKK c�,KK mKK zv V. I6 N m�d q�j N� ��ttyyw �- z z F S Zti FJ00 FJ00 FJ00 t-J�0 w IV)JO ryQO� N NWV-F- NWi-F NWI-1- NW{ -I-. Ng�K wH miJ� 4 TO Z �rcoo� 3 � �Nxao w ~ z 0 p lu > wON> J~ JFLL Jm mFi� 3rE OL KNp QIXVWIn 01 JO o_ 3 uzmm R� ul U� O Q _ - w NNLit � � E E`. a 1 U QrA d ao LL nm�Zm qwn oF�� gaRz7, za m „� 'moo v O�-loHm zzw -1W ¢p� i- LL .. O . m t- A _ tl _ u`amm� 4Q��UUNUmm� �w Xm c'"a Svc=� a Ng GE _ a�i10 mac 33 may mRm V md'IVON YE1c�� .. E �'� co o.c "oE`°o mom ..m Eo .=U� va 'a>o d==�aH=� ���� ���� m0�m�y m so Q F4K�m I LL190. _X »�.>"mm t°'�'o_H $:' �'3 005 a�9 �smtism Yn a�� zaa"J mozi9irvectsS711ozog I (SZJ,) WOO' 15U@SSS'fy1AkAA woo,6u@sss@xoqu! Mg utgpI� a Lu SNoanios innni ls—ii m 2 2m aM 3 1 N I D IVis Him 111 to h S I iar A ts g da 2z clot CC M 2E 16a ce Hill 1 Moil Mh Hip it! 1021 it, Him 011111 !1 1g) latf of EIZ 1 1 at u 5 q . 4 li , 5 2's 11 till I k 1 1 i WHII in lip HIM H H 111. 1 H1 H 11MU11 In ln� A UP Hl UPS;; mWim 4611111 jig IM112 SM1111 t HIM? plairl! gjlh H t 15mnim 2113' UnIvI111161H Igifflys His [EQ02. sit jqt H on 1I 1q11S§11U. ;i2 k 1111M1111 1 !11 f ll; SQ HI SHwHi1"f1fl,l ll11105 orb+P -H---211111111 21H 1 H ,114� I, 12 Momar lilt! I 9-PA is TIM! oEozj9js3uejdS5flqC9 : 11103-61LOSSSWAkIA wo:)-buasss@xoqui J� S 11 3 3 IN 1 9 P 3 i;o ul M: on 5ounios ivinails (FNF" t! p '.3 LLJ LL CL CIE LU -VA— fil- el- C, cc or LH Ll - ------- VA --- co J ca E,m J rx: -1 RE- v Im E2 C> 7 b L,U !152 Eb �lx -1 q A 'cam 'Al g! Z monq0weilisss7iozogT (SZt,) WO:)'fiUDSSS-MAf0A wOD-6uasss@:(cjqui 2 41 r H 3 a N I D PI LIJ 00 MUMS innDMIS I:Biii()C ,2 0 I —VI LU uj w 1213 o U- 0 C> tu t� LIJ CL u- m J CI Ei ai Ln omim-,weidol)ZO91 W 5 91 OZO-[U@SSS"AAAYVl wog "Ol % az 1 J; m — .2 11114IT'" .1 .. 02 11 3 3 N 1 9 P1 ul R sNo, inios innnials Rn u C V E E EB i :8 i c T U') C. m m 9,1 ( l tc or X. rT"l 1 30 ia A 3 Ra E;?Ca-.81-L (Szi,) mOD-huasss"AAmm WOD'6u@sss@)xoqu! S N 3 3 IN I D pl :3 5W� at ul t! swunios inaTfiUs 173 d ga A C, �2 ol� CD LL. CL bli In F, LU C) w t"I LU tR :E: LU LU Co R ti 2 ea S uj uj m A 2 V 1p, ;P d ;,�i F, FI , e EZt 1w8LL iSZi�) LUOX5uasss AAAkNn wo3-6uasss@:coqu[ m 'r p S N 3 3 N S 9 NI t° =g SP�I;ITMOS ivin I'll�.lS CFEFS es �z w 8�-a8 VI u� a` U g GI is M G W �mumm��su.mmm��mn.:�..m p t rii I I ( I- - I I I IQ I" I I LU ul :3 O c K, 000 J F 1�3 G _ z ui 30 u 3 0 U O '!a yjy V.:fi Vdi Si =b I I I I ! I I I I l I I I I l I I I I I l I A�i I: I I ICI I .. .-_---_._.__--.__. --_- I' I J I ! I' I I' I I ' I Ii I I I I I � [l I I rib I I L I � L 1 3�1 ' LPI G= I I I I I I I I I I I I t, J ■ 4� I � I I I' II I II I I' I I' ! I' I I' ! I' I' I I' ! I' ! I' ! I' I I �I I ! i S — —J ! tx CL. c; o£oZt9Ts sue 0JOLT m w 8 v v T c N z £ZOI 8LL (SZb) woa 6uasss mrnnn woa 6uasss@xoqui S N 3 3 N 2 9 N 3Co Ramos r� o E LL a ln(ilmas ONnos e ---------------------------------------"-- j-' ---------------------------'------'--------� i r I I II ! I ZIxE.2 (L-t) Zinn (ZT.T)q JsT-%S I o II (i iMt� '0'N'O dA1b.9i NZtxZ z5 \V —_ __ _I ——_--_—_ (bii)619 E2x�/js j s� !,R3 -- (hl)KI�6-- _ _ _ I a 1 sg 3 a Ei E s fi 3 ulo E_ m a� u� to aE 5$ of 5 E o Aw E �� a E � E�' ,�`? o� ��' � E W 3 6_ _C3�in z $ of Ca I2 OE ®0rn� mao iG OB.w (ZE-1)019#ZEx#s 1 I1 1 G 6 1 z 1 1 * -----, I � b9 I NJ OEOZ19is sueoss oTWIT u = 5 0 £ZOi-8ZZ (SZb) woz)-6uasss-Nom woa-6uasss@oxoqui L ct '„i • 8i $ o ptu v = E 0 5 N 3 3 N I 9 N 3 -� �> 3 av �N tq �o G 59 z z t C a LNG SNouniOS 1tlNf11) us 4Nn s C �N QQ N'" n`U oA a`tiOw S'QU �. 5; v .I a = EJ (OS-Z}HOH H196x3{E MS Al"i� le-rJu,Si,ix�fE � l -- -. --- — .. \\ia fir o x r i� 2`0 $ 5 s a$ 62 as ov c a $q wE 'c$ E' 5 Ev"i t § _ o 0 3 Eui I K C I }9w � � rycryC5 C �� of s m FAI ocozigif 3upjdss5-ioZO9 i ZO to la �Eg ru ,________--- --- ________________--- ___--- ____________________` 10 LU ti � �� W, W. a Aw *,q OZZO- ILL (5Zt1) ',L UO!S!A!(1 2uIppnS OZ086 VM'SPLIOUIP' ,4 sao!AjaS ju3wdOjDAO(] qjjoN on=AV qjg It I , S(jXOW(j9!jO AJID z O zx) u SCIxOW(13-qO.u1z) I z U SRION NOXPUSNOD -IV u "Alt N! I= E 1 HE ig [A 4 Ism 11 slin wrow 'i I till t 2 A 02 vw� 114 u UM'Eurnpi '" HIMS-SMS M; MIME log UK 15" oil it kit 9 H, &A w9ppq ERM !-5 21 1 is gm 1 -,2 mn Eli p! S;"n cc 101 el 14 H gas islet 1111 1 is lit I " W, ' " i 9 .2 12" , rho ", W " ' " 1 !IPA 01 to a R 024 § 2 K —A 1 111 110 PIG 1 111A 11 1 11 g 14 B- 5y . 2-,5 till 1111-11 —1111 , 1111111111111111 1 14 .111 U 01-1 irj