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BLD2018-0666wbt OF E MOAN _ ° CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 Inc. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 08/10/2018 Permit #: BLD20180666 Expiration Date: O�i�3lT9 Project Address: 950 CAROL WAY, EDMONDS Parcel No: 00548900000705 �w I a PROPERTY OWNER APPLICANT CONTRACTOR STEVEN W & MISTY L ALSETH JOHN YUEN DNT BUILDERS 950 CAROL WAY 192217 36TH AVE W SUITE 106 4625 100TH ST NE EDMONDS, WA 98020-2939 LYNNWOOD, WA 98036 MARYSVILLE, WA 98270 (206)407-6918 (425)775-1591 LICENSE #: DNTBUB*848PJ EXP:10/I1/2018 r; D_kC'aIP4l&N Interior remodel and Addition to SFR VALUATION: $400,284 PERMIT TYPE: Residential PERMIT GROUP: 02 - Addition GRADING: Y CYDS: 100 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: 0 X 0 FT. CODE: OTHER: ------- OTHER DESC: I ZONE: RS-12 NUMBER OF STORIES: 0 1 VESTED DATE: NUMBER OF DW ELI-ING UNITS: 0 ILOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 EMENT: 0 1ST FLOOR: 412 2ND FLOOR: 1596 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 L30FLOOR: 0 GARAGE: 762 DECK: 96 OTHER: 0 BEDROOMS:0 BATHROOMS:O 1 BEDROOMS:0 BATHROOMS:0 FRONTSEMACK SIDESEMACK REQUIRED:25 PROPOSED:25 REQUIRED:10 PROPOSED:14.5 REQUIRED:25 PROPOSED:60 HEIGHT ALLOWED:O PROPOSED:O REQUIRED: 10 PROPOSED: 10.4 SETBACK NOTES: 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 WORKMENS COMPENSATION INSURANCE AND RCW 18:27. THIS PAPPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR H1SMER DEPUTY AND ALL FEES ARE PAID. Signature I Print Released By Date ATTENTION 1TIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. FIRE = APPLICANT = ASSESSOR = CITY 3-+ STATUS: ISSUED BLD20180666 • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all othertimes the noise originating from construction sites/activities must comply with the noise limits ofChapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. • Call for locates of underground utilities prior to any excavation. • Maintain erosion & sedimentation control per city standards. • 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) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Seances are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the, 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • E-Erosion Control/Mobilization • E-Traffic Control E-Storm Tightline . E-Storm Detention System E Driveway Trench Drain • E-Engineering Final �,. B-Preconstruction meeting . B-Footings 4 • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B- Special Insp Epoxy anchors • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B- Shower Pan Test • B-Window Flashing • B- Interior Shear Nailing • B-Height Verification • B-Framing • B-Insulation/Energy • B-Building Final • B-Other OY � U'Ll CITY OF EDMONDS 121 5THAVENUENORTH-EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 is. s;PERMIT:FEES/RECEIPT.;,. DATE. Wednesday, August 29, 2018 PERMIT #: BLD20180666 PROJECT ADDRESS: 950 CAROL WAY, EDMONDS PROP OWNER: 950 CAROL W A Y EDMONDS, WA 98020-2939 (206)407-6918 * FFE SUMMARY: 05/15/2018 X-Technology Fee OS/15/2018 B-Building Plan Rev iewFee 05/15/2018 B-Building Permit Fee 05/15/2018 B-State Building Code Surcharge 06/06/2018 E-Engineering Inspect ion Fee (General) (QTY: 5) 06/06/2018 B-Grading Perm it Fee 06/20/2018 B-Plumbing Permit Fee 06/20/2018 B-Mechanical Permit Fee 07/19/2018 E-Storm Drainage ReviewFee (QTY: 1.5) ,N.. FeetMnOwn 't• , Paid,,.. Balance Due $35.00 ($35.00) $0.00 $2,386.00 ($2,386.00) $0.00 $2,906.00 ($2,906.00) $0.00 $4.50 ($4.50) $0.00 $500.00 ($500.00) $0.00 $90.00 ($90.00) $0.00 $378.00 ($378.00) $0.00 $180.00 ($180.00) $0.00 $180.00 ($180.00) $0.00 TOO Due: $6,659.50 ($6,659.50) $0.00 *FEES ARE ESTIMATED BASED ON INFORMATION PRO G7DED AT SUBMITTAL -SUBJECT TO CHANGE PAVMV�T TRANSACTIONS: :..... .x...........w.... .. jlt ': TO' x ...:..:..::..9.D..' g•. pAYEFY 05/15/2018 REC073113 CHECK - 1536 SnNEN w & MISTY L ALSEIN 08/10/2018 REC07400.1 �dO& �/30 CHECK - 2695 .,Aftr4T ($2,386.00) ( 4,273_16 v Q BLD20180666 (PT -LIVE) - PermitTrax by Bitco Software Page 1 of 1 C BUILDING PERMIT 9 PROP OWNER: STEVEN W & MISTY L ALS... LOCATION: 950 CAROL WAY, EDMONDS 94 WORK DESC: Interior remodel and Addition... SCREENS: I Select Screen... 1 02 - ADDITION FEES PERMIT #: BLD20180666 STATUS: ISSUED C4 ISSUED:08/10/2018 0 BALANCE: $0.00 FUNCTIONS:1 Select Permit Function... yj Add Fee Summary TOTAL FEES: $6,659.50 TOTAL BALANCE DUE: $0.00 EDIT FEE ID DATE FEE TYPE FEE DESCRIPTION FEE AMO... PAID BAL DUE 200 05/15/2018 S X-Technology Fee _$-35.. 0 ($35.00) $0.00 v 215 05/15/2018 S B-Building Permit Fee _$2,.906.00 ($2,906.00) $0.00 215A 06/06/2018 S B-Grading Permit Fee _ 090 0 ($90.00) $0.00 215B 06/20/2018 S B-Plumbing Permit Fee = $378. 00 ($378.00) $0.00 215C 06/20/2018 S B-Mechanical Permit Fee $1.8 000 000 ($180.00) $0.00 220 05/15/2018 S B-Building Plan Review F... $2,386.00 ($2,386.00) so. 000'f/K�-�'/�' 305A 06/06/2018 A E-Engineering Inspection... 5D0.00? ($500.00) $0.00 305F 07/19/2018 A E-Storm Drainage Revie... r$_1_80.00 ($180.00) $0.00 430 05/15/2018 S B-State Building Code S... _$.g_5.0 ($4.50) $0.00 http://edmsvr-permitIPermitTraxIModule_PermitsIPermits_PermitIPermit Fees.aspx?CON... 8/29/2018 ENG20180247 (PT -LIVE) - PermitTrax by Bitco Software Page 1 of 1 FEES ENGINEERING PERMIT PERMIT #: ENG20180247 PROP OWNER: STEVEN W & MISTY L ALS... STATUS: ISSUED LOCATION: 950 CAROL WAY, EDMONDS E4, ISSUED: 08/10/2018 WORK DESC: CONNECTION TO STORM... BALANCE: $0.00 SCREENS: 1 Select Screen... -y FUNCTIONS: Select Permit Function... VI RIGHT OF WAY - 1-SINGLE FAMILY Add Fee Summary TOTAL FEES: $435.00 TOTAL BALANCE DUE: $0.00 EDIT FEE ID DATE FEE TYPE FEE DESCRIPTION FEE AMO... PAID ,7 200 06/06/2018 S X-Technology Fee ( $5.00 ($35.00) 300A 06/06/2018 S E-Right of Way Permit Fee $300.00 I ($300.00) (" 3051 06/06/2018 S E-ROW Restoration �7$10A...60" ($100.00) BAL DUE $0.00 $0.00 $0.00 http://edmsvr-permit/PermitTrax/Module_PermitsIPermits_PermitIPermit Fees.aspx?CON... 8/29/2018 *123000220* 08/17/2018 99008195 This is a LEGAL COPY of your check. You can use it the same way you would use the original check. RETURN REASON -A NOT SUFFICIENT FUNDS 00000032 83 NSF i �i �I r9 f1J ro � I Er co ra 1�f ruFC ri 0 O ,U C3rC O O O CD O O m ru r9 d MISTY LYNN ZAHNOW ALSETH 950 CAROL WAY 2695 nn. EDMONDS, WA 98020-2939 29/7076 �PAYTOTHE 111111 (,� �- itil 0y -" ORDER Of � : •. �� A� �'�j CHASE C j �.ar a.. JPMorgan Chase Bank, NA Www.ChaSe.00M _ MEMO �:325070760+: 9433i83701r 2695 4ll: 3 2 50 70 760i:94 3 3 18 3 ?Oil' 269 5 1"00004 708 50,,, ""'bank.,RETURNED DEPOSITED ITEMS Customer Service: 1-800-872-2657 Date: August 17, 2018 Advice D-103508 NOTICE OF RETURNED DEPOSITED ITEMS) Acct.-329/953595247716 CITY OF EDMONDS TREASURER"S ACCOUNT 121 5TH AVE N EDMONDS WA 98020 emaileL 8/ay Reason Maker Name NSF M ALSETH Seq # Item Amount 99008195 $4,708.50 1 Item(s) charged totaling: $4,708.50 Advice Total: $4,708.50 STEVEN W.ALSETH MISTY LYNN ZAHNOW ALSETH 19-7076i3250 1553 950 CAROL WAY EDMONDS, WA 98020-2940/ DATE 127 l� PAY TO THE a n 5e- m �� ID . CHASEaD i Morgan Chase Bank, N.A. f www.Chase.com Is�fih �� r �} MEMO ��'�• 5 }�:3 25070760i: 9433 L837011' 1553 O,C EDM �� Est. 1890 SPECIAL INSPECTION AND TESTING AGREEMENT Permit #: BLD2018-0666 Project: Alseth Addition Prior to issuance of a permit, this form must be completed in its entirety and returned to the City for approval. The completed form must have signatures of acknowledgment by all parties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Special Inspectors: The Special Inspection firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed): X Structural Observation by design professional _X_Other Retrofit Hold Downs / Epoxy Anchor: _Other All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be detailed in the final report. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. \\EDMSVR-DEPTFS\Building\Handouts information by Chuck\plan review\comments - Building Division reviews\2018-0666 Special Inspection form.doc620/2018 The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Building Department: The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Design Professionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. ,,ACKNOWLEDGMENTS I have read and agree to co with the WM d conditions of this agree 7 Owner: I �— /, Signature Date Contractor:; ,t C�i., SSignature o Date: Arch./Eng_ Signature. Date: Special Insp. Go f n e k Et B V f J Signature 1je.:� 4 14'V— Date: 7` 5 Special Insp. Agency R Li r V�__ hq i nee f i ► ;� L-C, ACCEP THE CITY OF EDi11ONDS BUILDING DIVISION By. Date: �i % t� \\EDMSVR-DEPTFS\Building\Handouts Information by Chuck\plan review\comments - Building Division reviews\2018-0666 Special Inspection form.doc6/20/2018 7 o DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION Fsr t sg° 121 5th Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 Q Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): Parcel Subdivision/Lot#: Project Valuation: $ 1,2O 0,0 AtNWANT�� 2D(p Io7' � f Fax: Address (Street, City, State, Zip): E-MaO ddresl: �1 C 1 `+ PROPERTY OWNER: ho' pt3 Fax: Address(Street, City, State, Zip): E- ail Address: S_ _ t 1Se+k I I 1 C LENDING GENV: Phone: Fax. Address (Street, State, Zip): E-Mail Address: CONTRACTOR:* �J :11 Phone: 7ax.- Address (Street, City, State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: Snake — PROPOSED NEWSQUARE FOOTAGE FOR THIS PROJECT: Basement: s . ft. Select Basement Type: Finished Unfinished I" Floor: s . ft. Garage/Carport: -sq. ft. 2° Floor: s . ft. Deck/Cvrd Porch/Patio: s . ft. Bedrooms # Full-3/4 Bath # Half -Bath # Other: s . ft. Fire S rinklers: Yes 0 No L1 1 Retaining Wall: Yes No Grading: Cut cu. yds. Fill cu.yds. I Cut/Fill in Critical Area: Yes LJ No I declare underpenalty of perjury laws that the information I have provided on this formlapplieation 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. I Print Name: 1-4+h� `5 _ Owner P� Agent/Other El (specify): Signature Date: FORM A LABuilding New Folder 2010\DONE & x-(erred to L•Building-New drive\Form A2014.docx Updated: 1/17/2014 QF EDA1O Fsr 1 gqo City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 5`s Avenue N, Edmonds, WA 98020 Phone 425.771.0220 9 Fax 425.771.0221 Equipment Type Appliance/Equipment Information (new and relocated) Total # Furnace Gas #-LElec #_Other: #_ BTUs: <100k _ >100k_ Location(s) Air Handler / VAV (circle selected) Gas #_Elec #_Other: # CFM: <10k_ >10k_ Location(s) AC / Compressor / Boiler / Heat Pump / Roof Top Unit (circle selected) Gas #_Elec #_Other: HP: d, 3-15, # BTUs: <100k, 100k-500k, 500k-1Mil 15-30 Location(s) Hydronic Heating Gas #_Elec #_In -Floor _Wall Radiant_ Boiler BTUs: Location Exhaust Fans (single duct) Bath #5—Kitchen #Laundry # Other: #_ +� ' 1 Fireplace Gas # Elec #_Other: #_ Location(s) Dryer Duct Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): Furnace BTUs: 100b Location(s):�� Water Heater BTUs: Location(s): Boiler BTUs: Location(s): Other: BTUs: Location(s): Fireplace/Insert BTUs: Location(s): VO M k Gavur �. Stove/Range/Oven Dryer Outdoor BBQ TOTAL OUTLETS Fixture Type (new and relocated) Fixture Type (new and relocated) 74b Total # Water Closet (Toilet) Pressure Reduction Valve/Pressure Regulator 4 Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line Tub/Shower 5 Drinking Fountain Dishwasher I Clothes Washer Hose Bib ':�7 Backflow Prevention Device (e g. RBPA, DCDA, AVB) Water Heater Tankless? Yes No El � Hydronic Heat in: Floor � Wall Floor Drain/Floor Sink Other: Refrigerator water supply (for water/ice dispenser) ' Other: FORM A L;Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Fonn A2014.docx Updated: 1/17/2014 Of EDA404. ANC. 1 Sg4 PROJECT NAME: ROW PERMIT NO.: ENG 00 O (£ilea -i ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION PERMIT APPLICATION Misty Alseth's SFR CONTRACTOR: BDZ Construction Mailing Address: 3207 Pacific Avenue Everett, WA 98201 State License #: BDZDEI* 101 CE (Expire July 1) City Business License #: CONTACT: Misty Alseth Phone #: (206) 407-6918 Fax #: Email #: MISTYSLSETH@GMAIL.COM X1 Liability Insurance X❑ Bonded ADDRESS OR INTERSECTION OF CONSTRUCTION: 950 Carol Way ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: ❑ Commercial ❑ Subdivision ❑ City Project ❑ Traffic Control (Only) ❑ Multi -Family X❑ Single Family ❑X EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket permit? ❑ Other ❑ Yes ❑X No ANY ASSOCIATED PERMITS? BLD# 2018-0666 ENG# DESCRIPTION OF PROPOSED WORK (Be Specific) : Construction of asphalt driveway approach, storm drainage S histaffiII1011. WAS STREET OVERLAYED WITHIN THE LAST FIVE 5 YEARS? YES ❑ NO ® Year: PAVEMENT CUT: ❑ Yes ❑x No If yes, indicate size of cut: x CONCRETE CUT: ❑ Yes ❑x No If yes, indicate size of cut: x RIGHT-OF-WAY AREA CLOSURE I TOTAL DURATION (NUMBER OF MONTHS) Sidewalk 48 Hrs + LF X LF SF N/A Alley 72 Hrs + LF X LF SF N/A Parking 72 Hrs + LF X LF SF N/A 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 an TNrAand the permit requirements and acknowledge that I must follow all requirements in ord e permi o be valid. SIGNATURE � DATE Contractor or -... NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE CEND MAY 15 2018 DRAINAGE REPORT BUILDING FOR Misty Alseth Cffy Copy at 950 Carol Way Edmonds, Washington 98020 May 2018 Prepared By: O W.K. yL� S @ WASy� 3542U� (� NAL g�e��G� John Yuen, P.E. COMPLIES WITH APPLICABLE 4CITYSTIORIMWAT CODE 91 LMIrma �■ ■ Lovell-Sauerland & Associates, Inc. 19217 36" Ave. W., Suite 106 Lynnwood, Washington 98036 LSA FILE No: 5711 9t-p 0018-OW 6 DRAINAGE REPORT FOR Misty Alseth at 950 Carol Way Edmonds, Washington 98020 May 2018 Prepared By: O W.K. YUF b e WAS35420 STLtik� �`r`rCUNAL�G John Yuen, P.E. Lovell- Sauerland & Associates, Inc. 19217 36'h Ave. W., Suite 106 Lynnwood, Washington 98036 LSA FILE No: 5711 Misty Alseth Introduction: This summary report provides engineering site design information for the proposed building permit application for the renovation at 950 Carol Way. The property is located in the Northeast 1 /4 of Section 24, T 27 N, R 3 E, W.M. Applicant: Misty Alseth 950 Carol Way Edmonds, WA 98020 SECTION TABLE OF CONTENTS A. Project Overview Site Address: 950 Carol Way Edmonds, WA 98020 Tax Parcel Numbers: 00548900000705 TABLE OF CONTENTS B. Parcel Map, Aerial Photo, Watershed Basin Map & Soils Classification Map C. Existing Conditions Summary D. Developed Site Hydrology APPENDICS A. Infiltration Consultation Lovell-Sauerland and Associates Drainage Report LSA No. 5711 LMRS 950 Carol Way May2018 Section A Project Overview Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 `�� PROJECT OVERVIEW.• The project site consists of about 18,301 square feet of land and is currently occupied by a single family residence located in the northern half of the project site. The vegetation primarily consists of lawn, scattered trees of varying sizes are located in the southern half of the project site. The site is bordered by single family lots to the east, south and west, and Carol Way borders the site's northern boundary. Access to the site is from Carol Way via existing asphalt/concrete driveway. The original single family residence and associated site paving on the west side of the project site were built in 1949 (prior to July 7, 1997), therefore, meet the definition of "Non -regulated" Impervious Surface, stormwater control requirements do not apply to "Non -regulated" Impervious Surface. (See Figure 1) House addition and new driveway (total of 2,656 square feet) were proposed in 1989. The improvements were approved with a detention system (I8-inchpipe) sized for 2,656 square feet of impervious surface that was adequate under the provisions of the Stormwater Code in effect at that time. (See Figure 2) The proposed project includes renovation to the existing single-family residence. The owners propose to expand the first floor footprint by adding a guest room (14'-6" x 21') on the west side of the house, extend the north end of the building to include a covered porch (new entry of the building), along with anew garage and driveway on the east side. The entire second floor (part of the improvements built in 1989) will be replaced with a new floor plan. (See Figure 3) Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 Las a I I - I OT 4 LOT 5 EX. C.B. I LOT 6 X MH I I TOP-130.12 I INV(S}728.80�-�- PVC INV(ERW)-72&37-8'CONC. -128.32 V(E)•121.77-8-CONC. V(W)-12I.87-8'CCNC. I a x ---J-------------- VIN PP — / / . vEancAL wRe TBM 'A.. /,'iAR•OL 'WAY/` WATER 77 /-..- — SD — .............Q. — — sn _ Y8 MB ; (x3) (x1) r — — — . VERTICAL CURB 111.04' K. C.B. 1—\--112--- 1. P-127.00 —' (E).121.77-WcoNc. / ")-121.87-rCONC. — EX. 0.1' DIAMETER / IRON PIPE / EX. UNCAPPED 1/2- REBAR FOUND AT CALC'D POSITION / /'\ ocaNc STEPS 1 ; o I IL1/ ro (o 00 O ti �i PARCEL B TF04CH DRAIN i TOP3134.20 ' 0 /1sr W E / —13&— — — — -J 15' INGRESS/EGRESS, UTILITIES, 15' INGRESS/EGRESS S AND ELECTRIC POWER EASEMENT UTILITIES EASEMENT (A.F. NO. 886253) — / / — (A.F. NO. 930928) -------- j---------------- 10' DRAINAGE EASEMENT / --- �(A_F. 8901130372) — — — N 89'34'28' W 110.81' / NON -REGULATED IMPERVIOUS ROOF: 1,571 SF THE 1949 HOUSE, DRIVEWAY AND CONCRETE STEPS WERE BUILT PRIOR TO ,NJLY 7, 1977, THEREFORE, MEET THE ION OF DRIVEWAY: 435 SF NON -REGULATED IMPERVIOUS SURFACE. SCALE 1 "=30' CONC. STEPS: 11 SF 0' 15' 30' 45' 60' SITE CONDITION (1949 AS -BUILT) FIGURE 1 [OT 4 LOT 5 EX. C.B. I LOT 6 TOP'-130.12 I �NV(S)-12&801-4-PVC X MH INIA'E&W)- 12& 37-9-CONC EX. C.B. 3P-1 26.32 23 TOP-131.,n V(E)-121.ln-8"CONC. 9 r :NV(E)-I2&B2-l6rA0S V(W>-121.67-8*C0NQ N 2&a2-4,PVC STAND PIPQN)-11162 oli _*w I Ep wm viw —/130 V_ Ir W.-WAIER /'!tAROLWAY A ss Z. _9D SWD ..... me imi L25i MB sjF_ E_730�%wj 1 (.3) (,$) VERTICAL CURB 111.04' C C.B. —132 P-127.00 XE)-121.77-6'CCft-_ 40 =�El (w)-12t67-9'coNr_ 18' PIPE/--- ,EX. C.B. EX. 0.1' DIAMETER TRENCH DRAIN--e.X TOP-13114 TOftl32.12 • M79-4-PVC IRON PIPE WAV)-12Z24-8-ADS (N 80-30' W, 0.75') -4 EX. UNCAPPED 1/2- —.,2-/ RE13AR FOUND AT CALC'D POSITION < Z 'K K ,e < < 00 oj '<'Ix 06 PARCEL 8 TRENCH DRAIN TOP*13C20 v, Nk N IN E 15' INGRESS/EGRESS, UTILITIES, 15'INGRESS/EGRESS S D ELECTRIC POWER EASEMENT & u�'LjnA EASEMENT 11--- A . F. NO. 886253) I(A.F. No. 930928) ------------ ------------- — — — — — — — — — — — — 0' DRAINAGE EASEMENT r(lA.F. NO. 8901130372) "w N 89*34'28" w 110.81' IV NON —REGULATED IMPERVIOUS NEW IMPERVIOUS (1989) NEW IMPERVIOUS (AFTER 1994) ROOF- 1.571 SF ROOF (ADDITION): 1,344 SF- PATIO: 582 SF ODRIVEWAY: 435 SF DRIVEWAY: 1,312 SF- SCALE : 1"=30' CONC. STEPS: 11 SF THE 1989 IMPROVEMENTS WERE APPROVED ol 15, 30' 45' 60' WITH A DETENTION SYSTEM SIZED FOR 2,656 SF OF IMPERVIOUS SURFACE THAT WAS SITE CONDITION ADEQUATE UNDER THE PROVISIONS OF STORMWATER CODE IN EFFECT AT THAT TIME. (PRE -PROJECT) FIGURE 2 v t3 I - I I OT 4 LOT 5 EX. C.B. I LOT 6 I TOP-13a12 X MH -126.32 I INV(S)-12&aO-4"M i INV AW)-12&37-W00NC. EX. C.B. TOP- v(Ey-121.77-eooNa I g I R1V(E}12892-1e'Aos v(vq-12t.67-e•coNc --- I INv(N)1za92-4'PVC -------_-1—---_�------g�---��.—._ � TOP 4' STANC PIP (N}730.a2 ie a wm vERacA�,cuRa Mw W130— _ 7 // . - / , • / . / /' / / i /, , ,, ,CARE)L MAY/ Wl't30�'` 8' D.L«WATER / i / %/% / / i t _ / r / SD SQ G so (x3) (x3) / / / / / ' VERTICAL CURB 111.04. �(. C.B. P-127.00 / 9e)-121.77-8•C0NC. 40 ' ti •.� . 0)-121.67-6•C0NC• 18• PIPE ° .e EX. C.B. EX. 0.1' DIAMETER / + TOP-13Z14 IRON PIPE TOP31 12h _ INNtI(W}127.2ha ADS (N 80'30' W. 0.75') 1 EX. UNCAPPED 1/2• REBAR FOUND AT CALC'D POSITION / I Kx I/ ` 1 1 /' p ZK{ I Z / \ / 11 <`C C{ L t N Q CD C 'C xx n KI PARCEL B i y4 TREWH ORNN t XK{ �{ r( •X � i 70Pt134.20 � CL \ P \ N If W E 15- INGRESS/EGRESS, UTILITIES, S AND ELECTRIC POWER EASEMENT 15' INGRESSEASEM S I \� (A.F. NO. 886253) / ( UTILITIES EASEMENT / — — — (A�F. N0�930— — - - — — — — — — — — /� — — — — — — — 10' DRAINAGE EASEMENT F(A.F. NO. 8901130372) N 8934'28' W 110.81' �-- — — - NEW IMPERVIOUS REPLACED IMPERVIOUS ROOF (ADDITION): 1,903 SF DRIVEWAY: 1.074 SF PATIO (UNCOVERED): 316 SF GARAGE: 214 SF SCALE 1 "=30' 0' 15' 30' 45' 60' SITE CONDITION (POST -PROJECT) FIGURE 3 Section B Parcel Map, Aerial Photo, Watershed Basin Map & Soil Classification Map Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 L�� ,t City of Edmonds Parcel Map rL; 1927 190F 923 921 919 917 IP s21 1 t 719 V/, ' 71 -�:jALOHA ST / air � � 816 6571 ns�il 4� 81 10 521*4 329 � r 514 114 r lk �11�7�1l�'1li�w■ ■i II iii 101� 6 i1,. 91410 93 10 —� 10 l 910 .400 10M WAIN LN '—VISTA PL _ • 921 Ar (CASCADE DR CASCADE LN l 7,17. 754 724 s � 73 T,,' Wr 71j !!/ '97 1 930 ag 0 960 61 � v� girl 930 934 522 DALEY ST 40-10—P1W*414 �-qq- 01-111 \\ 62 6� 603, 1 0 6 Lo 10g.. r ■o tl!mllfnal 10TO* ' c 0 Legend 1: 4,514 O Notes 188.08 376.2 Feet This map is a user generated static output from an Internet mapping site and is fc reference only. Data layers that appear on this map may or may not be accurate ✓GS_1984_Web Merwtor_Auxiliary_Sphere current, or otherwise rellablq ) City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTIOI City of Edmonds Aerial Photo Legend ArcSDE.GIS.STREET CENTERLINE' call other values, 1 2 514 9;71;7;8 Notes 0 47.02 94.0 Feet This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, WGS_1984_Web_Mercator Auxiliary —Sphere current, or otherwise reliable. r(City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION Park B- Puget Sound Fr Piped;�4 • fi r�altr Creek Creeftdiverstan�tthstreart Gs 4th and Mindley to provide water to homeowners on Il ley Lane per water rights. *\ndley Creek r, \g.� Fish Ladder for Shell Creek at 7th and Daley. M^i Approximately 1/4 flow is diverted into storm system from creek. Shell Creek �a Shell Creek Lovell-Sauerland and Associates Drainage Report LSA No. 5711 N, ndley 10c Northstream J' The that connects Good Pond Watershed co Sh k watershed. Begin Shell Creek. (/ Creek Watershed Basin Map 950 Carol Way May2018 Alder.vood Urban land complex. 2-8 % slopes Alderfvood Urban land complex, 8-15 % slopes Soils Classification Map Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 Section C Existing Conditions Summary Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 L�� Existing Conditions Summary: a. Site Area........................................................................................... 18,301 square feet b. Mite tributary area: Negligible lawn area from the South c. Soil Types: Alderwood—Urban Land Complex, 2 to 8 percent slopes The original single family residence and associated site paving on the west side of the project site were built in 1949 (prior to July 7,1997), therefore, meet the definition of "Non -regulated" Impervious Surface, stormwater control requirements do not apply to "Non -regulated" Impervious Surface. House addition and new driveway (total of 2,656 square feet) were proposed in 1989. The improvements were approved with a detention system (I8-inchpipe) sized for 2,656 square feet of impervious surface that was adequate under the provisions of the Stormwater Code in effect at that time. The site generally slopes down from the south toward the north direction. Runoff from the site sheet flows in the same directions, towards Carol Way, with no signs of a defined channel. The site is not a landslide and erosion hazard area. No wetlands are known to exist on or adjacent to the site. The site is located within Shell Creek subbasin. Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 L�._ Section D Developed Site Hydrology Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 L�� Developed Site Hydrology: The proposed project includes renovation to the existing single-family residence. The owners propose to expand the first floor footprint by adding a guest room (14'-6" x 21') on the west side of the house, extend the north end of the building to include a covered porch (new entry of the building), along with anew garage and driveway on the east side. The entire second floor (part of the improvements built in 1989) will be replaced with a new floor plan. See the submitted civil construction plans for the proposed renovation. Developed Conditions Summary: Impervious Surface House (roofline) 4,791 sf Driveway 1,074 sf Conc. Walkway* 435 sf Patio (uncovered) 316 sf Total 6,616 sf * — Existing concrete walkway was built in 1949 as driveway to access the original house from the south. The 1989 improvements with house addition and a new driveway to provide access to the house from Carol Way, the existing concrete driveway remains in place as walkway. Lovell-Sauerland and Associates Drainage Report LSA No. 5711 L.022=61 950 Carol Way May2018 Determination of stormwater control requirements: "Non -Regulated" Impervious Surface (constructed prior to July 7, 1977) House 1,571 sf Conc. Driveway 435 sf Walkway 11 sf New Impervious Surface (improvements proposed in 1989) House Addition 1,344 sf New Driveway 1,312 sf Total 2,656 sf The improvements were approved with a detention system (18-inch pipe) sized for 2,656 square feet of impervious surface that was adequate under the provisions of the Stormwater Code in effect at that time. The proposed renovation will result in 3,507 square feet of new plus replaced hard surface area as listed below: New Impervious Surface House Addition 1,903 sf Patio (uncovered) 316 sf Total 2,219 sf Regulated Replaced Impervious Surface Garage* 214 sf Driveway** 1,074 sf Total 1,288 sf (exist. unmanaged hard surface that will remain afterproject completion) * - The existing covered driveway will be removed down to bare soil, the new garage is considered to be Regulated Replaced Impervious Surface ** - The existing driveway will be removed down to bare soil, the new driveway is considered to be Regulated Replaced Impervious Surface The project is classified as Category I Site Project, and is subject to Minimum Requirements # 1 through # 5. Lovell-Sauerland and Associates Drainage Report LSA No. 5711 =ffi-U CTC 950 Carol Way May2018 Per the "Infiltration Consultation" dated November 30, 2017, prepared by Earth Solutions NW LLC, infiltration on the subject site is not feasible. (See Appendix A) Per Edmonds Stormwater Addendum (June 2017) Chapter 6.3, installation of detention pipes are proposed to meet Minimum Requirement No. 5. Detention Pipes Sizing The existing 18-inch diameter detention pipe was sized for 2,656 square feet of impervious surface that was adequate under the provision of the stormwater code in effect at that time. With the proposed renovation, total of 2,424 sf of impervious surface (1,350 sf of roof area and 1,074 sf of concrete driveway) will be directed to the existing 18-inch detention pipe under the new concrete driveway. The project proposes to use on -site stormwater management BMPs to manage at least 25% of the existing hard surfaces that do not drain to any approved BMPs. Exist. House: 1,571 sf (Year Built: 1949) Exist. Walkway: 435 sf (Year Built: 1949) Exist. Concrete Patio: 582 sf (Year Built: 1994 — Uncovered)) Total: 2,588 sf Existing hard surfaces that will be managed with on -site stormwater management BMPs: Exist. House: 603 sf* Existing Concrete Patio: 266 sf Total: 869 sf (Included in Detention Pipe Sizing) (Covered under new roof) * - Existing house with 1,571 sf of roof area was built in 1949, which is classified as Non -Regulated. 968 sf of new roof area will not be managed with on -site stonmwater management BMPs (see Hard Surfaces Contributing Map at end of this Section). Runoff from these roof areas will bypass the detention system, will be collected at roof downspouts with splash block, minimum of two (2) splash blocks are required. % Retrofit Lovell-Sauerland and Associates Drainage Report LSA No. 5711 = (869/2,588) x 100 = 33.6% > 25% Minimum 950 Carol Way May2018 New 18-inch Detention Pipe is sized for roof surface of 2,473 sf Per Edmonds Stormwater Addendum (June 2017) Chapter 6.3.1— To size a detention pipe, the pipe length (L, in feet) is computed using the following equation for 18-inch pipe: L = 0.034 * A Where A = contributing surface area (in square feet) L = 0.034 * 2,473 = 84.1 feet (Use 85 feet of 18-inch diameter PCVP or approved equal for detention) Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 L�� Summary of Project Minimum Requirements: The project is classified as Category 1 Site Project, and is subject to Minimum Requirements #1 through # 5. 5.1 Minimum Requirement #I —Preparation of Stormwater Site Plan The proposed renovation will result in 3,507 square feet of new plus replaced hard surface area, and land disturbing activity of approximately 9,100 square feet (0.21 acres). A site development plan has been prepared and is submitted along with this report. 5.2 Minimum Requirement #2 — Construction Stormwater Pollution Prevention The quantities for the renovation are estimated to be 100 cubic yard of cut and 100 cubic yard of fill. The total site disturbance area of the proj ect is less than one acre, thus a formal Notice oflntent application for NPDES coverage will not be made to the Department of Ecology. 5.3 Minimum Requirement #3 —Source Control ofPollution. No extraordinary measures are required for the proposed single family residence renovation as the pollution generating impervious surfaces (PGIS) associated with the project are below the 5,000 square feet threshold. 5.4 Minimum Requirement #4 —Preservation of Natural Drainage Systems and Outfalls The site currently sheet flows towards Carol Way. The project proposes to collect, detain onsite stormwater runoff, and discharge the flow to City's storm drainage system in Carol Way. The proposed detention system with flow control structure (8-inch diameter overflow riser with orifice size of 0.625 (5/8) inches diameter at the bottom) shall minimize the site's impact on the downstream drainage system. 5.5 Minimum Requirement #5 — Onsite Stormwater Management A site drainage plan is developed for all new plus replaced hard surfaces, and land disturbed in reference of Low Impact Development Performance Standard using List #1 On -site Stormwater Management BMPs (see ECDC 18.30.060.D.5d). Lawn and Landscaped Areas Post -Construction Soil Quality and Depth (BMP T5.13) - This BMP will be used for all areas subject to clearing and grading that have not been covered by impervious surface. Roofs Full Dispersion (BMP T5.30) - Due to the site constraints, a native vegetation flowpath length of 100 feet cannot be achieved, therefore, full dispersion is considered infeasible. Downspout Full Infiltration Systems (BMP T5. l0A) — Per the "Infiltration Consultation" dated November 30, 2017, prepared by Earth Solutions NW LLC, infiltration on the subject site is not feasible. Bioretention or Rain Garden — Professional geotechnical evaluation recommends infiltration not be used. Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 Lam=' Downspout Dispersion Systems — A minimum vegetated flowpath of at least 50 feet in length from the downspout to the downstream property line cannot be achieved. Perforated Stub -out Connection — There is not at least 1 foot of permeable soil from the proposed bottom of the perforated stub -out connection trench to other impermeable layer. See "Test Pit (TP-2) in Appendix A - "Infiltration Consultation". Detention Vaults and Pipes — Detention pipe sizing per Edmonds Stormwater Addendum (June 2017) Chapter 6.3.1 is proposed to meet Minimum Requirement No. 5. Other Hard Surfaces Full Dispersion (BMP T5.30) — Due to the site constraints, a native vegetation flowpath length of 100 feet cannot be achieved, therefore, full dispersion is considered infeasible. Permeable Pavement — Per the "Infiltration Consultation" dated November 30, 2017, prepared by Earth Solutions NW LLC, infiltration on the subject site is not feasible. Permeable pavement is considered infeasible. Bioretention or Rain Garden — Professional geotechnical evaluation recommends infiltration not be used. Sheet Flow Dispersion — Runoff from the new concrete driveway will be collected at the existing 18-inch diameter detention pipe (original design). Concentrated Flow Dispersion — A minimum vegetated flowpath of 50 feet between the discharge point and any property line is not feasible. Detention Vaults and Pipes — Detention pipe sizing per Edmonds Stormwater Addendum (June 2017) Chapter 6.3.1 is proposed to meet Minimum Requirement No. 5. Off -site Analysis The site currently sheet flows towards Carol Way. The project proposes to collect, detain onsite stormwater runoff, and discharge the flow into City's storm drainage system in Carol Way. The flow in the piped system travels west for about 500 feet to reach an existing ME located at 91b Avenue N/Carol Way Intersection; the piped system then continues in the northwest direction for about 3,950 feet, and eventually drains into Puget Sound. Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 THE 1989 IMPROVEMENTS WERE APPROVED WITH DETENTION PIPE (18-INCH DIAMETER) SIZED FOR 2,656 SF OF IMPERVIOUS SURFACE THAT WAS ADEQUATE UNDER THE PROVISION OF THE STORMWATER CODE IN EFFECT AT THAT TIME. PROPOSAL: EXISTING 18-INCH DIAMETER DETENTION PIPE CONTRIBUTING SURFACE AREA = 1,350 SF (ROOF) + 1,074 SF (DRIVEWAY) = 2,424 SF NEW 18-INCH DIAMETER DETENTION PIPE CONTRIBUTING SURFACE AREA = 2,473 SF (ROOF) PER EDMONDS STORMWATER ADDENDUM (JUNE 2017) CHAPTER 6.3.1 - TO SIZE A DETENTION PIPE, THE PIPE LENGTH (L, IN FEET) IS COMPUTED USING THE FOLLOWING EQUATION FOR 18-INCH PIPE: L= 0.034xA WHERE A = CONTRIBUTING SURFACE AREA (IN SQUARE FEET) L = 0.034 x 2,473 SF = 84.1 FEET 18-INCH DIAMETER DETENTION PIPE PROVIDED: 85 FEET Appendix A Infiltration Consultation Lovell-Sauerland and Associates 950 Carol Way Drainage Report May2018 LSA No. 5711 Lam^ November 30, 2017 ES-5739 BDZ Construction 3207 Pacific Avenue Everett, Washington 98201 Attention: Mr. Steve Smoody Subject: Infiltration Consultation 950 Carol Way Edmonds, Washington Dear Mr. Smoody: lirar�th .T g�olu on Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences As requested, Earth Solutions NW, LLC (ESNW) has prepared this letter summarizing our findings regarding infiltration feasibility for the subject site. The property is located on the south side of Carol Way, east of the intersection with 9th Avenue North in Edmonds, Washington. The site is currently developed with a slingle-family residence and associated improvements. A renovation is planned for the residential structure. Soil conditions throughout the site were expected to consist of advance outwash deposits (Qva) based on our review of the available geologic maps. Proiect Description Plans for the subject site include a renovation to the existing single-family residence. Final stormwater management plans were not available at the time of the original report production. However, exploring the feasibility of infiltration of stormwater generated from impervious surfaces was necessary for the planning phases of this project. As such, we were retained to evaluate the subsurface conditions as they relate to a possible infiltration facility. Our scope of services was to provide an infiltration feasibility based on our observation of the subsurface conditions and pilot infiltration testing if the subsurface conditions dictated infiltration testing was feasible. 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 BDZ Construction ES-5739 November 30, 2017 Page 2 Subsurface Conditions and Recommendations Subsurface exploration was conducted for the purposes of characterizing the condition of the subgrade on the subject site as it relates to stormwater infiltration. Our scope of services allowed for excavation of up to three test pits within possible areas for infiltration facilities on the subject site. Two test pits were excavated on the subject site. One test pit (TP-1) was located in the southern portion of the site (back yard), and the other (TP-2) in the northern portion of the site (front yard). Infiltration A representative of ESNW was on -site to observe the excavation of two test pits in possible locations for the proposed infiltration facilities using an excavator and operator provided by the client (November 29, 2017). The test pits were located on the north and south sides of the residential structure on the subject site. The test pits were advanced to a maximum depth of seven feet. ESNW observed fill soil consisting of silty sand (Unified Soil Classification, SM) in a medium dense condition at test pit TP-1 extending to a depth of one and one-half feet. The fill was observed to transition to native medium dense native poorly graded sand (SP) at one and one-half feet, and to fine silt (MH) in a stiff to very stiff condition at a depth of five feet, and extended to the limits of exploration (seven feet). ESNW observed native silty sand (SM) in a dense condition in a weathered state at test pit TP-2. The weathered material transitioned to unweathered and very dense at a depth of two feet. This soil is glacial till material, and represents a confining layer much like the soil conditions observed in the southern portions of the site, but at a higher elevation in the substrate due to the northern portion of the site being lower in elevation than the southern. In our opinion, the glacial till material, and silt present at five feet in the southern portion of the site should be considered confining layers within the substrate. The presence of confining layers within the upper five feet of the surface on the subject site leads us to the opinion that infiltration on the subject site is not feasible, and the subject site is not a suitable candidate for infiltration of stormwater generated from impervious surfaces. An alternate to infiltration should be pursued for the proposed redevelopment. Limitations The recommendations and conclusions provided in this geotechnical consultation are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Earth Solutions NW, LLC BDZ Construction November 30, 2017 ES-5739 Page 3 We trust this letter meets your current needs. If you have any questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC Stephen H. Avril Project Geologist Attachments: Test Pit Logs R. CA41I �o+ sic` Kyle R. Campbell, P.E. Principal Engineer Earth Solutions NW, LLC Test Pit Logs ES-5739 Test Pit TP-1 0'-1.5' SM Brown Silty Sand, Medium Dense, Moist (Fill) 1.5'-5' SP Brown Poorly Graded Sand, Medium Dense, Moist (Native) 5'-7' ML Gray Silt, Stiff to Very Stiff, Moist Test Pit TP-2 0'-3' SM Brown Silty Sand, Medium Dense, Moist (Weathered Till) 3' SM Brown Silty Sand, Very Dense, Moist (Unweathered Till) Earth Solutions NW, LLC Lovell-Sauerland & Associates, Inc. Engineers/Surveyors/-Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 LBAengineering.com BUR T � 18530 MERIDIAN AVE N. ENGYNEERI Or" Copy SHORELINE, WA 98133 Structural Calculations RECEIVED For MAY 15 2013 Alseth Residence BLJILDING 950 Carol Way Edmonds, WA 98020 BE Project # 18015 March 20, 2018 2015 International Building Code Wind: 110 MPH, Exposure C, Kzt= 1.0 Seismic: Design Category D Design Criteria Code Summary Building Code: 2015 International Building Code Supplemental Code: 2010 ASCE 7 Risk Category: II Standard -Occupancy Building Seismic Loading: Ss: 1.2781 Sds: 0.8521 I': 1.00 Site Class: D SI: 0.5008 SdI: 0.5008 R: 6.50 Seismic Design Category: D Cs: 0.1311 Wind Loading: Vas: 110 mph Exposure Category: B Risk Category:- II Kzt: 1.00 Deflection Criteria Roof Floor Live Load: L/ 360 Live Load: Total Load: L/ 240 Total Load: Walls L/ 480 Flexible Finishes: L/ 180 L/ 240 Brittle Finishes: L/ 360 Supporting Glass: L/ 240 Soil Properties: Allowable Vertical Bearing = 1500.0 psf Design Loads Dead Loads: Exterior Wall: 2x6 wood studs @ 16" O.C. 1.7 psf 1/2" Sheathing 1.5 psf 5/8" GWB 2.8 psf Insullation 1.2 psf Veneer 0.0 psf Misc. 2.8 psf Total 10.0 psf Interior Wall: 2x4 wood studs @ 16" O.C. 1.1 psf 1/2" Sheathing 1.5 psf 5/8" GWB 2.8 psf Misc. 3.0 psf Total 8.4 psf Roof: Trusses @ 24" O.C. 3.0 psf 5/8" Sheathing 1.8 psf Ceiling 2.0 psf Roofing 2.5 psf Insullation 0.8 psf MEP 2.0 psf Misc. 1.9 psf Total 14.0 psf Floor: Red Built I-90 @ 24" O.C. 3.0 psf 5/8" Sheathing 1.8 psf Ceiling 2.0 psf Flooring 2.0 psf Insullation 0.8 psf MEP 0.9 psf Misc. 1.5 psf Total 12.0 psf Deck: 2x12 wood studs @ 16" O.C. 2.0 psf 1/2" Sheathing 0.0 psf 5/8" GWB 0.0 psf Flooring 0.0 psf Misc. 2.0 psf Total 4.0 psf Live Load: Roof: 25.0 psf Floor: 40.0 psf Deck: 60.0 psf IBC Seismic Main Seismic Force Resisting Systems IIBC 2015 Occ. Category: II Standard -Occupancy Building Fa = 1.00 Sms = 1.278 Ss= 1.278 hn = 25 ft Fv = 1.50 Sml = 0.751 S l= 0.501 Ct = 0.02 Ie = 1.00 SDC: D Sds= 0.852 Shc= 0.501 Site Class = D Zipcode: 98020 Use Zip Code Value Seismic Variables from USGS Seismic Variables from User Input Max Lac Max Ss = 1.2781 47.82,-122.36 Ss = 0.0000 SI = 0.5008 47.82,422.36 S1 = 0.0000 PGA = 0.5196 47.82; 122.36 Min Loc Ss = 1.2611 47.78; 122.36 S 1 = 0.4933 47.78; 122.36 PGA = 0.5093 47.78; 122.36 See ASCE 12.8 Equiv. Lateral Force Procedure A15. Light -Frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance R= 6.5 Qo= 3.0 Cd= 4.0 Cs = 0.131 T = 0.224 Seconds Cs max = 0.345 Cs min = 0.010 S 1 < 0.6 Cs min = Not Applicable S 1 — 0.6 Cs min = 0.010 V = 0.131 * W I ULTIMATE V = O.092 * W ASD (NASD — O.7*VUL'r) 3/26/2018 Search Results for Map # V4 9 �A YZ YON ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results Query Date: Mon Mar 26 2018 Latitude: 47.8154 Longitude:-122.3650 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 Risk Category li: 110 Risk Category III -IV: 115 MRI** 10-Year: 72 MRI** 25-Year: 79 MRI** 50-Year: 85 MRI** 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) 'Miles per hour "Mean Recurrence Interval Users should consult with local building officials to determine if there are community -specific wind speed requirements that govern. n 0 Print your results r -- Goggle Y.'Aaj,+NSTON REGON Csr,:ci LJ; AkE?�kT F tiA@'.uAT(9N��4Ah' . NOR1 MO,NTANA GAKO SOiI, OAKO 1DANO NgOhA•N: NFRR Map data 02018 Google, INEGI WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund - Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595-1542 http://windspeed.atcouncil.orgriindex.php?option=com_content&view=article&id=10&dec=1 &latitude=47.8153871&longitude=-122.3649722&risk_Category_i=100&risk- 3/31/2018 Edmonds Washington Height on the Elevation Map. Topographic Map of Edmonds Washington Height. 950 Carol Way, Edmonds, WA 98020, USA, 47.81539N - 122.36497W Q Locality: Edmonds 0 I Latitude: 47.8153871 0 Sunrise: Sat, 31 Mar 2018 21:31:18 GMT 6 Moonrise: Sat, 31 Mar 2018 10:07:42 GMT ..al Elevation: 45m 1 147ft i tps://elevationmap.net/950-carol-way-edmonds-wa-98020-usa 0 Country: United States W — Longitude:-122.36497220000001 0 Sunset: Sun, 01 Apr 2018 10:20:06 GMT & Moonset: Sat, 31 Mar 2018 22:14:04 GMT n Map options: (% Q 6 f (47.811953655633275,-122. 36463051485856) - G x i 950 Carol Way, Edmonds, WA 98020, USA X Altitude: 45m 1 147ft 7.8153871,-122.36497220000001 Edmonds A Communov t College T THE Y .. OF90WL 0 4Er)moNLIS £ $ r c lstanfi 6racketts m Ede° t s 'Landnp North EdtittiSitB£fsi"slofl . Pttt`8.:,+oth L d r� o ad , n d 5 Mae se_ - . S ATT,LE Osyton sl A Yost Park i Edmonds A sowy 212tdst SW Edmc + ,; L'Joodwan� I gn School l' City Park F C Pa war _ SSNedtSp,g� d-Bond", WInCo Foods Red Dragon Casmo:2 s� �.. 2018 Google https://elevationmap.net/950-carol-way-edmonds-wa-98020-usa 1/1 Wind Loads - Main Wind Force Resisting System ASCE 7-10 Chapter 27 - Directional Procedure Environmental Criteria & Site Characteristics Risk Category: II Table 1.5-1 Basic Wind Speed: 110 Section 26.5.1 Exposure Category: B Section 26.7.3 Hurricane Prone: No Winc' 1W Terrain Type: Flat Terrain Direction: Downwind of Crest Lh: 3305.00 ft H: 147.00 ft x: 1.00 ft z: 23.00 ft h: 21.50 ft Wind Directionality Factor, Kd: 0.85 Table 26.6-1 Gust Effect Factor, G: 0.85 Section 26.9 Dist Upwind of Crest to Half Ht of Hill or Escarp. Ht of Hill or Ezcarp. Relative to the upwind terrain Dist (Upwind or Downwind) from the crest to the building site Ht above Local Ground Level Mean Ht above Local Ground Level Kz: 0.65 Kz,: 1.00 Equation 26.8-1 K�,: 1.00 *User Input based on local jurisdiction criteria qZ: 17.1 psf Eq.27.3-1 qh: 16.8 psf Eq. 27.3-1 Wind Loads - Main Force Resisting System ASCE 7-10 Chapter 27, Directional Procedure Building Characteristics Building Type: Enclosed Buildings Length: 86.00 ft Longer Dimension Width: 64.00 ft Shorter Dimension Mean Height: 21.50 ft Roof Area: 5,504.00 sq ft GCpi: 0.18 Table 26.11-1 -0.18 Table 26.11-1 Wind Direction X Roof Angle: 0-10 LB: 1.34 (Length/Width) Cp Use w/ Windward Wall: 0.8 qz Leeward Wall: -0.44 qh Side Wall: -0.70 qh Figure 27.4-1 Windward Roof: Cp Use w/ Normal to Ridge for O >= 10 Degrees 0.25 0.25 qh Leeward Roof Cp Use w/ Normal to Ridge for O >= 10 Degrees N/A qh Flat Roof or Parallel to Ridge Cp Use w/ Normal to ridge for O < 10 Degrees or -0.3 -0.18 qh Parallel to ridge for all 0 Wind Dir. Y Length 0. Wind Dir. X Width Mean Ht Wind Direction Y Roof Angle: 0-10 LB: 0.74 (Width/Length) Cp Use w/ Windward Wall: 0.8 qz Leeward Wall: -0.50 qh Side Wall: -0.70 qh Figure 27.4-1 Windward Roof: Cp Use w/ Normal to Ridge for O >= 10 Degrees N/A N/A qh Leeward Roof Cp Use w/ Normal to Ridge for O >= 10 Degrees N/A qh Flat Roof or Parallel to Ridge Cp Use w/ Normal to ridge for 0 < 10 Degrees or Parallel to ridge for 0.3 0.18 qh all 6 Wind Loads - Main Force Resisting System ASCE 7-10 Chapter 27, Directional Procedure Wind Pressure Calculations y dir Zg: 1200 a: 7.00 L Plan x dir Wind Pressure on Walls Wind Pressure on Walls Wind Direction X Wind Direction Y GCP: 0.68 GCP: 0.68 GCP;: 0.18 or -0.18 GCP;: 0.18 or -0.18 or Px Leeward: -6.4 psf P. Leeward: -7.3 psf Internal P.;: 3.1 psf PXj: 3.1 psf -3.1 psf -3.1 psf LRFD ASD LRFD ASD Ht (ft) Kz Px (psf) P (psf) P (psf) 0 0.57 10.29 16.68 10.01 5 0.57 10.29 16.68 10.01 15 0.57 10.29 16.68 10.01 25 0.67 11.91 18.30 10.98 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Wind Pressure on Roofs Windward Cp -0.30 or -0.18 Leeward Cp -0.30 Windward P: LRFD -4.3 psf -2.6 psf ASD -2.6 psf -1.5 psf Ht (ft) Kz Px (psf) P (psf) P (psf) 0 0.57 10.29 17.56 10.53 5 0.57 10.29 17.56 10.53 15 0.57 10.29 17.56 10.53 25 0.67 11.91 19.17 11.50 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Wind Pressure on Roofs Windward Cp -0.30 or -0.18 Leeward Cp -0.30 LRFD ASD Windward P: -4.3 psf -2.6 psf -2.6 psf -1.5 psf Leeward P: -4.3 psf -2.6 psf Leeward P: -4.3 psf -2.6 psf LIPPER FLOOR FLAN WAI1 YRc9 S' �I p Pt l I J r ,I M h 1 IM M n li Lateral Analysis Seismic Design Loads (Ultimate loads) Length (ft) Width (ft) High Roof: 36 55 Level2: 36 55 Low Roof: 59.5 58.5 Length - y dir Width x-dir 4 NORTH Level Wt (psf) Area (sf) w (kips) Height (ft) w;*H; (kip) %D=w;H;/Tw;H; V=w;H;*%D(kip) High Roof 14 1980 27.72 8 221.76 0.277 61.34 Level 12 1980 23.76 8 190.08 0.237 45.07 Low Roof 14 3481 48.73 8 389.84 0.486 189.57 Total, T = 100.21 801.68 V„it = 13.137 kips N-S wall = 0.595 kip ASD W N-S= High Roof wN_S= 72 plf Level 2 wN_S= 62 plf Low Roof wN-S= 76 plf Wind Design Loads (Ultimate Loads Vasd = 9.196 kips E-W wall = 0.59 kip W E_W= 96 plf 83 plf 158 plf ASD Factor = 0.7 Conservative (Level Ht (ft) Htoverau (ft) x-dir:q (psf) xy-dir:q (psf) x-dir: w=H*q y-dir:w=H*q Roof to Lvl 2 8 24 18.30 19.17 439 460 Lvl 2 to Lvl 1 8 16 16.68 17.56 267 281 Lvl 1 to Slab 8 8 16.68 17.56 133 140 E-W Exposure N-S Exposure Level Length (ft) V,Rt=L*w Length (ft) V,it=L*w Roof 55 24 Wind Governs Level 2 55 15 Wind Governs Total, T = 39 kips IASD = 0.6 36 17 Wind Governs 36 10 Seismic Governs 27 kips x-dir: w y-dir: w Roof = 264 276 Level 2= 160 169 Level 1 ((Existing)= 80 84 Lateral Calculations Design Data: Allowable Wall Height/Width ratio for Wind: 3.5 :1 Allowable Wall Height/Width ratio for Seis: 2 :1 E-W Exposure - New East Addition Level: High Roof wind (plf): 264 seis (plf): 96 X1 North Wall wall segment: 3 2.92 North Wall total available: 5.92 X2 Middle wall segment: 9.83 Middle Wall available: 9.83 X3 South wall segment: 5.25 7.92 3.33 South Wall available: 16.5 Length btwn shear wall: Lw1 Lw2 26 28 Fir Height, H (ft): 8 North South Lw1 Lw2 wind Seis wind Seis wind Seis R (kip): 3.43 1.25 7.12 2.60 3.69 1.35 L (ft): 5.92 9.83 9.83 v (plf): 579 212 724 265 375 137 Shearwall(SW): 2W4 W4 2W3 W4 W3 W6 vcapacity (HF): 706 353 912 353 455 242 ucapacity (DF): Wall H/w Ratio: 2.74 2.74 0.81 0.81 0.81 0.81 OK NG OK OK OK OK Reduction 2w/H: N/A 0.730 N/A N/A N/A N/A v'(HF) (plf): N/A 258 N/A N/A N/A N/A v'(DF) (plf): OT (lbs): 4630 1693 5791 2118 3003 1098 OT (stacked): MST 60-24 CLR 4700 OK LSTHD8 2615 OK MST 72-18 CLR 6475 OK MST 37-16 CLR 2345 OK MST 48-18 CLR 3425 OK LSTA36 1640 OK E-W Exposure - New East Addition Level: Level 2 wind (plf): 160 seis(plf): 83 X4 Reaction for roof: North Wall wall segment: 4.5 Wind Seismic North Wall total available: 4.5 Rx1 = 3.43 1.25 Rx2 = 7.12 2.60 X5 Rx3 = 3.69 1.35 Middle Wall wall segment: 25 Middle Wall available: 25 X6 South Wall wall segment: 12.92 South Wall available: 12.92 Length btwn shear wall: Lw1 Lw2 24 28 Flr Height, H (ft): 8 RXt X2 Rx3 North1",outh wind Seis R (kip): 5.35 2.25 L (ft): 4.5 v (plf): 1188 499 Shearwall(SW): 2W2 2W4 vcapacity (H F): 1190 706 vcapacity (DF): Wall H/w Ratio: 1.78 1.78 OK OK Reduction 2w/H: N/A N/A v'(HF) (pIf): N/A N/A v'(DF) (plf): OT (Ibs) : 9508 3996 OT (stacked): 14137 5689 HD19 (6x8) 19070 OK HDU8 (4x4) 6970 Lw1 Lw2 wind Seis 11.28 3.60 25 451 144 W3 W6 455 242 1.78 1.78 NG NG 1.125 1.125 N/A N/A MCI 3610 1151 9400 3269 HDU11 (4x8 OR 6x6) 11175 OK STHD14 3695 OK HDU8 (4x4) HDU8 (4x4) wind seis 5.93 2.51 12.92 459 194 2W6 W6 484 242 260 0.62 0.62 OK OK N/A N/A N/A N/A 3673 1554 6676 4771 6970 OK 6970 OK E-W Exposure Existing West Addition Level: Low Roof wind (plf): 80 seis (plf): 158 North Wall wall segments: North Wall available: North Wall 1 wall segments North Wall 1 available: Middle Wall wall segments: Middle Wall available: South Wall wall segments: South Wall available: Length btwn shear wall: Flr Height, H (ft): 8 X6 2.75 2.75 5.5 X7 5.5 3 8.5 X8 4 4 8 X9 4.58 3.67 8.25 Lw1 Lw2 Lw3 6.5 33.5 14.5 North wind Seis R (kip): 0.26 0.51 L (ft): 5.5 v (plf): 47 93 Shearwall(SW): W6 W6 Vcapacity(HF): 242 242 Vcapacity (DF): Wall H/w Ratio: 2.91 2.91 OK NG Reduction 2w/H: N/A 0.69 v'(HF) (plf): N/A 166 v'(DF) (plf): OT : 379 746 OT (stacked): Not Reqd 1000 OK Not Reqd 1000 STHD10 HDU2 STHD10 HDUS Not Reqd STHD10 Lw 1 OK Lw2 wind Seis 1.60 3.16 8.5 188 371 W6 W3 242 455 2.67 2.67 OK NG N/A 0.92 N/A 417 1507 2972 2640 OK 3075 OK Lw3 wind seis 1.92 3.79 8 240 474 W6 W6 242 242 2.67 2.00 OK OK N/A N/A N/A N/A 1922 3789 2640 OK 4675 OK wind 0.58 8.25 70 W6 242 2.18 OK N/A N/A N/A 563 South seis 1.14 139 W6 242 2.18 NG 0.92 222 239 1110 1000 OK 2640 OK N-S Exposure -New East Addition Level: High Roof wind (plf): 276 seis (plf): 72 Y1 West Wall wall segments: 2.92 2.92 West Wall available: 5.84 Y2 West Wall wall segments: 20.17 West Wall available: 20.17 Y3 East Wall wall segments: 20.92 East Wall available: 20.92 Length btwn shear wall: Lw1 Lw2 5.5 30 Flr Height, H (ft): 8 West East Lw1 Lw2 wind Seis wind Seis wind Seis R (kip): 0.76 0.20 4.90 1.28 4.14 1.08 L (ft): 5.84 20.17 20.92 v (plf): 130 34 243 64 198 52 Shearwall(SW): W6 W6 W6 W6 W6 W6 ucapacity(HF): 242 242 242 242 242 242 ucapacity (DF): Wall H/w Ratio: 2.74 2.74 0.40 0.40 0.38 0.38 OK NG OK OK OK OK Reduction 2w/H: N/A 0.730 N/A N/A N/A N/A v'(HF) (plf): N/A 177 N/A N/A N/A N/A v'(DF) (plf): N/A OT (lbs): 1040 272 1944 508 1584 414 OT (stacked): N/A Not Reqd 1000 NG Not Reqd 1000 OK MST 48-24 CLR 2780 OK Not Reqd 1000 OK MST 48-24 CLR 2780 OK Not Reqd 1000 OK N-S Exposure New East Addition Level: Level Exist Roof West Wall wall segments: West Wall available: East Wall wall segments: East Wall available: Length btwn shear wall: Flr Height, H (ft): 8 wind (plf): 169 wind (plf): 84 seis(plf): 62 seis(plf): 76 Reaction for roof: Y4 Wind 14.25 9.33 Ry2 = 4.90 23.58 Rya = 4.14 Y5 7 5 12 *Note: New addition is taking half the tributary (Lw1) from existing house Lw1 Lw2 23 30 Ry2 Rya West � East w1 wind Seis wind seis R (kip): 8.40 3.09 6.67 2.01 L (ft): 23.58 12 v (plf): 356 131 556 168 Shearwall(SW): W3 W6 2W4 W6 vcapacity (HF): 455 242 706 242 vcapacity (DF): Wall H/w Ratio: 0.86 0.86 1.60 1.60 OK OK OK OK Reduction 2w/H: N/A N/A N/A N/A v'(HF) (plf): N/A N/A N/A N/A v'(DF) (plf): OT (lbs) : 2849 1047 4446 1343 OT (stacked): 4793 1556 6030 4446 HDU8 (4x4) 6970 OK STHD10 2640 OK HDU8 (4x4) 6970 OK HDU5 4675 OK Seismic 1.28 1.08 N-S Exposure Existing West Addition Level: Low Roof wind (plf): 84 seis (plf): 76 Y6 West Wall wall segments: 3.75 6.75 West Wall available: 10.5 Y7 West Wall wall segments: 5.5 6.S West Wall available: 12 Y8 East Wall wall segments: 12 East Wall available: 12 *Note: Lw3 - half tributary resolved into wall Y4 (see above) Length btwn shear wall: Lw1 Lw2 Lw3 13 19 23 Flr Height, H (ft): 8 West wind R (kip): 0.55 L (ft): 10.5 v (plf): 52 Shearwall(SW): W6 ucapacity (H F): 242 ucapacity (DF): Wall H/w Ratio: 2.13 OK Reduction 2w/H: N/A v'(HF) (plf): N/A v'(DF) (plf): OT: 417 OT (stacked): Not Reqd 1000 Not Reqd Not Reqd Not Reqd STHD10 STHD10 Lw1 Lw2 Seis wind Seis wind seis 0.49 1.35 1.22 1.77 1.60 12 12 47 112 101 147 133 W6 W6 W6 W6 W6 242 242 242 242 242 2.13 1.45 1.45 0.67 0.67 NG OK OK OK OK 0.94 N/A N/A N/A N/A 227 N/A N/A N/A N/A 377 899 811 OK 1000 OK 1000 OK 1000 OK 1180 1065 2640 OK 2640 OK East ASD - Horizontal Plvwood diar)hraeam-New Addition -East Portion Design Data: Wind Max shear: 169 plf Length, L: 54 ft b Width, b: 30 ft Rho, p = 1.0 L Diaphragm aspect ratio: Unblocked 3 :1 Blocked = 4 :1 R Plan View R Design Aspect Ratio, unblocked = 1.8 OK North Design Aspect Ratio, blocked = 1.8 OK R = wl/2 = 4563 Ibs M = w12/8 = 61600.5 Ibs-ft Unit shear, v = R/W = 152 plf Unblocked Diaphragm Seismic Shear Capacity- ASD Seismic, HF = 3/8" Struct 1 shtg w/ 8d @ 6" o.c. at diaphragm boundaries and 6" o.c. at all edges Unit Shear Capacity = 223 plf OK Unblocked Diaphragm Wind Shear Capacity - ASD Wind, HF = 3/8" Shtg w/ 6d @ 6" o.c. at diaphragm boundaries and 6" o.c. at all edges Unit Shear Capacity = 214 plf OK Diaohragm Chords Design Data: ASD-Wind Uniform Load, w= 169 plf Length, L = 54 ft Width, b = 30 ft Reaction, V = 4.56 kip Moment, M = 61.60 k-ft Chord, T = C = M/b 2.05 kip Chord member = (2) 2 x 6 Chord Species = Hem-Fir#2 Area, A= 16.50 in Section, S = 15.13 in3 Stress, s = T/A = 124.45 psi Allowable Stress = 850 psi OK 0 R Plan View R ROOF FRAW N G FLAN Beam Design RB1 Dead Load= Live Load= 14 psf 25 psf Total Load = 39 psf P (Dead Load)= _ P (Live Load)= 0 Ibs 0 Ibs Total P = 0 lbs Span = 10 ft Trib for w =' 6 ft Wall load= 0 psf Height of wall=' 8 ft w(DL) Additional — f plf (O(LL) Additional — _ 0 plf Self Weight= 9 plf w (DL+LL) = 243 plf w (LL) = 150 plf Shear (DL+LL) = 1215 Ibs Moment (DL+LL) = 3038 ft-Ibs Try. —4XIc , Area = 32.4 in' S. = 49.9 in Ix = 230.8 in Deflection, ATL = 0.148 in Deflection, ALL = 0.091 in r� L a b _I Allowable Stress, Mat: `D-Fir#2 Fv x CD x Coth for Shear, Fv' = 180 x r1.00 x ' 1.00` = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 - x 1.00 x 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0lbs b= 5 ft a = _ 5 ft X = S.00 ft RA= 0Ibs AM„x@Xfor a>b= 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 750 Ibs AMAx LL @ X for a < b = 0.00 In OTL for (O(DL+LL) _ 0.15 in Rxn. @ A = 1215 Ibs Rxn. @ B = 1215 Ibs Max Shear & Moment V max = 1215 Ibs M max = 3038 ft-lb b= d= 3 1/2 in 9 1/4 in OK by 220% OK by 23% L / 810 < L/ 240 OK by L. / 1313 < L/'360 OK by 238% 265% A,REQ'D = 10.1 in SX,REQ-D - 40.5 in " j Beam Design RB2 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span = 3 ft Trib for w = 10 ft Wall load=' 0 psf Height of wall=1 8 ft w(DL) Additional —' pif CO(LL) Additional — 0 pif Self Weight= 6 pif c) (DL+LL) = 396 pif w (LL) = 250 pit Shear (DL+LL) = 594 Ibs Moment (DL+LL) = 446 ft-Ibs Try (2) 2 X 8 Area = 21.8 in' S,, = 26.3 in Ix = 95.3 in Deflection, ATL = 0.006 in Deflection, ALL = 0.004 in �, a _1_ b _1 Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F"' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD Cad "a": P = 0 Ibs b = -2 ft a= 5ft X= 1.29ft RA = 0 lbs AMAx @ X fora > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 375 Ibs AMAx LL @ X fora < b = ##### In ATL for w(DL+LL) = 0.01 In Rxn. @ A = 594 Ibs Rxn. @ B = 594 Ibs Max Shear & Moment V max = 594 Ibs M max = 446 ft-lb b= 3 in d= 7 1/4 in OK by 267% OK by 318% L / 6180 < L/ 240 OK by L / 9789 < L/ 360 OK by 2475% 2619% ArREQ'D = 5.9 in SX,REQ'D = 6.3 in Beam Design RB3 Dead Load= 14 psf Live Load=; 25 psf Total Load = 39 psf P (Dead Load)= r—y0 Ibs P (Live Load)=' 0 Ibs Total P = 0 Ibs Span =; 10 ft Trib for w = 4 ft Wall load=! 0 psf Height of wall=; 8 ft w(DL) Additional — pIf CO(LL) Additional =' 0 plf Self Weight= 9 plf w (DL+LL) = 165 plf w (LL) = 100 plf Shear (DL+LL) = 825 Ibs Moment (DL+LL) = 2063 ft-Ibs Try' --^�4 x 10l Area = 32.4 in Sx = 49.9 in Ix = 230.8 in a Deflection, ATL = 0.101 in Deflection, ALL = 0.061 in E L a -L b Allowable Stress, Mat:'-D.6 2__-- Fv x CD x Coth for Shear, F ' = 180 x 1.00 x j 1.00 ; = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 'I. —CV, x 1.00 x ; 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD la "a'*: P= 0 Ibs b= 5 ft a=I_ 5ft X= 5.00ft RA= 0lbs AM,x@Xfor a>b= 0.00 in RB= 0lbs AMAx@Xfor a<b= 0.00 in RDL = 325 Ibs AMAx LL @ X for a > b = 0.00 in RLL = 500 Ibs AMAX LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.10 in Rxn. @ A = 825 Ibs Rxn. @ B = 825 Ibs Max Shear & Moment V max = 825 Ibs M max = 2063 ft-lb b= d= 3 1/2 in 9 1/4 in OK by 371 % OK by 81% L. 11194 < L/:240 OK by L. 11969 < L/ 360 OK by 397% 447% A,REQ'D — 6.9 in SX,REQ'D ' 27.5 in Beam Design RB4 Dead Load=. 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)=! 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span = 2 ft Trib for w = 17 ft Wall load=l 0psf Height of wall= , 8 ft w(DL)Additional —; plf w(LL)Additional —! 0 plf Self Weight= 6 plf CO (DL+LL) = 669 plf w (LL) = 425 plf Shear (DL+LL) = 669 Ibs Moment (DL+LL) = 335 ft-Ibs Try (2) 2 x 8 Area = 21.8 in' SX = 26.3 in Ix = 95.3 in r La _1_ b _I Allowable Stress, Mat: :Hem-Fir#2 Fv x CD x Coth for Shear, Fv' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x . 1.00 x 1.00 x 1.00 = 850 psi OK by OK by E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 2 ft a=; Oft X= 0.85ft RA = 0 l bs AMAx @ X for a > b = 0.00 in RB = 0 lbs AMAx @ X for a b = 0.00 in RLL = 425 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.00 in Rxn. @ A = 669 Ibs Rxn. @ B = 669 Ibs Max Shear & Moment V max = 669 Ibs M max = 335 ft-lb b= 3 in d= 7 1/4 in 226% 456% Deflection, ATL = 0.002 in L / 12346 < L/ 240 OK by 5044% Deflection, ALL = 0.001 in L / 19434 < L/:360 OK by 5298% A,REQ-D = 6.7 in SX,REQ•D = 4.7 in ' j Beam Design RB5 Dead Load= Live Load=! 14 psf 25 psf Total Load = 39 psf P (Dead Load)= P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span 6.6 ft Trib for w = 17 ft Wall load='. 0 psf Height of wall= 8 ft w(DL) Additional —; plf w(LL)Additional —, 0 plf Self Weight= 9 plf (A (DL+LL) = 672 plf w (LL) = 425 plf Shear (DL+LL) = 2184 Ibs Moment (DL+LL) = 3549 ft-Ibs Try' 4 x 10 Area = 32.4 in S. = 49.9 in 3 Ix = 230.8 in Deflection, ATL = 0.073 in Deflection, ALL = 0.046 in �, a b _� Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, F ' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 6.5 ft a =; 0 ft X= 2.75 ft RA = 0 Ibs AMAx @ X fora > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 1381 Ibs AMAx LL @ X fora < b = 0.00 In ATL for w(DL + LL) = 0.07 in Rxn. @ A = 2184 Ibs Rxn. @ B = 2184 Ibs Max Shear & Moment V max = 2184 Ibs A,REQ'D = 18.2 in M max = 3549 ft-lb Sx,REQ'D = 47.3 in b= 3 1/2 in d= 9 1/4 in OK by 78% OK by 5% L / 1067 < L/ 240 OK by 345% L / 1687 < L/;360 OK by 369% Beam Design RB6 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)=i 0 Ibs P (Live Load)=! 0 Ibs Total P = 0 Ibs Span =; 3 ft Trib for w =' 6 ft Wall load= 0 psf Height of wall= 8 ft w(DL) Additional — plf w(LL)Additional —: 0 pIf Self Weight= 6 plf w (DL+LL) = 240 pif w (LL) = 150 Of Shear (DL+LL) — 360 Ibs Moment (DL+LL) = 270 ft-Ibs Try (2)2x8 Area = 21.8 in SX = 26.3 in Ix = 95.3 in Deflection, ATL = 0.004 in Deflection, ALL = 0.002 in L a _L b _I Allowable Stress, Mat:'Hern-Fir#2 Fv x CD x Coth for Shear, F ' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD (a "a": P= 0 Ibs b= 3 ft a = 0 ft X = 1.27 ft RA = 0 lbs AMAx @ X for a > b = 0.00 in RB= 0lbs AMAx@Xfor a<b= 0.00 in RDL = 135 Ibs AMAx LL @ X for a > b = 0.00 in RLL = 225 Ibs AMAx LL @ X for a < b = 0.00 In ATL for CU(DL + LL) = 0.00 in Rxn. @ A = 360 Ibs Rxn. @ B = 360 Ibs Max Shear & Moment V max = 360 Ibs M max = 270 ft-lb b= d= 3 in 7 1/4 in OK by 506% OK by 590% L / 10197 < LI�:240 OK by L / 16315 < L/.360 OK by 4149% 4432% A,REQ'D = 3.6 in SX,REQ'D = 3.8 in Beam DeSion RB7 (with Overhang Cantilever) Dead Load 14 psf Live Load = 25 psf Total Load = 39 psf P (Dead Load) - 0 LBS P (Live Load) = 0 LBS Total P = 0 LBS 1E Allowable stress, Mat: L)-tirwz- It = 16000UU psi Fv x CD x Coth for Shear, Fv' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr Span, L = 9.5 ft for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi Cantilever, a= 2 ft ANALYSIS DL LL DL+LL DEFLECTIONS Trib for w =. 6 ft Between supports: RA = 422 681 1103 Ibs AMAX —DL+LL = 0.104 in Wall load= 0 psf RB = 647 1044 1691 Ibs AMAx—LLonly= 0.067 in Height of wall= 0 ft X = 4.54 4.54 ft At Cantilever: Momt @ B = 186 300 486 lb-ft W(DL) Additional - 0 pif M @x = -958 -1546 #### lb-ft w(LL) Additional - 0 plf Self Weight= 9 pif Between Support: Deflection, ATL = 0.104 in L 1999 < (u (DL) = 93 pif Deflection, ALL = 0.067 in L / 1714 < w(LL)= 1150 pif Cantilever: w (DL+LL) = 243 plf Deflection, ATL = 0.062 in 2L / 772 < Deflection, ALL = 0.040 in 2L / 1204 < Max Shear & Moment Vmax@B = 1691 Ibs A,REQ'D = 14.1 in Mmax@X = 2504 ft-Ib SX,REQ'D = 33.4 in Try 4 x 10 b= 3 1/2 in d= 9 1/4 in Area = 32.4 in OK Sx = 49.9 in OK Ix = 230.8 in AMAX —DL+LL = -0.062 In AMAX —LLonly = -0.040 in L/ 240 OK L/ 360 OK L/ 240 OK L/ 360 OK Beam Design RB8 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)=; 1680 Ibs P (Live Load)= 3000 Ibs Total P = 4680 Ibs Span = 8.5 ft Trib for w = 6 ft Wall load= 0 psf Height of wall= 8 ft CO(DL) Additional —' plf W(LL) Additional - 0 plf Self Weight= 13 plf cu (DL+LL) = 247 plf w (LL) = 150 plf Shear (DL+LL) = 1050 Ibs Moment (DL+LL) = 2231 ft-Ibs Try 5118 x 9 Area = 46.2 in S, = 69.2 in Ix = 311.5 in Deflection, ATL = 0.236 in Deflection, ALL = 0.150 in Ir a _L b _I Allowable Stress, Mat: Glu-lam 24F-V4-DFIDF Fv x CD x Coth for Shear, F„' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 11.00 = 2400 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD na "a": P = 4680 Ibs b = 4.25 ft ........ a= .......... . 4.25ft X= 4.25ft RA = 2340 Ibs AMAx @ X for a > b = 0.18 in RB = 2340 Ibs AMAx @ X for a b = 0.12 in RLL = 638 Ibs AMAx LL @ X for a < b = 0.12 In ATL for w(DL+LL) = 0.05 in Rxn. @ A = 3390 Ibs Rxn. @ B = 3390 Ibs Max Shear & Moment With Point Load V max = 3390 Ibs AeREQ'D = 19.2 in M max = 12176 ft-lb Sx,REQ•D = 60.9 in b= 51/8 in d= 9 in OK by 141% OK by 14% L / 432 < L/ 240 OK by 80% L / 681 < L/'360 OK by 89% Beam Design RB9 Dead Load=' Live Load= 14•psf 25 psf Total Load = 39 psf P (Dead Load)= P (Live Load)=; �1575 Ibs 2813;lbs Total P = 4388 Ibs Span 3 ft Trib for w =. 8 ft Wall load=' 0`psf Height of wall= 8 ft w(DL) Additional — plf w(LL) Additional — v 0 plf Self Weight= 11 plf w (DL-LL) = 323 plf w (LL) = 200 plf Shear (DL+LL) = 485 Ibs Moment (DL+LL) = 363 ft-Ibs Try. 4 x 12 - Area = 39.4 in' SX = 73.8 in Ix = 415.3 in 4 Deflection, ATL = 0.004 in Deflection, ALL = 0.003 in rE L a 1014 b - Allowable Stress, Mat: '6-Fir#2 _ Fv x CD x Coth for Shear, F, = 180 x ; 1.00 x ; 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x r1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD (d "a": P = 4388 Ibs b = 2.5 ft a=1 _0.5ft X= 1.29ft RA = 3657 Ibs AmAx @ X for a > b = 0.00 in RB = 731 Ibs AMAx @ X for a b = 0.00 in RLL = 300 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.00 in Rxn. @ A = 4142 Ibs Rxn. @ B = 1216 Ibs Max Shear & Moment With Point Load V max = 4142 Ibs M max = 2030 ft-lb b= 3 1/2 in d= 11 1/4 in OK by 14% OK by 173% L 18903 < L/ .240 OK by L / 13992 < L/ 360 OK by 3609% 3787% AMEQ-D = 34.5 in SX,REQ-D = 27.1 in Beam Design RB10 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span =: 9.5 ft Trib for w = 5 ft Wall load= 0 psf Height of wall=' 8 ft w(DL) Additional — pif w(LL) Additional — 0 plf Self Weight= 9 pif w (DL+LL) = 204 pif w (LL) = 125 pif Shear (DL+LL) = 969 Ibs Moment (DL+LL) = 2301 ft-Ibs Try 4 x 10 Area = 32.4 ins SX = 49.9 in Ix = 230.8 in S L a _l, b _1 Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, Fv' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi OK by OK by E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 9.5 ft a = 0 ft X = 4.02 ft RA = 0 lbs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 594 Ibs AMAX LL @ X fora < b = 0.00 In ATL for (O(DL + LL) = 0.10 in Rxn. @ A = 969 Ibs Rxn. @ B = 969 Ibs Max Shear & Moment V max = 969 Ibs M max = 2301 ft-lb b= 3 1/2 in d= 91/4 in 301 % 63% Deflection, ATL = 0.101 in L 11126 < LI;240 OK by 369% Deflection, ALL. = 0.062 in L 11838 < U �360 OK by 410% A,REQ'D = 8.1 in SX,REQ'D = 30.7 in Beam Design RB11 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span = 6.5 ft Trib for w = 6 ft Wall load= 0 psf Height of wall= 8 ft w(DL) Additional = plf w(LL) Additional = 0. plf Self Weight= 6 plf w (DL+LL) = 240 plf w (LL) = 150 plf Shear (DL+LL) = 780 Ibs Moment (DL+LL) = 1268 ft-Ibs Try (2) 2 x 8 Area = 21.8 in SX = 26.3 in 3 Ix = 95.3 in 4 Deflection, ATL = 0.067 in Deflection, ALL = 0.042 in �_ a b _� Allowable Stress, Mat:'Hem-Fir#1 Fv x CD x Coth for Shear, Fv' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 975 x 1.00 x 1.00 x 1.00 = 975 psi E = 1500000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 6.5 ft ..................... a= . 0ft X= 2.75ft RA= 0lbs AMAx@Xfor a>b= 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 488 Ibs ©MAX LL @ X for a < b = 0.00 In Rxn. @ A = 781 Ibs Rxn. @ B = 781 Ibs Max Shear & Moment V max = 781 Ibs M max = 1268 ft-lb b= d= 3 in 7 1/4 in OK by 179% OK by 69% L / 1157 < L/.240 OK by L. / 1851 < L/ 360 OK by ATL for w(DL+LL) = 0.07 in 382% 414% A,REQ'D = 7.8 in SX,REQ'D = 15.6 in LR LR B4 RP1 LOW F & 2ND FLR FRAMING CLAN Beam Design LRB1 Dead Load= Live Load=; 14 psf 25 psf Total Load = 39 psf P (Dead Load)=; P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span = 12.5 ft Trib for w =' 8 ft Wall load= 0 psf Height of wall=i 8 ft w(DL) Additional =' pif w(LL) Additional —' 0 plf Self Weight= 13 plf w (DL+LL) = 325 plf w (LL) = 200 plf Shear (DL+LL) = 2031 Ibs Moment (DL+LL) = 6348 ft-ibs Try 5118x9 Area = 46.2 in Sx = 69.2 in Ix = 311.5 in Deflection, ATL = 0.318 in Deflection, ALL = 0.196 in 1% id a _L b -1 Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, F, = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD lad "a": P= 0 Ibs b= 12.5 ft a= Oft X= 5.28ft RA = 0 Ibs AMAx @ X fora > b = 0.00 in RB= O Ibs AMAx@Xfora<b= 0.00 in RDL = 781 Ibs AMAx LL @ X for a > b = 0.00 in RLL = 1250 Ibs AMAx LL @ X fora < b = 0.00 In ATL for CO(DL+ILL) = 0.32 In Rxn. @ A = 2031 Ibs Rxn. @ B = 2031 Ibs Max Shear & Moment V max = 2031 Ibs M max = 6348 ft-lb b= 5 1/8 in d= 9 in OK by 302% OK by 118% L / 471 < U 240 OK by L / 766 < U,360 OK by 96% 113% A,REQ'D = 11.5 in SX,REQ'D = 31.7 in Beam Design LRB2 Dead Load= 14 psf Live Load=' 25 psf Total Load = 39 psf P (Dead load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs ._ _......... Span 10.5 ft Trib for w = 8 ft Wall load= 0 psf Height of wall= 8 ft w(DL) Additional — pif CO(LL) Additional _ 0 pif Self Weight= 11 plf w (DL+LL) = 323 plf Cu (LL) = 200 plf Shear (DL+LL) = 1696 Ibs Moment (DL+LL) = 4451 ft-Ibs Try 4 x 12 Area = 39.4 ins SX = 73.8 in Ix = 415.3 in IN Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, F„' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi OK by OK by E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD la "a": P= 0 Ibs b= 5.5 ft a= 5ft X= 5.17ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB = 0 lbs AMAx @ X for a b = 0.00 in RLL = 1050 Ibs AMAx LL @ X fora < b = 0.00 In ATL for w(DL+LL) = 0.13 in Rxn. @ A = 1696 Ibs Rxn. @ B = 1696 Ibs Max Shear & Moment V max = 1696 Ibs M max = 4451 ft-lb b= 3 1/2 in d= 11 1/4 in 179% 24% Deflection, ATL = 0.133 in L / 948 < L/ 240 OK by 295% Deflection, ALL = 0.082 in L. / 1531 < L/ 360 OK by 325% AIREQ'D = 14.1 in SX,REQ-D = 59.3 in Beam Design LRB3 Dead Load=' 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span =` 6.5 ft Trib for w = 17 ft Wall load= 0 psf Height of wall= 8 ft (O(DL)Additional —. plf w(LL) Additional — 0 plf Self Weight= 9 plf (A (DL+LL) = 672 plf w (LL) = 425 plf Shear (DL+LL) = 2184 Ibs Moment (DL+LL) = 3549 ft-Ibs Try 4X10 Area = 32.4 in SX = 49.9 in Ix = 230.8 in 4 L a _ld b _I Allowable Stress, Mat:'D-Fir#2 Fv x CD x Coth for Shear, F ' = 180 x 1.00 x ' 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD (a "a": P= 0 Ibs b= 1.5 ft a= 5ft X= 3.65ft RA= 0lbs AMAx@Xfor a>b=. 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 1381 Ibs AMAx LL @ X for a < b = 0.00 In ATL for (O(DL + LL) = 0.07 in Rxn. @ A = 2184 Ibs Rxn. @ B = 2184 Ibs Max Shear & Moment V max = 2184 Ibs M Max = 3549 ft-lb b= 3 1/2 in d= 9 1/4 in OK by 78% OK by 5% Deflection, ATL = 0.073 in L / 1067 < L/;240 OK by 345% Deflection, ALL = 0.046 in L / 1687 < L/;360 OK by 369% A,REQ-D — 18.2 in SX,REQ-D Beam Design LRB4 Dead Load=. Live Load= 14 psf 125 psf Total Load = 39 psf P (Dead Load)=: P (Live Load)=: 0 Ibs 0 Ibs Total P = 0 Ibs Span =; 15.25 ft Trib for w = 21 ft -- Wall load=' -- -- 0 psf Height of wall= 8 ft w(DL) Additional = plf w(LL) Additional _ . 0 plf Self Weight= 19 plf w (DL+LL) = 838 plf CO (LL) = 525 plf Shear (DL+LL) = 6390 Ibs Moment (DL+LL) = 24361 ft-lbs Try 5 118 x 13 1/2 Area = 69.2 in SX = 155.8 in Ix = 1051.4 in Deflection, ATL = 0.539 in Deflection, ALL = 0.338 in FN �_ a _L b _I Allowable Stress, Mat: Glu-lam 24F V4-DF/DF Fv x CD x Coth for Shear, F"' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 0.99 x 1.00 = 2369 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD la "a": P = 0 Ibs b = 15.25 ft a=. Oft X= 6.45ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB= 0 Ibs AMAx@Xfor a<b= 0.00 in RDL = 2387 Ibs AMAx LL @ X for a > b = 0.00 in RLL = 4003 Ibs AMAx LL @ X for a < b = 0.00 In ATL for 0)(DL + LL) = 0.54 in Rxn. @ A = 6390 Ibs Rxn. @ B = 6390 Ibs Max Shear & Moment V max = 6390 Ibs M max = 24361 ft-lb b= d= 51/8 in 13 1/2 in OK by 91% OK by 26% L / 340 < L/ 240 OK by L / 542 < L/ 360 OK by 42% 51% A,REQ•D — 36.2 in Sx,REQ•D = 123.4 in Beam Design LRB5 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span = 6.5 ft Trib for w = 5 ft Wall load= 0 psf Height of wall= 8 ft w(DL) Additional = plf w(LL) Additional = 0 plf Self Weight= 6 plf w (DL+LL) = 201 plf w (LL) = 125 plf Shear (DL+LL) = 653 Ibs Moment (DL+LL) = 1062 ft-Ibs Try (2) 2 x 8 Area = 21.8 in S. = 26.3 in Ix = 95.3 in r- 1_ a b _� Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F ' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD (a "a": P = 0 Ibs b = 6.5 ft a= Oft X= 2.75ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RILL = 406 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.07 in Rxn. @ A = 653 Ibs Rxn. @ B = 653 Ibs Max Shear & Moment V max = 653 lbs M max = 1062 ft-Ib b= 3 in d= 7 1/4 in OK by 234% OK by 75% Deflection, ATL = 0.065 in L / 1197 < L/;240 OK by 399% Deflection, ALL = 0.041 in L / 1925 < L/;360 OK by 435% A,REQ'D — 6.5 in SX,REQ•D — 15.0 in Beam Design LRB6 Dead Load= 14 psf Live Load= 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)=1 0 Ibs Total P = 0 Ibs Span = 6.5 ft Trib for w = 14 ft Wall load= 0 psf Height of wall= 8 ft w(DL) Additional — plf w(LL) Additional - 0 plf Self Weight= 9 plf w (DL+LL) = 555 plf w (LL) = 350 plf Shear (DL+LL) = 1804 Ibs Moment (DL+LL) = 2931 ft-lbs Try 4 x 10 Area = 32.4 in SX = 49.9 in Ix = 230.8 in Deflection, ATL = 0.060 in Deflection, ALL = 0.038 in 151 i_ a _L b _I Allowable Stress, Mat: ID-Firk Fv x CD x Coth for Shear, Fv' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 0 Ibs b = 6.5 ft a= Oft X= 2.75ft RA = 0 lbs AmAx @ X for a > b = 0.00 in RB= 0lbs AmAx @ X for a b = 0.00 in RLL = 1138 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL I LL) = 0.06 in Rxn. @ A = 1804 Ibs Rxn. @ B = 1804 Ibs Max Shear & Moment V max = 1804 Ibs M max = 2931 ft-lb b= d= 3 1/2 in 9 1/4 in OK by 116% OK by 28% L / 1292 < L/ 240 OK by L / 2049 < L/:360 OK by 438% 469% A,REQ'D = 15.0 in SX,REQ'D = 39.1 in Beam Design LRB7 Dead Load= 14 psf Live Load=, 25 psf Total Load = 39 psf P (Dead Load)= 0 Ibs P (Live Load)=' 0 Ibs Total P = 0 Ibs Span =' 6.5 ft Trib for w 6 ft Wall load= 0 psf Height of wall= 8 ft w(DL) Additional —; pif w(LL) Additional — 0 hIf Self Weight= 6 pif w (DL+LL) = 240 pif w (LL) = 150 plf Shear (DL+LL) = 780 Ibs Moment (DL+LL) = 1268 ft-Ibs Try (2) 2 x 8 Area = 21.8 in SS.,= 26.3 in 3 Ix = 95.3 in 4 Deflection, ATL = 0.078 in Deflection, ALL = 0.049 in �, a _L b 01 Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, Fv' = 150 x ' 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD (& "a": P= 0 Ibs b= 6.5 ft a= 'Oft X= 2.75ft RA = 0 lbs AMAx @ X for a > b = 0.00 in Re = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 488 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.08 in Rxn. @ A = 781 Ibs Rxn. @ B = 781 Ibs Max Shear & Moment V max = 781 Ibs M max = 1268 ft-lb b= 3 in d= 7 1/4 in OK by 179% OK by 47% L. / 1002 < LI 240 OK by L. / 1604 < V360 OK by 318% 346% A,REQ•D = 7.8 In `SX,REQ'D = 17.9 in RP1 B4 LOW & 2ND FLR FRAMING CLAN Beam Design B1 Dead Load= 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)=. 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span = 8.5 ft Trib for w = 4 ft Wall load= 0 psf Height of wall= 9 ft w(DL) Additional — plf w(LL) Additional — 0 plf Self Weight= 7 pif w (DL+LL) = 215 plf w (LL) = 160 plf Shear (DL+LL) = 914 Ibs Moment (DL+LL) = 1942 ft-Ibs Try 4x8 Area = 25.4 in SX = 30.7 in 3 Ix = 111.1 in �, a b _� Allowable Stress, Mat: :D-Fir#2 Fv x CD x Coth for Shear, F ' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 8.5 ft a= Oft X= 3.59ft RA = 0 Ibs AMAx @ X fora > b= 0.00 in RB = 0 Ibs AMAx @ X for a < b= 0.00 in RDL = 234 Ibs AMAX LL @ X for a > b = 0.00 in RLL = 680 Ibs AMAX LL @ X fora < b= 0.00 In ATL for CU(DL + LL) = 0.14 in Rxn. @ A = 914 Ibs Rxn. @ B = 914 Ibs Max Shear & Moment V max = 914 Ibs M max = 1942 ft-lb b= 3 1/2 in d= 71/4 in OK by 233% OK by 19% Deflection, ATL = 0.142 in L / 718 < L/ 240 OK by 199% Deflection, ALL = 0.106 in L / 965 < LF360 OK by 168% AREQ-D = 7.6 in SX,REQ'D = 25.9 in Beam Design B2 Dead Load= Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)= P (Live Load)=' 0 Ibs 0 Ibs Total P = 0 Ibs Span = 16.75 ft Trib for w =' 3 ft Wall load= 12 psf Height of wall=! 9 ft w(DL)Additional = plf w(LL) Additional = 0 plf Self Weight= 17 plf w (DL+LL) = 281 plf w (LL) = 120 plf Shear (DL+LL) = 2353 Ibs Moment (DL+LL) = 9855 ft-Ibs Try 51/8x12 Area = 61.5 in SX = 123.1 in 3 Ix = 738.4 in a Deflection, ATL = 0.374 in Deflection, ALL = 0.160 in Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth - - -- ---- .. _.- - for Shear, F ' = 265 x ' 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 0 Ibs b = 16.75 ft a= Oft X= 7.08ft RA = 0 lbs OMAx @ X for a > b = 0.00 in RB = 0 lbs AMAx @ X for a b = 0.00 in RLL = 1005 Ibs AMAX LL @ X for a < b = 0.00 In ATL for w(DL+LL) = 0.37 in Rxn. @ A = 2353 Ibs Rxn. @ B = 2353 Ibs Max Shear & Moment V max = 2353 Ibs M max = 9855 ft-lb b= d= 51/8 in 12 in OK by 362% OK by 150% L / 537 < U.240 OK by L. / 1257 < L/ 360 OK by 124% 249% ArREQ'D = 13.3 in SX,REQ'D = 49.3 in Beam Design B3 Dead Load= Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)=, P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span =; 4.25 ft Trib for w = 9 ft Wall load=' 12 psf Height of wall=, 9 ft w(DL)Additional —, plf w(LL) Additional —' 0 plf Self Weight= 6 pif w (DL+LL) = 582 pif w (LL) = 360 plf Shear (DL+LL) = 1237 Ibs Moment (DL+LL) = 1314 ft-Ibs Try. (2) 2 x 8 Area = 21.8 in SX = 26.3 in 3 Ix = 95.3 in a Deflection, ATL = 0.034 in Deflection, ALL = 0.021 in r� �, a b _� Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F ' = 150 x 1.00 x ' 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD C& "a": P = 0 Ibs b = -0.75 ft a= 5ft X= 2.42ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 765 Ibs AMAx LL @ X fora < b = ##### In ATL for w(DL+LL) = 0.03 in Rxn. @ A = 1237 Ibs Rxn. @ B = 1237 Ibs Max Shear & Moment V max = 1237 Ibs M max = 1314 ft-lb b= d= 3 in 7 1/4 in OK by 76% OK by 42% L / 1479 < L/ 240 L / 2391 < L/ 360 OK by 516% OK by 564% A,REQ'D = 12.4 in SX,REQ'D — 18.6 in Beam Design B4 Dead Load= Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)=. P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span = 14 ft Trib for w = 7 ft Wall load=, 12 psf Height of wall= 9 ft w(DL) Additional —' plf w(LL) Additional — 0 plf Self Weight= 15 plf w (DL+LL) = 487 plf w (LL) = 280 plf Shear (DL+LL) = 3409 Ibs Moment (DL+LL) = 11932 ft-Ibs Try ............ .... ......... 51/8 x 10 1/2 Area = 53.8 in SX = 94.2 in Ix = 494.7 in 4 Deflection, ATL = 0.473 in Deflection, ALL = 0.272 in FE �, a _L b _I Allowable Stress, Mat: ;Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, Fv' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 0 Ibs b = 14 ft a= Oft X= 5.92ft RA = 0 Ibs AMAx @ X fora > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 1960 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.47 in Rxn. @ A = 3409 Ibs Rxn. @ B = 3409 Ibs Max Shear & Moment V max = 3409 Ibs M max = 11932 ft-lb b= 5 118 in d= 10 1/2 in OK by 179% OK by 58% L / 355 < L/ 240 OK by 48% L / 618 < L/ 360 OK by 72% AMEQ-D = 19.3 in SX,REQ'D = 59.7 in Beam Design B5 Dead Load= Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)=' P (Live Load)=: 0 Ibs 0 Ibs Total P = 0 Ebs Span =; 14 ft Trib for w = 4 ft ----- ----- Wall load= -11111 12 psf Height of wall= 9 ft w(DL) Additional — 210 pif w(LL) Additional — 375 pif Self Weight= 17 plf w (DL+LL) = 918 plf W (LL) = 535 pif Shear (DL+LL) = 6426 lbs Moment (DL+LL) = 22491 ft-Ibs Try 5 1/8 x 12 Area = 61.5 in S,, = 123.1 in 3 Ix = 738.4 in 4 Deflection, ATL = 0.597 in Deflection, ALL = 0.348 in �, a b ,� Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, F ' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 9 ft a= 5ft X= 6.45ft RA = 0 l bs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X fora b = 0.00 in RLL = 3745 Ibs AMAx LL @ X fora < b = 0.00 In ATL for cu(DL + LL) = 0.60 in Rxn. @ A = 6426 Ibs Rxn. @ B = 6426 Ibs Max Shear & Moment V max = 6426 Ibs M max = 22491 ft-lb b= d= 51/8 in 12 in OK by 69% OK by 9% L / 281 < L/ 240 OK by L / 483 < L/ 360 OK by 17% 34% A,REQ'D = 36.4 in SX,REQ'D = 112.5 in Beam Design B6 Dead Load= 12 psf Live Load= 60 psf Total Load = 72 psf P (Dead Load)= 1126 Ibs P (Live Load)=. 1572 Ibs Total P = 2698 Ibs r� L a _id b � Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, F„' = 180 x 1.00 x . 1.00 = 180 psi Fb x CD x CIF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi Span = 9 ft E = 1600000 psi Trib for w = 2 ft FOR BEAMS WITH A CONCENTRATED LOAD (cD "a": Wall load= 0 psf P = 2698 Ibs b = 7.25 ft Height of wall= 0 ft a= 1.75 ft X= 3.90 ft RA = 2173 Ibs AMAx @ X for a > b = 0.05 in w(DL)Additional —. plf RB = 525 Ibs AMAx @ X for a b = 0.03 in Self Weight= 11 plf RLL = 540 Ibs AMAx LL @ X for a < b = 0.04 In ATL for (A(DL + LL) = 0.03 in Rxn. @ A = 2871 Ibs w (DL+LL)= 155 plf Rxn. @ B = 1223 Ibs w (LL) = 120 plf Max Shear & Moment With Point Load Shear (DL+LL) = 698 Ibs V max = 2871 Ibs A,REQ'D = 23.9 in Moment (DL+LL) = 1569 ft-Ibs M max = 4787 ft-lb Sx,REQ'D = 63.8 in Try 4 x 12 b= 3 1/2 in d= 11 1/4 in Area = 39.4 in OK by 65% S. = 73.8 in OK by 16% Ix = 415.3 in 4 Deflection, ATL = 0.095 in L / 1141 < L/ '240 OK by 375% Deflection, ALL = 0.062 in L / 1749 < L/,360 OK by 386% Beam Design B7 Dead Load=r Live Load= 12 psf 60 psf Total Load = 72 psf P (Dead Load)= P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span = 5.5 ft Trib for w = 4.5 ft Wall load=' 0 psf Height of wall=, -9. ft w(DL) Additional — plf w(LL)Additional —: 0 plf Self Weight=� 9 plf w (DL+LL) = 333 plf w (LL) = 270 plf Shear (DL+LL) = 916 Ibs Moment (DL+LL) = 1259 ft-Ibs Try, 4x10 — Area = 32.4 in Sx = 49.9 in Ix = 230.8 in' Deflection, ATL = 0.019 in Deflection, ALL = 0.015 in E �, a b _� Allowable Stress, Mat: D-Fir#2 T �� Fv x CD x Coth for Shear, F„' = 180 x r 1.00 x ' 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x �1.00- = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD (a "a": P = 0 Ibs b = 5.5 ft a=.� _ Oft X= 2.32ft RA = 0 Ibs AmAx @ X for a > b = 0.00 in RB = 0 Ibs AmAx @ X for a b = 0.00 in RLL = 743 Ibs AMAx LL @ X for a < b = 0.00 In ATL for (A(DL+LL) = 0.02 in Rxn. @ A = 916 Ibs Rxn. @ B = 916 Ibs Max Shear & Moment V max = 916 Ibs M max = 1259 ft-lb b= d= 3 1/2 in 9 1/4 in OK by 324% OK by 197% L / 3555 < L/ 240 OK by L / 4384 < L/ 1360 OK by 1381% 1118% AREQ'D — 7.6 in SX,REQ-D = 16.8 in 4 j Beam Design B8 Dead Load= 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)=" 1555 Ibs P (Live Load)= 2172 Ibs Total P = 3727 Ibs Span = 3.5 ft Trib for w = ` 2 ft Wall load= 12 psf Height of wall= 3 9 ft w(DL) Additional — pif w(LL)Additional —. 0 pif Self Weight= 9 pif w (DL+LL) = 221 pif cu (LL) = 80 pif Shear (DL+LL) = 387 Ibs Moment (DL+LL) = 338 ft-Ibs Try, 4x10 Area = 32.4 in' S. = 49.9 in 3 Ix = 230.8 in r, L a _L b ,� Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, F,' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi OK by OK by E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 3727 Ibs b = 0.5 ft a=; 3ft X= 2.00ft RA = 532 Ibs AMAx @ X for a > b = 0.01 in RB = 3195 Ibs AMAx @ X for a b = 0.00 in RLL = 140 Ibs AMAx LL @ X for a < b = 0.00 In ATL for W(DL+LL) = 0.00 in Rxn. @ A = 919 Ibs Rxn. @ B = 3582 Ibs Max Shear & Moment With Point Load V max = 3582 Ibs M max = 1763 ft-lb b= 3 1/2 in d= 9 1/4 in Deflection, ATL = 0.009 in L 14847 < L/ 240 Deflection, ALL = 0.005 in L / 9124 < Lb 360 OK by OK by 1920% 2434% A,REQ-D = 29.9 in SX,REQ'D = 23.5 in Beam Design B9 Dead Load= 12 psf Live Load=' 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)=', 0 Ibs Total P = 0 ibs Span = 5.5 ft Trib for w = 4 ft Wall load=. 12 psf Height of wall= 9 ft .................. w(DL) Additional — ... plf 0)(LL) Additional — 0 plf Self Weight= 6 plf w (DL+LL) = 322 plf w (LL) = 160 plf Shear (DL+LL) = 886 Ibs Moment (DL+LL) = 1218 ft-Ibs Try (2) 2 x 8 Area = 21.8 in' SX = 26.3 in 3 Ix = 95.3 in a Deflection, ATL = 0.054 in Deflection, ALL = 0.027 in N �, a b ,I Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F„' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x , 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 0 Ibs b = 0.5 ft a= 5ft X= 3.16ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 440 Ibs AMAx LL @ X fora < b = 0.00 In ATL for w(DL + LL) = 0.05 in Rxn. @ A = 886 Ibs Rxn. @ B = 886 Ibs Max Shear & Moment V max = 886 Ibs M max = 1218 ft-lb b= d= 3 in 71/4 in OK by 146% OK by 53% L 11233 < L/ 240 OK by L 12482 < L/ 360 OK by 414% 589% A,REQ'D = 8.9 in SX,REQ'D = 17.2 in Beam Design B1O Dead Load=. Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)= P (Live Load)= 1575 Ibs 2183 Ibs Total P = 3758 Ebs Span =: 3.5 ft Trib for w = 3 ft .................... Wall load= 12 psf Height of wall= 9 ft w(DL) Additional — plf w(LL) Additional - 0 plf Self Weight= 9 pif co (DL+LL) = 273 pif W (LL) = 120 pif Shear (DL+LL) = 478 Ebs Moment (DL+LL) = 418 ft-Ibs Try 4x10 Area = 32.4 in SX = 49.9 in 3 Ix = 230.8 in a Deflection, ATL = 0.017 in Deflection, ALL = 0.009 in E Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, Fv' = 180 x 1.00 x ' 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 3758 Ibs b = 2.25 ft a= 1.25ft X= 1.61ft RA = 2416 Ibs AMAx @ X for a > b = 0.01 in RB = 1342 Ibs OMAx @ X for a b = 0.01 in RILL = 210 Ibs AMAX LL @ X for a < b = 0.01 In ATL for UJ(DL + LL) = 0.00 in Rxn. @ A = 2894 Ibs Rxn. @ B = 1820 Ibs Max Shear & Moment With Point Load V max = 2894 Ibs M max = 3404 ft-lb b= 3 1/2 in d= 9 1/4 in OK by 34% OK by 10% L / 2534 < 1-1:240 OK by L / 4529 < L/ 360 OK by 956% 1158% A,REQ'D - 24.1 in SX,REQ'D = 45.4 in Beam Design B11 Dead Load= Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)= P (Live Load)= 0 Ibs 0.lbs Total P = 0 Ibs Span = 3.5 ft Trib for w = 8 ft Wall load=' 12 psf Height of wall=; 9 ft w(DL) Additional — plf w(LL)Additional —; 0 plf Self Weight= 6 plf w (DL+LL) = 530 plf w (LL) = 320 pif Shear (DL+LL) = 928 Ibs Moment (DL+LL) = 812 ft-Ibs Try . ............. . (2) 2 x 8 Area = 21.8 in' SX = 26.3 in 3 IX = 95.3 in a Deflection, ATL = 0.014 in Deflection, ALL = 0.009 in it �, a b _� Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F„' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD (di "a": P = 0 Ibs b = -1.5 ft a= 5ft X= 1.83ft RA = 0 Ibs AMAx @ X fora > b = 0.00 in RB = 0 Ibs AMAX @ X for a b = 0.00 in RLL = 560 Ibs AMAx LL @ X for a < b = ##### In ATL for CU(DL + LL) = 0.01 i n Rxn. @ A = 928 Ibs Rxn. @ B = 928 Ibs Max Shear & Moment V max = 928 Ibs M max = 812 ft-lb b= 3 in d= 7 1/4 in OK by 135% OK by 129% L / 2908 < L/''240 L / 4816 < LI.360 OK by 1112% OK by 1238% A,REQ'D — 9.3 in SX,REQ'D = 11.5 in Beam Design B12 Dead Load= Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)= . P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span =' 12.5 ft Trib for w = 7 ft Wall load= 0 psf Height of wall=, 9 ft w(DL) Additional —; plf w(LL) Additional — 0 plf Self Weight= 13 plf w (DL+LL) = 377 plf w (LL) = 280 pif Shear (DL+LL) = 2356 Ibs Moment (DL+LL) = 7363 ft-Ibs Try 5 1/8 x 9 Area = 46.2 in' SX = 69.2 in 3 Ix = 311.5 in Deflection, ATL = 0.369 in Deflection, ALL = 0.274 in S L a _id b _� Allowable Stress, Mat:'Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, Fv' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD (& "a": P = 0 Ibs b = 7.5 ft a =' 5 ft X= 5.89 ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 1750 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.37 in Rxn. @ A = 2356 Ibs Rxn. @ B = 2356 Ibs Max Shear & Moment V max = 2356 Ibs M max = 7363 ft-Ib b= d= 5 1/8 in 9 in OK by 246% OK by 88% L / 406 < L/ 240 L / 547 < L/ 360 OK by 69% OK by 52% A,REQ'D = 13.3 in SX,REQ-D = 36.8 in Beam Design B13 Dead Load=1 12 psf Live Load=. 40 psf Total Load = 52 psf P (Dead Load)=' 606 Ibs P (Live Load)= . 1888 Ibs Total P = 2494 Ibs Span = 6.5 ft Trib for w =1 3 ft Wall load=, 0 psf Height of wall=. 9.ft w(DL) Additional — plf w(LL) Additional - 0. plf Self Weight= 9 plf w (DL+LL) = 165 p[f w (LL) = 120 plf Shear (DL+LL) = 536 Ibs Moment (DL+LL) = 871 ft-Ibs Try, 4x10 Area = 32.4 in Sx = 49.9 in Ix = 230.8 in a Deflection, ATL = 0.057 in Deflection, ALL = 0.043 in 17 a _L b _1 Allowable Stress, Mat: iD-Fi42 ____— _ Fv x CD x Coth for Shear, F„' = 180 x ; 1.00- x r 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x F 1.00 x 1.00 x r1.00 , = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD alb "a": P = 2494 Ibs b = 5.17 ft a=r ` 1.33-ft X= 2.83 ft RA = 1984 Ibs OMAx @ X fora > b = 0.04 in RB= 510 Ibs AMAx@Xfora<b= 0.04 in RDL = 146 Ibs AMAx LL @ X fora > b = 0.03 in RLL = 390 Ibs AMAx LL @ X fora < b = 0.03 In ATL for UJ(DL + LL) = 0.02 in Rxn. @ A = 2520 Ibs Rxn. @ B = 1046 Ibs Max Shear & Moment With Point Load V max = 2520 Ibs M max = 3206 ft-lb b= 3 1/2 in d= 9 1/4 in OK by 54% OK by 17% L / 1359 < L/ 240 OK by L / 1817 < V360 OK by 466% 405% A,REQ•D - 21.0 in SX,REQ'D - 42.7 in Beam Design B14 Dead Load= Live Load= . 12 psf 40 psf Total Load = 52 psf P (Dead Load)=; P (Live Load)=; 1547 Ibs 5156 Ibs Total P = 6703 Ibs Span = 24.5 ft Trib for w = 15 ft Wall load= O.psf Height of wall= , 9 ft w(DL) Additional =' ..... .. plf w(LL)Additional —, 0 plf Self Weight= 39 plf w (DL+LL) = 819 plf w (LL) = 600 plf Shear (DL+LL) = 10033 Ibs Moment (DL+LL) = 61451 ft-Ibs Try 63/4x21 Area = 141.8 in SX = 496.1 in Ix = 5209.3 in 4 Deflection, ATL = 0.901 in Deflection, ALL = 0.667 in r%" Allowable Stress, Mat:',Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, F ' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 0.94 x 1.00 = 2255 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD C& "a": P = 6703 Ibs b = 20.25 ft a ='s 4.25 ft X = 10.57 ft RA = 5540 Ibs OMAx @ X for a > b = 0.17 in RB = 1163 Ibs AMAx @ X for a b = 0.13 in RLL = 7350 Ibs AMAx LL @ X for a < b = 0.15 In ATL for w(DL + LL) = 0.71 in Rxn. @ A = 15573 Ibs Rxn. @ B = 11196 Ibs Max Shear & Moment With Point Load V max = 15573 Ibs M max = 75692 ft-lb b= 6 3/4 in d= 21 in OK by 61% OK by 23% L / 326 < U. 240 OK by L / 441 < L/360 OK by 36% 22% A,REQ'D — 88.1 in SX,REQ'D = 402.8 in Beam Design B15 Dead Load=; Live Load=; 12 psf 40 psf Total Load = 52 psf P (Dead Load) 672 Ibs P (Live Load)= 1200 Ibs Total P = 1872 lbs Span =! 17.5 ft Trib for w = 8 ft Wall load=, 0 psf Height of wall= 9 ft w(DL)Additional —, pif w(LL)Additional —: 0 pif Self Weight= 19 plf w (DL+LL) = 435 plf w (LL) = 320 pif Shear (DL+LL) = 3806 Ibs Moment (DL+LL) = 16652 ft-Ibs Try! 5 1/8 x 13 1/2 - Area = 69.2 in' SX = 155.8 in Ix = 1051.4 in 4 Deflection, ATL = 0.561 in Deflection, ALL = 0.406 in F% Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, F„' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 0.99 x 1.00 = 2369 psi E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 1872 Ibs b = 15.17 ft a =, 2.33.ft X = 7.49 ft RA = 1623 Ibs AMAx @ X for a > b = 0.06 in Re = 249 Ibs AMAx @ X for a b = 0.04 in RLL = 2800 Ibs AMAx LL @ X for a < b = 0.05 In ATL for w(DL + LL) = 0.49 in Rxn. @ A = 5429 Ibs Rxn. @ B = 4055 Ibs Max Shear & Moment With Point Load V max = 5429 Ibs M max = 18835 ft-lb b= 51/8 in d= 13 1/2 in OK by 125% OK by 63% L 1374 < Ll 240 OK by L / 518 < L/ 160 OK by 56% 44% ArREQ-D — 30.7 in SX,REQ'D = 95.4 in Beam Design B16 Dead Load= 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs 1% L a b -I Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, F„' = 265 x 1.00 x i 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 0.95 x 1.00 = 2274 psi Span = 23 ft E = 1800000 psi Trib for w = 14 ft FOR BEAMS WITH A CONCENTRATED LOAD C&- "a": Wall load= 0 psf P = 0 Ibs b = 18 ft Height of wall= 9 ft a= 5 ft X= 10.04 ft RA = 0 lbs AMAx @ X for a > b = 0.00 in w(DL) Additional —' plf RB = 0 Ibs AMAx @ X for a b = 0.00 in Self Weight= 28 plf RILL = 6440 Ibs AMAx LL @ X for a < b = 0.00 In w (DL+LL) = 756 plf to (LL) = 560 plf Shear (DL+LL) = 8694 Ibs Moment (DL+LL) = 49991 ft-Ibs Try 5 1/8 x 19 1/2 Area = 100 in OK by SX = 325 in OK by Ix = 3168.6 in 4 Rxn. @ A = 8694 Ibs Rxn. @ B = 8694 Ibs Max Shear & Moment V max = 8694 Ibs M max = 49991 ft-lb b= 51/8 in d= 19 1/2 in 103% 23% ATL for W(DL + LL) = 0.83 in Deflection, ATL = 0.835 in L / 33.1 < L/ 1240 OK by 38% Deflection, ALL = 0.618 in L / 446 < L/'360 OK by 24% A,REQ'D - 49.2 in SX,REQ'D = 263.8 in Beam Design B17 Dead Load=, 12 psf Live Load=, 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span = 4 ft Trib for w =? 7 ft Wall load=. 12 psf Height of wall= 9 ft w(DL) Additional = I 210 plf W(LL) Additional = 375 plf Self Weight= 9 plf w (DL+LL) = 1066 plf cD (LL) = 655 plf Shear (DC+LL) = 2132 Ibs Moment (DL+LL) = 2132 ft-Ibs Try 4x10�� Area = 32.4 in' SS.,= 49.9 in 3 Ix = 230.8 in Deflection, ATL = 0.017 in Deflection, ALL = 0.010 in �, a b _� Allowable Stress, Mat: V-Fir#2 T Fv x CD x Coth for Shear, Fv' = 180 x 11.00 x 11.00 - = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 - = 900 psi E = 1600000 psi FOR BEAMS WITH A CONCENTRATED LOAD na "a": P = 0 Ibs b = -1 ft a =, 5.ft X = 2.24 ft RA = 0 lbs AMAx @ X fora > b = 0.00 in Re = 0 Ibs AMAx @ X for a b = 0.00 in RILL = 1310 Ibs AMAx LL @ X fora < b = ##### In ATL for w(DL + LL) = 0.02 in Rxn. @ A = 2132 Ibs Rxn. @ B = 2132 Ibs Max Shear & Moment V max = 2132 Ibs M max = 2132 ft-lb b= d= 3 1/2 in 9 1/4 in OK by 82% OK by 76% L / 2887 < Ll1240 OK by L / 4698 < L/ 360 OK by 1103% 1205% A,REQ•D - 17.8 in SX,REQ'D = 28.4 in Beam Design B18 Dead Load= 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs IN �, a _j_ b ,l Allowable Stress, Mat: D-Fir#2 Fv x CD x Coth for Shear, F ' = 180 x 1.00 x 1.00 = 180 psi Fb x CD x CF x Cr for Bending, Fb' = 900 x 1.00 x 1.00 x 1.00 = 900 psi Span = 4.5 ft E = 1600000 psi Trib for w 11.5 ft FOR BEAMS WITH A CONCENTRATED LOAD (a-)- "a": Wall load= 0 psf P = 0 Ibs b = -0.5 ft Height of wall= 9 ft a= 5 ft X= 2.58 ft RA = 0 lbs AMAx @ X for a > b = 0.00 in w(DL) Additional = 0 plf RB = 0 Ibs AMAx @ X for a b = 0.00 in Self Weight= 9 plf RLL = 1035 Ibs AMAx LL @ X for a < b = ##### In w (DL+LL) = 607 plf w (LL) = 460 plf Shear (DL+LL) = 1366 Ibs Moment (DL+LL) = 1536 ft-Ibs Try 4 x 10 Area = 32.4 in' OK by SX = 49.9 in OK by Ix = 230.8 in Rxn. @ A = 1366 Ibs Rxn. @ B = 1366 Ibs Max Shear & Moment V max = 1366 Ibs M max = 1536 ft-lb b= 3 1/2 in d= 9 1/4 in 185% 144% ATL for w(DL + LL) = 0.02 in Deflection, ATL = 0.015 in L / 3561 < L/ 240 OK by 1384% Deflection, ALL = 0.011 in L / 4698 < L/ 360 OK by 1205% A,REQ'D = 11.4 in SX,REQ-D — 20.5 in North Beam at Upper Floor Plan with Omega of 2.5 for seismic -wall line X1 Beam Design B19 Dead Load-- 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)= 4233 Ibs P (Live Load)= 0 Ibs Total P = 4233 Ibs M L a _L b ,I Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, Fv' = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi Span =: 13 ft E = 1800000 psi Trib for w = 1.33 ft FOR BEAMS WITH A CONCENTRATED LOAD (@ "a": Wall load= 0 psf P = 4233 Ibs b = 10 ft Height of wall= 9 ft a= 3 ft X= 5.70 ft RA = 3256 Ibs AmAx @ X for a > b = 0.38 in w(DL) Additional = 0 plf Re = 977 Ibs AMAx @ X for a b = 0.00 in Self Weight= 9 plf RLL = 346 Ibs AMAx LL @ X fora < b = 0.00 In w (DL+LL) = 78 plf w (LL) = 53 plf Shear (DL+LL) = 508 ibs Moment (DL+LL) = 1651 ft-Ibs Try 3 1/8 X 10 1/2 Area = 32.8 in' OK by SX = 57.4 in OK by Ix = 301.5 in 4 Rxn. @ A = 3764 Ibs Rxn. @ B = 1485 Ibs Max Shear & Moment With Point Load V max = 3764 Ibs M max = 10941 ft-lb b= 3 1/8 in d= 10 1/2 in 54% 5% ATL for w(DL + LL) = 0.09 in Deflection, ATL = 0.496 in L / 314 < L/ 240 OK by 31% Deflection, ALL = 0.063 in L / 2476 < L/ 360 OK by 588% ArRE= — 21.3 in SX,REQ'D = 54.7 in South Beam at Upper Floor Plan with Omega of 2.5 for seismic -wall line X3 Beam Desiqn B19 Dead Load= 12 psf Live Load=j 40 psf Total Load = 52 psf P (Dead Load)= , 4100 Ibs P (Live Load)=; 0 Ibs Total P = 4100 Ibs Span = 14.5 ft Trib for w = 7 ft Wall load= 0. psf Height of wall= 9 ft w(DL) Additional — 0 plf CO(LL) Additional =! 0 plf Self Weight= 17 plf w (DL+LL) = 381 plf w (LL) = 280 plf Shear (DL+LL) — 2762 Ibs Moment (DL+LL) = 10013 ft-Ibs Try 5 1/8 x 12 Area = 61.5 in' SX = 123.1 in 3 Ix = 738.4 in a 1% �, a b _� Allowable Stress, Mat: Glu-lam 24F-V4-DF/DF Fv x CD x Coth for Shear, Fv = 265 x 1.00 x 1.00 = 265 psi Fb x CD x CV x Coth for Bending, Fb' = 2400 x 1.00 x 1.00 x 1.00 = 2400 psi OK by OK by E = 1800000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 4100 Ibs b = 9.92 ft a= 4.58ft X= 6.56ft RA = 2805 Ibs AMAx @ X fora > b = 0.28 in RB = 1295 Ibs AmAx @ X fora b = 0.00 in RILL = 2030 Ibs AMAx LL @ X fora < b = 0.00 In ATL for (O(DL + LL) = 0.29 in Rxn. @ A = 5567 Ibs Rxn. @ B = 4057 Ibs Max Shear & Moment With Point Load V max = 5567 Ibs M max = 21502 ft-lb b= 51/8 in d= 12 in 95% 15% Deflection, ATL = 0.566 in L / 307 < L/ 240 Deflection, ALL = 0.210 in L / 830 < L/ 360 OK by OK by 28% 131% AMEQ•D = 31.5 in SX,REQ-D — 107.5 in Floor Joist Design FA (with Overhang Cantilever) Dead Load 14 psf Live Load = 40 psf Total Load = 54 psf P (Dead Load)= 128 LBS 7 P (Live Load) = 50 LBS Allowable Stress, Mat: Hem-Fir#2 E = 1600000 ps Total P = 178 LBS Span, L = 4.5 ft Cantilever, a=: 1 ft Trib for w = 1.33 ft Fv x CD x Coth for Shear, F,' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi ANALYSIS DL RA = 20 Wall load= 0.psf RB = 232 Height of wall=; 0 ft X = 1.62 Momt @ B = 139 w(DL) Additional =; 0 pif M @x = -6 w(LL)Additional —; 0 pif Self Weight= 4 pif Between Support: Deflection, ATL = w (DL) = 23 pif Deflection, ALL = w (LL) = 53 plf Cantilever: ILL DL+LL 103 123 Ibs 240 472 Ibs 1.62 ft 77 216 lb-ft -104 -110lb-ft DEFLECTIONS Between supports: AMAx —DL+LL - 0.005 in AMAX _LLonly = 0.003 in At Cantilever: 0.005 in L / 10300 < 0.003 in L 117786 < AMAX _DL+LL = 0.001 In AMAX —LLonly = -0.001 in L/ 240 OK L/ 360 OK w (DL+LL) - 76 pif Deflection, ATL = 0.001 in 2L / 1886f < L/ Deflection, ALL = 0.001 in 2L / 3446(< L/ Max Shear & Moment Vmax@B = 472 ibs A,REQ'D = 4.7 in Mmax.@B = 216 ft-lb E X,REQ'D - 3.0 in -I Try 2X10 Area = 13.9 in OK SX = 21.4 in3 OK IX = 98.9 in b= 1 1/2 in d= 9 1/4 in 240 OK 360 OK Floor Joist Design FJ2 Dead Load= 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)=, 0 Ibs Total P = 0 Ibs Span =: 12.5 ft Trib for w = 1.33 ft Wall load= 0 psf Height of wall= 9 ft w(DL) Additional — pif w(LL) Additional - 0 pif Self Weight= 5 pif w (DL+LL) = 74 pif w (LL) = 53 pif Shear (DL+LL) = 464 Ibs Moment (DL+LL) = 1448 ft-Ibs Try 2x12 Area = 16.9 in SX = 31.6 in 3 Ix = 178 in 4 FEE �, a ,l, b 01 Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F„' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P =. 0 Ibs b = 12.5 ft a = 0 ft X = 5.28 ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in RB = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 333 Ibs AMAx LL @ X for a < b = 0.00 In ATL for (A(DL + LL) = 0.18 in Rxn. @ A = 464 Ibs Rxn. @ B = 464 Ibs Max Shear & Moment V max = 464 Ibs M max = 1448 ft-Ib b= 1 1/2 in d= 11 1/4 in OK by 264% OK by 55% Deflection, ATL = 0.176 in L / 852 < L/ 240 OK by 255% Deflection, ALL = 0.126 in L / 1188 < L/ 360 OK by 230% A,REQ'D = 4.6 in SX,REQ'D = 20.4 in Floor Joist Design FJ3 Dead Load= 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ibs Span =i 17.5 ft Trib for w = 1 ft Wall load=' 0 psf Height of wall='i, 9 ft w(DL) Additional — plf w(LL) Additional —' 0 plf Self Weight= 5 plf cw (DL+LL) = 57 plf w (LL) = 40 plf Shear (DL+LL) = 499 Ibs Moment (DL+LL) = 2182 ft-Ibs Try. 2x12 Area = 16.9 in SX = 31.6 in Ix = 178 in N �, a b ,� Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, FV' = 150 x 1.15 x ' 1.00 = 173 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.15 x 1.00 x 1.00 = 978 psi OK by OK by E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD (d "a": P = 0 Ibs b = 12.5 ft a _ _ 5 ft X = 7.82 ft RA= 0lbs OMAx@Xfora >b= 0.00 in RB = 0 Ibs OMAx @ X for a b = 0.00 in RLL = 350 Ibs OMAx LL @ X fora < b = 0.00 In OTL for U)(DL+LL) = 0.52 in Rxn. @ A = 499 Ibs Rxn. @ B = 499 Ibs Max Shear & Moment V max = 499 Ibs ArREQ'D = 4.3 in- M max = 2182 ft-Ib SX,REQ'D = 26.8 in b= 1 1/2 in d= 11 1/4 in 291 % 18% Deflection, OTL = 0.520 in L 1404 < Ll 240 OK by 68% Deflection, ALL = 0.365 in L / 576 < L/ I360 OK by 60% Floor Joist Design FJ4 Dead Load= , 12 psf Live Load= 40 psf Total Load = 52 psf P (Dead Load)= 0 Ibs P (Live Load)= 0 Ibs Total P = 0 Ebs Span = 14 ft Trib for w = 1.33 ft Wall load=' 0 p sf Height of wall=' 9 ft w(DL)Additional —! pIf CO(LL) Additional - 0 plf Self Weight= 5 plf w (DL+LL) = 74 plf w (LL) = 53 plf Shear (DL+LL) = 519 Ibs -Moment (DL+LL) = 1817 ft-Ibs Try 2x12 Area = 16.9 in SX = 31.6 in Ix = 178 in 4 Deflection, ATL = 0.277 in Deflection, ALL = 0.199 in 1E L a _1, b _1 Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F„' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD [a "a": P= 0lbs b= 14 ft a= Oft X= 5.92ft RA= 0 Ibs AMAx@Xfor a>b= 0.00 in RB = 0 lbs AMAx @ X for a b = 0.00 in RLL = 372 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL + LL) = 0.28 in Rxn. @ A = 519 Ibs Rxn. @ B = 519 Ibs Max Shear & Moment V max = 519 Ibs M max = 1817 ft-lb b= d= 1 1/2 in 11 114 in OK by 226% OK by 23% L / 606 < L/ 240 OK by L / 845 < LF360 OK by 153% 135% A,REQ'D = 5.2 in SX,REQ-D - 25.7 in Floor Joist Design FJ5 Dead Load=, Live Load= 12 psf 40 psf Total Load = 52 psf P (Dead Load)= P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span = 5.5 ft Trib for w = 1.33 ft Wall load=' 0 psf Height of wall= 9 ft w(DL) Additional —! 0 pif (O(LL) Additional — 0 plf Self Weight= 2 pif w (DL+LL) = 71 plf w (LL) = 53 pif Shear (DL+LL) = 196 Ibs Moment (DL+LL) = 269 ft-Ibs Try 2 x 6 Area = 8.3 in SX = 7.6 in IX = 20.8 in a Deflection, ATL = 0.054 in Deflection, ALL = 0.041 in r� �, a b _� Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F„' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0Ibs b= 0.5ft a=' 5ft X= 3.16ft RA= 0lbs AMAX@Xfora>b= 0.00 in Rs = 0lbs AMAx@Xfora<b= 0.00 in RDL = 49 Ibs AMAX LL @ X for a > b = 0.00 in RILL = 146 Ibs AMAX LL @ X fora < b = 0.00 In ATL for CU(DL + LL) = 0.05 in Rxn. @ A = 195 Ibs Rxn. @ B = 195 Ibs Max Shear & Moment V max = 195 Ibs A,REQ'D = 2.0 m M max = 269 ft-lb SX,REQ'D = 3.8 in b= 1 1/2 in d= 51/2 in OK by 326% OK by 100% L / 1218 < L/ 240 OK by 408% L / 1629 < L/',360 OK by 353% Floor Joist Design FJ6 Dead Load= Live Load= 12 psf 60 psf Total Load = 72 psf P (Dead Load)=, P (Live Load)= 0 Ibs 0 Ibs Total P = 0 fbs r Span =1 9 ft Trib for w = 1.33 ft Wall load=. 0 psf Height of wall=i 0 ft w(DL)Additional —, plf CO(LL) Additional - 0 plf Self Weight= 4 plf (0 (DL+LL) = 100 plf w (LL) = 80 pif Shear (DL+LL) = 449 Ibs Moment (DL+LL) = 1010 ft-Ibs Try 2x10 Area = 13.9 in' 3 SX = 21.4 in Ix = 98.9 in Deflection, ATL = 0.115 in Deflection, ALL = 0.092 in IN Allowable Stress, Mat:'Hem-Fir#2 Fv x CD x Coth for Shear, Fv' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P = 0 Ibs b = 7.25 ft a = 1.75 ft X = 3.90 ft RA= 0lbs AMAx@Xfora>b= 0.00 in RB = 0 Ibs AMAx @ X fora b = 0.00 in RLL = 359 Ibs AMAx LL @ X fora < b = 0.00 In ATL for (O(DL + LL) = 0.11 in Rxn. @ A = 449 Ibs Rxn. @ B = 449 Ibs Max Shear & Moment V max = 449 Ibs M max = 1010 ft-lb b= d= 1 1/2 in 9 1/4 in OK by 210% OK by 50% L 1943 < L/'240 OK by L / 1179 < L/ i360 OK by 293% 227% A,REQ-D = 4.5 in SX,REQ'D = 14.3 in Floor Joist Desiqn FJ7 - Deck Live Load Governs Dead Load= Live Load= 12 psf 60 psf Total Load = 72 psf P (Dead Load)= P (Live Load)= 0 Ibs 0 Ibs Total P = 0 Ibs Span = 7 ft Trib for w = 1.33 ft Wall load= 0 psf Height of wall= ! 9 ft 0)(13L) Additional ' plf w(LL) Additional — 0 plf Self Weight= 3 pif w (DL+LL) = 99 plf w (LL) = 80 plf Shear (DL+LL) = 346 Ibs Moment (DL+LL) = 605 ft-Ibs Try 2 x 8 Area = 10.9 in' SX = 13.1 in Ix = 47.6 in a Deflection, ATL = 0.086 in Deflection, ALL = 0.070 in N �, a _L b 01 Allowable Stress, Mat: Hem-Fir#2 Fv x CD x Coth for Shear, F ' = 150 x 1.00 x 1.00 = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x 1.00 x 1.00 x 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 7 ft a= Oft X= 2.96ft RA = 0 Ibs AMAx @ X for a > b = 0.00 in Rs = 0 Ibs AMAx @ X for a b = 0.00 in RLL = 279 Ibs AMAx LL @ X for a < b = 0.00 In ATL for w(DL+LL) = 0.09 in Rxn. @ A = 345 Ibs Rxn. @ B = 345 Ibs Max Shear & Moment V max = 345 Ibs AeREQ'D = 3.5 in- M max = 605 ft-lb Sx,REQ'D = 8.5 in b= 1 1/2 in d= 7 1/4 in OK by 216% OK by 53% L / 974 < L/ 240 OK by 306% L / 1206 < L/'360 OK by 235% Exterior Stair Stringer Design Dead Load= Live Load= , 12 psf 60 psf Total Load = 72 psf P (Dead Load)= P (Live Load)= i 0 Ibs 0 Ibs Total P = 0 Ibs r,--- -- — Span =; 8 ft Trib for w = 2 ft Wall load=� 0 psf Height of wall= 9 ft _r W(DL) Additional —' plf W(LL) Additional — 0 plf Self Weight= 5 pif W (DL+LL) = 149 pif W (LL) = 120 pif Shear (DL+LL) = 596 Ibs Moment (DL+LL) = 1192 ft-Ibs Try'---2x12 -� Area = 16.9 in S,, = 31.6 in 3 Ix = 178 in 4 Deflection, ATL = 0.059 in Deflection, ALL = 0.048 in Allowable Stress, Mat: iPem-Fir#2 IN Fv x CD x Coth for Shear, F„' = 150 x ;1.00 x 1.00 ` = 150 psi Fb x CD x CF x Cr for Bending, Fb' = 850 x i 1.00 . x 1.00 x � 1.00 = 850 psi E = 1300000 psi FOR BEAMS WITH A CONCENTRATED LOAD 0 "a": P= 0 Ibs b= 5 ft a= _ 3 ft X= 3.72 ft RA = 0 Ibs OMAx @ -X for a > b = 0.00 in RB = 0 lbs OMAx @ X for a b = 0.00 in RLL = 480 Ibs AMAx ILL @ X for a < b = 0.00 In ATL for W(DL+LL) = 0.06 in Rxn. @ A = 596 Ibs Rxn. @ B = 596 Ibs Max Shear & Moment V max = 596 Ibs M max = 1192 ft-lb b= d= 1 112 in 11 1/4 in OK by 184% OK by 88% L / 1618 < L/'240 OK by L / 2009 < L/ 1360 OK by 574% 458% A,REQ'D = 6.0 in SX,REQ'D = 16.8 in WOOD COLUMN RP1 - Girder Truss Column Size: 4x4 b= 3.5 in d= 3.5 in n= 1 Column Grade: DF larch- No.1 Fc = 1500 psi Fv = 180 psi E = 1700000 psi Fb = 1000 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors Compression - CD = 1.00 Ct-= 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.50 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.50 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 8.00 ft Kex = 1 RB = 5.24 Lcx = 8.00 ft Key = 1 E'min = 620000 psi Lcy = 8.00 ft PDL.Roof = 0.67 k PSL = 1.20 k PWL N = 0.00 k PDL.FIoor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL H = 0.00 k VDL.FIoor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 0.64 k-in fvSL = 0.00 k-in MWL N = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MSL = 0.00 k-in MWL N = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My V DL+SL = 1.87 k 0.64 k-in 0.00 k-in 0.00 k DL+W = 0.67 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 1.57 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 1.57 k 0.64 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.40 k I 0.38 k-in 0.00 k-in 0.00 k fc = 152.82 psi fbx= 89.56 psi fby= 0.00 psi fv= 0.00 psi Lx /d= 27 OK Fcex = 677 psi Ly /b= 27 OK Fcex = 677 psi Fbe = 27125 psi F*c = 2250 psi Cp = 0.28 F'v = 180 psi F'c = 629 psi F'bx = 1500 psi F`by = 1000 psi Deflections: X-X 0.2 in -> L/ 480 Y-Y 0.2 in -> L/ 480 + .fy,. l ( 11 l 11 F,•f�-(fErl-if/E)'l (f/E=JJ r l 0.14 [(Fe 1]�.23 I(F�r 1J 0.23 [(Fne 1, -0.00 L L \ / J OK OK OK OK [l `.) M1bs bE l F 0.24 ( F )l -0.06 [ J I F [lll - 0.00 F�I �.00 OK OK OK OK USE 4x4 or LARGER WOOD COLUMN RP2 - Girder Truss Column Size: 4x4 b = 3.5 in d = 3.5 in n = 1 Column Grade: DF Larch- No. 1 Fc = 1500 psi Fv = 180 psi E = 1700000 psi Fb = 1000 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.50 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.50 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 8.00 ft Kex = 1 RB = 5.24 Lcx = 8.00 ft Key = 1 E'min = 620000 psi Lcy = 8.00 ft PDL.Roof = 1.26 k PSL = 2.25 k PWL N = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL N = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 0.64 k-in MSL = 0.00 k-in MWL N = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MSL = 0.00 k-in MWL N = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My V DL+SL = 3.51 k 0.64 k-in 0.00 k-in 0.00 k DL+W = 1.26 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 2.95 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 2.95 k 0.64 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.76 k I . 0.38 k-in I 0.00 k-in 1 0.00 1k fc = 286.53 psi fbx= I 89.56 psi fby= I 0.00 psi fv= 1 0.00 psi LX /d= 27 OK FoEx = 677 psi LY /b= 27 OK FcEy = 677 psi FbE = 27125 psi F*c = 2250 psi Cp = 0.28 F'v = 180 psi F'c = 629 psi F'bx = 1500 psi F'by = 1000 psi Deflections: X-X 0.2 in -> L/ 480 Y-Y 0.2 in -> L/ 480 rf, Irb, )' + fn.. _ l f + °'IIIr1-lf/Ex�11 lF . F f- f _I1(fnl 111I2 0.31 (/cJj [(F ), 0.42 (F ), - 0.42 [(FbE) - 0.00 L J . F \ FbE/ L OK OK OK OK [lF�J 0.46 �(Fnbx)J 0.06 FFIJ"0.00 �.00 �kHl OK OK OK OK E WOOD COLUMN RP3 - Girder Truss Column Size: 4x4 b = 3.5 in d = 3.5 in n = 1 Column Grade: DF Larch- No. i Fc = 1500 psi Fv = 180 psi E = 1700000 psi Fb = 1000 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.50 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.50 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 8.00 ft Kex = 1 RB = 5.24 Lcx = 8.00 ft Key = 1 E'min = 620000 psi Lcy = 8.00 ft PDL.Roof = 1.79 k PSL = 2.98 k PWL (+) = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 0.64 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL - k-in MSL = 0.00 k-in MWL H = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 4.76 k 0.64 k-in 0.00 k-in 0.00 k DL+W = 1.79 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 4.02 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 4.02 k 0.64 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 1.07 k I 0.38 k-in 0.00 k-in I0.00 k fc = 388.57 psi fbx= I 89.56 psi fby= I 0.00 psi fv= I 0.00 psi Lx /d= 27 OK FaEx = 677 psi Ly /b= 27 OK FcEy = 677 psi FbE = 27125 psi F*c = 2250 psi Cp = 0.28 F`v = 180 psi F'c = 629 psi F`bx = 1500 psi F`by = 1000 psi Deflections: X-X 0.2 in -> L/ 480 Y-Y 0.2 in -> L/ 480 �` /bs �' + Jbr + r l `F 11 Fb.[f-(f1 F-,,.[f-(;11F J-if/bF)�l 0.52 ( l [( F Er ), 0.57 I J = 0.57 [(FnE ), = 0.00 ` FF L J OK OK OK OK [lF [(F �V] JJ 0.62 b> ), 0.06 I�F6h, J1 L �.00 0.00 F'I [ OK OK OK OK USE 4x4 or LARGER WOOD COLUMN RP4 - Girder Truss Column Size: 4x4 b = 3.5 in d = 3.5 in n = 1 Column Grade: DF Larch- No. 1 Fc = 1500 psi Fv = 180 psi E = 1700000 psi Fb = 1000 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1:00 CM = 1.00 CF = 1.50 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.50 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 8.00 ft Kex = 1 RB = 5.24 Lcx = 8.00 ft Key = 1 E'min = 620000 psi Lcy = 8.00 ft PDL.Roof _ 1.26 k PsL = 2.25 k PWL (+) = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL - 0.00 k VWL (-) = 0.00 k MDL = 0.64 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 3.51 k 0.64 k-in 0.00 k-in 0.00 k DL+W = 1.26 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 2.95 k 0.64 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 2.95 k 0.64 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.76 k I 0.38 k-in I 0.00 k-in I 0.00 k fc = 286.53 psi fbx= I 89.56 psi fby= I 0.00 psi fv= I 0.00 psi Lx /d= 27 OK FcEx = 677 psi Ly /b= 27 OK FcEy = 677 psi FbE = 27125 psi F*c = 2250 psi Cp = 0.28 F`v = 180 psi F'c = 629 psi F'bx = 1500 psi F`by = 1000 psi Deflections: X-X 0.2 in -> L/ 480 Y-Y 0.2 in -> L/ 480 IIII// l 2 Ii/n. 111 + !4`1•II - L \ J � 11 _ r f c l J hr l rLf-I f/F.x/J rr (�/E,•/-�� 0.31 F J{J �.42 I E = 0.42 [( Fhe 1, = 0.00 OK OK OK OK �lF 1J 0.46 L\Fhhx/J 0.06 [(Vh,I, 0.00 [lFVvl]�.00 OK OK OK J OK USE 4x4 or LARGER WOOD COLUMN P1- beam B14 Beam Size: 6x6 b = 5.5 in d = 5.5 in n = 1 Beam Grade: DF Larch -No. 1 (Posts & Timbers) Fc = 1000 psi Fv = 170 psi E = 1600000 psi Fb = 1200 psi E (min) = 580000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.00 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 11.00 ft Kex = 1 RB = 4.90 Lcx = 11.00 ft Key = 1 E'min = 580000 psi Lcy = 11.00 ft PDL.Roof = 3.59 k PsL = 11.98 k PWL +) = 0.00 k F'DL.Floor = 0.00 k F'LL = 0.00 k F'WL H = 0.00 k VDL.Root = 0.00 k VsL = 0.00 k VWL (+) = 0.00 k VDL.FIoor = 0.00 k VLL = 0.00 k VWL H = 0.00 k MDL = 0.00 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL H = 0.00 k-in MDL = 0.00 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL H = 0.00 k-in P Mx My v DL+SL = 15.57 k 0.00 k-in 700 k-in 0.00 k DL+W = 3.59 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 12.58 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 12.58 k 0.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) = 2.16 k 0.00,k-in 0.00,k-in 0.00 k fc =1 514.78 psi fbx= I0.00 psi fbyl 0.00 psi fv= 0.00 psi Lx /d= 24 OK FcEx = 828 psi Ly /b= 24 OK FcEY = 828 psi FbE = 29000 psi F*c = 1300 psi Cp = 0.52 F'v = 170 psi F'c = 679 psi F`bx = 1200 psi F'by = 1200 psi Deflections: X-X 0.2 in -> L/ 660 Y-Y 0.2 in -> L/ 660 z .f. 11 .fex .fi., ( ( 1 f l l �F / + rr b 11 F r11-\f/ + F �.[f °- -( f/E-lr/nsJZ ( 1 F ] = 0.57 OK �E� [ l F J _ 0.62 I ®K .�� F �E� __ 0.62 OK nr _ �� F lJ _ 0.00 - OK L /J F ,., of [l-JJ = 0.76 �kL-A 0.00 �Fh"' 0.00 �(_ - 0.00 Fc` OK & OK l OK F OK WOOD COLUMN P2 - Beam B9 Column Size: (2) 2x6 b= 3 in d= 5.5 in n= 1 Column Grade: Hem Fir -No. 2 Fc = 1300 psi Fv = 150 psi E = 1300006 psi Fb = 850 psi E (min) = 470000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.30 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.05 Cr = 1.00 WC3 - Column At Shade Structure L = 11.00 ft Kex = 1 RB = 8.98 Lcx = 11.00 ft Key = 1 E'min = 470000 psi Lcy = 11.00 ft PDL.Roof = 0.00 k PSL = 0.00 k PWL (+) = 0.00 k PDL.Floor = 0.45 k PLL = 0.44 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 1.21 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+LL = 0.89 k 1.21 k-in 0.00 k-in 0.00 k DL+W = 0.45 k 1.21 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 0.78 k 1.21 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 0.78 k 1.21 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.27 k I 0.73 k-in I 0.00 k-in I0.00 k fc = 53.70 psi fbx= 80.00 psi fby= 0.00 psi fv= 0.00 psi Lx /d= 24 OK FcEx = 671 psi Ly /b= 44 OK FcEY = 200 psi FbE = 6992 psi F*c = 1690 psi Cp = 0.12 F`v = 150 psi F'c = 194 psi F'bx = 1105 psi F`by = 893 psi Deflections: X-X 0.2 in -> L/ 660 Y-Y 0.2 in -> L/ 660 ( ' l + .�rGF 1 + 1 l J hi l lF' J' F` f rrf/Er/hEl 0.15 F �.os E IJ = 0.27 [( 6E 1, = 0.01 n F' .LI_l ] Ex L F� F OK OK OK OK F 0.28 =0.07 �� F' 0.00 F'JI =0.00 OK OK OK OK U$_ ,(2) 2x6 or LARGER,= WOOD COLUMN P3 - Beam B16 Beam Size: 6x6 b = 5.5 in d = 5.5 in n = 1 Beam Grade: DF Larch -Dense No. 1 (Posts & Timbers) Fc = 1200 psi Fv = 170 psi E = 1700000 psi Fb = 1400 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.00 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 11.00 ft Kex = 1 RB = 4.90 Lcx = 11.00 ft Key = 1 E'min = 620000 psi Lcy = 11.00 ft PDL.Roof = 0.00 k PSL = 0.00 k PWL +) = 0.00 k F'DL.Floor = 2.25 k FV = 6.44 k F'WL H = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL + = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL H = 0.00 k MDL = 0.00 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = 0.00 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL t-) = 0.00 k-in P Mx My v DL+LL = 8.69 k 0.00 k-in 0.00 k-in 0.00 k DL+W = 2.25 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 7.08 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 7.08 k 0.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) = 1.35 k 0.00,k-in 0.00,k-in 0.00 k fc = 287.40 psi fbx= 0.00 psi fb 0.00 psi fv= 0.00 psi Lx /d= 24 OK FaEx = 885 psi Ly /b= 24 OK FEY = 885 psi FbE _ 31000 psi F*c = 1560 psi Cp = 0.48 F`v = 170 psi Fc = 747 psi F`bx = 1400 psi F'by = 1400 psi Deflections: X-X 0.2 in- L/ 660 Y-Y 0.2 in -> L/ 660 f Z + CF'f) A" + = 0.15 (( �\ 11 0.32 ( f ° 11 = 0.32 f = 1 0.00 F'a l-rf F ll /�E= F.b F II/ F 2 l- r _ ; OK F e IJ OK L� F c 1J OK � FnE 1l __ J OK J11 f `f, = �F F/J OK bx OK F'by OK F 1Jn OK = USE IkS or LARGER WOOD COLUMN P4 - Beam B6 & B7 Beam Size: 6x6 b = 5.5 in d = 5.5 in n = 1 Beam Grade: DF Larch -Dense No. 1 (Posts & Timbers) Fc = 1200 psi Fv = 170 psi E = 1700000 psi Fb = 1400 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.00 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 11.00 ft Kex = 1 RB = 4.90 Lcx = 11.00 ft Key = 1 E'min = 620000 psi Lcy = 11.00 ft PDL.Roof = 0.00 k PSL = 0.00 k PWL (+ = 0.00 k NDL.Floor = 0.84 k F LL = 2.95 k FWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL +) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL H = 0.00 k MDL = 0.00 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = 0.00 k-in MSL = 0.00 k-in MWL (+ = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL H = 0.00 k-in P Mx My v DL+LL = 3.79 k 0.00 k-in 700 k-in 0.00 k DL+W = 0.84 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 3.05 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 3.05 k 0.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) = 0.50 k 0.00,k-in 0.00,k-in 000 k fc = 125.29 psi fbx= 0.00 psi fb 0.00 psi fv=tttt Lx /d= 24 OK FLEX = 885 psi LY /b= 24 OK FaEy = 885 psi FbE = 31000 psi F*c = 1560 psi Cp = 0.48 F`v = 170 psi F'c = 747 psi F' bx = 1400 psi F'by = 1400 psi Deflections: X-X 0.2 in- L/ 660 Y-Y 0.2 in- L/ 660 Cf + f(b + fby = 0.03 ( �° l = 0.14 f = 0.14 (.(b 1l 0.00 )Z F J Fa'- l Fb.• Z 1- .iF _I1//n.<F OK LlFer J J OK lFE OK [IFnE )J _ OK ff (( 11 hb,' l = 0.17 �\ 0.00 0.00 �kLdl - 0.00 LI F,c JJ OK V lJ OK F J OK OK USE 6x6=or LARGER WOOD COLUMN P5 - Girder Truss Column Size: 4x4 b= 3.5 in d= 3.5 in n= 1 Column Grade: DF Larch- No. i Fc = 1500 psi Fv = 180 psi E = 1700000 psi Fb = 1000 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.50 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.50 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 5.86 Lcx = 10.00 ft Key = 1 E'min = 620000 psi Lcy = 10.00 ft PDL.Roof = 1.24 k PSL = 2.59 k PWL (+) = 0.00 k PDL.Fioor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL - 1.00 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL - k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 3.83 k 1.00 k-in 0.00 k-in 0.00 k DL+W = 1.24 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 3.18 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 3.18 k 1.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.75 k I 0.60 k-in I 0.00 k-in I 0.00 k fc = 312.57 psi fbx= I 139.94 psi fby= I 0.00 psi fv= I 0.00 psi Lx /d= 34 OK FcEx = 434 psi Ly /b= 34 OK FcEy = 434 psi FbE = 21700 psi F*c = 2250 psi Cp = 0.18 F'v = 180 psi F'c = 415 psi F`bx = 1500 psi F,by = 1000 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> L/ 600 rr rz. + rh,. v 1_ r l_ 1 11 (f/EsJJ F� f-(f-if/FEJZ r 11 0.90 [( E J] �.72 F J 111 ll 0.72 [(FbE 1, - 0.01 J OK OK OK OK nb P� 0.75 �� I 0.09 F 0.00 ��IJI �.00 OK OK OK OK USE 4x4 or LARD it WOOD COLUMN P6 - Girder Truss Beam Size: 6x6 b = 5.5 in d = 5.5 in n = 1 Beam Grade: DF Larch -Select Structural (Posts & Timbers) Fc = 1150 psi Fv = 170 psi E = 1600000 psi Fb = 1500 psi E (min) = 580000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.00 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 11.00 ft Kex = 1 RB = 4.90 Lcx = 11.00 ft Key = 1 E'min = 580000 psi Lcy = 11.00 ft PDL.Roof = 1.92 k PsL = 4.00 k PWL + = 0.00 k F'DL.Floor = 0.00 k HLL = 0.00 k F WL H = 0.00 k VDL.Roof = 0.00 k VsL = 0.00 k VWL N = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL H = 0.00 k MDL = 0.00 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL H = 0.00 k-in MDL = 0.00 k-in MsL = 0.00 k-in MWL + = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL H = 0.00 k-in P Mx My v DL+SL = 5.92 k 0.00 k-in 700 k-in 0.00 k DL+W = 1.92 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 4.92 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 4.92 k 0.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) = 1.15 k 0.00,k-in 0.00,k-in 00 k 0t:ttj fc = 195.64 psi fbx= 0.00 psi fb 0.00 psi fv= Lx /d= 24 OK FoEx = 828 psi LY /b= 24 OK FCEy = 828 psi FbE = 29000 psi F*c = 1495 psi Cp = 0.47 F'v = 170 psi F'c = 703 psi F`bx = 1500 psi F' by = 1500 psi Deflections: X-X 0.2 in- L/ 660 Y-Y 0.2 in- L/ 660 (f f fvz OOK 00K f F l Fa.IJrI-(/ J] Fh„ I- .i F _ %azF 1 I F)1=0.24��I-�J=OK \ �t F e [ F nE J I OK fc ( 11 f ( l l R = 0 .28 �\F66xlJ 0.00 0.00 - 0.00 F ,, J J OK OK \F66J'/ OK L`FF'1J OK USE 6x6 or LARGER y` WOOD COLUMN P7 - Girder Truss Column Size: (2) 2x6 b= 3in d= 5.5in n= 1 Column Grade: Hem Fir -No. 2 Fc = 1300 psi Fv = 150 psi E = 1300000 psi Fb = 850 psi E (min) = 470000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.30 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.05 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 8.56 Lcx = 10.00 ft Key = 1 E'min = 470000 psi Lcy = 10.00 ft PDL.Roof = 1.17 k PSL = 2.44 k PWL (+) = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 1.00 k-in MSL = 0.00 k-in MWL H = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MSL = 0.00 k-in MWL H = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My V DL+SL = 3.61 k 1.00 k-in 0.00 k-in 0.00 k DL+W = 1.17 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 3.00 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 3.00 k 1.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.70 k 0.60 k-in I 0.00 k-in I0.00 k fc = 218.91 psi fbx= 66.12 psi fby= 0.00 psi fv= 0.00 psi LX /d= 22 OK FLEX = 812 psi Ly /b= 40 OK FcEy = 241 psi FbE = 7691 psi F*c = 1690 psi Cp = 0.14 F'v = 150 psi F'c = 234 psi F'b. = 1105 psi F`by = 893 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> L/ 600 r r l fbx + fh" -11 _ 1 ( l l Fh.[i-(r/Ex�J l Fy,.-(f r 1 -if/hEJZI 0.96 [(F Fx J, 0:27 l F , J, = 0.91 [(FbE 1, - 0.01 / J OK OK OK OK �l F be hhr F JJ 0.94 [l JJ -0.06 [(F )� 0.00 ��-Ldl =0.00 OK OK OK OK USE (2) 2x6 or LARGER WOOD COLUMN P8 - Girder Truss Column Size: (2) 2x6 b= 3 in d= 5.5 in n= 1 Column Grade: Hem Fir -No. 2 Fc = 1300 psi Fv = 150 psi E = 1300000 psi Fb = 850 psi E (min) = 470000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.30 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.05 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 8.56 Lcx = 10.00 ft Key = 1 E'min = 470000 psi Lcy = 10.00 ft PDL.Roof = 0.79 k PSL = 1.65 k PWL (+) = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL N = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 1.00 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MSL = 0.00 k-in MWL N = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My V DL+SL = 2.44 k 1.00 k-in 0.00 k-in 0.00 k DL+W = 0.79 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 2.03 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 2.03 k 1.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.48 k 0.60 k-in 0.00 k-in 0.00 k fc = 148.00 psi fbx= 66.12 psi fby= I 0.00 psi fv= 1 0.00 psi LX /d= 22 OK FoEx = 812 psi Ly /b= 40 OK FoEy = 241 psi FbE = 7691 psi F*c = 1690 psi Cp = 0.14 F'v = 150 psi F'c = 234 psi F'bx = 1105 psi F'by = 893 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> L/ 600 (.)' n f h f. 1l 1( F'+ '[ ] 0.47 [( 0.18 �E) 0.61 Frf [( - 0.01 Es1JJ1 E/f� OK bE OK OK OK [ ) hh, l F , J 0.63 F bx 0.06 F 0.00 HI �.00 OK OK OK OK USE (2) 2x6 or LARGER WOOD COLUMN P9 - Girder Truss Column Size: 4x6 b = 3.5 in d = 5.5 in n = 1 Column Grade: Hem Fir -No. 2 Fc = 1300 psi Fv = 150 psi E = 1300000 psi Fb = 850 psi E (min) = 470000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.30 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.05 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 7.34 Lcx = 10.00 ft Key = 1 E'min = 470000 psi Lcy = 10.00 ft PDL.Roof = 1.08 k PSL = 2.25 k PWL (+) = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 1.00 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 3.33 k 1.00 k-in 0.00 k-in 0.00 k DL+W = 1.08 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 2.77 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 2.77 k 1.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.65 k I 0.60 k-in I 0.00 k-in I 0.00 k fc = 172.99 psi fbx= 56.67 psi fby= 0.00 psi fv= 0.00 psi LX /d= 22 OK FcEx = 812 psi Ly /b= 34 OK FcEY = 329 psi FbE = 10468 psi F*c = 1690 psi Cp = 0.19 F'v = 150 psi Fc = 314 psi F'bx = 1105 psi Fby = 893 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> L/ 600 ((f 11 + far F 1 + n fn,. - [ - f (F. ' l l (J6E lr. J' F ,.-(f l-�f/�E��l 0.37 E 0.21 Ll E J1 0.53 [l 1] - 0:01 `/J OK OK OK OK [( F' )] 0.55 `Fh& 0.05 FF - 0.00 FY�i �.00 OK OK OK OK '._ USE, 4x6 or -LARGER . _-. WOOD COLUMN P10 - Girder Truss Column Size: (2) 2x6 b= 3in d= 5.5in n= 1 Column Grade: Hem Fir -No. 2 Fc = 1300 psi Fv = 150 psi E = 1300000 psi Fb = 850 psi E (min) = 470000 psi Kcr = 2.0 Adjustment Factors Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.30 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.05 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 8.56 Lcx = 10.00 ft Key = 1 E'min = 470000 psi Lcy = 10.00 ft PDL.Roof = 0.53 k PsL = 1.10 k PWL (+) = 0.00 k PDL.Fioor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VsL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 1.00 k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MsL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 1.63 k 1.00 k-in 0.00 k-in 0.00 k DL+W = 0.53 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 1.35 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 1.35 k 1.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.32 k I 0.60 k-in I 0.00 k-in I 0.00 k fc = 98.67 psi fbx= I 66.12 psi fby= I 0.00 psi fv= I 0.00 psi L,, /d= 22 OK FoEx = 812 psi LY /b= 40 OK FoEy = 241 psi FbE = 7691 psi F*c = 1690 psi Cp = 0.14 F'v = 150 psi F'c = 234 psi F`bx = 1105 psi F' by = 893 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> L/ 600 �L- �t � 0.25 FEE, / 0.12 F. 0.41 F �I - 0.01 OK bE OK OK OK f (�nb [(Fnn, \F` JJ 0.42 Lll JJ 0.06 IJ 0.00 JJ�.00 ��_LJl OK OK OK OK WOOD COLUMN PI - Beam LRB2 Column Size: 4x4 b = 3.5 in d = 3.5 in n = 1 Column Grade: DF Larch- No. 1 Fc = 1500 psi Fv = 180 psi E = 1700000 psi Fb = 1000 psi E (min) = 620000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.50 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.50 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 5.86 Lcx = 10.00 ft Key = 1 E'min = 620000 psi Lcy = 10.00 ft PDL.Roof = 1.29 k PSL = 2.10 k PWL (+) = 0.00 k PDL.Floor = 0.00 k PLL = 0.00 k PWL (-) = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Floor = 0.00 k VLL = 0.00 k VWL (-) = 0.00 k MDL = 1.00 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in MDL = k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 3.39 k 1.00 k-in 0.00 k-in 0.00 k DL+W = 1.29 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 2.87 k 1.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 2.87 k 1.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 0.78 k I 0.60 k-in I 0.00 k-in I0.00 k fc = 276.90 psi fbx= I 139.94 psi fby= I 0.00 psi fv= I 0.00 psi LX /d= 34 OK FcEx = 434 psi LY /b= 34 OK FcEy = 434 psi FbE = 21700 psi F*c = 2250 psi Cp = 0.18 F'v = 180 psi F'c = 415 psi F`bx = .1500 psi F'by = 1000 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> U 600 f t�, (F',.)' fb, II f 11II1 f 11IIII= II/f 11 Fbx[l-\AJVhfl-�-(f7FlJ I/ / 11I2 0.70 1 �\F,, �J��-LJj �.64 0.64 1 0.01 FE �J - L J OK \Fhb OK OK OK Fhb�� F 0.67 0.09 Fhh., 0.00 F', �I�0.00 OK OK OK OK WOOD COLUMN P12 - Beam LRB4 Beam Size: 6x6 b = 5.5 in d = 5.5 in n = 1 Beam Grade: DF Larch -Select Structural (Posts & Timbers) Fc = 1150 psi Fv = 170 psi E = 1600000 psi Fb = 1500 psi E (min) = 580000 psi Kcr = 2.0 Adjustment Factors : Compression - CD = 1.00 Ct = 1.00 Ci (Fc) = 1.00 Ci (E) = 1.00 CM = 1.00 CF = 1.30 Cm (E) = 1.00 Bending - CD = 1.00 Ct = 1.00 CF = 1.00 Ci (Fb) = 1.00 CM = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 10.00 ft Kex = 1 RB = 4.67 Lcx = 10.00 ft Key = 1 E'min = 580000 psi Lcy = 10.00 ft PDL.Roof = 2.39 k PsL = 4.00 k PWL (+) = 0.00 k lJDL.Floor = 0.00 k FLL = 0.00 k FWL H = 0.00 k VDL.Roof = 0.00 k VSL = 0.00 k VWL (+) = 0.00 k VDL.Fioor = 0.00 k VLL = 0.00 k VWL H = 0.00 k MDL = 0.00 k-in MSL = 0.00 k-in MWL (+) = 0.00 k-in X-X Bending MLL = 0.00 k-in MWL H = 0.00 k-in MDL = 0.00 k-in sL = 0.00 k-in MWL + = 0.00 k-in Y-Y Bending MLL = 0.00 k-in MWL (-) = 0.00 k-in P Mx My v DL+SL = 6.39 k 0.00 k-in 0.00 k-in 0.00 k DL+W = 2.39 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 5.39 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 5.39 k 0.00 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) =1 1.43 k I 0.00 k-in I 0.00 k-in I 0.00 k fc =1 211.14 psi fbx= I 0.00 psi fbA 0.00 psi fv= I 0.00 psi LX /d= 22 OK FcEx = 1002 psi LY /b= 22 OK FcEy = 1002 psi FbE = 31900 psi F*c = 1495 psi Cp = 0.54 F`v = 170 psi F r,� E,v AE �I V, 0.26 [( F bnr 1, 0.00 OK OK F'c = 810 psi F'bx = 1500 psi F`by = 1500 psi Deflections: X-X 0.2 in -> L/ 600 Y-Y 0.2 in -> L/ 600 = 0.07 FF ErI -0.21 F= 0.21 �n.� = 0.00 OK OK 111 OK nE OK F' 0.00 � - 0.00 OK Ll l OK USESx u 6 or LARGER F 6 NDATA N & 1S.T FLR FRAMING FLAN SF1 - Spread Footing for post P9 PDL = 1.08 k PLL = 2.25 k PWL (_) = 0.00 k Po.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) - 3.81 k P(DL+WL) = 1.56 k P(DL+0.7E) = 1.56 k P(DL+0.75*LL+0.75*WL) = 3.25 k P(DL+0.75*(0.7E)+0.75*(0Z*LL)) = 1.90 k P(o.6*DL+WL) = 1.13 k P(0.6*DL+0.7E) = 1.13 k L� L�kip, I MDL = MLL = MWL MWL()_ M0.7E _ 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft M(DL+LL) - M(DL+WL) - M(DL+0.7E) = M(DL+0.75*LL+0.75*WL) = M(DL+0.75*(0.7E)+0.75*(01*LL)) = M(0.6*DL+WL) - M(0.6*DL+0.7E) = % a 10 in 2.00 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.83 k FS = N/A FS = N/A 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Analysis qmax = qmin = 953 psf 953 psf e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft OK- Use 2ftx2ftx10inFtg Bottom Reinforcement #4 @ 22 in O.C. E.W. SF2 - Spread Footing forpost PI PDL = 3.59 k MDL = 0.00 k-ft PLL = 11.98 k MLL = 0.00 k-ft PN.,L (+) = 0.00 k M WL (+) = 0.00 k-ft PWL (_) = 0.00 k MWL(_) = 0.00 k-ft P0.7E = 0.00 k M0.7E = 0.00 k-ft Allowable Soil Bearing = 1500 psf P(DL+LL) - 17.20 k M(DL+LL) - P(DL+%%Il) = 5.22 k NI(DL+AL) - P(DL+0.7E) - 5.22 k M(DL+0.7E) - P(DL+0.75*LL+0.75-A'L) = 14.20 k M(DL+0.75*LL+0.75*WL) _ P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 7.02 k M(DL+0.75-(0.7E)+0.75*(0.2*1,L)) - P(0.6*DL+WL) = 3.78 k M(0.6*DL+R'L) - P(0.6*DL+0.7E) = 3.78 k M(0.6*DL+0.7E) - 11 in 3.50 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 2.47 k FS = N/A FS = N/A 0.00 k-ft e= 0.00 ft 0.00 k-ft e= 0.00 ft 0.00 k-ft e= 0.00 ft 0.00 k-ft e= 0.00 ft 0.00 k-ft e= 0.00 ft 0.00 k-ft e= 0.00 ft 0.00 k-ft e= 0.00 ft Analysis qmax = 1404 psf qmin = 1404 psf OK- Use 3.5 ftx 3.5 ftx 11 in Ftg Bottom Reinforcement #4 @ 12 in O.C. E.W. SF3 - Spread Footing for post RP1 PDL - 0.67 k PLL - 1.20 k PwL (+) = 0.00 k P- O = 0.00 k Po.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) - 2.09 k P(DL+WL) = 0.89 k P(DL+0.7E) = 0.89 k P(DL+0.75*LL+0.75*WL) - 1.79 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 1.07 k P(o.6*DL+WL) = 0.62 k - P(0.6*DL+0.7E) = 0.62 k MDL = MLL _ MWL MWL()= M0.7E _ 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft M(DL+LL) = M(DL+WL) = M(DL+0.7E) = M(DL+0.75*LL+0.75*WL) = M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = M(0.6*DL+WL) = M(0.6*DL+0.7E) - 8 in 1.50 ft :... - {- `f. Overturning Resistance Uplift Resistance 0 = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.44 k FS = N/A FS = N/A 0.00 k-ft 0.00 k--ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Analysis qmax = qmin = 928 psf 928 psf e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft OK- Use 1.5ftx1.5ftx8inFtg Bottom Reinforcement #4 @ 26 in O.C. E.W. SF4 - Spread Footing for post RP2 PDL = 1.26 k PLL = 2.25 k PV& (+) = 0.00 k PWL(_)= 0.00 k P0.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) = 3.80 k F(Di+wL) = 1.55 k P(DL+0.7E) - 1.55 k P(DL+0.75*LL+0a5*WL) = 3.24 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) - 1.89 k P(0.6*DL+WL) - 1.05 - k P(0.6*DL+0.7E) = 1.05 k MDL = 0.00 k-ft MLL = 0.00 k-ft MWL (+) = 0.00 k-ft M W L (_) = 0.00 k-ft M0.7E = 0.00 k-ft M(DL+LL) = 0.00 k-ft e= 0.00 ft M(DL+WL) = 0.00 k-ft e= 0.00 ft M(DL+0.7E) = 0.00 k-ft e= 0.00 ft M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft M(0.6*DL+WL) = 0.00 k-ft e= 0.00 ft M(0.6*DL+0.7E) = 0.00 k-ft e= 0.00 ft 8 in 1.50 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.57 k FS = N/A I FS = N/A Analysis qmax = 1267 psf qmin = 1267 psf OK- Use 1.5 ft x 2 ft x 8 in Ftg Bottom Reinforcement #4 @ 26 in O.C. E.W. SF5 - Spread Footing for post RP3 PDL = 1.79 k PLL = 2.98 k PWL (+) = 0.00 k PWL(_)= 0.00 k P0.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) = 5.21 k P(DL+WL) = 2.23 k P(DL+0,7E) = 2.23 k P(DL+0.75*LL+0.75*WL) - 4.46 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 2.67 k P(o.6*DL+WL) = 1.51 k P(0-6*DL+0.7E) = 1.51 k MDL = MLL = MWL MWL()= M0.7E _ 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft M(DL+LL) = M(DL+WL) = M(DL+0.7E) = M(DL+0.75*LL+0.75*WL) = M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = M(0.6*DL+WL) = M(0.6*DL+0.7E) = _ r' 7 r . a 44 •s t.. Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.82 k FS = N/A FS = N/A 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Analysis qmax = qmin = 1157 psf 1157 psf e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft OK - Use 1.5 ft x 3 ft x 8 in Ftg Bottom Reinforcement #4 @ 26 in O.C. E.W. SF6 - Spread Footing for post P3 PDL = 2.25 k MDL = 0.00 k-ft PLL = 6.44 k MLL = 0.00 k-ft PWL (+) = 0.00 k MWL (+) = 0.00 k-ft PWL (_) = 0.00 k MV"L (_) = 0.00 k-ft P0.7E = 0.00 k M0,7E = 0.00 k-ft Allowable Soil Bearing = 1500 psf P(D-LL) = 9.89 k M(DL+LL) = 0.00 k-ft e= 0.00 ft P(DL+WL) = 3.45 k M(DL+wL) = 0.00 k-ft e= 0.00 ft P(DL+0.7E) = 3.45 k M(DL+0.7E) = 0.00 k-ft e= 0.00 ft P(DL+0.75*LL+0,75*WL) = 8.28 k M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 4.41 k M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft P(0.6*DL+WL) = 2.55 k M(o.6*DL+WL) = 0.00 k-ft e= 0.00 ft P(0.6*DL+0.7E) = 2.55 k M(0.6*DL+0.7E) - 0.00 k-ft e= 0.00 ft P t Analysis gmax = 1098 psf M qmin = 1098 psf 11 in 3.00 ft _*fir Lis'-. ? • �rsY ' :. �' .. .��. �?_ :�.,�x-. �: Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 1.85 k FS = N/A FS = N/A OK- Use 3 ft x 3 ft x 11 in Ftg Bottom Reinforcement #4 @ 20 in O.C. E.W. SF7 - Spread Footing for post RP4 PDL = 1.26 k PLL = 2.25 k PWL(+)= 0.00 k PWL(_)= 0.00 k P0.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) = 3.99 k P(DL+WL) = 1.74 k P(DL+0-7E) = 1.74 k P(DL+0.75*LL+0.75-WL) = 3.43 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 2.08 k P(0.6*DL+WL) = 1.24 k P(0.6*DL+0.7E) = 1.24 k 2.00 ft MDL = 0.00 k-ft MLL = 0.00 k-ft MWL (+) = 0.00 k-ft MWL(_)= 0.00 k-ft M0.7E = 0.00 k-ft M(DL+LL) = 0.00 k-ft e= 0.00 ft M(DL+WL) = 0.00 k-ft e= 0.00 ft M(DL+0.7E) = 0.00 k-ft e= 0.00 ft M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft M(DL+0.75"(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft M(o.6*DL+NNr,) = 0.00 k-ft e= 0.00 ft M(0.6*DL+0.7E) = 0.00 k-ft e= 0.00 ft 4, Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.83 k FS = N/A FS = N/A Analysis qmax = 998 psf qmin = 998 psf OK- Use 2 ft x 2 ft x 10 in Ftg Bottom Reinforcement #4 @ 22 in O.C. E.W. SF8 - Spread Footing for post PI PDL = 2.39 _k MDL = 0.00 k-ft PLL = 4.00 k MLL = 0.00 k-ft PWL (+) = 0.00 k MWL (+) = 0.00 k-ft PWL (_) = 0.00 k MWL (_) = 0.00 k-ft Po,7E = 0.00 k Mu,7E = 0.00 k-ft Allowable Soil Bearing = 1500 psf P(DL+LL) = 7•22 k M(DL+LL) = 0.00 k-ft e= 0.00 ft P(DL+WL) = 3.22 k M(DL+wz) = 0.00 k-ft e= 0.00 ft P(DL+0.7E) = 3.22 k M(DL+0.7E) = 0.00 k-ft e= 0.00 ft P(DL+0.75*LL+0.75*WL) = 6.22 k M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 3.82 k M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft P(o.6*DL+WL) = 2.26 k M(o.6*DL+WL) = 0.00 k-ft e= 0.00 ft P(0.6*DL+0.7E) = 2.26 k M(0.6*DL+0.7E) = 0.00 k-ft e= 0.00 ft IF Analysis ( qmax = 1155 psf M gmin = 1155 psf 11 in 2.50 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 1.32 k FS = N/A FS = N/A OK- Use 2.5 ft x 2.5 ft x 11 in Ftg Bottom Reinforcement #4 @ 20 in O.C. E.W. SF9 - Spread Footing for post P5 PDL = 1.24 k MDL = 0.00 k-ft PLL = 2.59 k MLL = 0.00 k-ft PWL (+) = 0.00 k MWL (+) = 0.00 k-ft PWL (_) = 0.00 k MWL (_) = 0.00 k-ft P0.7E = 0.00 k M0,7E = 0.00 k-ft Allowable Soil Bearing = 1500 psf P(DL+LL) = 4.31 k M(DL+LL) = 0.00 k-ft e= 0.00 ft P(DL+WL) = 1.72 k M(DL+H.L) = 0.00 k-ft e= 0.00 ft P(DL+0.7E) = 1.72 k M(DL+0.7E) = 0.00 k-ft e= 0.00 ft P(DL+0.75*LL+0.75*WL) = 3.67 k M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 2.11 k M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft P(0.6*DL+WL) = 1.23 k M(0.6*DL+WL) = 0.00 k-ft e= 0.00 ft P(o.6*DL+0.7E) = 1.23 k M(0.6*DL+0.7E) = 0.00 k-ft e= 0.00 ft p Analysis gmax = 1078 psf gmin = 1078 psf -_� 10 in 2.00 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UM = 0.83 k FS = N/A FS = N/A OK- Use 2 ft x 2 ft x 10 in Ftg Bottom Reinforcement #4 @ 22 in O.C. E.W. SF10 - Spread Footing for P4 PDL = 0.84 k MDL = 0.00 k-ft PLL = 2.95 k MLL = 0.00 k-ft PWL (+) = 0.00 k MWL (+) = 0.00 k-ft PWL (_) = 0.00 k MWL (.) = 0.00 k-ft Po.7E = 0.00 k Mo.7E = 0.00 k-ft Allowable Sail Bearing = 1500 psf P(DL+LL) = 4.32 k M(DL+LL) = 0.00 k-ft P(DL+WL) = 1.37 k M(DL+WL) = 0.00 k-ft P(DL+0.7E) = 1.37 k _ M(DL+0.7E) = 0.00 k-ft P(DL+0.75•LL+0.75*WL) = 3.58 k M(DL+0.75*LL+0.75*wL) = 0.00 k-ft P(DL+0,75*(0.7E)+0.75*(0.2*LL)) _ 1.81 k M(DL+0.75*(0.7E)+0.75*(0.2*LL)) _ 0.00 k-ft P(0.6*DL+WL) = 1.04 k M(a,6*DL+WL) _ - 0.00 k-ft P(u.6*DL+0.7E) = 1.04 k M(a,6*DL 0.7E) = 0.00 k-ft I :. 11 in 2.00 ft T: v x Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.88 k FS = NIA FS = N/A Analysis qmax = 1080 psf qmin = 1080 psf e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft OK - Use 2 ft x 2 ft x 11 in Ftg Bottom Reinforcement #4 @ 20 in O.C. E.W. SFI1 - Spread Footing for post RP3 PDL = 1.79 k PLL = 2.98 k PN.L, (+) = 0.00 k P0.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) = 5.25 k P(DL+N'L) = 2.27 k P(DL+0.7E) - 2.27 k P(DL+0.75*LL+0.75*WL) = 4.51 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 2.72 k P(o.6*DL+WL) = 1.56 k P(o.6*DL+0.7E) = 1.56 k MDL = MLL _ MWL (+) = MWL(.) _ M0.7E = 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft M(DL+LL) = M(DL+%N'L) = M(DL+0.7E) = M(DL+0.75*LL+0.75*WL) = M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = M(0.6*DL+WL) = M(0.6*DL+0.7E) = 10 in 2.00 ft w .•l i.:'1' �- Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.83 k FS = N/A FS = N/A 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Analysis qmax = qmin = 1313 psf 1313 psf e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft OK- Use 2 ftx 2 ft x 10 in Ftg Bottom Reinforcement #4 @ 22 in O.C. E.W. SF12 - Spread Footing for post P6 PDL = 1.92 k PLL = 4.00 k PWL (+, = 0.00 k PWL(_,= 0.00 k Po,E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) = 6.75 k P(DL+WL) = 2.75 k P(DL+0.7E) = 2.75 k P(DL+0.75*LL+0.75*WL) - 5•75 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 3.35 k P(0.6*DL+WL) = 1.98 k P(0.6*DL+0.7E) = 1.98 k MDL = MLL = M WL (+) M WL M0.7E - 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft M(DL+LL) = M(DL+WL) = M(DL+0.7E) - M(DL+0.75*LL+0.75*WL) = M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = M(0.6*DL+WL) = M(0.6*DL+0.7E) = 11 in 2.50 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 1.32 k FS = N/A FS = N/A 0.00 k-ft 0.00 k--ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Analysis qmax = qmin = 1080 psf 1080 psf e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft e= 0.00 ft OK- Use 2.5 ft x 2.5 ft x It in Ftg Bottom Reinforcement #4 @ 20 in O.C. E.W. SF13 - Spread Footing for post P7 PDL = 1.17 k PLL = 2.44 k PWL (+) = 0.00 k PV& (_) = 0.00 k P0.7E = 0.00 k Allowable Soil Bearing = 1500 psf P(DL+LL) = 4.09 k P(DL+WL) = 1.65 k P(DL+0.7E) = 1.65 k P(DL+0.75*LL+0.75*WL) = 3.48 k P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 2.02 k P(0.6*DL+WL) = 1.19 k P(0.6*DL+0.7E) = 1.19 k 2.00 ft MDL = 0.00 k-ft MLL = 0.00 k-ft MWL (+) = 0.00 k-ft MWL (_) = 0.00 k-ft M0.7E = 0.00 k-ft M(DL+LL) = 0.00 k-ft e= 0.00 ft M(DL+N'L) = 0.00 k-ft e= 0.00 ft M(DL+0.7E) = 0.00 k-ft e= 0.00 ft M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft M(0.6*DL+WL) = 0.00 k-ft e= 0.00 ft M(0.6*DL+0.7E) = 0.00 k-ft e= 0.00 ft Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0.00 k-ft UR = 0.83 k FS = N/A FS = N/A Analysis qmax = 1023 psf qmin = 1023 psf OK- Use 2 ft x 2 ft x 10 in Ftg Bottom Reinforcement #4 @ 22 in O.C. E.W. SF14 - Spread Footing for post P8 PDL = 0.79 k MDL = 0.00 k-ft PLL = 1.65 k MLL = 0.00 k-ft PN,L (+) = 0.00 k MWL (+) = 0.00 k-ft PWL (_) = 0.00 k MWL (_) = 0.00 k-ft Po.7E = 0.00 k Mo,7E = 0.00 k-ft Allowable Soil Bearing = 1500 psf P(DL+LL) = 2.66 k M(DL+LL) = 0.00 k-ft e= 0.00 ft P(DL+QVL) = 1.01 k M(DL+WL) = 0.00 k-ft e= 0.00 ft P(DL+0.7E) = 1.01 k M(DL+0.7E) = 0.00 k-ft e= - 0.00 ft P(DL+0.75*LL+0.75*WL) = 2.25 k M(DL+0.75*LL+0.75*WL) = 0.00 k-ft e= 0.00 ft P(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 1.26 k M(DL+0.75*(0.7E)+0.75*(0.2*LL)) = 0.00 k-ft e= 0.00 ft P(o.6*DL+WL) = 0.69 k M(u.VDL+WL) = 0.00 k-ft e= 0.00 ft P(o-6*DL+0.7E) = 0.69 k M(u•6*DL+0.7E) = 0.00 k-ft e= 0.00 ft j�Analysis gmax = 1181 psf gmin = 1181 psf 8 in 1.50 ft s �,.. .. Overturning Resistance Uplift Resistance O = 0.00 k-ft U = 0.00 k OR = 0,00 k-ft UR = 0.44 k FS = NIA FS = N/A OK - Use 1.5 ft x 1.5 ft x 8 in Ftg Bottom Reinforcement #4 @ 26 in O.C. E.W. GENERAL NOTES LIFE SAYET Y N OTES (continued FRAMING NOTES ( continued Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/z" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or 11 or of equivalent graspablity. IRC 311.7.8 c)vide one operable escape window in the basement, habitable is and in each sleeping room meeting all of the following -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. ;scape windows located under decks or porches must have a path 6 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/z -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"0"0.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 Joists less than 18" and beams less than 12" to grade and all wood exposed to weather shall be preservative -treated or naturally resistant to decay. IRC R317 IBC 2304.11 Joists shall have not less than 1.5 inches bearing on wood or metal and 3 inches on concrete. Joists shall be prevented from rotating at the ends and at intermediate support by approved hangers, 2 inch nominal blocking, or attachment to a rim board. IRC 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8-10d nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"x30" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. V) W H z° z O H U �D V)Q U Qw W O z� CW.7 U NO MECHANICAL NOTES FLUMBIN(i 1NU1La PIKL-KA1 EV C:UIN J 1 KU C:1 WN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"00" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor- air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 Fixtures installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation sshall not discharge through the backwater valve. UPC 710.1 I Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 [Nfa"ing shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 Hot water heater must be seismically anchored or strapped at points within the upper one-third and lower one-third of its vertical dimensions. At the lower point, a minimum distance of 4" must be maintained above the controls with the strapping. UPC 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 JMinimum 1" air -gap required at dishwasher. UPC 414.3 1 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/2" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 lDraftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transitibuilders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be undisturbed and can be freely accessed. 2) The surveyor shall locate the elevation of the first floor prior to the City under -floor inspection. 3) A final letter of height confinnation shall be provided upon completion of the structure. �o O N Z � N ¢�N CF ;> 7Z O N N E71� CN 2 GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2017 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (2014 SWMMWW) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION 1S IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTUNED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY. SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS A BALANCED EARTHWORK PROJECT, SIGNIFICANT EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE NOT EXPECTED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTIUTIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 31. SEE MECHANICAL DRAWINGS (WHERE APPUCABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) -FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION 34. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY ROW SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 35. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SW1 /4, NE1 LEGEND i O EXISTING MONUMENT AS DESCRIBED I( S H ARON - PC R E S T VO L 1 8 G 83 ) • SET 1/2" X 24" REBAR & I CAP STAMPED "LSA 22969" I LOT 4 I TBM B TEMPORARY BENCH MARK "B" AT CENTER OF WATER METER ._-L--_ __ - TOP ELEVATION=128.34___ APP CAROL WAY BENCH MARK ORIGINATING TOP OF 3" BRASS SURFACE MONUMENT AT THE INTERSECTION OF 9TH AVENUE N. & CAROL WAY, AS SHOWN HEREON ELEVATION 100.00 DATUM ASSUMED T.B.M. "A" MAG NAIL IN ASPHALT, NORTH SIDE OF CAROL WAY, t41• N.E. OF THE N.W. PROPERTY CORNER, AS SHOWN HEREON ELEVATION : 128.86 UTILITY NOTE THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE LOCATION OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY. SEWER NOTE ACCORDING TO THE CITY OF EDMONDS, THE SUBJECT PROPERTY IS CONNECTED TO THE PUBLIC SEWER SYSTEM; HOWEVER, FURTHER RESEARCH DOES NOT YIELD HOW OR WHERE THE CONNECTION IS LOCATED. BUILDING HEIGHT CALCULATION A = 131.7 B = 133.0 C = 134.5 D = 533.4 ]3�2 s 4 = 133.4 AVERAGE ORIGINAL ELEVATION + 25.0 = 158.4 MAX. ALLOWED HEIGHT PROPOSED MAXIMUM ROOF HEIGHT = 157.10 BUILDING HEIGHT = 157.10 - 133.4 = 23.70 FT 4 OF SECTION 24, T.27N., R.3E., W.M. I I I I I I LOT 5 EX. C.B. I wv(O-12aez..le nos 1 TOP 4• STAND wPE(N)"1]0.fi2 LOT 6 + J_ Na L2SI Izy Ne - - '1 MA (x3) (x3) VERTICAL CURB I EX. C.B. Ex cns LINE ' -)��- \�-----\, EX. C.B.--- TOP-12T.o0 INV(E)=121.77-9°GONG. Tq 40 LF^• 8"6 /7177' TOP=13o.a1 INV(W)-121.eT-8"GONG. I DETENTION I MWS) t]e71-12CONC. - c� _ CRE EX.. C.B. wv(s)=tza.n-1z cost. EX. 0.1' DIAMETER _ NEW ROOF / / CH GRAIN pNWA'A TOP=112.1. INAQ-1za.71-VECINC. 131 To 3212 9 ' INV(5)=129.T9-4°PVC INV(N),-12d51 1eGGNC. OUT(N 8030IRON E W, 0.75') _r_ l N�-i- 7 %� B=}J.O �� tzT.za-e°ADs II EX. UNCAPPED 1/2" 1-R�y)SEp I -_ COVERED PORCH REBAR FOUND AT 'BULDING \II so.e• 1 .--d 10' BSBL CALC'D POSITION / / OILS(; TUNE a �' / I 1 r 1n\a4 10l I / \ q) MINIMUM HEIGHT RECTANdUE j li }-----{ ( / \ / Al 14.51 i --Ji EX. BUILDING`. , Y,,� - I 7 \/ \i I Oq5 MF=135.37 ` I .� POST •T / No MOOR=144.06 �� ' - - / Q O REVISED BUILDING OUTLINE I ' < 23Y - ^ fOV. l I i I P 1) n 1s.o 1-3a.ss. In> .^ . l �� 7/'bO 0 A I II I TEx. OMAIN°OON<R@E P Ig > � OVRPATIO' � PARCEL B �I TRENCH DRAIN a \ L 2) 3 l 0 6' I ,-D=134.2 I: / \ \ \` •.. RAIN ORNC N W E I f S ?A l SCALE : 1"-20' I I / ---- -- - ---------------- 10'BSBL 0' 5' 10' 2031T 40' I A INLECTRI POWER UTILITIES, IV INGRESS/EGRESS 10 J AND ELECTRIC POWER EASEMENT F& TILITIES EASEMENT`S - - (A.F. NO. 886253) N (A.. NO. 930928) ---------- ------�/`------- - - - - - - -- yr10' DRAINAGE EASEMENT I/ - _ - I (A_F. NO_8901130 -)- BUILDING FOOTPRINT 3,737 SO. FT. + 150 SO. FT. COVERED PORCH + 270 SO. FT. COVERED PATIO = 4.157 SO. FT SefaAale_ pvvmcl is BUILDING COVERAGE t,*%wA if oAj%)s+vvv� 4,157 SO. FT. - 18,301 SQ. FT. = 22.71% W% kO(jA -LM �3"'"�"'�� or Y`BOp(.&ty iva.viv�s w nt'itrad 4C revue., of tN pAl"f/L �4 t'4("rJ ' LEGEND -@- SEWER MANHOLE Or UTILITY POLE ® CATCH BASIN MANHOLE _CI? GUY ANCHOR POLE ❑ m CATCH BASIN pm ELECTRICAL BOX BASIS OF BEARINGS 0 9 YARD DRAIN p °R TELEPHONE PEDESTAL THE MONUMENTED CENTERLINE OF 9TH AVENUE N., PER THE 0 STORM DRAIN CLEANOUT pc"^' CABLE TV BOX PLAT OF SHARON CREST, AS RECORDED IN VOLUME 18, 0 PAGE 83, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. 0 SANITARY SEWER CLEANIOUT PV POWER VAULT D4'R+ WATER VALVE LUMINAIRE LEGAL DESCRIPTION FIRE HYDRANT )XN AREA LIGHT THE SOUTH HALF OF TRACT 7, PUGET SOUND MACHINERY DEPOT FIVE ol� IRRIGATION CONTROL VALVE -w GUY ANCHOR ACRE TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE(S) 47, RECORDS OF SNOHOMISH COUNTY, 6M WATER SPIGOT H/C HANDICAP RAMP WASHINGTON; EXCEPT THE WEST 406.8 FEET; AND o90 WATER BLOW -OFF a SIGN AS NOTED EXCEPT THAT PORTION LYING EAST OF A LINE THAT BEGINS AT A POINT ON THE NORTH LINE OF THE SOUTH HALF OF SAID TRACT 7, 1B WATER METER 11--x-x FENCE AS NOTED SOUTH 89.34'28' EAST, 517.86 FEET FROM THE NORTHWEST CORNER 0. SPRINKLER MAILBOX THEREOF AND EXTENDS SOUTH 0O'OrI2' EAST, 165.00 FEET TO THE SOUTH LINE OF SAID TRACT 7; 9 GAS VALVE • BOLLARD TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS, AND FOR ET• GAS METER 000:D ROCKERY UTILITIES OVER, ACROSS AND UNDER THE SOUTH 15 FEET OF THE WEST 406.8 FEET OF TRACT 7 OF SAID PLAT, EXCEPT PORTION LYING -SD- STORM SEWER LINE WETLAND FLAG WITHIN 9TH AVENUE NORTH. -SS- SANITARY SEWER LINE TREE AS NOTED (ALSO KNOWN AS PARCEL A OF CITY OF EDMONDS SHORT SUBDIVISION NO. S-25-88 RECORDED UNDER RECORDING NO. -W -WATER LINE 8809080289, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.). - E - ELECTRICAL LINE ASPHALTIC CONCRETE PAVEMENT SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. - T - TELEPHONE LINE SUBJECT TO ANY EASEMENTS, RESTRICTIONS AND RESERVATIONS OF CEMENT CONCRETE PAVEMENT RECORD. _ G - NATURAL GAS LINE -OH- OVERHEAD UTILITY LINES EXISTING IMPERVIOUS SURFACE 1949 HOUSE (ROOFUNE) 1,571 SF DRIVEWAY 435 SF WALKWAY 11 SF ' TOTAL 2.017 SF THE 1949 HOUSE, DRIVEWAY AND WALKWAY WERE BUILT PRIOR TO JULY 7, 1977. THEREFORE, MEET THE DEFINITION OF NON -REGULATED IMPERVIOUS SURFACE. 1989 HOUSE ADDITION (ROOFLINE) 1,344 SF DRIVEWAY 1,312 SF TOTAL 2.656 SF THE 1989 IMPROVEMENTS WERE APPROVED WITH DETENTION PIPE (18-INCH DIAMETER) SIZED FOR 2,656 SF OF IMPERVIOUS SURFACE THAT WAS ADEQUATE UNDER THE PROVISION OF THE STORMWATER CODE IN EFFECT AT THAT TIME. ,:•Edmonds `� I _ 1 I' 1 , I ` ( �1 al l a. ' Elementary". T, 1- -A. L- 1. I I i �I 1.� a 11 ' t it .I. ltz il ti EA L �� ro�rine 11 R9DnrI ( aoe I I t iWT J� I I I I I I I I LI Mal ! VICINITY MAP NOT TO SCALE N OWNER/APPLICANT SURVEYOR MISTY ALSETH 950 CAROL WAY CONTACT. JEFFREY TREIBER LOVELL-SAUERLAND & ASSOCIATES, INC. EDMONDS, WASHINGTON 98020 19217-36TH AVENUE W. SUITE 106 LYNNWOOD, WA. 98036 PHONE : 206-407-8918 E-MAIL : MISTYALSETHOGMAIL.COM PH.: 425-775-1591 E-MAIL: JEFFTQLSAENGINEERING.COM PARCEL NUMBER ENGINEER 00548900000705 CONTACT: JOHN YUEN LOVELL-SAUERLAND & ASSOCIATES, INC. 19217-36TH AVENUE W. SUITE 106 PROPERTY AREA LYNNWOOD. WA. 98036 PH.: 425-775-1591 18.301 SQ. FT. E-MAIL• JOHNYBL.SAENGINEERING.COM PROPERTY ADDRESS WATER SERVICE 950.CAROL WAY CITY OF EDMONDS ZONING POLICE PROTECTION RS-18 CITY OF EDMONDS TELEPHONE PUBLIC SCHOOLS FRONTIER EDMONDS SCHOOL DISTRICT NO. 15 ELECTRICITY FIRE PROTECTION P.U.D. NO. 1 OF SNOHOMISH COUNTY FIRE DISTRICT NO. 1 STORMWATER SYSTEM SANITARY SEWER SERVICE CITY OF EDMONDS CITY OF EDMONDS NATURAL GAS PUGET SOUND ENERGY ZOne R�la Corner-Fiaa-L Setback Front Required ACtUal Sid es s N N©VD BY CANNING Rest, Other H lht 1 tPIIII LAVISiON # A NOTED CIVIL PLANS atie:_y-IS C7 EXISTING CONDITIONS/COVER HEI C2 CLEARING AND SWPPP PLAN C3 DRAINAGE AND SITE DEVELOPMENT PLAN C4 TRAFFIC CONTROL & HAUL ROUTE PLAN PROJECT CLASSIFICATION SOIL DATA: ALDERWOOD-URBAN LAND COMPLEX 2-8% SLOPES WATERSHED: SHELL CREEK SCANNED PROJECT TYPE: CATEGORY 1 PROJECT SITE AUG 1:; %BIB COMPLIES WITH APPLICABLE CITY MWA�TER ODE CITY COPY EXISTING CONDITIONS/COVER SHEET REUB FOR N Z 8 2018 JU20i8 MISTY ALSETH �JNaDF.E?n yr IN SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3E., W.M. CITY OF EDMONDS APPROVED FOR CONSTRUCTION SNOHOMISH COUNTY, WASHINGTON CITY OF EDMONDS WY- REVISED PER CITYS REVIEW COMMENTS DATED JUNE 20, 2018 JWY 6-29-18 OpW G DATE: JM Lovell-Sauerland & Associates, Inc. SHEET LIIIIIIIIIIIIIIIIIN 0- C1 Engineers/Surveyors/Planners/Development Consultants BY. �a 3,PP35420 e-mail: info®Isaengineering.com web: lsaengineering.com CITY ENGINEERING DIVISION sIONALmI 19217 36th Avenue W., Suite 106 • Lynnwood, WA 98036 (425)775-1591 DRAWN CHECKED DATE F.B. 551 SCALE FILE NO. Olt/2 j/2018 D.V.W. J.T.T. 12/15/17 PG'S 53. 55 ,"=2D 5711 of�t A SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3E., W.M. THE CONSTRUCTION SWPPP 13 ELEMENTS THE 13 ELEMENTS THAT ARE PART OF A CONSTRUCTION SWPPP ARE AS FOLLOWS: 1. MARK CLEARING UNITS: PRIOR TO CLEARING OR DISTURBING THE UNITS MUST BE MARKED. THIS ELEMENT IS PART OF MOST NORMAL CONSTRUCTION PLANS AS ONE OF THE FIRST STEPS. 2 ESTABLISH CONSTRUCTION ACCESS ALL EROSION CONTROL PLANS SHALL INSTALL A STABILIZED CONSTRUCTION ENTRANCE (OR OTHER METHOD OF PREVENTING SEDIMENT TRANSPORT ONTO THE ROADS). IF A STANDARD GRAVEL CONSTRUCTION ENTRANCE IS PROPOSED, USE GEO-TEXTILE FABRIC UNDER THE ROCK. NOTE: A WHEEL WASH IS REQUIRED FOR PLANS THAT PROPOSE WINTER GRADING. 3. DETAIN FLOWS: BASED ON A DOWNSTREAM ANALYSIS IT MAY BE NECESSARY TO DETAIN RUNOFF FROM A SITE UNDER CONSTRUCTION. IT MAY BE NECESSARY TO CONSTRUCT AND USE A DETENTION POND TO CONTROL FLOWS DURING CONSTRUCTION. 4. INSTALL SEDIMENT CONTROLS: IF THERE IS RUNOFF FROM THE CONSTRUCTION SITE, SEDIMENT SHALL BE REMOVED FROM THE WATER. NOTE THAT THE WATER QUALITY STANDARDS MUST BE MET. S. STABILIZE SOILS: ALL EXPOSED AND NON -WORKED SOIL SHALL BE STABILIZED BY USE OF BMIPS. NOTE THERE ARE TIME PERIODS OF ALLOWED EXPOSURE THAT DEPEND ON THE SEASON. GROUNDCOVER BOTH TEMPORARY AND PERMANENT NEED TO BE PART OF THE CONSTRUCTION PLANS 6. PROTECT SLOPES: CUT AND FILL SLOPES NEED TO BE PROTECTED FROM EROSIVE FLOWS AND CONCENTRATED FLOWS UNTIL PERMANENT COVER AND DRAINAGE CONVEYANCE SYSTEMS ARE IN PLACE. 7. PROTECT DRAIN INLETS: ALL STORM DRAIN INLETS REQUIRE PROTECTION FROM SEDIMENT AND SILT LADEN WATER. 8, STABILIZE CHANNELS AND OUTLETS TEMPORARY AND PERMANENT CONVEYANCE SYSTEMS SHALL BE STABILIZED TO PREVENT EROSION DURING AND AFTER CONSTRUCTION. CULVERT OUTLETS REQUIRE PROTECTION. 9. CONTROL POLLUTANTS: THE PLAN SHALL SHOW HOW ALL POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS, WILL BE HANDLED. THIS INCLUDES MAINTENANCE OF CONSTRUCTION EQUIPMENT, FERTILIZERS, APPLICATION OF CHEMICALS, AND WATER TREATMENT SYSTEMS 10. CONTROL DE -WATERING: THE WATER FROM DE -WATERING SYSTEMS FOR TRENCHES, VAULTS AND FOUNDATIONS SHALL BE DISCHARGED INTO A CONTROLLED SYSTEM. 11. MAINTAIN BMPS: THE PLAN SHALL PROVIDE FOR INSPECTION AND MAINTENANCE OF THE PLANNED AND INSTALLED CONSTRUCTION BMPS AS WELL AS THEIR REMOVAL AT THE END OF THE PROJECT. 12. MANAGE THE PROJECT: THE PLAN SHALL OUTLINE HOW THE SITE SHALL BE MANAGED FOR EROSION CONTROL AND IDENTIFY THE MANAGEMENT TEAM. IT NEEDS TO COVER PHASING, TRAINING, PRE -CONSTRUCTION CONFERENCE, COORDINATION WITH UTILITIES AND CONTRACTORS. MONITORING AND REPORTING. IT SHALL PROVIDE FOR NOTICE OF PROBLEMS, REVISIONS DURING CONSTRUCTION AND CONTINGENCY PLANNING. ONE OF THE MOST IMPORTANT ELEMENTS IN THE MANAGEMENT OF THE PROJECT IS PLANNING FOR CONTINGENCIES BASED ON THE RISK OF EXPOSURE DURING PHASES OF THE DEVELOPMENT. IT IS ESSENTIAL THAT PLANNING IS ONGOING THROUGHOUT THE LIFE OF THE PROJECT. 13. NOT APPLICABLE. INFILTRATION FACILITY WILL NOT BE INSTALLED. CONSTRUCTION SEQUENCE 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220 EXT.1326. TWO DAYS (48 HR.) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATIONS. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. DEMOUSH EXISTING STRUCTURES. 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. B. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW). 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BE CITY INSPECTOR. 2 25' MIN RADIUS y 1 LWIRY SPALLS Q 2-4' MIN OM 1Y MN DEPTH `l 15' MIN PRO/ OF NDE FULL WIDTH GR65/EGRESS DETAIL NOTES: 1D THE MINIMUM LENGTH SHALL BE EMBED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SIRE MD/OR INTO THE PUBLIC RIGHT-OF-WAY. 0 ATB DRMEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. NOTES, 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR CNERIED TCWMD CONSTRUCOON ENTRANCES SMALL. BE PIPED ACROSS THE ENOLWCE. IF PIPING IS IMPRACTICAL- A MOUNTABLE BERM WITH 5:1 SLOPES BILL BE PEREITIED. 2. MNNFUN"S' - THE ENTRANCE SMALL BE MAINTAINED IN A CONDITION WHICH EN WILL PREVENT TPACIONG OR FLAWING OF SEDIMENT OFF SIDE MD/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALS AS CONDMONS DEMAND AND REPAIR MD/OR CLFANOUT OF ANY MEASURES USED TO TRAP SEDNML AL SEDIMENT $PILL➢, DROPPED, WASHED M 11RACKED OFT SITE AND/OR ONTO PUBM MGM -OF -WAY MUST BE RLMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SIZE WHEN WASHING IS USED, T SHALL 6E CONE ON M AREA SIMILMED WOH QUARRY SPAUS AND WHICH DRAINS INTO M APPROVED SEDIMENT TRAPPING DEVICE 4. INSPECTION AND NEEDED MNNJUANCE SHALL BE PROHOED AFTER EACH RAIN, PROJECT MIN LENGTH OF (FEET) •PROWDE AM OR ASPHALT SIZE QUARRY SPA .S. TRANSITION WHERE FRONTAGE < 1/4 ACRE 30 RIND IS M THROW.. LENGTH ro BE D=MINED < 1 ACRE SO BY Cm INSPECTOR. CITY INSPECTION REQUIRED ON < 3 ACRE too ALL EROSION CONTROL METHODS > 3 ACRE 1W BEFORE OTHER WORK CAN BEGIN STABILIZED CONSTRUCTION AUGUST 2017 CITY OF EDMONDS ENTRANCE PUBLIC WORKS STANDARD DEPARTMENT DETAIL 81. ,690 APPROVEO 61 R. ENGUSH ER-901 UTILITY NOTE THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE LOCATION OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTIUTIES IN THE AREA TO DETERMINE THE LOCATION AND DEPTH OF ALL UTIUTIES ON AND ADJACENT TO THE PROPERTY. SEWER NOTE ACCORDING TO THE CITY OF EDMONDS, THE SUBJECT PROPERTY IS CONNECTED TO THE PUBUC SEWER SYSTEM; HOWEVER, FURTHER RESEARCH DOES NOT YIELD HOW OR WHERE THE CONNECTION IS LOCATED. TEMPORARY POWER POLE MAY BE REQUIRED TO SUPPLY ELECTRICAL SERVICE TO THE EXISTING SINGLE FAMILY RESIDENCE DURING CONSTRUCTION. FILTER FABRIC SECU TO 2' x 2. 14 GA WIRE FABRIC EQUAL NATIVE BAtOFILL `FILTER FABRIC MAIERLIL IN CONIINOUS ROLLS USE STAPUS OR WIRE RINGS TO ATTACH / FABRIC TO WIRE 1. C NTnACTOR/DEVELOPER SHALL MALNTNN AND ENSURE PROPER EROSION GOHr6OL THROUGHOUT PROJECT. CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLDPE OF CONSTRUCTION ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN ACTIVITY. FILTER FABRIC FENCE AU UST aoiCITY OF EDMONDS FILTRATION SYSTEMS STANDARD PUBLIC WORKS 0--ioe DEPARTMENT DETAIL ER-900 APPROVED BO R. ENGUSH OIWE V ' ) •�t Y!S FMXXR SOCIK WINK FILTER LOCK WITH OVER FLOW HOLES OVER FLOW HOLES (1YP) CATCH BASIN G, CATCH NOTES: DAM I. CONTRACIOR/OEVELH MAIN OPER STAIN THIS MPUCA N AT NL TIMES DURING CONBMOCFGN PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL 3. CITY INSPECION REQUIRED ON ALL FAOSKIN CONTROL MEMO DS BEFORE ORDER WORK CM BEGIN. TEMPORARY AUGUST 2-14 017 CITY OF EDMONDS SEDIMENT TRAP ' PUBLIC WORKS FOR CATCH BASINS STANDARD DEPARTMENT DETAIL ts), ,g90 ER-902 APPROVED BY: R. ENGLISH I S H A R 0 N - C R E S T �( V 0 L 1 8 P G. 83) I i I LOT 4 I TBM B TEMPCRARY BENCH MARK "8" I AT CENTER OF WATER METER ----____-i___ ___TOP ELEVATION=128.34___ A PP I CTti CAROL WAYI 187.57' / IP roP�1zGs2 ... . . IxKW7=1z1.aT.-e•coxe. / I EX. C.B. I TOP=1zT.ao INYKE)=fzl.n-emxc I WY(W)=121.aT-9•CONC. I EX. DIAMETER PI IRON PIPE I (N 80'30' W. 0.75') EX. UNCAPPED 1/2" CL REBAR FOUND AT I CALC'D POSITION I I I I cI I I I I FF I U N P L A T T E D I I I I I I I I I I I I I I I I 15' INGRESS/EGRESS, UTILITIES, AND ELECTRIC POWER EASEMENT I -- (A.F. NO. 886253) _ ------------- I I /S� LOT 5 I I EX. C.B.INV(I TOPS)=122 1 _ INV(Eb.YG-12537�a•WNC. RE I 21 UNE7ljDETENTION n�SW�Yvv �I 1 1 ' ------------ so _ CONCRETE STEPS 1� GASIAEFER BE RVLOCATED��i CEX. BUILDING E� b ---- , TQP 120 ' °1 Oro REMAIN) \... a .......... 1 � / Pe I 1 & INGRESS/EGRESS & UTILITIES EASEMENT / - - - (A.F. NO. 930928) ---__-----�.--_- EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES (BMP'S) 1. GRADING AND CONSTRUCTION SHALL BE TIMED AND CONDUCTED IN STAGES TO MINIMIZE SOIL EXPOSURE. 2. THE CONTRACTOR SHALL MINIMIZE OR PREVENT THE TRANSPORT OF SEDIMENT ONTO PAVED SURFACE DURING CONSTRUCTION. IF SEDIMENT IS TRANSPORTED ONTO A PAVED SURFACE IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO CLEAN IT AT THE END OF EACH DAY. 3. SUFFICIENT TESC BMP MATERIALS AND SUPPLIES TO PROTECT THE ENTIRE SITE SHALL BE STOCKPILED ON -SITE PRIOR TO ANY SITE ACTIVITY. 4. THE CONTRACTOR SHALL MAINTAIN AND REPAIR AS NECESSARY ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMP'S TO ASSURE THEIR CONTINUED PERFORMANCE. 5. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 6. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL TEMPORARY DRAINAGE FACILITIES AND STRUCTURES UPON REACHING A DEPTH OF 6 INCHES. 7. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION SHALL OCCUR AT THE END OF EACH WORK DAY. 8. SILTATION BARRIERS AND ALL OTHER TESC MEASURES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL EVENT GREATER THAN 0.1" RAINFALL, AND AT LEAST DAILY DURING PROLONGED RAINFALL EVENTS. 9. INLETS OF THE PERMANENT DRAINAGE SYSTEM, INCLUDING NEWLY INSTALLED INLETS, SHALL BE PROTECTED FROM SEDIMENT INFLUX BY USE OF FILTER FABRIC, MICROPORE BAGS, OR SIMILAR FILTERING MATERIALS AND METHODS. 10. DURING A STORM EVENT, NO CONSTRUCTION ACTIVITY SHALL OCCUR ON SITE EXCEPT FOR WORK ON EROSION CONTROL FACILITIES. 11. ALL DISTURBED SOILS WILL BE COMPOST AMENDED PER BMP T5.13. ESTIMATED GRADING QUANTITIES (SITE DEVELOPMENT) DISTURBED AREA: 0.21 ACRES CUT = 100 C.Y. FILL = 100 C.Y. THE QUANTITIES LISTED ARE FOR THE PERMITTING PROCESS ONLY AND SHOULD NOT BE CONSIDERED PRECISE AMOUNTS FOR BIDDING PURPOSES. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIMSION LEGEND O EXISTING MONUMENT AS DESCRIBED • SET 1/2" X 24" REBAR & CAP STAMPED "LSA 22969" BENCH MARK TOP OF 3" BRASS SURFACE MONUMENT AT THE INTERSECTION OF 9TH AVENUE N. & CAROL WAY, AS SHOWN HEREON ELEVATION 100.00 DATUM ASSUMED NAG NAIL IN ASPHALT, NORTH SIDE OF CAROL WAY, ±41' N.E. OF THE N.W. PROPERTY CORNER, AS SHOWN HEREON ELEVATION : 128.86 LOT 6 EX MH TOP=130" INV(N)-12380-9•CON G INV(YD=12].T0�8•CONC. A W ss . ELEC\ CAL NOTE lb / o � h 0 PARCEL B W E S SCALE : i"=20' 0' 5' 10' 20' 36 40' �\J J1O' DRAINAGE EASEMENT A.F. NO. 8901130372) --------------------_ BASIS OF BEARINGS THE MONUMENTED CENTERLINE OF 9TH AVENUE N., PER THE PLAT OF SHARON CREST, AS RECORDED IN VOLUME 18, PAGE 83, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. ry-y-\ CL CLEARING LIMITS -X- FF FILTER FENCE (STD DETAIL ER-900) -- IP INLET PROTECTION (STD DETAIL ER-902) CE CONSTRUCTION ENTRANCE PER EDMONDS STANDARD DETAIL ER-901 CLEARING AND SWPPP PLAN REOUB FOR JUN 2 8 2018 MISTY A L SE TH WINO ?AR MPS3NT IN SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON REVISED PER CINS REVIEW COMMENTS DATED JUNE 20. 2018 JWY 6-29-18 L olA/zq/2oi5 SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3E., W.M. I I I S H A R O N - CREST I I I ( V 0 L 1 8 P G. 8 3) I I I I CB TYPE 1 I I I LOT 4 N 128.54�8' vvc (sj avER I LOT 5 EX. C.B. I LOT 6 INV"125.]O�Ex 6' CONIC. (E) I INVm125.80�EX 8' CONC (W) R„ TOP-1-12 1 INV(S)=128M 4"PVC I H TEMPORARY BE SWD GUVER AT CENTER OF I VCP (5) TOP ELEV sd16�311vc u -____ pa n� ^ •� k'' .. ` _ IxV(E&fY)=1ze.a>"e"coxc. 3 I ti' EX. C.B. ��(E7=1za82-18'ADs INV(N)128.82-4'PVC rGP a" srAND Pux(n)-139.6z EX MH rOP=t3(Iss WV(N)=123.80�8"GONG. INv(Wj-1z3.]o-e'canc. +128.9 - +12a8 *t29.0 ..::::..._ ... : _-__I -__---_---_- __---- CAROL WAYI o T -A P 1azsT / s - NEX. C.B. INV(E)"111.]7-8-00nC. A � EX. 0.1' DIAMETER A�6 l IRON PIPE (N BOW W. 0.75') EX. UNCAPPED 1/2" ,P2 +,. REBAR FOUND AT CALC'D POSITION I I I CB #3 (TYPE 1/ L TYPE 1L W/Olw COVER MP 131.69 I~27.75 5+ Airy. I I CB #2 (TYPE 1-L) U N P L A T T E D PE 1L W/SO D COVER INV-I .96 INV�127.98 I I CB #1 (TYPE 1-L) T E 1 WaRANE &GRATE TOP=131 INW12a16�10' PVC IN) I I I I I I 15' INGRESS GRESS, UTI AND ELECTRIC LITIES, POWER EASEMENT - - �(A.F. NO. 886253) _ ------------- I LEGEND OO EXISTING MONUMENT AS DESCRIBED • SET 1/2" X 24" REBAR & CAP STAMPED "LSA 22969" BENCH MARK ORIGINATING TOP OF 3" BRASS SURFACE MONUMENT AT THE INTERSECTION OF 9TH AVENUE N. & CAROL WAY, AS SHOWN HEREON ELEVATION 100.00 DATUM ASSUMED T.B.M. "A" MAG NAIL IN ASPHALT, NORTH SIDE OF CAROL WAY, t41' N.E. OF THE N.W. PROPERTY CORNER, AS SHOWN HEREON ELEVATION : 128.86 BASIS OF BEARINGS THE MONUMENTED CENTERUNE OF 9TH AVENUE N.. PER THE PLAT OF SHARON CREST, AS RECORDED IN VOLUME 18, PAGE 83, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. LEGAL DESCRIPTION THE SOUTH HALF OF TRACT 7, PUGET SOUND MACHINERY DEPOT FI ACRE TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE(S) 47. RECORDS OF SNOHOMISH COUNTY WASHINGTON' EXCEPT THE WEST 406.8 FEET; AND EXCEPT THAT PORTION LYING EAST OF A LINE THAT BEGINS AT A POINT ON THE NORTH LINE OF THE SOUTH HALF OF SAID TRACT 7, SOUTH 8934'28" EAST, 517.86 FEET FROM THE NORTHWEST CORNER THEREOF AND EXTENDS SOUTH 00'07'12" EAST, 165.00 FEET TO THE SOUTH LINE OF SAID TRACT 7; TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS, AND FOR UTILITIES OVER, ACROSS AND UNDER THE SOUTH 15 FEET OF THE WEST 406.8 FEET OF TRACT 7 OF SAID PLAT, EXCEPT PORTION LYING WITHIN 9TH AVENUE NORTH. (ALSO KNOWN AS PARCEL A OF CITY OF EDMONDS SHORT SUBDIVISION NO. S-25-88 RECORDED UNDER RECORDING NO. 8809080289, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.). SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SUBJECT TO ANY EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. UTILITY NOTE THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE LOCATION OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY. SEWER NOTE ACCORDING TO THE CITY OF EDMONDS, THE SUBJECT PROPERTY IS CONNECTED TO THE PUBLIC SEWER SYSTEM: HOWEVER, FURTHER RESEARCH DOES NOT YIELD HOW OR WHERE THE CONNECTION IS 6" ABO LOCATED. POST -CONSTRUCTION SOIL QUALITY AND DEPI ALL DISTURBED PERVIOUS SURFACE AND CONVERTED PERVIOUS SURFACE AREA BE COMPOST -AMENDED. (REFER TO 2014 SWMMWW, VOLUME V, CHAPTER 5, SMI T5.13 POST -CONSTRUCTION SOIL QUALITY AND DEPTH). NOTE THAT ALL TEXT PRESENTED BELOW IS EXCERPTED FROM THE DEPARTMENT ECOLOGY 2012(14) STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGI (SWMMWW), VOLUME V, BMP T5.13: POST -CONSTRUCTION SOIL QUALITY AND DEI SOIL QUALITY. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NO! COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY ( ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION. DEMONSTRATE THE FOLLOWING: 1. A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL THE TOPSOIL LAYER 1� SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. 2. MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. 3. USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS: a. THE ORGANIC CONTENT FOR 'PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING THE COMPOST SPECIFICATION FOR BIORETENTION (BMP T7.30), WITH THE EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35% SIOSOUDS OR MANURE. THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40% TO 65% AND A CARBON TO NITROGEN RATIO BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 350 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION. b. CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING (A.) ABOVE: OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND NOT EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-8, TESTING PARAMETERS, IN WAC 173- 350-220. O 10.6% "!? EX. GAS LINE' =12).62 i o EG 1. a' 40 LF� 8"0_ 1 U'-tfi' vcP U �' _ A 0.72x DETENTION / 'CONCRETE:•• / DRIVEWAY I �y I T♦' li 4" PVc DRAIN y - E%. BI�IJI,. 31 MF-OR=144.06 ♦♦♦♦ r I 13PID FLQOR=144.06 `+* I♦ � � Q� 1 (TIP.) i 1D `RIDGE UN "CONS@iE PAi101 4"P 00EI D�IiN / TRENCH ttIPt13A20 fi }734A. S o AINGDnxG >ba '. +gyp I♦ I +tea I � a \ ' IV INGRESS/EGRESS r& UTILITIES EASEMENT - - / ♦,�y 1 (A.F. NO. 930928) _------ - - +O / oG �s s / / %HPVD - ------------- * EX. C.B. / d TOP=130. INV(W)=t28.76-8'CONC. C.B. INv(s)=1za71..1z•caNc. f2.14 INV(E)=t28.]t-e'CONC. =129.79-4'PVCRO w iIExGVm & PUN ) INV(N)-12a81M2"CIXIC. .1212a-a^ros 0.3 r PVO•N PARCEL B ^iYg N I E S SCALE : 1"_20' 10' 20' 30' 40' 3rz I6 -- 10' DRAINAGE EASEMENT J(A.F. NO. 8901130372) ------------------ SECSECTION LON A -AA -A PARALLEL PIPE INSTALLATION DETAIL NOT TO SCALE BEEDING MATERIAL: 5/8" MINUS CRUSHED PER CITY OF EDMONDS MODIFICATION TO DIVISION 9 (9-03.16.A.2) OF W'SDOT STANDARD SPECIFICATIONS FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION, OR SUITABLE EXCAVATED MATERIAL AS APPROVED BY CITY ENGINEER. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTION OF 957 DENSITY PER ASTM D 1557. IF UNSTABLE MATERIAL IS ENCOUNTERED AT THE TRENCH BOTTOM, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED BY CITY ENGINEER. PRE -PROJECT: EX. ROOF = 1.571 SF (YEAR BUILT: 1949) NON -REGULATED ROOF (ADDITION) = 1.344 SF (YEAR BUILT: 1989) MITIGATED EX. DRIVEWAY- = 1.312 SF (YEAR BUILT: 1989) MITIGATED EX WALKWAY - 435 SF (YEAR BUILT: 1949) NON -REGULATED EX. CONIC. STEPS- = 11 SF (YEAR BUILT: 1949) NON -REGULATED EX. PATIO (UNCOVERED) = 582 SF (YEAR BUILT: 1994) NON -MITIGATED TOTAL = 5,255 SF • - TO BE REPLACED *• - TO BE REMOVED POST -PROJECT: E%ISTING HARD SURFACES THAT DO NOT DRAIN TO AN APPROVED STORMWATER MANAGEMENT FACILITY AND THAT WILL REMAIN AFTER THE PROJECT USE ON -SITE STORMWATER MANAGEMENT BMPs TO MANAGE THOSE EXISTING HARD SURFACE: EX. ROOF = L571 SF (YEAR BUILT: 1949) NON -REGULATED EX. ROOF (ADDITION) = 1,103 SF (YEAR BUILT: 1989) MITIGATED ROOF (ADDITION) = 1,903 SF (PROPOSED) NEW ROOF (GARAGE) = 214 SF (PROPOSED) NEW PLUS REPLACED EX. PATIO (UNCOVERED) = 316 SF (YEAR BUILT: 1994) NEW DRIVEWAY = 1.074 SF (PROPOSED) NEW PLUS REPLACED EX. WALKWAY = 435 SF (YEAR BUILT: 1949) NON -REGULATED TOTAL = 6,616 SF PROJECT SITE CATEGORY: CATEGORY 1 DISCHARGE LOCATION: PUGET SOUND THROUGH THE CITYS MS4 IMPERVIOUS AREA CHART TYPE OF AREA SQUARE FOOTAGE STORMWATER FACILITY LAWN AND LANDSCAPE DISTURBED AREA 5.600 BMP T5.13 ROOF (1989 ADDITION) EXIST. 1.103 NEW DETENTION PIPES ROOF (NEW ADDITION) NEW PLUS REPLACED 2,117 NEW DETENTION PIPES UNCOVERED PATIO EXIST. 316 NEW DETENTION PIPES HARD SURFACE NEW DRIVEWAY 5o74 EXIST. DETENTION PIPE 25% RETROFIT EXIST. UNMANAGED 502 NEW DETENTION PIPES THE 1989 IMPROVEMENTS WERE APPROVED WITH DETENTION PIPE (18-INCH DIAMETER) SIZED FOR 2,656 SF OF IMPERVIOUS SURFACE THAT WAS ADEQUATE UNDER THE PROVISION OF THE STORMWATER CODE IN EFFECT AT THAT TIME. PROPOSAL & EXISTING 18-INCH DIAMETER DETENTION PIPE CONTRIBUTING SURFACE AREA = 1,074 SF (DRIVEWAY - NEW PLUS REPLACED) PER EDMONDS STORMWATER ADDENDUM (JUNE 2017) CHAPTER 6.3.1 - TO SIZE A DETENTION PIPE, THE PIPE LENGTH (L. IN FEET) IS COMPUTED USING THE FOLLOWING EQUATION FOR 18-INCH PIPE: L= 0.034x A WHERE A = CONTRIBUTING SURFACE AREA (IN SQUARE FEET) L = 0.034 x 1.074 SF 365 REQUIRED EXISTING 18-INCH DIAMETER DETENTION PIPE PROVIDED: 40 FEET PROPOSAL G): P EXISTING UNMANAGED HARD SURFACES THAT REMAIN AFTER PROJECT COMPLETION = 322 25% RETROFIT = (2,006 x 25) / 100 = 502 SF NEW 18-INCH DIAMETER DETENTION PIPE SIZING: CONTRIBUTING SURFACE AREA - 1,103 (EX. ROOF) + 2.117 (NEW PLUS REPLACED ROOF) + 316 (EXIST. UNCOVERED PATIO) + 502 (25% RETROFIT) - 4.038 SF PER EDMONDS STORMWATER ADDENDUM (JUNE 2017) CHAPTER 6.3.1 - TO SIZE A DETENTION PIPE, THE PIPE LENGTH (L. IN FEET) IS COMPUTED USING THE FOLLOWING EQUATION FOR 18-INCH PIPE: L=0.034x A WHERE A = CONTRIBUTING SURFACE AREA (IN SQUARE FEET) L = 0.034 x 4.038 SF = 137.3' REQUIRED NEW 18-INCH DIAMETER DETENTION PIPE PROVIDED: 138 FEET FOOTING DRAIN NOTE EXISTING FOOTING DRAIN ARE TIED INTO EXISTING STORM SYSTEM PER 1989 CONSTRUCTION PLAN. THE CONTRACTOR SHALL FIELD LOCATE AND MODIFY THE SYSTEM WITH THE ADDITIONAL IMPROVEMENTS. Note: All roof drains lines, including existing downspouts, are to be re- routed to the new detention system. Existing detention system to be for new driveway only. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIVISION EXISTING UNMANAGED HARD SURFACES THAT REMAIN AFTER PROJECT COMPLETION. ROOF (ADDITION) - NEW PLUS REPLACED AREA = 2,117 SF EXIST. ROOF (ADDITION YEAR BUILT: 1989) AREA = 1,103 SF ROOF AREA... YEAR BUILT: 1949 1.571 SF EXIST. PATIO (UNCOVERED) YEAR BUILT: 1994 EXIST. WALKWAY... 316 SF YEAR BUILT: 1949 435 SF ••• - THE RETROFIT REQUIREMENT APPLY TO EXISTING UNMANAGED HARD SURFACES THAT REMAIN AFTER PROJECT COMPLETION. UTILITY NOTES 1. EXISTING UTILITIES (POWER, GAS, PHONE, CABLE, ETC.), SEWER, AND WATER SHALL BE REMAINED IN SERVICE FOR THE SINGLE FAMILY RESIDENCE. 2. ALL UTILITIES EXCEPT OVERHEAD LINE(S) SHALL BE UNDERGROUND. 3. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY STANDARDS. a. A MINIMUM OF 3' SEPARATION IS REQUIRED BETWEEN THE DRY UTILITIES (POWER, GAS, PHONE, CABLE, ETC.) AND SEWER, WATER, AND STORM; b.. A MINIMUM OF 5' OF HORIZONTAL SEPARATION IS REQUIRED BETWEEN WATER AND STORM LINES; c. A MINIMUM OF 5' OF HORIZONTAL SEPARATION IS REQUIRED BETWEEN WATER AND STORM LINES. 3. THE CONTRACTOR SHALL FIELD VERIFY PIPE SIZE AND INVERT OF EXISTING SEWER LATERAL. 4. RE -USE EXISTING WATER METER AND SERVICE. REPLACE WATER METER AND SERVICE IF NECESSARY FOR FIRE PROTECTION SYSTEM. 5. LOCATION OF THE LANDSCAPE IRRIGATION BACKFLOW ASSEMBLY SHALL BE IDENTIFIED (IF ONE IS PROPOSED). 6. IF THE EXISTING SEWER LATERAL IS PROPOSED TO BE REUSED, THE CITY'S PUBLIC WORKS DEPARTMENT WILL NEED TO TV THE LATERAL TO DETERMINE IF IT IS ACCEPTABLE TO RE -USE. CONTACT EDMONDS PUBLIC WORKS SEWER DIVISION, 425-771-0235, TO SCHEDULE INSPECTION. 7. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR. 8. A MINIMUM OF 18" OF VERTICAL CLEARANCE IS REQUIRED BETWEEN SEWER AND STORMWATER LINES AT CROSSINGS. LOCKING LID RIM ELEVATION=130.38 TOP OF RISER=129.16 18"0 PVC rc 8"0 PVC TO CS #5 -INV=127.60 a m ty i INV=127.60 ORIFICE 0.75 (3/4) INCH DIAMETER 4 (TYPQB E L) NOT TO SCALE DRAINAGE AND SITE DEVELOPMENT PLAN FOR MISTY ALSETH �� P JUN 2 (f 2 IN SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3E. aL .fA,9 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON Y REVISED PER CITY'S REVIEW COMMENTS DATED JUNE 20, .18 JWY 6-29-18 o6/2q/201s L SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3E., W.M. I�.11sol w Q x Z X O O< 0-o + 128.8 + 729. 0 OH ® WM OH ................... j. / - SD El WM 129 B. )0 .77-8"CONC. 1.67- 8"CON C N `J + BASIS OF BEARINGS / THE MONUMENTED CENTERLINE OF 9TH AVENUE N.. PER THE PLAT OF SHARON CREST, AS RECORDED IN VOLUME 18. I PAGE 83, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. BENCH MARK ORIGINATING TOP OF 3" BRASS SURFACE MONUMENT AT THE INTERSECTION OF 9TH AVENUE N. & CAROL WAY, AS SHOWN HEREON ELEVATION 100.00 DATUM ASSUMED + T.B.M. "A" MAG NAIL IN ASPHALT, NORTH SIDE OF CAROL WAY, ±41' N.E. OF THE N.W. PROPERTY CORNER, AS SHOWN HEREON ELEVATION : 128.86 COORDINATE CONSTRUCTION TO KEEP STREETS OPEN 7, �3p2 \Ef11. +J 3J � I I 3' WOOD FEN l a' I >11 + EX. GAS LINE .O +131.6 1 EX. C.B. TOP=130.12 I N V(S)=128.80- 4"PVC INV(E&W)=128.37-8"CONC. EX. C.B. y + 3127711PEOT=8.-18"ADSIINNV= 82 V(N)28.82-4"PVC 1L° TOP 4" STAND PIPE(N)=130.62 WM - - +130.4 WM T PP Olj UO( / c I � O O O I o O o I L_� o 0 02 5: c I + i EX. BUILDING if J`333 I MF=135.37 2ND FLOOR=144.06------ l� I i I I I I I I I PARCEL A HAUL ROUTE MAP NOT TO SCALE HAUL ROUTE )3 � 7 I I S T' % SCALE : 1"=10' I I 0' 5' 10' 15' 26 TRAFFIC CONTROL PLAN NOTES: 1. ALL TRAFFIC CONTROL SHALL COMPLY WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) STANDARDS. 2. FLAGGER(S), BARRICADES AND SIGNS SHALL CONFORM TO THE STANDARDS ESTABLISHED IN THE LATEST EDITION OF THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (MUTCD). 3. ALL FLAGGERS ARE TO BE EQUIPPED WITH ORANGE SAFETY VESTS AND HEAD GEAR APPROPRIATE FOR FLAGGING TRAFFIC WITHIN THE PUBLIC RIGHT-OF-WAY AND SHALL HAVE VAUD FLAGGING CARDS FROM THE DEPARTMENT OF LABOR AND INDUSTRIES. 4. AFTER WORK WITHIN THE TRAVELED ROADWAY IS COMPLETED AT THE END OF EACH DAY, THE ROAD SHALL BE COMPLETELY OPEN TO TRAFFIC AND ALL EQUIPMENT SHALL BE OUT OF THE TRAVELED ROADWAY. ALL NONAPPUCABLE SIGNS SHALL BE REMOVED, TURNED OR COVERED DAILY WHEN CONDITION NO LONGER EXISTS. 5. ACCESS BY EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES. 6. CONSTRUCTION SIGNS AND DELINEATORS SHALL BE PROVIDED AND MAINTAINED BY THE CONTRACTOR. 7. APPROVED TRAFFIC CONTROL SIGNS AND MARKINGS ON PRIVATE PROPERTY SHALL BE PROVIDED, INSTALLED AND MAINTAINED BY THE PROPERTY OWNER. B. TRAFFIC CONTROL PLAN IS SUBJECT TO CHANGE PRIOR TO CONSTRUCTION. 9. ADD17IONAL SIGNING AND FLAGGING MAY BE REQUIRED AS CONDITIONS WARRANT. 10, SHOULD A PROPOSED SIGN LOCATION FALL WITHIN A PRIVATE DRIVEWAY, CONTRACTOR TO ADJUST LOCATION OF SIGN TO FALL 5'+ BEYOND EDGE OF DRIVEWAY IN DIRECTION OF ROAD TRAFFIC. (10' MAX. FROM PLAN LOCATION). DRIVEWAY ACCESS SHALL BE MAINTAINED AT ALL TIMES. 11. ALL EQUIPMENT AND MATERIALS REQUIRED FOR TRAFFIC CONTROL SHALL BE FURNISHED, INSTALLED AND MAINTAINED BY THE CONTRACTOR TO THE SATISFACTION OF THE CITY INSPECTOR OR ENGINEER. 31.2 +i32 �?sr EX. C.B. TOP=132.14 I N V(S)=129.79^• 4"PVC INV(W)=127.24-8"ADS 1 +1 O 3' WOOD FENCE �`X �- Sf 75.6' WORK AREA TEMP. CONST. ENTRANCE BUFFER DATA LONGRUOINAL BUFFERSPACE • B SPEED RAPM 90 u 40 4fi fS m IExGR1UMM) 165 2(D 2"A 369 MD 425 dA5 0 SIB BUFFER VEHICLE ROLL AHEAD DISTANCE=R TMN9PORTAER.E ATtENUproR NQ+�SmD�R�sixERD�cOMc w AccSAQAxL�Wm mE NNFNPAnou. m FEETMIN ro 10D FEETMAK PROIECTNE VEHICLE TME wAMv gMAVQEwE BIMIEDIWLYUIGIFOTO wsm NOSPECIFIEDIsrAxcE PEOMRED SIGN SPACING =X (1) VIRAL HIG1--TS BD/MRPX Bars W26TB (OPTK)NAL RURAL ROPDS IS/65 AYH sar: W40M(OFTio SS) Es ED RURAL ROMSSURMN ARIpFpIAIgqVLL.1gq3 85/90AYH 95Ct HES�OENTDI&BBUSRE TERM T8 261m AYH 2OD E(2) 48° 4C UR&AV BTREEIS 25 MPH OR LESS far z 12) BE ROAD (INTENSEGIIONSFNODE USRDTOACCOMMOMTE PREPARFO WORK DROpOWAYACON01RON8 MEDDLED IN URMNAREAsro FO TD SNP AHEAD 4B' 18• AB• . WESdB ONE LANE W20.1 RORD AHEAD de de• 5MT0100 EO miw W20.iA wm-( �Mp 6 DEVICE 5 DEVICE MIN. R B MIN. X X % X Ij o^oo�l A M o N D; X X X X 6U TO x 48' O PDRk'� 1e• 9W 4B• 4B• DR NNE . ° RDAD $I X 4B' 48• CHANNELVATION DEVICE �� SPACING /ast IB' N I W78.7A M TB(OPTIONAL MPM TAPER TANGENT Gi SAND IF4GMPH-,ESS) 6Dffi tOmm fl0A0 46• W204 �' WED-7AI TBSNP 9845 1Dmm WORT( PREPARES 4P 4B' 2590 lomm AHEAD TO Smp W8P7B 4B• de• - ROAD I AHE110 W204 Vra7B K de• 48 • W2LLTB(OPTIOmL W2W ROAD IFOMPHORLESS) WORK t ss AHEAD xores: I 4I 1. ALLSIDNSMEBLALKDN ORANGE LEGEND WZ41 2. EXTEiDINGTHELWWNEULNGDEVILETAPERALROSS FLAOGINO STATION SHOULDER IS RECOMMENDED 3. NIGHT NARKREQUIRES AWIRUNAL ROADWAY UGHONGAT N TEMPORARYSIGNLOCATION -ING STATIONS SEE THE ETANDMD SPELIFlCARONSF ONE -LANE, TWO-WAY TRAFFIC CONTROL ADDITIDxALDETALB CTNNNELJZINO DEWCEB WITH FLAGGERS A. SEE SPEGAL PROVISIONS FOR WORK HOUR REBTRIOITONB. ®e PROTECIINE VISIICLE NOT TO SCALE =X (1) MINIMUM S110ULDERTAPER LENGTH=CIS DBB9 9BIa MPx': sEwuLDTR Pesra Spw6(mPM 281m MPH tarx(D NiDTH 25 S, A5 >4 MPH OR lE88 tar: 2 +0 RD ACCOMMODATE a 40 SD SO50 55 5 URBANARE 0.A TO FlT 10 b BD PD _ DATA CHANNEACINGLJ7ATWN DEVICE BUFFER SP_ NPx rMDER TAxGENr LANGRUDItUIBUFFERE 95N0 80 2M90 m &PEED (MPID Zd &D M BUFFERVEHICLE ROLLAHEAD DISTANCE • R RUN&PORTABLE ATIEMIproR 90 FEET MIN. BEwAccDPTOmwcE wml9xE mwurACITM[R&A9coNxD�oAnON miEET MAX PROTELTWE VEHCLE NOSPE�GFIED cIB alP.xn:Dr..rUTCA*ED • CE mEwoAxnnrA awlm REQUIRED 0 M N O O ®P � WONEARPA O O X X MS B R 6P de° 4P a0' ROAD SHDULODI `eO1W� �� WORK WORK mo-s ANEAD 4B• 4B' W241 W2Td SHOULDER CLOSURE -LOW SPEED 1oI9ENILE srACING roRTHEDDwwsTRl (40 MPH OR LESS) 3. NL &IGN&APE BIALKONOMNGE a. xG FusoERe DR svDTTERs. NOT TO SCALE LEGAL DESCRIPTION THE SOUTH HALF OF TRACT 7, PUGET SOUND MACHINERY DEPOT FIVE ACRE TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE(S) 47, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE WEST 406.8 FEET; AND EXCEPT THAT PORTION LYING EAST OF A LINE THAT BEGINS AT A POINT ON THE NORTH LINE OF THE SOUTH HALF OF SAID TRACT 7, SOUTH 8934'28" EAST, 517.86 FEET FROM THE NORTHWEST CORNER THEREOF AND EXTENDS SOUTH 00'07Y2" EAST, 165.00 FEET TO THE SOUTH LWE OF SAID TRACT 7; TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS, AND FOR UTILITIES OVER, ACROSS AND UNDER THE SOUTH 15 FEET OF THE WEST 406.8 FEET OF TRACT 7 OF SAID PLAT, EXCEPT PORTION LYING WITHIN 9TH AVENUE NORTH. SA 25-88 RECORDED UNDER NO.EDMONDS RECORDS OF N0. SNOHOMISH COUNTY, WASHINGTON.). SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SUBJECT TO ANY EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BN dTY ENGINEERING DIVISION TRAFFIC CONTROL 8c HAUL ROUTE PLAN FOR REBUS MISTY ALSETH JUN 28 2019 IN SW1 /4, NE1 /4 OF SECTION 24, T.27N., R.3r,��N-F`�"' CITY OF EDMONDS SNOHOMiSH COUNTY, WASHINGTON Y� REVISED PER CITES REVIEW COMMENTS DAZED JUNE 20, 2018 JWY 6-29-16 L ob/29/2o(S 1. PUDGET SOUND MCHY DEPOT 5 AC IRS BLK 000 D-05-S1/2 OF TR 7 EXC W 4o6.8FT & EXC THPTN LY E OF LN THAT BAAP ON N LN OF S1/2 SD TR S89*34 28E 517.86FT FR NW COR THOF & EXT Soo*0712 E 165Fr TO S LN OF SD TR 2. PROPERTY TAX ACCOUNT NUMBER: 00548900000705 3. VICINITY MAP (SEE THIS PAGE). 4. NEW CONSTRUCTION 950 CAROL WAY, EDMONDS WA. 98020 5. OWNER: STEVE &MISTYALSETH 6. STRUCTURAL ENGINEER: CORNELL BURT-BURT ENGINEERING PLLC 1853o MERIDIAN AVE N SHORELINE, WA. 2o6-779-6858. 7. LEAD DESIGN PROFESSIONAL/CONTACT PERSON MISTY ALSETH 2o6-4o7-69i8. 8.1ST FLOOR = EX. LN: 2,538.35 SQ. FT., PROPOSED LIVING 412.50 SQ. FT., PROPOSED GARAGE: 762.50 SQ. FT., PROPOSED COVERED PORCH 149.52 SQ. FT, EX. PATIO NOW COVERED 269.00 SQ. FT. 9. PROPOSED 2ND FLOOR LIVi ,596.5o SQ. FT., COVERED DECK 20.05 SQ. Fr., DECK 76.20 SQ. Fr. 1o. WIND EXPOSURE-B, SEISMIC ZONE D, SOIL: 200oPSF. 11.00CUPANCY: GROUP R, DIVISION 3. 12. THIS BUILDING IS TYPE VB. 13. GLAZING U VALUE = .30 U VALUE OR SMALLER, DOOR U VALUE =.20, CEILING R VALUE=49, WALL R VALUE=21, FLOOR R VALUE = 30, SLAB R VALUE=ioi8. COMPLY WITH IBC 2oi5 , IRC 2015', IMC 2015', IFC 2015', UPC 2015, WSEC 2015. 14. ANY NEW ELECTRIC DRYER VENT PER MFG SPECS AND PER M1502. 15. MAX HEIGHT-25', MEASURED FROM AVERAGE ELEVATION OF UNDISTURBED SOIL AT CORNERS OF EXTENDED BUILDING RECTANGLE, SUBJECT TO FIELD CHECK BY BUILDING DEPARTMENT. 16. TRANSIT SHALL BE SET UP FOR INSPECTOR AT FRAMING INSPECTION TO CHECK HEIGHT OF STRUCTURE. 17. LOT LINE & SET BACK STAKES MUST BE IN PLACE AT TIME OF FOUNDATION INSPECTION. 18. ADDRESS NUMBERS (6" HEIGHT ON APPR. CONTRASTING BACKGROUND) SHALL BE POSTED PLAINLY VISIBLE & LEGIBLE FROM STREET OR ROAD FRONTING PROPERTY. - i9. PROVIDE FIRE ESTINGUISHERS PER IFC STANDARD io-3. 2o. ALL NEW EXTENDED, RE -BUILT OR RELOCATED ELECTRICAL UTILITY & OR SERVICE SHALL BE PLACED UNDERGROUND. 21. ACCEPTABLE 71GHTLINE MATERIAL SCH 4o PVC OR EQUIV, SDR 35, N-12(ASTM D3TM D3034). 22. ANY REQUEST FOR MODIFICATION, VARIANCE OR OTHER ADMINISTRATIVE DEVIATION (HEREINAFTER VARIANCE) MUST BE SPECIFICALLY CALLED OUT & IDENTIFIED. APPROVAL OF ANY PLAT OR PLAN CONTAINING PROVISIONS WHICH DO NOT COMPLY WITH CITY CODE & FOR WHICH A VARIANCE HAS NOT BEEN SPECIFICALLY IDENTIFIED, REQUESTED & CONSIDERED BY THE APPROPRIATE CITY OFFICAL IN ACCORDANCE W/THE APPROPRIATE PROVISION OF CITY CODE OR STATE LAW DOES NOT APPROVE ANY ITEMS NOT TO CODE SPECIFICATION. PROTECT INFO Window, Skylight and Door 9 chedule rmnrrlvcannaaw oltde YJa, t4edth Height Ha r u411.11.1 0I_ Feet - Feet ^" Area l �A Exampt %virrging moor (24 aq. fL me&) `i `- ..�.. _ p.0 ti Exempt Claaad Fenealmbon (i6 sq. ft. max.) o 2 Wrtical Fenestration (W ndows and doors) cornpdocnl Width Height Total SHmol Feneslrallon Area anof UA/larheetingsysum stringrslcutarfons] 738.3 22D.pp Prescriptive Energy Cade Compgance for All Climate Zones In Wash In9t r Pmjxet R,lu aWn , "L, ai w. ...... . This "Jett will -a the requirements of the lom-iptive Path below and incorporate the the minimum values I fated. In additon, based an the size of the stntctum. the approl rlste eutmber of additional Credits are eheeked as ehasen by the permit applicant- A.1h ariaed Rea mxent.We Date TABLE OF CONTENTS COVER SHEET: P1 VICINITY MAP, PROJECT INFO., ENERGY WORKSHEETS ARCHITECTURAL: Ai.1-.2 ELEVATIONS A21ST FLOOR A3 2ND FLOOR PLAN STRUCTURAL DRAWINGS: SO.1-S4.2 STRUCTURAL PLAN SITE DRAWINGS: A VTCINTTY MAP N R.Valua" 111-Factor'.... Feaostratian U-FacWt" Na 0.30 Sk li htU-F.,.t r Na 0.50 Calaxod Fonoslmllon SHGGr' ON 04, wmr 49l 0-026 'NoodistaraftAftln ens° ALL WpRK ntaae Wall a Valule! F _ x 3a^ 6.6s6 gp2g SUB,IEC TO FIELD T } t- Below 4rada 44glt"" 10t/SYti Inc+TI3 0,042 livSPEC�-' Stable R402,11 an 'Table R402.7 t and datsa K402.1,3 Footnotes inderaad on Paget. wa FOR C CODE OMP�IAIVC W ~ E Eaeh dwelling unit in s restldengsl bull�em shall e-ply with sut/Edem opdots frem Table R406.2 so as to achlevethe following minimum number - LU Z of cradlb: L Small Dwelling Unit 14Wattles > LU _I Dwelling units less then 1500 square fast in conditioned 600rarea with less that 300 square feet offermalri ima aaa Additions to existing building that are then 500 square fast of hastedfioor area but leasthan 1600 01� LU O Q greater Ruere facile I�.e�L Z1l 1 .:4, btedhrm Dwelling Unit 3.5 cradits All dwelling units MMl. are not included In Al "43. oxeeisfow Dweiyog units serving R-2 oomp`an les shall require C 9NINNVId �03AOH 2,5 credits. 1. Large Dwelling Unit: 4.5 credits Dwelling units -ding 5000 square feat or coaditiened floor area. Table R406.2 Summary On Description Crediu8 I a IFrarvmt R„Ilrlin FmrN le 1 hS i to Elfclest Building Envtbjm tb to 1. Efficient Building Envelope 1. 2.0 to E11116001 Building EMW*pe le G15 2a Air Leakage Control and EOldern Vandlalion 2a. 0.5 21, Air Leakage MON and E010w4 Vanillas 2n 1.0 Ze 3a Air Loa Carbaland Effldeni Ventilalnon2c H#h Effelancy HVAC 2s 1.5 1.0 3b tEghFJfiden HVAC3b t_0 8o High FJBdency HVAC3o 1.5 3d If Efiraen HVAC Id 1.0 4 Htglla Effdancy HVAC Dl..bud.n System 1.0 Sa Elfi wit to, H.5m 6. 0.6 So Ef c ant Water HestiN 56 --.. - - - 1.0 So EIII Water Hoa - 6o 1.6 0d- Elfir3entV0ihter Heefing5d 0S -.- 0 fiane+rlbfo Elsehie Energy 0,6 Total Credits, V z3� �0 q3 �y U Cl O Z CITY OF EDM D 1.5 WORK BOIL DDEPARTMENT r--7 w ADDRESS p OWNER A1�c..r. D.5 PP VEDAPPROVED DATI 1's BLDG. OFFICIAL.. PLANS MUST BE ( z 0- - 19CDacyL-_OCl2 coF, ECENED CITY C1olpy MAY 15 2016 BUILDING MAX HT.• 158.70' ACTUAL HT:157.10' - - - N 1!7 3 EX2NDFLOOR: 144.06-• -� „ 1ST FLOOR:135.37 1 1 NOHOW 1 11 IH AVE GRADE:133.Y0' • � 4, GARAGE SLAB: 133.0,03 `"'�,,. •. NORTH ELEVATION E1 - An AX HT• irA 7n,- AfTIIA Lu cli ex 2ND FLO O N Z 3m m O LOOR:135.37' a W - - EX. 5LAB:133.46' AVE GRADE: 133.10' N GARAGE SLAB:133.0w 5 8 18 REVISIONS: SOUTH ELEVATION 5.8.18 " RECO ED MAY 15 2016 BUILDING MAX HT:158.70' - ACTUAL HT:167.10' N In - r� EX2NDFLOOR: 144.06 co co z 15T FLOOR:135.37 AVE GRADE: 133.YO' iv GARAGE SLAB: 133.04c�o "'•. ^*�'u WEST ELEVATION 5CALE:114" = T-0" MAX HT: 158.70' - ACTUAL HT: 157.10' ,m: '.k,&�r r P-s '` }�?aia� r `T'` t .'S� rv'a•,• s:, ^� t�` t,� *z s2 t�^' F °z ,�`Y, �. "Na [7� }y. i�- ^ Lu s a O' w N � o N EX 2ND FLOOR:1 � 30) 0 3 10 U 0 o to 0 w 1ST FLOOR:135.37 AVE GRADE: 733 O' _ GARAGE SLA513 :3.04" iv 5.8.18 dre ,. REVISIONS: �V EAST ELEVATION 9CALE:1/4" =1'-0" 5.8.18 RECEIVE® MAY 15 2010 BUILDING 1 N TES RECE55EO LIGHTING TO BE IC RATED -MIN. HEADROOM CLEARANCE OF T-6" 15 REQ'D IN ALL HABITAL SPACES, &T-O" IS REQ'D ELSEWHERE .PROVIDE ONE OPENABLE ESCAPE WINDOW IN BASEMENT & IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENT5: 1. AN OPENABLE AREA OF NOT LE55 THEN 5.764FT. 2. A MIN. CLEAR HEIGHT OF 24" 3. A MIN. CLEAR WIDTH OF 2(Y' - 4. FINISHED SILL HEIGHT OF NOT MORE THAN 44" ABOVE THE FINISH FLOOR. 5. ALL WINDOWS TO INCLUDE FRESH AIR VENTS OR METERED FRESH AIR SUPPLY® FURNACE 6. ALL WINDOWS & DOORS HAVING ACCE55 TO EXTERIOR OR UNHEATED TO BE SEALED PER SEC. 502.4.3 (W5EC) STAIR NOTES - .MAINTAIN REQ'D NO-HR 5TAIR5 ENCLOU5URE5 & MIN 6-8" HEADROOM STAIRS -STAR BACKING FOR HANDRAIL -STAR: R15E = 7b" RUN =10' GARAGE NOTES MHR CONSTRUCTION) •5/8" GYP TYPE'W' 5HEETROCK REQ'D TO 5EPARATE GARAGE FROM DWELLING -OAS VENTING IN UNCONDITIONED SPACE TO BE TYPE B OF L VENT MATERIAL • SOURCE OF IGNITION OF GAS APPLIANCES MUST BE RAISED A MIN. OF 16' ABOVE FINISHED FLOOR IN GARAGEIMC ADDITIONAL PLUMBING REQUIREMENTS: -MAIN BUILDING 5HUT OFF REQ'D ON WATER SUPPLY LINE. •PRE55URE REDUCTION VALVE ON MAIN WATER SUPPLY LINE REGO BY CITY CODE •D(PAN51ON TANK REQ'D ON EA. HOT WATER TANK. -VENT HOT WATER TANK RELIEF VALVE DIRECTLY TO THE OUTSIDE -HOT WATER HEATER MUST BE SEISMICALLY ANCHORED OR STRAPPED 0 POINTS WITHIN THE UPPER 1/5 & LOWER 1/5 OF ITS VERTICAL DIMENSION. 0 THE LOWER POINT, AMIN. P15TANCE OF 4' MUST BE MAINTAINED ABOVE THE CONTROLS W/ THE 5TRAPPING •1" AIRGAP REQ'D ON P15HWAHSHEPR -ALL SHOWERS HEADS TO BE EQUIPPED W/ FLOW CONTROL DEVICE TO LIMIT FLOW TO 3 GPM -HOSE BIBS (EXT. FAUCETS) ARE REO'D TO HAVE A PERMANENTLY AFFIXED ANTI-51PHON DEVICE INSTALLED • 50AKEP & JETTED TU155 SHALL BE INSTALLED & 5UPPORTED PER THE MANUFACTURER5 INSTALLATION SPECIFICATIONS GARAGE WALL. IBC. FIREPLACE NOTES •'O' CLEARANCE FIREPLACE W/ DIRECTVENT •FACTORY BUILT FIREPLACE SHALL BE INSTALLED PER MAN. SPECS & SHALL HAVE APPROVAL LABEL ATTACHED •5/8"TYPE'T' GWB TO ROOF 5HEATING •FIREPLACE & STOVES MUST BE DA.E. APPROVED & BE TESTED. CERTIFIED & LABELED AS SUITABLE FOR USE DURING A FIRST STAGE BURN BAN -ALL FIREPLACE PROJECTIONS WITHIN 6 OF PROPERTY LINE MUST HAVE 1-HOUR RATED CONSTRUCTION COVER OVER OSS SHEATHING WITH DENSGLA55 OR SIMILIAR FIRE -FATED GINS MATERIAL &THEN COVERED WITH HARDIE SIDING IRC R314.3 SMOKE DETECTOR5 REQUIRED THE ISSUANCE OF TH15 PERMIT REQUIRES INNERCONNECTED SMOKE DETECTORS WITH BATTERY BACKUP IN THE FOLLOWING LOCATIONS: •IN EACH SLEEPING ROOM •OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS -ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN THE ADJACENT LEVELS, A SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL SUFFICE FOP THE ADJACENT LOWER LEVEL PROVIDED THAT THE LOWER LEVEL 15 LE55 THAN ONE FULL STORY ELOW THE UPPER LEVEL. INSTALLER SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, & 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). OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDU5TIRES 5TMBUL5 INDICATES 2X6 016" O.C. STUD WALL W/ R-21 INSUL. (EXT TYPE) p INDICATES 2X4016"O.C. STUD 0 EXISTING WALL [_] WALL T.B.R. 6X6 P05T U.N.O. �O 120V SMK PET W/SATT BACKUP CARBON MONOXIDE DETECTOR 0. PER IRC 315 CONTORL JOINTS 22X30' ATTIC ACCESS (50" MIN. - VERT, CLEAR. WEATHERSTRIP & IN5UL. TO P-49 PER W5EC 502.1.4.4 i9 r 14' 6" 18' - 23' L 30' 6' 3' 8-1 /2" 3' 3" T 6-1/2" 4' V, - 4' 9" ..4' 9" 4' 3" - ..5 6 9' 10' 3' 3" 4' 5.. 8' - 13' - 9' 6, IC 2-1/2" 4' 3-1/2" I-- I ---`- �'----- ------------ ----' 12' 1 I _ I I I COV RED I PO CH I 3 80 -. j I 10 ------------- - ;I -------- - -K' DINING ZOOM NT m I -------------- -------------Y - 10 ; 1 I I I OFFICE 3-1/2" 2 91y.2. 1 I i � � I I • �_8080 OVERHEAD 16080,OYERHEAD DOOR 20' 1-1/2" - 10 7" 3' 6' 6-1 " (d 2' 10" ______________________________v GREAT ROOM WSECC ZEDiT.B GROHE 611700 FAI RN I ' ___ _____ __ __SHBWE HEA41. j TRITON 150WE BY KOF LEF (FAUCE i K-&OOVO-4AKL CP 1. GPM N m ® !n r CFM m V.T.O. m (V QO O \o B m R n m '= 5008 YPA55 _ 3® � x1 3' 5-1/2" -, 3'6" 3' 3" ' 3-1/ 2' N 'O3: F- GUEST m= in 50808ARN DOOR 4' I I; O 1 � . ,r i 4' OL WSEC CREDIT.5 GROHE FACE � KITCHEN KITCHEN FACET 1.75 GPM 5' 6" 9' 4" 1' 3' 4' 1505C SLIDER COVER - D PATIO to 1 SEC CREDIT.5 ROHE 2611700 FAIL 'N _ ROWER HEAP1.75 GPM TON BOWE BY KOHLER(FAUCET) ------------- - ---- ------------ ___________ _ ___________________^ <4 5' 3'� 2' i o TON BOWE BY KOHLER (FAUCET) TRITON � 30, 6„ OPTION #I: INTEKMITTENT WHOLE HOUSE VENTILATION U51NG EXHAUST FANS& FRESH AIR INLETS. GARAGE O WAC, IRC MLW.3A AND TABLE IRC M1507.3.3(2) L :'. ALL HABITADLE ROOMS WILL REQUIRE OUTDOOR AIR I14LET5T .1�• TAKAGI TANKLE55 WATER 90 F WH - HEATER T-H3-DV-N.957,EFF. HO 5E FA ? 5o 1.5 credit GAS FURNANCE TRANE XT95 (%) ECM OPTION 3a 1.0 credit I 20 MINUT E F-CLOSING OOR � I I I 10" 4' 6-1/2' 4' 1' 1 3' 6" 22' 11" I 3' 8-1/2" I I 4' 1" GAME ROOM 50 CFM b V.T.O. Bench W/ 8068 SLIDER 6 2" 4' 10-1/2" 3' 3" 4' 10-1/2" 11' 3-1/2" 11' 2-1/Z' 6' 3' 9' T' - 691, 69.. 5' 11" 13, 22' G' 9' 27 86' 4 k1AY 15 2010 1ST FLOOR PLAN SCALE:1/4" = T-O" EX15TING LIYING:2558.3550. FT. PFOP05ED LIVING: 412.50 SQ. FT. PROPOSED GARAGE: 762.50 SQ. FT PROPOSED COVERED PORCH:149.52 50, FT EX PATIO NOW COVERED: 269.00 SQ. FT. EAVES: 4,790.70 5Q. FT. •NOTES RECE65ED LIGHTING TO BE IC RATED -MIN. HEADROOM CLEARANCE OF 7-6" I5 REQ'D IN ALL HABITAL SPACES. & 7-O' IS REQ'D ELSEWHERE .PROVIDE ONE OPENABLE ESCAPE WINDOW IN BA5EMENT & IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENTS: 1. AN OPENABLE AREA OF NOT LESS THEN 5.7 50.FT. 2. A MIN. CLEAR HEIGHT OF 24" 3. A MIN. CLEAR WIDTH OF 20' 4. FINISHED BILL HEIGHT OF NOT MORE THAN 44" ABOVE THE FINISH FLOOR. 5. ALL WINDOWS TO INCLUDE FRESH AIR VENTS OR METERED FRESH AIR SUPPLY0 FURNACE 6. ALL WINDOWS & DOORS HAVING ACCESS TO EXTERIOR OR UNHEATED TO BE SEALED PER SEC. 5024.3 (WSEC) STAIR NOTES -MAINTAIN REQ'D NO-HR STAIRS ENCLOU5URE5 & MIN 6-8" HEADROOM STAIRS -•STAIR BACKING FOR HANDRAIL -STAIR: RISE =7.5" RUN =10" GARAGE NOTES TiHR CONSTRUCTIONI •5/8" GYP TYPE "X" 5HEETROCK REQ'D TO SEPARATE GARAGE FROM DWELLING •GAO VENTING IN UNCONDITIONED SPACE TO BE TYPE 15 OF L VENT MATERIAL • SOURCE OF IGNITION OF GAB, APPLIANCES MUST BE RAISED A MIN. OF 16' ABOVE FINISHED FLOOR IN GAKAGEJWL ADDITIONAL PLUMBING REQUIREMENTS: -MAIN BUILDING SHUT-OFF REQ'D ON WATER SUPPLY LINE. -PRESSURE REDUCTION VALVE ON MAIN WATER SUPPLY LINE KEQ'D BY CITY CODE . EXPANSION TANK READ ON EA. HOT WATER TANK -VENT HOT WATER TANK RELIEF VALVE DIRECTLY TO THE OUT5IDE •HOT WATER HEATER MUST BE 5EI5MICALLY ANCHORED OR 5TRAPPED 0 POINTS WITHIN THE UPPER 115 & LOWER 1/3 OF ITS VERTICAL DIMENSION. 0 THE LOWER POINT, A MIN. DISTANCE OF 4" MUST BE MAINTAINED ABOVE THE CONTROLS W/ THE STRAPPING •1" AIRGAP REOD ON OISHWAH5HER -ALL SHOWERS HEADS TO BE EQUIPPED W/ FLOW CONTROL DEVICE TO LIMIT FLOW TO 3 GPM -HOSE BIBS (EXT. FAUCETS) ARE REQ'D TO HAVE A PERMANENTLY AFFIXED ANTI -SIPHON DEVICE INSTALLED • SOAKER & JETTED TU155 SHALL BE INSTALLED & SUPPORTED PER THE MANUFACTURER'S INSTALLATION SPECIFICATIONS GARAGE WALL. IBC. FIREPLACE NOTES •'O' CLEARANCE FIREPLACE W/ DIRECT VENT •FACTORY BUILT FIREPLACE SHALL BE INSTALLED PER MAN. 5PEC5 & SHALL HAVE APPROVAL LABEL ATTACHED •5/8"TYPE "X' GWB TO ROOF SHEATING -FIREPLACE & STOVES MUST BE DO.E. APPROVED & BE TESTED. CERTIFIED & LABELED AS SUITABLE FOR USE DURING A FIRST STAGE BURN BAN -ALL FIREPLACE PROJECTIONS WITHIN 6OF PROPERTY LINE MUST HAVE I -HOUR RATED CONSTRUCTION COVER OVER DES SHEATHING WITH DEN50LA55 OR SIMILIAK FIKE-RATED GWB MATERIAL & THEN COVERED WITH HARDIE SIDING IRC R314Z SMOKE DETECTORS REQUIRED THE 156UANCE OF TH15 PERMIT REQUIRES INNERCONNECTED SMOKE DETECTORS WITH BATTERY BACKUP IN THE FOLLOWING LOCATIONS: -IN EACH SLEEPING ROOM -OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS -ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTIC5. IN DWELLINGS OR DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN THE ADJACENT LEVEL5, A SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED THAT THE LOWER LEVEL 15 LESS THAN ONE FULL STORY ELOW THE UPPER LEVEL. INSTALLER SHALL PROVIDE THE MANUFACTURER'S IN5TALLATION, OPERATING INSTRUCTIONS, & 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). OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDU5TIRE5 5YMBQLS INDICATES 2X6 W 16" O.C. 5TUD WALL W/ K-21 INSUL. (EXT TYPE) p INDICATE520016"O.C. 5TUD L EXISTING WALL [_] WALL T.B.R. 6X6 POST U.N.O. QO 120V 5MK PET W/BATT BACKUP CARBON MONOXIDE DETECTOR PER IRC 515 CONTROL JOINT5 X-71 22"X30' ATTIC ACCESS (30' MIN. - VERT, CLEAK WEATHER5TRIP & INSUL. TO R-49 PER W5EC 502.1.4.4 30' 11-1/2" 3' 3" 1 3' 3" I -3' 11" 1 4' BED1z00M #2 15' 2" WSEC CREDITS GROHE 2011700 FAIRBORN SHOWER HEAD 1.75 GPM WSEC CREDITS TRITON 5C WE BY KOHLER (FAUCET) K-800T70-4AKL-CP 1.0 GPM 5.51. 118-1 21' 1/2" 4' 4" 1 2' 8" 7 2. P. . 10 CFM ° V.T.O. BAT WIC n F � 50 CFM o Y.T.O. 5068 N d - iv fl 3' 1 3' 1 3' 5-1/2" 6' 9" 3' 3" L 3' 3" 1 4' 8-1/2" ._____ ______ _______ _________ ____I I I 44' MAX SILL HEIGHT I I I I I I 13ED1200M #3 I I � t I � ti'i I I I Q I N I 1 15' I 2' 1 4' 1/2" I WICK g� N 50 CFM ------o Y.T.O./ LINEN/ 3TORAGE j 0; 3' 9�� SHOWER ----- v 50 1/2 WALL ti V. MA5TER BATH �- 2665 '1068 BAIN DOOR 5' V. 3' 3" MA5TER 19, 56 10' 11"I I 4' 10" 29' ' WSEC CREDIT 4 TRITON BOWE BY KOHLER (FAUCET) K-800T70-4AKL-CP ID GPM WSEC CREDIT.5 GROHE 2011700 FAIRBORN SHOWER HEAD 1.75 GPM - [V in WSEC CREDITS TRITON BOWE BY KOHLER (FAUCET) iV K-800770-4AKL-CP 1.0 GPM MAY 15 2010 BUlpDlNCa+ N 2AND FLOOR PLAN PROPOSED LIVING:1,596.50 5Q. FT. PROPOSED COVER DECK: 20.05 50. FT. PROPOSED PECK:76.20 SQ. FT. GENERAL STRUCTURAL NOTES C. FOUNDATION 1. CONCRETE PROTECTION (COVER)FOR REINFORCING STEEL SHALL BE AS FOLLOWS: (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) 1. GEOTECHNICAL ENGINEER: GEOTECH CONSULTANTS, REPORT#JN16363, DATED AUGUST FOOTINGS AND OTHER UNIFORMED SURFACES, EARTH FACE 3" A. GENERAL 18, 2018. FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW 2. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO GROUND) OR WEATHER 2" 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE SLABS AND WALLS (INTERIOR FACE) 1 1/2" DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) 2015 EDITION, SHORING AND SUCH OTHER RELATED WORKAS REQUIRED, SHALL BE CONDUCTED BY THE 2. CONCRETE WALL REINFORCING -PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: AS AMENDED BY LOCAL JURISDICTION. CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. T WALLS #4 @ 16" HORIZONTAL, #4 @ 18" VERTICAL 1 CURTAIN @ CENTER 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS 3. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED 8" WALLS #4 @ 12" HORIZONTAL, #4 @ 12"VERTICAL 1 CURTAIN CENTER. AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. 3. EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH SIMPSON SET DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED ADHESIVE BY SIMPSON STRONG TIE, PER ER-5729, FOLLOWING MANUFACTURER'S INSTALLATION LOCATIONS AND DIMENSIONS OR DOOR AND WINDOW OPENINGS. SEEMECHANICAL BY ASTM D1557. INSTRUCTIONS. DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. 4. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED TAT 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, EACH INTERFACE WITH SOIL. E. CARPENTRY TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE 5. ALL FOOTING EXCAVATIONS SHALL BE AND CLEANED PRIOR TO PLACING CONCRETE. A190.1. EACH MEMBER SHALL BEAR AN AITC OR APA EWS IDENTIFICATION MARK AND SHALL BE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION 6. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION BEAMS SHALL BE DOUGLAS FIR COMBINATION 241744, Fb =2.400 PSI, Fv = 240 PSI. ALL PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF HIMSELF AND SHALL BE REMOVED. CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb=2,400 PSI, Fv = 240 PSI. THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION 7. CONTRACTOR SHALL PRIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, GLUED LAMINATED MEMBERS TO BE PROTECTED FROM EXPOSURE TO WEATHER PER LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. ARCHITECT. DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL 8. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND 2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE PROVIDE PERFORATED PIPE DRAWINGS AS DESCRIBED IN THE SOILS REPORT. BACKFILL GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION FURNISH TO THE FOLLOWING OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY MINIMUM STANDARDS: REMOVE SUCH TEMPORARY WORK AS REQUIRED. THE FLOOR SLAB, OR TEMPORARY DRAWINGS. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. MEMBER SIZE SPECIES GRADE MIN BASIC DESIGN STRESS 4. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. JOISTS AND RAFTERS: 2x - 3x DF#2 Fb = 875 PSI CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. D. CONCRETE 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. JOISTS AND RAFTERS: 4x DF#1 fb=1000 PSI 5. WHERE DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO 2, CONCRETE FOR FOOTINGS AND SLABS -ON -GRADE SHALL CONFORM TO A 28-DAY STRENGTH OF BEAMS AND STRINGERS: 6x-LARGER DF41 Fb =1350 PSI DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO fc=2500 PSI, SHALL CONTAIN NOT LESS THAN 5 112 SACKS OF CEMENT PER CUBIC YARD, AND REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. CONCRETE EXPOSED TO POSTS AND TIMBERS: 6x-LARGER DF#1 Fb =1000 PSI 6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD EARTH OR WEATHER SHALL HAVE 28 DAY STRENGTH OF f'c = 4000 PSI TOP AND BOTTOM-P AT ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, THE MINIMUM AMOUNTS OF CEMENT SAND MAXIMUM AMOUNTS WATER MAYBE SHEARWALLS & BEARING WALLS: DF#2 Fb =1000 PSI HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH THE INSTRUCTIONS PREPARED CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE ENGINEER AND THE BY THE SUPPLIER. BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACEMENT OF CONCRETE. STUDS, PLATES, & MISC LIGHT FRAMING: DF#2 Fb = 675 PSI 7. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND FOR CONCRETE FOOTINGS AND FOUNDATIONS, AN CONCRETE SLABS ARE REQUIRED PER COARSE AGGREGATES, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT ALL LUMBER WITH A LEAST DIMENSIONS OF 2" (NOMINAL) SHALL BE STAMPED SURFACE -DRY IBC SECTION 109.3. RATIO, SLUMP, CONCRETE WIELD AND SUBSTANTIATING STRENGTH DATA IN AND SHALL HAVE MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE ACCORDANCE WITH ACI318, SECTION 5.3. CONTRACTOR MAINTAINS RESPONSIBILITY FOR THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE 8. PRE -MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED SPECIFIED PERFORMANCE OF CONCRETE PRODUCTS. ALL CONCRETE EXPOSED TO STAMPED SURFACE -GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 BASED ON THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS THE PRIMARY TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO IBC SECTION 19D4.2. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. STRUCTURE, NOT SPECIFICALLY CALLED ON THE ARCHITECTURAL OR STRUCTURAL OF THE INTERNATIONAL BUILDING CODE.TURAL REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF NER "NATIONAL DRAWINGS. SHOP DRAWINGS SHALL INDICATED THE MAGNITUDE AND DIRECTION OF ALL NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENTAS NOTED ABOVE, SHALL BE USED EVALUATION REPORTS' EQUIVALENT TO NER 292 FOR PARALLEL STRAND LUMBER (PSL),OR LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS NER-481 FOR LAMINATED STRAND LUMBER (LSL). THE MINIMUM ALLOWABLE DESIGN VALUES SHALL BE SUBMITTED AS NOTED PREVIOUSLY. WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. AREAS FOLLOWS: B. DESIGN CRITERIA - ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE POURED MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED BY THE ENGINEER PRIOR TO PSL- Fb = 2,900 PSI, Fv = 290 PSI, E = 2,000,000 PSI LSL -Fb=2,250 PSI, Fv=400 PSI, E=1,500,000 PSI _ PLACEMENT. 4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN 1. DESIGN LOADS 3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SPECIFICATION", INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. ROOF LIVE LOAD 25 PSF SUPPLEMENT S1), GRADE 60, fy = 60,000PSI. EXCEPTION: ANY BARS SPECIFICALLY NOTED ON PLYWOOD PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS GROUND SNOW LOAD 30 PSF THE DRAWINGS AS GRADE 40, fy = 40,000PSI. SHALL BE IDENTIFIEDAS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS RESIDENTIAL FLOOR LIVE LOAD 40 PSF FOLLOWS UNLESS NOTED OTHERWISE: DECK LIVE LOAD 60 PSF WELDED WIRE FABRIC: ASTM A62 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID -DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT ROOF: 19/32" THICK, 32/16, (OR 5/8" THICK, 32/16) WIND (ASCE 7.10 DIRECTIONAL) 110 MPH, EXPOSURE "C", Kzt=1.0 SHEETS. WALLS: 15/32"THICK, 32/16, (OR 1/2" THICK, 2410) FLOORS: 23/32"(OR 3W) THICK, TONGUE & GROOVE, 48124 EARTHQUAKE (ASCE) SOIL CLASS D 4, REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE SEISMIC USE GROUP 1 (le =1.0) WITH ACI 315-02. LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.5. PROVIDE CORNER UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP SEISMIC DESIGN CATEGORY D BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.5. LAP ADJACENT MATS WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d NAILS @ 6" ocTO FRAMED Ss=1.278g, S1 = 0.500g, Sms=1.278g OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. PANEL EDGESAND OVER STUD WALLS SHOWN ON PLANS AND @ 12" oc 00" oc AT FLOORS) TO Sds = 0.852g, Sdt = 0.501g Smt = 0.751g INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS @ 16" oc AT 5. REINFORCING STEEL LAPS AND EMBEDMENT SHALL SEAS NOTED BELOW, UNLESS NOTED UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED OTHERWISE: TONGUE -AND -GROOVE JOINTS AND SHALL BE SUPPORTED WITH SOID BLOCKING. TOE NAIL 2. LATERAL RESISTANCE SYSTEM: SHEATHED BEARING WALLS, ASCE 7-10, BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. 3. RESPONSE MODIFICATION FACTORE, R=6.5 DEVELOPMENT LENGTH 48 BAR DIAMETER DEVELOPMENT LENGTH, top bar- 64 BAR DIAMETER UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED LAP SPLICE LENGTH 64 BAR DIAMETER WITH 10d @ 6"oc. NAL WITH 10d @ 12" oc AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL LAP SPLICE LENGTH, top bar- 80 BAR DIAMETER SHEATHING TO ALL HOLDOWN STUDS USING EDGES NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. "TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACE THAT MORE THAN 1T OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. ABBREVIATIONS (THIS IS A COMPREHENSIVE LIST OF ABBREVIATIONS, SOME OF WHICH MAY NOT APPEAR ON THESE DRAWINGS.) AS ANCHOR BOLT CL CENTERLINE (E) EXISTING GL GLUE -LAMINATED LOC LOCATION OPP OPPOSITE ACI AMERICAN CONCRETE INSTITUTE CUR CLEAR EA EACH GWB GYPSUM WALL BOARD LONGIT LONGITUDINAL OSB ORIENTED STRAND BOARD ADDL ADDITIONAL CMU CONCRETE MASONRY UNIT EF EACH FACE GYP GYPSUM LSL LONG SLOTTED HOLE ADJ ADJACENT COL COLUMN EL ELEVATION LVL LAMINATED VENEER LUMBER PAR PARALLEL AFF ABOVE FINISHED FLOOR CONC CONCRETE ELEC ELECTRICAL HDR HEADER LWC LIGHT WEIGHT CONCRETE PERP PERPENDICULAR AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONN CONNECTION, CONNECT ELEV ELEVATOR HNG HANGER PL PLATE ALT ALTERNATE CONSTR CONSTRUCTION EMS EMBED, EMBEDDED, EMBEDMENT HORIZ HORIZONTAL M MISC SHAPE PLWD PLYWOOD ANSI AMERICAN NATIONAL STANDARDS INSTITUTE CONT CONTINUOUS ENGR ENGINEER HP HP SHAPE MAS MASONRY PREFAB PREFABRICATED APA AMERICAN PLYWOOD ASSOCIATION CONTR CONTRACTOR EQ EQUAL HS HIGH STRENGTH MATL MATERIAL PROP PROPERTY APPROX APPROXIMATE; APPROXIMATELY COORD COORDINATE EQUIP EQUIPMENT HT HEIGHT MAX MAXIMUM PSF POUNDS PER SQUARE FOOT ARCH ARCHITECT; ARCHITECTURAL CP COMPLETE PENETRATION ES EACH SIDE MECH MECHANICAL PSI POUNDS PER SQUARE INCH ASSY CSK COUNTERSINK; COUNTERSUNK EW EACH WAY ID INSIDE DIAMETER MFR MANUFACTURER PSL PARALLEL STRAND LUMBER ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS CTR CENTER EXP EXPANSION; EXPOSED IF INSIDE FACE MIN MINIMUM; MINUTE PT POST TENSION AWS AMERICAN WELDING SOCIETY CU FT CUBIC FOOT EXP JT EXPANSION JOINT IN INCH MISC MISCELLANEOUS CU IN CUBIC INCH EXT EXTERIOR INCL INCLUDE; INCLUDING; INCLUSIVE MO MASONRY OPENING RD ROOF DRAIN BD CY CUBIC YARD INFO INFORMATION REF REFERENCE BLDG BUILDING FD FLOOR DRAIN INT INTERIOR (N) NEW REINF REINFORCE; REINFORCING BLKG BLOCKING d PENNY (NAILS) FDN FOUNDATION N NORTH REQ'D REQUIRED SM DBL DOUBLE FF FAR FACE, FINISHED FLOOR JT JOINT NF NEAR FACE RO ROUGH OPENING BMU BRICK MASONRY UNIT(S) DEPT DEPARTMENT FUR FLOOR; FLOOR LINE NFPA NATIONAL FOREST PRODUCTS ASSOC BOP BOTTOM OF SLAB DET DETAIL FLG FLANGE K KIP =1000 POUNDS NIC NOT IN CONTRACT SCIAEO SCHEDULE BOS DIA DIAMETER (SEE SYMBOLS) FOC FACE OF CONCRETE KO KNOCK -OUT NOM NOMINAL SEC SECTION BOT BOTTOM DIAG DIAGONAL FOM FACE OF MASONRY KSI KIPS PER SQUARE INCH NS NEARSIDE BHT SHEET BRG BEARING DIAPH DIAPHRAGM FOS FACE OF STUD NTS NOT TO SCALE SHTG SHEATHING; SHEETING BEAM DICA DRILLED -IN CONCRETE ANCHOR FS FULL SIZE; FAR SIDE LAB LABORATORY SIM SIMILAR C STANDARD CHANNEL DIM DIMENSION FT FEET; FOOT LB POUND oc ON CENTER SPA SPACING, SPACE, SPACES CG CENTER OF GRAVITY DN DOWN FTG FOOTING LF LINEAL FOOT OD OUTSIDE DIAMETER SPEC SPECIFICATION CGS CENTER OF GRAVITY OF STRANDS DO DITTO LLBB LONG LEGS BACK-TO-BACK OF OUTSIDE FACE SQ SQUARE CIP CAST -IN -PLACE DWG DRAWING GA GAUGE LLH LONG LEGS HORIZONTAL OH OPPOSITE HAND STD STANDARD CJ CONSTRUCTION JOINT/CONTROL JOINT OWL DOWELS GALV GALVANIZED LLV LONG LEGS VERTICAL OPNG OPENING STIFF STIFFENER S. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE, PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE HOT DIP GALVANIZED, INCLUDING WASHERS, NAILS, SCREWS, AND SIMPSON STRONG -TIE HANGERS, STRAPS, AND PLATES, AND BOLTS LESS THAN 112" DIAMETER. B. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, SAN LEANDRO, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO ARCHITECT OR ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. STRUCTURAL CONNECTORS. ALL STRUCTURAL CONNECTORS TO BE BY SIMPSON STRONG TIE OR EQUAL. USE ZMAX/HDG HOT DIPPED GALVANIZED OR STAINLESS STEEL CONNECTORS AS A MINIMUM. USE FASTENERS GALVANIZED PER ASTM Al 53. ALL PRESSURE TREATED LUMBER USED SHALL BE COMPATIBLE WITH ZMAX GALV. CONNECTORS, RE: SIMPSON STRONG -TIE CORROSION INFORMATION. 7. WOOD TRUSSES TRUSSES ARE TO BE METAL PLATED CONNECTED WOOD TRUSSES FABRICATED IN ACCORDANCE WITH THE IBC. TRUSS FABRICATOR TO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH FOR ERECTION AND PERMANENT LOADING. SHOP DRAWINGS STAMPED BYA WASHINGTON STATE LICENSED PROFESSIONAL ENGINEER SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. DESIGN CRITERIA SHALL MEET OR EXCEED THE FOLLOWING: ROOF TRUSSES TOP CHORD: 25 PSF LL, 14 PSF DL ROOF TRUSSES BOTTOM CHORD: 5 PSL DL DEFLECTION LIMIT TOTAL LOAD: L/240, LIVE LOAD: U360 OTHER LOADS SPECIFIED ON DRAWINGS. TRUSS SUPPLIER NOTES: THETRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATIONS AND ARE TO BE COMPLIED WITH WHERE POSSIBLE. IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT AND ENGINEER OF RECORD FOR REVIEW. THE DESIGN LOADS LISTED ABOVE SHALL BE APPLIED SIMULTANEOUSLY 8. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 8A ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. 8.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ 16" ocAT INTERIOR WALLS AND 2x6 STUDS @ 16" oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND UNDER THE END OF ALL BEAMS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x5 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 8 FEET IN HEIGHT. ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12" oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 4'-0" oc, EMBEDDED T', UNO REFER TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. 8.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOOR OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING @ 8'-0" oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH HU-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEWAND SLOPE ALL CONNECTORS AS REQUIRED. FACE -NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d SPIKES @ 24" oc STAGGERED. 8A NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITE STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED 8d =.131 DIAMETER x 21/2" MINIMUM LENGTH 10d = .131 DIAMETER x 3" MINIMUM LENGTH 16d = A31 DIAMETER x 31IT MINIMUM LENGTH HAND NAILING - SINKER, COATED lid =11 1/2 GAGE x 2 3/8" 10d =11 GAGE x 2 7/8" 16d=9 GAGE x319' STL STEEL SPECIAL CONDITIONS: STRUCT STRUCTURAL CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN THE FIELD. OBTAIN OWNERS SYM SYMMETRICAL APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL T TOP OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TEMP TEMPERATURE THK THICKNESS THRU THROUGH TOB TOP OF BEAM TOC TOP OF CONCRETE; TOP OF CURB TOF TOP OF FOOTING TOL TOP OF LEDGER TOM TOP OF MASONRY TOS TOP OF STEEL, TOP OF STRUCTURE TOW TOP OF WALL TS TUBING, STRUCTURAL TYP TYPICAL UBC UNIFORM BUILDING CODE UL UNDERWRITER'S LABORATORY, INC UNO UNLESS NOTED OTHERWISE URM UNREINFORCED MASONRY UT ULTRA-SONICTEST VERT VERTICAL W WIDE FLANGE WP WORK POINT 1NWF WELDED WIRE FABRIC & AND @ AT BEAM CAMBER rL CENTERLINE 0 DIAMETER; ROUND If NUMBER; POUND m SQUARE L STRUCTURALANGLE JL DOUBLEANGLE PLATE U J J ^L^,, nW 0 W Z M Q 00 O 03 Q LT) 16 00 w .7 CU � CO V3 Lf) O O W WU)N w U Z O W N Q O W > >W W J 1n 00 WQO U)U0 (D Qrn W REVISIONS: p �/`� 6 ) _® �� UB rJUN 2 8 2010 10 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S0.1 2x12 P.T. STRINGER @ 24 oc r-------------------1 4x4 P.T. POST w/ SIMPSON PB POST CAP w/ y L--------------- - V-0"x1'-0"x10" CONIC PAD w I 0 4x4 P.T. POST EXTEND DRIVE BY OTHERS W/ SIMPSON PB POST BASE w o_ L 0 C O S2.2 F ti S21 S21 4x4 P.T. POST io rn (2) 2x12 P.T. w/ SIMPSON PB POST BASE __ __ ______________ GE OF EXISTING 1 - - .. , .., ._•:_, . ..: :,," -_____ _ it CONCRETE DRIVEWAY I____ ____ __ __ �• ____ ___ _ __________ ___________ . 1- r , r1 0"WIDExWDEEPFrG. x __ l i, -.) i-0"WIDE. B"DEEP FTG. 1'-0" WIDE x 8" DEEP FTG. : l o E m m B" C.I.P. WALL 1 @� F F S2.1 p V. C.I.P. WALL a d = I - I 6" C.LP. WALL 4X6 POST jj 11 4X6 POST a o S2.1 r STHD10 r Q 2 F3.0 LI H F2.01 I I F2.0 (E) WOOD POST ON S21 8 HDtaI i r- -- --1 L----------------------------� • I - f*i 1 TYP I II tD K FIELD VERIFY CONC PIER BLOCK, TYP w/6X81 I #4x1'-0" EPDXY 3"INTO EXISTING I I w E 1 � �,'.: •�� .� � � �- _-- -fit-, . 'Yl-- �_ ___ -�, CONC WALL AND FOOTING, SEE 41 ii DETAIL HlS2.1 SIM i ii € - >G'LLSEE DETAIL H/52. FOR NEW°FOOTING TO EXI ING SIM(E)BEAM,TYP xl+EA EeFIELD VERIFY _I. 1 1'3 31 I+4 1$' +4. a3'WIDEx8"THIi H HDUB Ifl.'.+... .. 4'W.., . 111 i i ( .. , +,4 ' ° DEMOLISH (E) CONC SLAB AND REPLACE 6" C.I.P. WALL 1 I ( i i `D w/ 4x4 ° _. ii °° ..4 n + e. _ ' ° ^ .� °. ° +. I 1 6x6(WL4x1A AT MID -DEPTH OFNCRETE SLAB W/ SLAB + OVER PRE PREPARED SUBGRADE. SLOPE SLAB PER ARCH 1 III �l w '' I '�II1jIj.II ' a _ a . "°"° N ' n _ a HDUB -6 .aeFIELD VERIFY q` z °.'4.5"GONG PAD z MZ FOR STAIR WALL F2.01 a s ° ,, ;11 E lr w 52.1 I j{� �� (E I`. u��a 'e• +a .4' ° .14 I 52.2 x Ed ..0 .° + ° + .. s: ''d•: 52.1 a .: I•.n .. BEAM TYP - I, I'li e. a "4' ._+° °1 1 V-6"WIDEx8"DEEP FTG. • € i I.1 .._._....__w_.._._ x -..1 ..... . xGixoi oLL_.... FIELD E, L_D.. V_.,E_R. IF.Y. ,.....x .. _:1<: .II I :.. . 11 1F2.0 a° e. e , 4 °•ocI 0 a .. I. 8"C.I.P. WALL . •. . e k--------- !¢ 'O .a.H w (E) SLAB ON GRADE, 4 G a° 52.2FIELD VERIFY . o fo 1'$"WIDE xB"DEEP FTGI HDUB I�°1 __>.: v _y r ___ __4 ___°- __-_4..� HDUIll w/ 4x4 ... k//////X .... 1 II IE it I I - - - - - - - 1) 11 I ~¢ w I€ tD I I I€ I J 1 1 #4x1'-0" EPDXY 3" INTO EXISTING 6"C.LP. WALL 11� ! NFrc i� jl 52.2 ;I, ,1 !I II H ; 1 i 11f 1 I CONC WALL AND FOOTING, SEE 82.2 I! 11 , " i lI i 1 A I 52.1 I !I DETAIL H/S2.1 SIM I T I C; I c lid'• II It L _JF2.8 2xT F r@1 "ac LEVEL(E)CONC SLABTO I I MATCH (E) GONS CA I i I (E)GARAGE 1 I J D i I I Ci #4x1'-0" EP-'YINXISTING 1 1 V itlj 52.2 x 1. CONCWALLAND OTING,TYP 1 1 1 y j S2A S I -• I m 1! S w EA END, SEE TAIL H/52.1 SIM € i € I (E) BRICK VENEER REPLACEMENT, TYP 1 I i F2.0 S2.2 l 3 4x4 POST !�„j •0 rl IS I j I F3.0 F3.0 I I �i%! I I I I I !I I 11 j 1 1 i/ I I€ I I I I® 11 L._______ 4--- .�- ? / . J 1 tI l :,_- (E) SLAB ON GRADE _ _ I (E) SLA13 ON GRADE FIELD VERIFY t II o $2.1 x a + o Q 1 5> 822 (E) SLAB ON GRADE I I I _ ..-, .... I 17 I I ; I EXIST FOOTING TO l "{ I REMAINS, TYP FOOTING SCHEDULE FOUNDATION AND MAIN FLOOR FRAMING PLAN Q _ _:,:_:� _-------_.--w:_;,-- MARK SIZE REINFORCEMENT 1/4"=T-O" L-_J - -'-._...._.___-__...___...__._..___._.___._:_._..._....._..,. ...__... 1J DO NOT SCALE DRAWINGS. 2J VERIFY ALL DIMENSIONS IN FIELD. K F1.5 V-6, x V-6, x 8" 2-#4 EA. WAY BOT. 3.) SLAB ON GRADE SHALL BE 4" THICK, UNLESS OTHERWISE NOTED. SLAB SHALL 52 2 BE REINFORCED WITH 6x6 W1.4-W1.4 WELDED WIRE MESH. PREPARE SUBGRADE BY v °. F2.0 2'-0" x 2'-0" x 10" 3- #4 EA. WAY BOT. PLACING AND COMPACTING A MINIMUM 4" OF CLEANED, CRUSHED ROCK AS A = 3 J = 3 F2.5 2'-8"x2'$"x 11" 4-#4 EA. WAY BOT. CAPILLARYBREAK. SUBGRADE BELOW SLAB SHALL BE UNDISTURBED NATIVE SOIL S2 1 OR COMPACTED FILL PER GENERAL NOTES, PARAGRAPH'C - FOUNDATION' ITEM #2. (E) BRICK VENEER F3.0 T-0" x 3'-0" x 11" 5- #5 EA. WAY SOT. 4.) FOOTINGS SHALL BE PLACED ON UNDISTURBED NATIVE SOIL OR STRUCTURAL REPLACEMENT, TYP FILL COMPACTED TO 95 % MAXIMUM WET DENSITY PLACED IN MAX. 12" LIFTS, LEGEND D F3.5 3'-6" x 3'$" x 11" 6-#5 EA. WAY BOT. 5.) SEE S2.1 FOR TYPICAL SPREAD FOOTING INFORMATION, AND S2.1 L V L FOR TYPICAL CONTINUOUS FOOTING INFORMATION. 6.) TYPICAL FLOOR JOISTS SHALL BE 2x10 DF-L#1 OR BETTER UNLESS NOTES: OTHERWISED NOTED. REFER TO PLAN FOR JOIST SPACING (16"oc IF NOT NOTED). ® DENOTES EXISTING OPENING INFILL WITH STUD TO MATCH EXISTING 1.) ASSUMED 1500psf BEARING CAPACITY 7.) TYPICAL EXTERIOR WALL W6, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 2.) CENTER ALL FOOTINGS ON COL./WALL TYP. U.N.O. 8.) ALL POST AT THIS LEVEL SHALL BE 6x6, U.N.O. - '- DENOTES EXISTING FOUNDATION WALL AND FOOTING 3.) AT LOCATIONS WHERE FOOTINGS ARE SHOWN SHARING A 9.) SEE DETAILS I/S4.2 AND K/S4.2 FOR HOLDOW4 DETAILS AND SCHEDULE. COMMON BEARING AREA, CAST MONOLITHICALLY w/ INDIVIDUAL REINFORCING PER PLAN AND OVERLAP AS REQUIRED. 10.) EXISTING FRAMING, FOOTING AND FOUNDATION WALL SHOWN ARE ASSUMED. FIELD VERIFY ---- CONDITIONS AND NOTIFY ARCHITECT OR ENGINEER IF DISCREPANCY ARE FOUND. 0 DENOTES NEW FOUNDATION WALL AND FOOTING I �1 F2.0 r I 11 LII�ul 1 I I I I (E) FOOTING, TYP 1 REVISIONS: 1� 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S1.1 HIESUB JUN 2 8 2018 BUILaw0 Cf1YOF Ep�ryt �- �____ ___- _51/8_x9 G_ Ir--- ---- ------- II III ❑II x mx I I 4x6 POST III GIRDER TRUSS =11 NII I NII B I S4.2 II II III II II II ,II 'Il II I C= 1 I I TI II I II I I I II I I II II �I B II II 54.2 II II y 4.10 DF2_ If -- — -- — -- -- �---- —I oll \ N II \ I I I so II 4x4 P.T. POST I I o I I m I I v MANUFACTURED RO P•TRUSS II 4.6 POST — 4x10 FRONT PORCH GABLE FRAMING TO BE 2x PER ARCH. ATTACH RIDGE BOARD TO TRUSS 4x4 P.T. POST 412 P.T. DF2 N W3 __ 4x100F2 W3 III I 4x4 POST TO ABOVE o I w I 7 I I cU—� w l rc l l JACK TRUSS \ I I I 9 l N, x�/ i l IF----- — 51/8x13112 GLB ------------------------ ---- oii , xi ii I II II II II II II II II II I I L — — — 4x10 DF217 I/ II r—�-I n I I II I I I II I I II I I II I I II 4x4 POST mil (2) 2x HDR , GIRDERTRUSS Q UPPER FLOOR & LOW ROOF FRAMING PLAN 1.) DO NOT SCALE DRAWINGS. 1/4 = 1-0 2.) VERIFY ALL DIMENSIONS IN FIELD. 3.) TYPICAL EXTERIOR WALL SHALL BE FRAMED WITH 2x6 OF STUDS @ 16"oc, UNLESS OTHERWISE NOTED. TYPICAL INTERIOR WALLS SHALL BE FRAMED WITH 2x4 DF STUDS @ 16"oc UNLESS OTHERWISE NOTED. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION PERTAINING TO WALL THICKNESSES. 4.) TYPICAL EXTERIOR WALL WE, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 5.) FOR TYPICAL HEADER SUPPORT DETAIL, SEE G/S3.1 AND H/S3.1 LEGEND 6.) FOR FRAMING SUPPORT AT OPENINGS, SEE E/S3.1 AND F/S3.1 7.) FOR TOP PLATE SPLICE DETAIL, SEE I/S3.1 m F 0 JACK TRUSS 4x4 P.T. POST 0 _ A 2j MST60 4x10 DF2- (2) MST60 U li V) 1 � o 31/Bx12 GLB v L 13.1 TYP 2xl2 @ 12" oc e 53.1 m J 0 sa.z \ (2) 2x8 HDR LL —`�, —, 151/80 GLB 16" oc 1 'd 1 l B.) FOR WALL INTERSECTION DETAIL, SEE K/S3.1 ® DENOTES EXISTING OPENING INFILL WITH STUD TO MATCH EXISTING 9.) ALL POST AT THIS LEVEL SHALL BE 6x6, U.N.O. INFILL OCCURS FROM MAIN TO UPPER FLOOR 10.) TRUSS MANUFACTURER TO SPECIFY SPACING OF TRUSS FOR MOST EFFICIENT DESIGN C--7 DENOTES WALL ABOVE FOR LOCATION OF HOLDOWNS BASED ON DEPTH OF TRUSS C:= DENOTES WALL BELOW FOR FRAMING FLOOR 2x12 @ 16" oc, ALIGN JOIST WITH WALL STUD 2ND FLOOR WALL ABOVE C S3.1 ----C --_----Q-----(----�1 5 1/Sz12 GLB �\f 51/8xl31/2 GLB51/8xl31/2 GLB — PST TO ABOVE IMPSON HGUS HANGER 2x12 @ 12" oc TYP 51/8x19l/2 GLB TYP 2W4 J L..L •W � Z Lu Q oc) d) (0 j W 00 O �� 00LO M W �fA.N ui U z W N O 00 L(u J C6 O 0 WQ UUO 0 J � Q M W N J ZZ J J ``0- V Z Q S LL OLL rY O O O J LL REVISIONS: 10 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT UB UN Z 8 2018 S 1 . 2lllwm"gT I f 1 ` UPPER ROOF FRAMING PLAN Q 1.) DO NOT SCALE DRAWINGS. 1!4" =1'-0" 2.) VERIFY ALL DIMENSIONS IN FIELD. 3.) TYPICAL EXTERIOR WALL SHALL BE FRAMED WITH 2x6 OF STUDS @ 16"oc, UNLESS OTHERWISE NOTED. TYPICAL INTERIOR WALLS SHALL BE FRAMED WITH 2x4 DF STUDS @ 16"oc UNLESS OTHERWISE NOTED. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION PERTAINING TO WALL THICKNESSES. 4.) TYPICAL EXTERIOR WALL W6, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 5.) FOR TYPICAL HEADER SUPPORT DETAIL, SEE G/S3.1 AND H/S3.1 6.) FOR FRAMING SUPPORT AT OPENINGS, SEE E/S3.1 AND F/S3.1 7.) FOR TOP PLATE SPLICE DETAIL, SEE I/S3.1 8.) FOR WALL INTERSECTION DETAIL, SEE KIS3.1 9.) ALL POST AT THIS LEVEL SHALL BE 4x4, U.N.O. 10.) TRUSS MANUFACTURER TO SPECIFY SPACING OF TRUSS FOR MOST EFFICIENT DESIGN BASED ON DEPTH OF TRUSS (D aD z ;M 00 Q OD d) �j OHO W �>� c' 0 m m °OC/)C,4 r[ I W U Z W N 0 W W Lu C 5 w z LLI U U) O � 2 J o Q m WW REVISIONS: Q 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S1.3 gE,9uB JUN 2 8 2013 SHEAR WALL PER PLAN SILL PLATE &ANCHOR JOIST PER PLAN BOLT PER SHEAR WALL SCHEDULE (2)- #4 `O i 2 GRADE VARIES Z KLINF. 51tM WALL PER GENERAL NOTES: 14 e rc OI� O O x "w TYPICAL EXT. WALL FTG. PERPENDICULAR JOISTS A SECTION NOTE: SEE DETAIL C/52.1 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL NOTE: SEE DETAIL A/52.1 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL GRADE VARIES TYPICAL EXT. WALL FTG. PARALLEL JOISTS JOIST PER PLAN SILL PLATE & ANCHOR SHEAR WALL PER PLAN BOLT PER SHEAR WALL SCHEDULE (2)- #4 _ M GRADE VARIES —� z REINF. STEM WALL PER GENERAL NOTES BLOCKING @ 48" oc w a (2) #4 x M PER PLAN TYPICAL EXT. WALL FTG. PERPENDICULAR JOISTS B SECTION 3M" = 1' D" NOTE: SEE DETAIL CIS2.1 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL (E) STUD WALL I+ `I DECKING PER ARCH V SIMPSON DTT2Z 2x BLKG @ 48"oc DECKING PER ARCH SIMP'U' HANGER a — 1/2"0 BOLT c GRADES VARIES 2x P.T. RIM JOIST — 2x P.T LEDGER TO MATCH JOIST ' DEPTH w/ 3 ROWS SIDS IMP x4"SCREWS .. 4 @ V. O.C. E SECTION ROOF TRUSS PER PLAN 2x BLOCKING, TYP 2x TO FIT w/ tOd (E) STUD WALL NAIL TOBLKG @ 6"oc2x TO RIP TO FIT (E) FLOOR FRAMING @ ZVO.SEE PLAN K/52.1SIMPSON A35@MID•HiOF zti STUD @ EVERY OTHERSTUD, SEE PLAN K/52.1 2x TREATED SILL PL (E) CONC WALL AND FTG RIP TO FIT w/ 1'L 3/4" FIELD VERIFY CONFIGURATION SIMPSON TITEN SCREW I' - TO (E) CONC @ 12" oc AT ,. CENTER OF PLATE I. V n SECTION SIMPSON A35, TYP Il I PE)JOIST R PLAN JOIST PER PLAN w/ SIMPSON HU HANGER 2. P.T LEDGER . a TO MATCH JOIST . a DEPTH w/2ROWS .. �.....:........: SOS 1/4" x 4" SCREWS @ 6" O.C. (E) FOOTING, FIELD VERIFY CONFIGURATION AS SHOWN F SECTION 3/4" = 1'-0" SIMPSON A35 AT M OF STUD @ 48" oc 2x TO RIP TO FI1 @ 24" O.C. SEE PLAN K/S2.' K PLAN VIEW (E) STUD (E) PLYWOOD ,� SECTION NOTE: SEE DETAIL C/52.1 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL DECKING PER ARCH 2x BLOCKING WHERE POST OCCURS, O SIMPSON DTT2Z OTHERWISE BLOCKING AT 48" oc — 11 O BOLT J o SIMPSON HU HANGER WHERE POST OCCURS 2x P.T. SIMPSON A35 RIM JOIST -i 4 (� SECTION NOTE: SEE DETAIL CIS2.1 FOR ADDITIONAL INFO NOT CALLED FLOOR SHEATHING PER GENERAL NOTES OUT, TYPICAL 7(E) FOOTING n SECTION 2x8 @ 18" O.C. OR MATCH (E) FLOOR JOIST ALIGN SHEATHINGS (E) FLOOR SHEATHING (E) FLOOR JOIST PER P SIMPSON HU HANGER,TYP NOTE: SEE DETAIL CIS2.1 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL G @ 48"oc Y HANGER TYPICAL EXT. WALL FTG. PARALLEL JOISTS �SEGTION BALANCE OF INFORMATION ABOVE EXISTING CONC WALL NOT SHOWN FOR CLARITY (E) FOOTING, FIELD VERIFY CONFIGURATION AS SHOWN #4 EPDXY 3" MIN INTO EXIST FOOTING @ 9' oo OR (3) MIN PER NEW FOOTING #4 CONT TYPICAL NEW FOOTING TO EXISTING FOOTING H SECTION NOTE: SEE DETAIL L/S2.1 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL M SECTION 'ALL I U KEMAIN AS FIREPLAUE - OR PROVIDE NEW YI • JUN 2 6 2619 REVISIONS: & 08.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S2.1 2x P.T. RIP TO FIT w/ 1/4"x21/4" SIMPSON TITEN SCREW @ 12" cc STAGGERED 2x P.T. JOIST, RIP TO FIT wl SIMPSON A35 AT EA END - 2x BLOCKING @ 24' ac -I YI. .....71 I' (E) SLAB TO REMAINS 4 d A SECTION NOTE: SEE DETAIL A/S2.2 FOR ADDITIONAL INFO NOT CALLED (E) STUD WALL BEYOND OUT, TYPICAL NEW FIREPLACE WALL SILL PL AND ANCHOR BOLT PER SECTION A/52.1 (2) #4 (E) SLAB TO REMAINS #4 EPDXY INTO (E) CONC MIN 3', TYP @ 12" oc AT THREE LOCATIONS SHOWN #4 - (E) FOOTING SILL PLATE AND A.B. PER S.W. SCHEDULE 2-#4 CONT. SLAB AND REINF. PER PLAN GRADE VARIES STEM WALL AND REINF PER GENERAL NOTES 2- #4 CONT. < 'o o � EQ. EQ. O PER PLAN E SECTION 34' =1'-0" #4 L VERT. @ 16" O.C. CENTERED, ALT. HOOKS ASPHALT/CONCRETE DRIVEWAY PER PLAN — REMOVE (E) SILL PLATE AND PROVIDE CONTINUOUS PLYWOOD OVER (E) CONIC WALL, TYP 2x8 P.T. LEDGER w/ 114''x21/4" SIMPSON TITEN SCREW @ 12" oc STAGGERED 2x BLOCKING @ 48" RIGID INSUL PER ARCH S.O.G. PER PLAN REINF PER PLAN .. " . ... ... ... Q 4" PERFORATED PVC DRAINPIPE a a w/ HOLES DOWNWARD SLOPE TO STORM DRAIN a BACKFILL WITH FREE DRAINING MATERIAL rc HOLD p 1 1/2" CLR. PER PLAN (2)#4 TOP +BOT. TYPICAL FOOTING AT DOORWAY F SECTION 3!4" = 1' 0" SEE J/S2.1 FOR ADDITIONAL INFO NOT CALLED OUT — 2x BLOCKING @ 48" cc -. JOIST, RIP TO FIT APSON A35 AT EA END ' NOTE: SEE DETAIL A/S2.2 FOR "! ADDITIONAL INFO NOT CALLED OUT, TYPICAL (E) FOOTING C SECTION 3/4" = l'-0" NOTE: SEE DETAIL E/S2.2 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL NOTE: SEE DETAIL A/S2.2 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL n SECTION v NOTE: SEE DETAIL J/S2.2 FOR ADDITIONAL INFO NOT CALLED OUT, TYPICAL REMOVE (E) SILL PLATE AND PROVIDE CONTINUOUS PLYWOOD OVER (E) CONC WALL, TYP 2xl2 P.T. LEDGER./ 1/4"x2 IXI SIMPSON TITEN SCREW @ 12" oc STAGGERED BLOCKING @ 48" oc (E) FOOTING (E) SLAB TO REMAINS SLAB ON GRADE PER PLAN I ` 2 L4 Ld'="' .� SLAB ON GRADE PER PLAN I a n SECTION n SECTION n 2x4 TOP PLATE 2 ROWS 16d AT EVERY JOIST 2x BLOCKING AND AT 6" oc TO BLOCKING 2x4 STUD (3) MIN (2) 2x PER PLAN I CTRLINE OF POST P.T. STRINGER PER PLAN (E) WALL BEYOND CTRLINE OF FTG ATTACH STRINGER TO (2) 2x w/ SIMPSON SLOPE'U' HANGER TYP - POST PER PLAN P.T. STRINGER PER PLAN - ' I SIMPSON A35 AT EACH STRINGER SIMPSON PB TO PLATE I 2x6 PT PLATE WI (2) SEE DETAIL F/52.1 FOR ROWS PAF @ 12" O.C. STRINGER PER ARCH JOIST AND CONIC WALL ,STAGGERED ATTACH TO PONYWALL I NOTES NOT CALLED OUT EACH END �x—x—x REINF PER PLAN UZ I U0q W � o P.T. STRINGER PER PLAN low (2) #a TOP AND BOT Z 2x TREATED SILL PL < < w! 114"xt 3/4" SIMPSON us a PER PLAN ;,� 9' B (2) 04. TYP V TITEN SCREW TO (E) CONC @ 1_, oc AT CENTER OF #4 AT MID -HT OF CONC WALL AND FOOTING PLATE SEE H/52.1 FOR EMBED �ECTION SECTION SECTION SECTION 3/4" ='1'-0" K 3/4" = 1'-0" 3/4" = 1'-0" M W N z M _ M_ Q 00 O) Nj Ln W p ' T 00 U)oo m OD C'/) REVISIONS: 1 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S2.2 8"'8 ESP LSD s JUN 2 8 2018 BIAID DEPA8%,r! CITVOFEOMONOS SPLICE PLYWOOD @ PLA pER SW SCHED. TOP/BOT. OF WALL STIFFENER 2z JOIST r EA. SIDE L IMP U21NGER0 I JOIST PER PLAN HAj BLK'G @ 48"oc / \ HEADER PER PLAN STUD WALL SEE PLAN AND SHEAR WALL SCHEDULE FLOOR FRAMING ROOF TRUSS WHERE OCCURS 2x LEDGER w/ (3) 16d @ 6" oc ROOF TRUSS WHERE OCCURS AT PARALLEL JOISTS A SECTION AT PERPENDICULAR JOISTS TYPICAL STUD FRAMING DETAIL @ OPENING E SECTION 8-16d NAILS EA. SIDE OF SPLICE (NO BOT. SPLICE IN THIS AREA) 16d @ 12"oc 16d @ 12"oc STAGGER TYP .� MIN. MIN, STAGGER TYP. PLAN 2 EA BOTTOM SPLICE PLATE SPLICE TOP PLATE SPLICE AT STUD CENTERLINE, TYP. �- BOTTOM PLATE SPLICE iAT STUD CENTERLINE, TYP. STUD WALL TOP PLATE SPLICE BLOCK BETWEEN JOISTS (E)FLOOR STRUCTURE (2)16d TN JOISTS PER PLAN w/ EA BLOCK (E) JOIST SIMP' FACE HANGER PER PLAN OR SIN.'JB' TOP FLANGE HANGER BEAM PER PLAN B SECTION @ U'oc 2x BLKG. CONT. JOIST PER PLAN \ / 1-8" LSL RIM BOARD SIMP. STRAP /� PER PLAN H\, HEADER PER PLAN STUD WALL PER PLAN AND SHEAR WALLSCHEDULE OVERHANG TYPICAL SHEATHED DRAG TRUSS C SECTION 4x4 P.T. GUARDRAIL POST @ 4'-O" oc 2x BLOCKING @ 48" oc - 2x JOIST O PER PLAN a SIMPSON DTT-2Z /\ 2x JOIST PER PLAN w/ (3) 16d @ 6" oc PER PLAN — BEAM PER PLAN AT DECK n SECTION NOTE: SEE DETAIL K/S2.2 FOR NOTES NOT CALLED, TYP ROOF SHEATHING PER PLAN AND GENERAL NOTES 2x JOIST PER PLAN 2x BLOCKING @ 48" oc (2) 21 TOP PLATES, TYP. PER PLATE SPLICE DETAIL FULL HEIGHT STAGGER TOP PLATE STUD, TYP. 4'-0" MIN. TYPICAL 2x4 STUDS 2x6 STUDS 2x4 PLATE 2x6 PLATE • TYPICAL STUDS PER PLAN/DETAIL (2)- 2x HEADER (3)- 2x HEADER SPIKE EACH PIECE w/ HEADER (2)- ROWS 16d SINKERS BEAM PER 2z STUDS @ 16"oc, PER PLAN 3-16d @ 12"oc, STAGGERED, TYP. PLANS TYP. U.N.O. 1/2" PLYWOOD FILLER TYPICAL SINGLE 1/2" PLYWOOD FILLER, TYP. WINDOWSILL TRIMMERSTUD. 31/2" 5 SEE ARCH MULTIPLE TRIMMER 11 SINGLE FULL HEIGHT KING STUDS WHERE STUD. MULTIPLE KING STUDS REQUIRED PER WHERE REQ'D. PER PLAN (2) 2x BEARING PLAN OR PER 2x SILL PLATE STUDS, TYP U.N.O. NOTESISPECIFIC SEE PLANS 8 SEE PLANS DETAIL SHEAR WALL 4x HEADER, 6x HEADER, SCHEDULE PER PLAN PER PLAN TYPICAL STUD FRAMING DETAIL F SECTION 3/4" = 1'-0" BEAM PER PLAN. PERPENDICULAR NOT SHOWN FOR CLARITY SII MI BEAM TO WOOD POST CONNECTION TYPICAL HEADER SUPPORT DETAIL ,� SECTION V3/4" = 1'-0., EXTRA STUDS AS SHOWN, SEE PLAN FOR ADDITIONAL POSTS AND TYPICAL POSTS EDGE NAILING PER UNDER BEAM SHEARWALL SCHEDULE, TYPICAL THRU WALL CROSS WALL 2- STUDS AT EACH HOLDDOWN MIN., SEE NAIL STUD TOGETHER PLAN FOR FOR w/16d @ 12"oc TYP. ADDITIONAL POSTS AND TYPICAL POSTS UNDER BEAM CROSS WALL PLAN CORNER PLAN TYPICAL WALL INTERSECTION TYPICAL HEADER SECTIONS SECTION HOLDOWN PER PLAN I SECTION -I SECTION SECTION SECTION iR SHEATHING PER :RAL NOTES U CD W 0 Z M Q 00 O) f6 OD uj 0D M M� Ln O to W MU) w U z O W CV Q 00 d) 200 w¢O U)Um Q� W z O I— U w 'U) V Cz G IL REVISIONS: 1 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S3.1 iEl9us JUN 2 8 2018 ( I: TYPICAL EDGE NAILING, :I ;� I: G SEE NOTES 3/8" MIN. I: TO EDGE OF PLYWOOD I: FLOOR/ROOF SHEET & SUPPORT I: JOIST PER PLAN is I: 2x4 FLAT BLOCKING @ PLYWOOD EDGES, PERPENDICULAR TO FLOOR/ROOF JOIST WHERE I: I. I: I: NOTED ON PLANS OR NOTES TYPICAL INTERMEDIATE NAILING PER NOTES NOTE: ALL ENDS OF PLYWOOD SHEETS TO SPLICE OVER CENTERLINE JOISTS OR SUPPORTING MEMBERS. BLOCK ALL PANELS I f fi li I: li LESS THAN IZ' IN WIDTH 1: IT Tj I: STAGGER PLYWOOD JOINTS, SEE PLANS I I: I: I: i /I 1pl TYPICAL FLOOR/ROOF SHEATHING A PLAN VIEW ROOF NAILING SCHEDULE NAIL SPACING NAIL SPACING @ ZONE CONTINUOUS NAIL SPACING @ INTERMEDIATE STIFFENERS EDGES OTHER EDGES SUPPORT O 0.131"0@6"oc AT N/A 0.131"0@12"oc (UNBLOCKED) SUPPORTED EDGES ROOF NAILING NOTES: 1.) ALL NAILS SHALL BE 16d COMMON (0.148"O) W/11/2" MIN. PENETRATION INTO FRAMING. 2.) ALL NAILS TO BE FLUSH DRIVEN & SHALL NOT FRACTURE PLYWOOD SURFACE. 3.) PROVIDE 3/8" MIN. CLEARANCE BETWEEN NAIL CENTERLINE AND PANEL EDGE. 4.) PROVIDE 2 ROWS 1 Od @ 4"oc EA. ROW AT EXTERIOR DIAPHRAGM BOUNDARIES, (BLDG. PERIMETER) TYP. (U.N.O.) 5.) AT STEEL STRAP TIE LOCATIONS, NAIL ALL HOLES.111/2" MIN. PENETRATION INTO SAWN LUMBER FRAMING. DO NOT USE 10d x 1112" NAILS AS SPECIFIED IN SUPPLIER LITERATURE. 6.) ZONE 1 APPLIES U.N.O. 2- TOP PLATE U.N.O. Zx BLOCKING, EDGE NAIL 3x WHEN NOTED ON SCHEDULE. SHEATHING PER SCHEDULE Zx SILL FINISH FLOOR LINE ANCHOR BOLTS SEE SCHEDULE- EDGE NAIL TO TOP PLATE II II II II I II II II II I II II II II I II II II II I II II II II I II II II II I II II II II I 11 II II II I II II II II I II it II 11 I II II II II I II II II II I II II II II I II II II II I I I I I I I I I FIELD NAIL II II II II'l II I.I II II IIIL-----�'L-----JL-----J ---- TYPICAL WALL FRAMING B SECTION 1 NOTE: NAILING TO BE 3/8" MIN. TO EDGE OF SUPPORTS & SHEETS I I I I -HOLDOWN PER PLAN 4 a. CORNERAT SIM. HOLD DOWN SCHEDULE FASTENERS TO CONCRETE FASTENERS TO WOOD MARK ANCHOR DIAMETER MINIMUM EMBEDMENT DEPTH (QUANTITY)TYPE WOOD MEMBER SDHD10 - 10" 18- 16d SINKERS 2- 2x STUDS STHD14 - 14" 22-16d SINKERS 2- 2x STUDS HOLZ 11, 8" 6-SDS t/4'x21/2' 2-2x STUDS HDU5 11, 12" 10-SDS1/4"x21/2" 2-2x STUDS HDU8 7/6' 16" 20-SDS 1/4"x2112" 1-4x POST HOW 1"A307 20" 30-SDS 1/4"x2112" 1-6x6 OR 4x6 HDLI14 ill A30T 20" 36-SOS 1l4"x2112" 1-6x6 OR 4x8 HHDQ14 1"A307 24" 30-SDS 1/4WV2" 1-6x60R 4x8 LSTHD8 7/8" A307 8" 24. 16d SINKERS 2- 2x STUDS LSTA36 1 1/4"xlBGA. - 26-10d COMMON 2-Zx STUDS MSTA36 11/4"xl6GA. - 26-10d COMMON. 2-2x STUDS MST37 21/16"zt2GA. - 42-18d COMMON 2-2x STUDS - MST48 21/16"xl2GA. - 46-16d COMMON 2- 2x STUDS MST60 21/16"x10GA. - 56-16d COMMON 2-2x STUDS MSTC48B3 3"x10GA. - 54- t6d COMMON 2- 2x STUDS MSTC66133 3112'k16GA. - 56-18d SINKERS 2-Zx STUDS NOTES: 1.) ANCHOR SHALL BE ASTM A307 HEADED ANCHOR BOLT, UNLESS NOTED OTHERWISE. 2.) WOOD MEMBERS (MIN.) ABOVE AND BELOW WHERE OCCURS AT FLOOR LEVEL. DO NOT USE LAG BOLTS TO FASTEN HOLD DOWNS TO WOOD MEMBERS. 3.) HOLDOWN SCHEDULE IS PROVIDED FOR GENERAL INSTALLATION INFORMATION. NOTALL OF HARDWARE SCHEDULED IS REQUIRED SEE PLANS FOR HOLDOWN CALL -OUTS AND LOCATIONS. CONSULT MANUFACTURER FOR ADDITIONAL INFORMATION. 4.) QUANTITY OF NAILS FOR STRAPS ARE EVENLY DIVIDED BETWEEN ENDS OF STRAPS ABOVE AND BELOW THE DEPTH OF THE FLOOR SYSTEM. USE 16d COMMON NAILS, U.N.O. 5.) IF SHEAR WALL REQUIRES 3x STUDS, USE 3x INSTEAD OF Zx. 6.) IF ANCHORS ARE TO BE CONNECTED TO EXISTING CONCRETE, USE SIMPSON SETAP, EMBED PER SCHEDULE. 7.) FOR MSTCXXB3 STRAPS HOOK THE 3" RETURN UNDER THE BOTTOM OF THE BEAM, AND NAIL ALL HOLES. SHEARWALL SCHEDULE (DOUG FIR OR HEM FIR LUMBER PER GENERAL NOTES) APA RATED SHEATHING (NOTES 1,2,4,12,13) SILL PLATE ATTACHMENT STUD & EDEGE BLKG. RIM JOIST/BLOCK TO 2x WALL PLATE DOUGFIR SHEAR HEM -FIR SHEAR PANEL EDGE NAIL SPACING 518" 0 ANCHOR FOUNDATION MARK (NOTES 3,6,14) TOP PLATE (NOTE 7,8) TO BLOCKING/RIM (NOTE 9) CAPACITY CAPACITY APPLICATION (NOTES 4,5) BOLT SPACING SILL PLATE (PLF) (PLF) (NOTES 10,15) (NOTE 11) ONE SIDE 0.14841/4" @ 3"oc 2x CLIP @ 11"oc 0.148x3 l/4 @ 3"oe 21"oc 2z 490 455 W4 ONE SIDE 0.14841/4" @ 411oc 2x CLIP @ 14"oc 0.148x3 l/4 @ 4"oc 28"oc 2x 380 353 ONE SIDE 0.14841/4" @ Woo 2x CLIP @ 20"oc 0.1484114 @ 6"oc 40"oe 2x 260 242 2W2 BOTH SIDE 0.1484 114" @ Too STAGGERED 3x 3- CLIPS @ 12"oc 3- CLIPS @ 12"oe 10"oc 3x 1280 1190 2W3 BOTH SIDE 0.1484 1/4" @ 3"oc STAGGERED 3x 2- CLIPS @ 11"oc 2- CLIPS @ 11"o0 12"oc 2x 980 912 2W4 BOTH SIDE 0.1411A 114" @ 4"ac 3x 2-CLIPS @ 14"oc 2- CLIPS @ 1Woc 18"ac 3x 760 706 2W6 BOTH SIDE 0.14841/4" @ 6"oc 3x 2-CLIPS @ 20"oc 2- CLIPS @ 20"oc 26"oc 3x 520 484 SHEARWALL SCHEDULE NOTES: 1. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FOR ENTIRE LENGTH SHOWN ON PLANS. 2. WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. 3. BLOCKING IS REQUIRED AT ALL PANEL EDGES. 4. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOL60OWN REQUIREMENTS. ALTERNATE WALLS DESIGNATED AS PERFORATED SHEARWALLS REQUIRE SHEATHING ABOVE AND BELOW ALL OPENINGS. 5. SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDDOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLDDOWN POSTS. REFER TO THE HOLDDOWN DETAILS FOR ADDITIONAL INFORMATION. 6. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING SHALL BEAT 12"oc MAX 7. USE 0.131x1 ill" LONG NAILS TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131x21/2" NAILS WHEN CLIPS ARE INSTALLED OVER SHEATHING. 8. FRAMING CLIPS ARE EITHER A35 OR LTP5, OR APPROVED EQUIVALENT 9. WHERE PLATE ATTACHMENT SPECIFIES 2- ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM, OR EQUAL. ATTACH PER DETAILS 10. IN SEISMIC DESIGN CATEGORY D, E, AND F, ANCHOR BOLTS SHALL BE PROVIDED WITH 3x3xl/4" PLATE WASHERS. EMBED ANCHOR BOLTS 7" INTO CONCRETE. 11. PRESSURE PRESERVATIVE TREATED STAINLESS OR MATERIAL CAN CAUSE EXCESSIVE CORROSION AND DEGRADATION OF FASTENERS, PROVIDE HOT DIPPED GALVANIZED NAILS AND CONNECTOR PLATES FOR ALL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED FRAMING MEMBERS. ALTERNATE NOTES: 12. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN LIEU OF 15/32" SHEATHING PROVIDED THAT ALL STUDS ARE SPACED 16"oc AND ENGINEER OF RECORD HAS BEEN NOTIFIED IN WRITING AND APPROVES. 13. WHERE WOOD SHEATHING IS APPLIED OVER GYPSUM WALL BOARD SHEATHING (GWB), CONTACT ENGINEER OF RECORD FOR APPROVAL AND ALTERNATE FASTENING REQUIREMENTS. 14. AT ADJOINING PANEL EDGES, 2-2x STUDS NAILED TOGETHER MAY BE USED IN LIEU OF A SINGLE 3x STUD. DOUBLE ZX STUDS MAY BE CONNECTED TOGETHER WITH 3" NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING. 15. CONTACT ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. TYPICALLY SET ADHESIVE WILL BE ALLOWED AS AN ALTERNATE. 16. ALL ANCHOR BOLTS SHALL HAVE PLATE WASHER 3"a'xl14''. PLATE WASHERS TO BE SLOTTED SO WASHERS IS WITHIN 1/2" OF FACE OF SHEATHING. L^' (D �✓ O Z M > �2 Q OD On (6 j LO w > 00 C Cn LMO -To OO M U) J C) J J D J 0 Q W f)�U Q W W 0 U) Q REVISIONS: 1 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S4.1 1E U B J UUNN2 8 2018 9CT'OpFEDWD NO D3 SIMP. U212 HANGER, U212-2 AT DBL. HDR. 2x12 OR 11/2" LSL STRINGER @ 12" oc rr BLOCKING, ALIGN W STRINGER — LANDING JOIST OR FLOOR JOIST —1 STRINGER SIMP. U212 HANGER, U212-2 AT DBL. — DBL JOIST OR BLOCKING PER PLAN .qFr.TI(')N BALANCE OF INFORMATION ABOVE EXISTING CONC WALL NOT SHOWN FOR CLARITY 94. 1'4" EPDXY 3" MIN INTO EXIST CONC LANDING JOIST OR FLOOR JOIST BEAM OR HEADER PER PLAN POST FOR HOLDOWN PER PLAN HOLDOWN PER PLAN W/ 1 1/4" DIA THRD ROD PER MFR 518" THK x 3" DIA WASHER W/ DBL NUTS (N) FOOTING PER PLAN io (E) FOOTING, FIELD VERIFY CONFIGURATION AS SHOWN #4 EPDXY 3" MIN INTO EXIST FOOTING @ 9" oc OR (3) MIN PER NEW FOOTING 7(2)#4CONT HOLDOWN HD19 TO EXISTING FOOTING E SECTION 2-1 Od @ 8"oc I 2x VENTED SLKG.— SIMPSON LTP4 @ 30"oc. @ 24"oc IF OVER EXISTING SHEATHING SECTION 2x JOIST PER PLAN SIMF HAN BLK 5/8" ROOF SHEATHING SEE NOTES FOR NAILING REQUIREMENTS ROOF TRUSS PER PLAN H2.5 @ EACH TRUSS HEADER PER PLAN SON A35 @ EVERY JOIST 10d (rIl Woc FLAT 2X6 OUTRIGGER @ 24"oc LET IN TO TOP CHORD OF TRUSS ROOF TRUSS PER PLAN 2x6 DIAG BRACE @ 4'-0"oc w/A35 EA SIDE THIS END, W/ (4)10d TO BLOCKING @ TOP END SIMPSON LTP4 @ 30"oc. @ 24"oc IF OVER EXISTING SHEATHING -� SECTION NAILING PER SHEAR ROOF NAILING DIAGRAM, TYPICAL— t7 PLYWOOD ROOF SHEATHING PRE-FAB TRUSSES PER PLAN ❑ PLYWOOD SHEATf 1 1 MAX r TYPICAL GABLE END T PER PLAN SHEARWALL PER PLAN & SHEAR WALL SCHEDULE NOTE: SHEATHING ON TPUSS MAY BE OMITTED IF TRUSS lS ENGINEERED FOR SEISMIC/WIND DRAG LOAD .6d @ 6" oc FLOOR FRAMING F SECTION 3/4" SHEATHING & NAILING PER SHEAR WALL t;STU;DSI SCHEDULE PER PLAN 2.2x STUDS @VrEMBEDDEDPER END OF EACH SHEAR WALL PER SHEAR WALL SCHEDULE LDOWN PER PLAN @ NTERLINEOFSTUD TOP OF CONCRETEALL-THREAD PLAN 2x PRESSURE -TREATED ' SELL PLATE TYPICAL HOLDDOWN DETAIL @ FOUNDATION AND FRAMED FLLOR ELECTION EASIDE OF ROOF SHEATHING PER GENERAL NOTES . TRUSS/RAFTER 1 Od @ 4"oc TO BLOCKING I I I BLOCKING, TYP PER ARCH D SECTION ROOF BOUNDARY NAILING PER PLAN AND GENERAL NOTES, mq PRE-FAB TRUSSES PER PLAN GABLE END TRUSS ON SHEAR WALL PER PLAN A35 PER l SHEAR WALL /1 SCHEDULE TYPICAL SHEATHED DRAG TRUSS (� SECTION V 3/4" = 1' 0" HOLD DOWN SCHEDULE H ANCHOR HD TYPE MIN BUNDLEDDATTACHMENT TO BUNDLED STUD/POST STUD/POST TO STEM WALL TO FOOTING DTT2Z 2)2x (8)BOB 1/4"x21/2" — 1/2"0 ANCHOR, EMBED 7" INTO FTG. HDU2 2) 2x (6) SDS 114"x2 1/2" SSTBi6 518"0 ANCHOR, EMBED 9" INTO FTG. HDU4 2)2x (10)SDS 1/4"x21/2" SSTB24 518"0 ANCHOR, EMBED 9" INTO FTG. HDU5 2) 2x (14) SDS 1/4"x2l/2" SB 5/8x24 5/8"0 ANCHOR, EMBED 9" INTO FTG. HDU8 3) 2x (20) SDS 1/4"x2 1/2" SSTS28 ON 8" 7/8"0 ANCHOR, STEM WALL EMBEDI2" INTO FTG. HDUll 6x6 OR 4x8 (30)BOB 1/4"x21/2" — 1"OANCHOR, EMBEDi2" INTO FTG. HDU14 6x6 OR 4x8 (36)SDS 1/4"x21/2" — 1"OANCHOR, 6x60R 6x8 (5)1"OTHRU BOLTS 11/4"OANCHOR HD &ANCHOR ROD PER PLAN, ATTACH PER HD SCHEDULE P.T. SILL PER PLAN & SW SCHEDULE, ATTACHMENT PER PLAN #4x6'-0" EACH SIDE OF ANCHOR, BEND AROUND CONNER AS REQUIRED - I HD19 — Q M—I I` PER DETAIL EIS4.2 SEE DETAIL E/54.2 ITIIf� U NOTES: 1.) ANCHOR BOLTS SHALL BE A307 ALL -THREAD W/ STANDARD CUT PLATE WASHER AND 6„ DOUBLE NUT OR EQUIVALENT SIMPSON PAR MIN. 2.) ATTACH MULTIPLE 2x STUDS WITH (2) 10d @ 6"oc. 3.) SOME HOLD DOWN TYPES MAY NOT BE USED. HOLD DOWN SCHEDULE E 9 K SECTION DETAIL AT THICKENED FOOTING ROOF TRUSS PER PLAN H2.5 @ EACH TRUSS GIRDER TRUSS PER PLAN 3/4" = l'-O" COMPRESSION STUDS/POST PER HD SCHEDULE PROVIDE PANEL EDGE NAILS AT EACH COMPRESSION STUD AND (2) ROWS PANEL EDGE NAILS AT POSTS 3 a w � N 1 _ 5 n. � w a THICKEN FTG. AS REQUIRED AT ANCHOR TO ACHIEVE REQUIRED EMBED DEPTH w U z O W CV Q O 00 CD W J U6 O wcl)V0 -j g a0)W z a w J U) .J wQ U w (0 o z � U) 0 G Oz = a REUB JUNOGF2 8 2818 9DNDOMtt— REVISIONS: 1� 06.29.18 CADD FILE: 18015 DATE: 04.20.18 DRAWN: KC CHECKED: C. BURT S4.2