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BLD2015-1484_1485� 111111111 of E D,V / - �� CITY'OF -EDMO NDS 121 75TH.A VENUE NORTH -EDMONDS, WA 98020 i o PHONE (425) 771 0220 - FAX: (425) 771-0221 STATUS: ISSUED 11/14/2016 Permit #: BLD20151484 Expiration Date: jJA477U17 Project Address: 510 8TH AVE N, EDMONDS Parcel No:27032400225300 /i )��e PROPERTY OWNER APPLICANT CONTRACTOR ERIC THUESEN CUSTOM HOMES LLC ERIC THUESEN CUSTOM HOMES LLC ERIC THUESEN CUSTOM HOMES LLC C/O THUESEN CUSTOM HOMES LLC ERIC C/O THUESEN CUSTOM HOMES LLC C/O THUESEN CUSTOM HOMES LLC ERIC 509 9TH AVE N ERIC 509 9TH AVE N EDMONDS, WA 98020-3038 509 9TH AVE N EDMONDS, WA 98020-3038 EDMONDS, WA 98020-3038 (425)772-9401 (425)772-9401 (425)772-9401 LICENSE #: cricttc843gm EXP:1 1 /14/2018 O' DESCRIPTION NEW SINGLE FAMILY RESIDENCE, PLUMBING AND MECHANICAL INCLUDED VALUATION: $242,010.00 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: R-3 OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2012 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES. I VESTED DATE: NUMBER OF DWELLING UNITS: 1 LOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1ST FLOOR: 2335 2ND FLOOR: 0 3R.D FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3R.D FLOOR: 0 GARAGE: 0 DECK: 192 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:3 BATHROOMS:3 FRONTSETBACK SIDESETBACKREARSETBACK REQUIRED:25 PROPOSED:25 REQUIRED: 10 PROPOSED: 10 REQUIRED:25 PROPOSED:25 HEIGHT ALLOWED:25 PROPOSED:24 REQUIRED: 10 PROPOSED: 33.5 SETBACK NOTES: PERMIT I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEESARE PAID. c 1A Signature Print Name Date Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBCI 09/ 1BC110/ IRC110. = ONLINE = APPLICANT = ASSESSOR j Z, OTHER S STATUS: ISSUED • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material. BLD20151484 • Provisions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). i i • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone an elevation survey is required. • Special inspections have been called for on this project and are noted on the approved construction plans and building permit. It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised -- if special inspection reports are not forthcoming, the Building Official may issue a "Stop Work" and no City inspections will be provided until such time as the reporting agency has complied and reports are reviewed and approved by the City. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or Lvent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • City approved plastic piping may be used in water service piping provided that where metal water service piping is used for electrical grounding purposes, replacement piping shall be of like materials (UPC 604.8). A state electrical permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1309. • Final approval on a project or final occupancy approval 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. • Subdivision improvements shall be completed prior to final Certificate of Occupancy. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed nearthe water shutoff: • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits 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 other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 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. • Maintain erosion & sedimentation control per city standards. • Maintain 10' separation between the sanitary side sewer and the water service line. • 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. • Owner/Contractor to provide Water Service Line asbuilt at final inspection. See City Standards for requirements. INSPECTIONS 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) -0220 EXT. 1333 1 FNGFgEMG (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS 425 771-0235 1 PRE TREATMFI'IT 425 672-5755 1 RECYCLING 425 2754801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being reques ted, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • &Erosion Control/Mobilization • E-Storm Tightline • E-Storm CB at NW comer property E-Tightline-Ftg Drain Connect to CB E-Footing Drain Connection • &Water Service Line • E-Contractor to Provide Asbuilt • E Engineering Final • B-Preconstruction meeting • B-Setbacks • &Footings • B-Foundation Wall • B-Foundation Drainage • B-Pipe Piles/Grade Beams • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Framing • B-Wafl Insulation/Caulk • B-Insulation/Energy • B-Sheetrock Nail • B-Building Final OF E MO�� _ ° CITY OF EDMONDS 121 5TH A VENUE NORTH - EDMONDS, W A 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 11/14/2016 Permit #: BLD20151485' BUILDING PERMIT Expiration Date: 11/14/2017 _ _ Project Address: 510 8TH AVE N, EDMONDS Parcel No: 27032400225300 —*11TRACTOR ERIC THUESEN CUSTOM HOMES LLC ERIC THUESEN CUSTOM HOMES LLC ERIC THUESEN CUSTOM HOMES LLC 509 9TH AVE N 509 9TH AVE N C/O ERIC THUESEN EDMONDS, WA 98020-3038 EDMONDS, WA 98020-3038 509 9TH AVE N EDMONDS, WA 98020-3038 (425)772-9401 (425)772-9401 (425)772-9401 LICENSE #: ericttc843gm EXP:I 1/14/2018 O: DESCRIPTION DETACHED GARAGE VALUATION: $24,156.00 PERMIT TYPE: Residential PERMIT GROUP: 33 -Garage/Carport GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2012 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 0 ILOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 610 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BEDROOMS:0 BATHROOMS:0 FRONTSEFBACK SIDESElFBACK RFAR S ETBACK REQUIRED: 25 PROPOSED: 73 ITMQUIRED: I U PROPOSED: 60.5 REQUIRED: 5 PROPOSED: 5 HEIGHT ALLOWED:15 PROPOSED:14.5 REQUIRED: 10 PROPOSED: 10 SETBACK NOTES: PFRMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THISAPPLICATTON ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 14 lA�-- G Tie i �1 &IX_!4 • gL. c r ////11/10/( Signature Print Name Date Released B Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBCI 09/ IBCI 10/ IRCI 10. ONLINE APPLICANT ASSESSOR E (J OTHER V `� STATUS: ISSUED BLD20151485 CONDITIONS • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material. • Provisions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height pemritted for the zone an elevation survey is required. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or Lvent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor& Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • City approved plastic piping may be used in water service piping provided that where metal water service piping is used for electrical grounding purposes, replacement piping shall be of like materials (UPC 604.8). A state electrical pemrit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1309. • Final approval on a project or final occupancy approval 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. • Pursuant to UPC 608 a pressure regulatorvalve (PRV) shall be installed nearthe water shutoff. • Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt fromthe 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 other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 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. • 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 (425) 771-0220 EXT. 1333 1 INGINFERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS 425 771-0235 PRE-TREATMENT 425 672-5755 RECYCLING 425 2754801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E-Erosion Control/Mobdization • &Storm Tightline • E Footing Drain Connection • E Tightline(TL) Connect to SFR TL • E-Engineering Final • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Pipe Piles/Grade Beams • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Framing • B-Walllnsulation/Caulk • B-Insulation/Fnergy • B-Building Final 6 NZ V61 t:5 suc)2-o6-- I L4 S� OF ED4 O DEVELOPMENT SERVICES yr RESIDENTIAL BUILDING PERMIT APPLICATION Fsr i 8qo 121 5 b Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 2 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS {Street, Suite #, City St te, Zip): Parcel #: S J---10 3 c)-Lf 00300 Subdivision/Lot #: Project Valuation: $ APPLICANT: F-f; C— Phone: L-«S�-7Z R 40/ Fax: Lf )IS _n 6 - CLlqo Address (Street, City, State, �Zii) Z� 0 0 E-Mail Address: �/ [�e, mac. QSt/1 e �t� Cowl PROPERTY OWNER: 'E`C OLLSt «'Mi p (,-(-f— Phone: t(a'..5 —1 "?. ti0 Fax: cy— -MG Address (Street, City, State, Zip): E-Mail Address: q i t-&- P�,JJ. to, �S &-020 -e v Iscn LENDING AGENCY: Phone: Fax: Nl" Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* Gk.�� �-% S G Phone: Kd _n3--,ci 4 0/ Fax: q. � -1-7("' 4 a-t{C7 Address (Street, City, State, Zip): E-Mail Address: I WA State License #/Exp. Date: *Contractor must have a valid City of Edmonds business license prior to ZtA_C_` TC L _?, doing work in the City. Contact the City Clerk's Office at 425.775.2525 City Business License #/Exp. Date: DETAIL SCOPE OF WORK: O PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: —' s . ft. Select Basement Type: ❑ Finished ❑ Unfinished 1st Floor: ft. Garage/Carport: O s .ft. 2nd Floor: -- s . ft. Deck/Patio: s . ft. Retaining.Wall: ❑ Yes �9_No Other: sq.ft I declare under penalty ofperjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: ���� %Owner 0 Agent/Other (specify): Signature: Date: 15' FORM A L:Building New Folder 201000NE & x-ferred to L-Building-New drive\Form A.doc Updated: 6/20/2013 City of Edmonds Traffic Impact Analysis Worksheet Inc. 1 A90 Name of Proposed Project: Owner/Applicant 9taiL -TEA�g*j Name Street/Mailing Address City Telephone: It Applicant Contact Person: Name Street/Mailing Address State Zip City State Zip Telephone: Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): Firm Name Contact Name Telephone: E-mail: THRESHOLD LEVELS OF ANALYSIS Project Traffic Levels Sections to Complete I. Less than 25 peak -hour trips generated 1 and 7 only (Worksheet/Checklist) II. More than 25 peak -hour trips generated All sections 1. PROJECT DESCRIPTION a. Location - Street address: (Attach a vicinity map and site plan.) b. Specify existing land use: c. Specify proposed type and size of development: (# of residential units and/or square footage of building) Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 1 of 5 7. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. ❑ CHANGE IN USE Fee for prior use shall be based on fee established at the time the prior use was permitted. If the previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. Units in ITE Land Use Category Per Unit square feet, Fee Rate # of dwelling, vfp, etc. New Use $ X = Prior Use $ X = New Use Fee: $ - Fpr-iorUseFee: $ _ $ ' �EW DEVELOPMENT ITE Land Use Category I Per Unit Fee Rate I New Use I "` Q $ l l qt 33 I X ❑ OTHER Units in square feet, # of dwelling, vfp, etc. Fee MITIGATION FEE RECOMMENDATION: 3 S INDEPENDENT FEE CALCULATION: $200.00 + consultant fee $ TOTAL TRAFFIC IMPACT FEE $ 4�� -,a 4%i /Z Ci o 9dmonds, Engineering Division Approval Date ' No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 5 of S 0 e, bum-ol5-- L4 o 4 0,F EDP O v - _ DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION �Sz 1 g90 121 5t` Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 2 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City St te, Zip): Parcel #: �1v e, S 2-20 2 O Q -) a S 300 Subdivision/Lot #: 5 -vs-� � Lod- 3 Project Valuation: $ CA( (), 3'::;�U . APPLICANT: Phone: Fax: Address (Street, City, State, (Zip): 61 �� �' `� bao E-Mail Address: ��cr_ � �/ t'c :a QStn a c , PROPERTY OWNER: Ors «l.n Lu_ Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: p��� f-t, d lIJL Ill &(yV t„p(S . C1 M -9-1!1C_44A -!w &-Cn J--"' O LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR-* c s� �-�W s 1�G Phone: �s-rza� 4 0i Fax: K i 1�� 4a-�t c) Address (Street, City, State, Zip): E-Mail Address: T a ?v '-� c C-rv� '1 C Ft �/, Cc - WA State License #/Exp. Date: *Contractor must have a valid City of Edmonds business license prior to EP. C--r C., L _-Z doing work in the City. Contact the City Clerk's Office at 425.775.2525 City Business License #/Exp. Date: gL-- U© 10 3 DETAIL SCOPE OF WORK: N U S U- .p Y QS (o_c C PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: s . ft. Select Basement Type: ❑ Finished ❑ Unfinished 1" Floor: s . ft. Garage/Carport: O s .ft. 2°d Floor: -- s . ft. Deck/Patio: s . ft. Retaining Wall: ❑ Yes �&No Other: s .ft I declare under penalty of perjury laws that the information Ilzave provided on this form application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: C u�G �� Owner 0 Agent/Other (specify): Signature: Date: FORM A LABuilding New Folder 2010TONE & x-ferred to L-Building-New drive\Form A.doc Updated: 6/20/2013 OF ED jV O Fst 18go City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 56 Avenue N, Edmonds, WA 98020 Phone 425.771.0220 It Fax 425.771.0221 Equipment Type MECHANICAL Appliance/Equipment Information (new and relocated) Total # Furnace #%` Gas #_Elec #_Other: BTUs: <100k_ >100# Location Air Handler/ACNAV #_Gas #_Elec #_Other: CFM: <100k_ >100k_ Location Boiler/Compressor/ Heat Pump/Roof Top Unit # Gas # Elec #_Other: BTUs: <100k, 100k-500k, 500k-1 Mil HP: <3, 3-15, 15-30 Location Hydronic Heating #_Gas #_Elec _In -Floor, _Wall Radiant, Boiler BTUs: Location Exhaust Fans (single duct) Location: # Bath # i Kitchen #Laundry # _Other: Fireplace j # Gas #_Elec #_Other: Location --'AVLC4\1LAI VGY}M c-Lv '� &✓LLB Other Number of Outlets FUEL GAS Fixture/Appliance Type AC Unit --------------- BTUs: Location: Furnace --------------- BTUs: �0_C�00 Location: Water Heater -------- BTUs:2!1l=o Location: M F ix E`-I` room Boiler ------------------ BTUs: Location: Fireplace/Insert BTUs: Location: r Stove/Range/Oven: Dryer Outdoor BBQ: Other: 5 TOTAL OUTLETS PLUMBING FIXTURE COUNT Fixture Type Number Fixture Type Number 3 Water Closet (Toilet) Refrigerator water supply (for water/ice dispenser) t Sink (kitchen, laundry, lavatory, bar, eye wash, etc) f Water Service Line of Tub/Shower Drinking Fountain Dishwasher BidetfUrinal Hose Bib Pressure Reduction Valve/Pressure Regulator f Water Heater Tankless? Yes No Backflow Prevention Device (e g. RBPA, DCDA, AVB) r Expansion Tank for Water Heater Hydronic Heat in: Floor Wall Floor Drain/Floor Sink Other: Clothes Washer Other: FORM A L:\Building New Folder 201000NE & x-ferred to L-Building-New drive\Form A.doc Updated: 6/20/2013 (71' t Dn7D SPECIAL INSPECTION AND TESTING AGREEMENT Permit #: BLD2015-1494/1495 Project: THUESEN SFR/DETACHtQ GARAGE 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 Succial 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). ■ Pin Pile Placement/Refusal 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. 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. \\edm,;vr-userfs\userprof5\agahan\Dtxuments\amg FileTroject Files\2015-1484 Thuesen\Special Inspection Form.doc1/12/2016 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 comply with the terms and conditions of this agreement. Owner: G NlC-T��,-O «►J Signature q-.-- Date 3 /If .Zc71(v Contractor: L Signature PE Special Insp. Signatu Special Insp. Agency CET-6r C-t40p== (�P-1 Q ACCEPTED FOR E CITY OF EDMONDS BUILDING DEPT. By: Date: Date: r Date: l �( L4 t � � r,uerrs�use�pml3tixahaeu]acumems�amc FflcM) jw Fks V15-lase luueun%SpMia1 hmpxttwi Fmm.docl/1212016 Date: (240 unread) - ericthuesen@frontier.com Frontier -Yahoo Mail Page 1 of 1 bld2015148� Thuesen SFR (4) jl `� J 1 5 MAY 312016 P cl-liy OF E wows JT Jeanie- I have reviewed your comments Re OLD 20151484. 1 will make redline corrections to Items 3, 4. Regarding item 6 sewer slope. I do not get the same slope as you. Inv 93.13 is the stub connection point. Inv. 94.7 ( which does not account for the fall that will occur in the crawl space > 2%) is the house connection point. Difference in elevation 1.3711 sewer run is 63ft slope = 2% plus. A 4 inch D.LP will be used along with 2 in piles and stirrups to prevent sagging. This should meet City standards. Eric Thuesen Jeanie-1 also noticed that the length of the sewer line was noted by the archited as 72' 29116 in. That is to the stub connection to the 6 sewer main in the plat INV. 92.11_ The corned length of the dotted line which is the proposed sewer line from the stub to the house is 63ft. 1 will redline correct that as well. Eric Thuesen https://us-mg6.maii.yahoo.com/neo/launch?.partner—ftr&.rand=0os3karkednci 5/31 /2016 o Setting a high price for a new product to skim maximum revenues layer by layer from the segments willing to pay the high price; the company makes fewer but more profitable sales o Strong brand, low competition, low price sensitivity Qop Quality Concrete Products, Inc., 4200 78th St. SW, Mukilteo, WA 98275, Ph: (425) 355-5510, Fax: (425) 355-5559 1 0 tut 4u4 t i \ C 0,z. 3 I ILA 12"12" 6.. t J W CB - 20 SMALL PARKING LOT OR YARD DRAIN CATCH BASIN REINFORCING IS 0.12 SQ. INCH/LINEAR FOOT. O` 18.. FtR 10" KNOCKOUTS PR FOR /PIPE ENTRY. WEIGHT 400 LBS. 6" RISER REINFORCING 15 0.12 SQ. INCH/LINEAR FOOT. 12" WEIGHT 90 LBS. 12" RISER REINFORCING IS 0.12 SQ. INCH/LINEAR FOOT. �• '.,WEIGHT 1 0 LBS, 1 ALL COMPONENTS CONFORM TO WASHINGTON la ` STATE APWA/WSDOT STANDARD SPECIFICATIONS. 18" �1Z„ � ��� ,�' `. .: . Gyp 1 � Lp h3 I, JUL 19 ag C_ %R. a. J s ✓�•� (1 ` o k" Csz�:c� �nSas�� r- a l G t C- 6 ff r\J V ct t .'T Lb R•i ✓►� a S, o 0 CITY COPY Peter Chopelas, PE RESUB Engineering & Design Services MAR 14 2016 307 N. Olympic Ave, Suite 208 Arlington, WA 98223 �uCITY dF EDMO` pg (360) 653-4615; Chopelasandassociates@gmail.com Geotechnical Report March 3, 2016 Eric Thuesen 509-9* Avenue N. Edmonds WA 98020 Ericthuesengfrontier.com 1-425-772-9401 Subject: geotechnical investigation for 510 8 V' Ave N, Edmonds .Lot 3. Permit BLD20151484. SUMMARY A geotechnical investigation of the above property was performed to address slope stability, erosion control and drainage issues. This site has been extensively altered due to previous construction activities on the slope above the site, which have been returned to the original grade. A new proposed residence and garage are proposed for the toe of the slope on a near level building site. The investigation consisted of a site inspection to examine soils and site conditions and to take measurements on the sites. A review of published material from the USDA Soil Survey of Snohomish County, and a review of the geotechnical report done by Dennis Bruce PE, dated Jan 13'h, 2005 for this site, and a report done by this office for this site in 2012. The investigation found that the proposed reduce setback of five feet for the garage can be used without hazard to the structure or the slope, if certain precautions are observed. There is an existing site drainage system, including yard drains, for the hillside, and a conveyance system that transports all roof and driveway run-off to the base of the hill to.prevent erosion. A previous inspection was done in June 2015 and it found the filled slope used appropriate fill soil and was properly compacted. The fill is stable for landscaping features on the hillside above the proposed buildings. With the use of a 3 ft retaining wall that is integral to the building foundation, the slope above the garage will be well under 20 percent. Therefore the proposed buildings may safely be set back only 5 ft from the rear property line. The integral retaining wall and the garage should be built on foundations that use a deep pile and grade beam foundation. This will allow the proposed development with a generous slope safety factor of over 2.0 or greater. These measures will reduce risk of landslides, increase slope stability and will not increase surface water discharge, sedimentation or erosion on downstream sites. This development will not increase surface water discharge, and it will not decrease slope stability but rather increase stability and it will not adversely impact other critical areas. n+ :': '1� is ° _ _ .. ^` •2s Peter Chopelas PE Project Description The building site is a residential building lot of approximately 0.2 acres served by a municipal sewer and a public water supply, and with an existing residence, cabana and garage built on a terrace above the site. There is a proposed 524 SF garage five feet from the rear property line at toe of the slope, with a small, 3 fl tall retaining wall integral to the foundation. These are Allowed Activities for Geologically hazardous areas per 23.80.040. B (1). �,, ��� __- DIPE i N Site Plan ' \ I .. / i' % -_ - t. .__ __.~-�+..�.�....GO'wsF-_`[4' W1•+(,Sv:rS �c 'r - 3 _..._r _ _ _- - ___ ! : t92�SG. *'� +6'3 9 1-7VL(AB' CB#3 SIDE SOWR STUB. The recommendations for the proposed project will result in long term slope stability. Recommendations include installing stabilizing a 3 ft high wall intergral to the foundation of the garage, protecting and maintaining the vegetation on the slope, and to minimize unnecessary site disturbances. No compensation for impact to wetlands, frequently flooded areas, and fish and wildlife habitat conservation areas are required since none are disturbed. Monitoring the hazard will be done during the construction since the soil conditions have to be inspected prior to placing the footings, and during the construction to verify design conditions are met. Design adjustments may be made to minimize any hazards. Site Conditions The lower lot is near level, with a slope to the rear on the adjoining parcel that slopes up the hillside at about 20 percent grade, increasing to about 32 percent a near the top to east where the existing residence is located. The slope has existing lawn and landscaping and there is mix of grasses and landscaping shrubs and small to medium trees on the slope. There is no significant surface drainage on the site, and no seepage found on the site or the slope. There is an existing drainage and conveyance system from the adjoining parcels, that transports surface discharge from the roof tops and driveway above to the base of the slope to the west. The proposed construction site is on a near level site that was filled and compacted to the existing level. Local Geology The subject site lies along a slope forming the edge of the highland plateau of the Edmonds area. The general stratigraphy (soil layering) of the area is characterized by fluvial and glacio-fluvial sediments from sea level to around 200 feet, with glacial till and sand deposit plains that make up the surficial sediments on most of the plateau. The USDA Soil Survey of Snohomish County maps the soil as Everett gravelly sandy loam and Alderwood gravelly sandy loam. The Everett soil is deep excessively drained soil on terraces and outwash plains. It is formed in glacial out wash. The sub -soil is dark brown gravelly sandy loam down to about 60 inches, with increasing gravel at the deeper depths. The Alderwood gravelly sandy loam is moderately well drained soil on till plans, moderately deep over a hardpan, and formed in glacial till. Both of these soils are very stable and suitable for building site development. This soil has good strength and is not prone to slumps or landslides. It is subject to surface erosion when exposed to the weather and measures are required to prevent erosion. This soil is not prone to liquefaction. The site shows no evidence of landslides or deep soil instability. There were some minor tension cracks in the soil near the top of the slope, but this the slope was reinforced with the addition of the new structures. There is no flooding risk on this property. There are no wetlands or surface water on the slope nor on the property. Geotechnics Surface soils have been inspected over most of the site and on the slopes by visual inspections. The underlying undisturbed soil on the subject site is deep silty sand, this is old alluvial outwash. The soil on the slop is quality, clean, well draining granular sandy fill placed at about I to 4 feet deep, from the previous site excavations. It is a mix of clean sand and gravel. Pervious soils explorations of the underling soil on the upper slop found the following. Soil log 1 Soil log 2 Soil log 3 Soil log 4 0-12" mixed fill 0-36" mixed fill 0-4811+ mixed fill 0-18" fill 12"+ sandy loam 36"+ sandy loam 18"+ sand loam Soil log table Slope stability: Analysis of the natural grade of the steeper parts of the site using the Singh diagrams (shown below) indicates that the slope shows a Factor of Safety of 2.0. This reduces to about 1.8 for dynamic seismic conditions. This indicates a stable slope with a large safety factor over the 1.5 and 1.2 minimum requirements respectively. The upper filled slope is also currently stable. This is acceptable for landscaping features The soil properties of the undisturbed Everett soil is as follows: density (gamma)=130 PCF; Cohesion (C}=100 PSF, height of the slope is 15 feet. Site Soils Erosion: All ofthe slopes over 30 percent on and above this site are subject to severe erosion if the soil is exposed. Minimize disturbing any vegetation on the slope in the areas that are not altered_ Any exposed soil on the site must have deep rooting ground cover installed as soon as practical, avoid concentrated surface flows on the slopes, and to transport by fight -line roof and driveway runoff to the base of the slope through the existing drainage system Local topography (from Snohomish County GIS data base) ECDC 23.80.070 Development standards. The recommendations in the following section will achieve the following: 1. Buffer Requirement. The generous slope stability factor and the use of a retaining wall at the toe will safely allow a reduction in the set -back to 5 $ for the proposed accessory structure. The residence has a buffer that is more than the height of the slope, and the home is at no foreseeable risk from the slope. 2. Alterations. The proposed alteration of the retaining wail anchors the toe of the slope and reduces the surface grades, reducing the risk of erosion. The proposed development does not increase the surface water discharge to above predevelopment conditions. Slope stability on adjacent properties is not affected, and no other critical areas are affected by the proposed changes. 3. Design Standards. a) The slope safety factor is conservatively calculated to be 2.0 or greater, erosion hazard is reduced with the reduced slope. B) the proposed structures are located away from the toe of the slope. c) The proposed contours are consistent with the original natural grade long before any of the site in the subdivision was developed, which had been over steepened with uncontrolled fill and old construction debris had been deposited on the slope. d) the site is retuned to a more natural and stable state after the proposed development and re -vegetation with native plant species. e) the is no greater risk, and buffers can be reduced, to adjoining properties, because the actual risk is reduced from the site's previous condition. d) a proposed retaining wall is used to stabilize the slope, and reduced the slope angles to reduced the erosion hazard. Recommendations The proposed building location can be used with a reasonable assurance of long term slope stability and safety to the building if the following recommendations are followed: Conventional footings may be used as long at it is placed a minimum of 12" into the original undisturbed sub -soil below any fill. Bearing capacity is 2000 PSF. Equivalent fluid pressure of 35 PCF for retaining walls for drained on -site back fill. Coefficient of friction for the soil is 0.55 and passive soil (lateral bearing) pressure of 350 PCF. All bearing soil should be inspected by the engineer before concrete is poured For foundations on fill a grade beam and pile foundation should be used 2. The proposed 3' retaining wall integral with the foundation can be designed to fie into the grade beam with 8" thick walls, vertical #4 rebar 16" on -center hooked into the grade beam reinforcement, with horizontal #4 bar at 10" spacing. The vertical bars should be no more than 3" from the backfill side of the wall. The excavated soil must be back filled and compacted over and around these footings up to grade. A footing drain should be installed along the length of the wall, back fills should be free draining sandy soil free of clay and silty fines. 3. Roof run-off from any up slope structures should be directed to a catch basin in the existing conveyance system and tight -lined to the base of the slope. No drains or concentrated flows should discharge over the ground or on the slope. 4. A silt fence should be placed on the downhill side of the construction site to attenuate silt - laden run-off if necessary. Silt fences should be placed around catch basin inlets. Soil that is to be removed and reused around the site should be kept away from the top of the slope. Soils not to be reused on the site should be hauled off site to an approved location. 5. The vegetation on the steep slopes should be replaced as soon as practical after constriction. Any disturbed soil in the area of the slope should be protected with jute matte or straw and replanted with native vegetation. After final grading any disturbed or exposed soil needs to have topsoil spread and compacted and planted with vegetation that will retard erosion and stabilize the upper soil layers. Grass seed mixture based on soil type, used for erosion control, should be as Common Name Perennial ryegrass Annual ryegrass Red Fescue Percent by Weight 40 20 40 This should be applied at a hydro -seed rate of 1 LB per 1000 sq. ft. (or 60 LB. per acre); or a hand seed rate for 2 LB. per 1000 sq ft. (or 87 LB. per acre). Fertilizer shall be 10-20-20, applied at the rare of 10 LB. per 1,000 sq. ft. (or 400 LB. per acre). The following native vegetation are acceptable for permanent plantings on disturbed slopes and buffers: Trees*( 3-4' size; plant 6' o.c.) Shrubs*(to be 1-3' size; plant 2 foot O.C. Vine Maple Kinnick-kinnick Big leaf maple Salal Nobles fir Snowberry Grand fir Vinca Minor Oregon Grape Red current Other native skies as recommended by qualified landscape professional knowledgeable in soil stabilization may also be used. 6. where temporary access with heavy equipment is required on any of the steep slope of the site, compacted temporary fill slopes can stand at 2 to 1 and the surface be stabilized with quarry spalls and crushed rock. During periods of inclement weather, all exposed soil should be covered with mulch, straw, jute mat or weighted plastic sheet_ Under no circumstances should concentrated surface drainage be allowed to discharge over the slopes. These temporary access roads must be removed by the completion of construction, all grades on the slope must be restored to the original natural grade contours (before the old existing fill) of no more than 2 to 1, all surface soils machine compacted, and top soil spread with mulch and jute mate used to temporary hold top soil in place until vegetation is established. Plants from the above list must be installed on all disturbed areas on the slope. -k Peter Chopelas, PE 41TY COPY RECEIVE® Engineering & Design Services NOV 17 2015 307 N. Olympic Ave, Suite 208 pEVElur'awANT SERVICES CTR. Arlington, WA 98223 CITY OF EDMONDS (360) 6534615; Chopelasandassociates@gmail.com August 12, 2013 Eric Thuesen 5094h Avenue N. Edmonds WA 98020 Ericthuesen@ftonfier.com 1-425-772-9401 Subject: Geotechnical review of plan # 1307 for Thuesen Custom homes. The subject house foundation plans was reviewed for compliance with recommended pile loads. It was found that all of the piles are sized and placed according to the recommendations for driven pin pile foundations. The 4" piles (sch 40 pipe) are good for 20,000 lb each bearing capacity (without load testing), each one has about 1000 lbs lateral load capacity. The 3" piles have an axial bearing capacity of 12,000 Lb each, and each one has a lateral load capacity of about 600 lb each. The grade beam itself has about 200 lb per square foot of back filled area as long as the soil is well compacted against the foundation. The above pile load capacity is reached when driven to the following criteria: For 3" schedule 40 steel pipe is driven with a 650 lb hammer at 1000 BPM until a driving rate 4" per min or less is achieved; or an 850 lb hammer driving at 900 BPM, until a driving rate of 6" per min or less is achieved. For 4" schedule 40 steel pipe driven with a 650 lb hammer at 1000 BPM until a driving rate of 3" inches per min. or less is achieved; or if driven with an 850 lb hammer driven at 900 BPM until a driven rate of 3.75" per min. or less is achieved. Different size hammers and blows per min. will result in different refusal criteria, contact this office for specific instructions if a different size hammer or rate is used. If you have any questions or are in need of further assistance please fell free to call. 44 i, Peter Chopelas PE'�`. 4 1/4 Job: Thuesen Pile Caps B Designed By: RDH, PE ea m ID. gpcl NOV 17 2015 Checked By: Time: 4:29 p.m. 7/15/2013 Program: Concrete Beam Design 3.0 DEVELOPMEN t SERVICES CTR. mw nF FDMONDS C O N C R E T E B E A M D E S I G N Description: Code ACI (2011) Member Type Beam Span Data: Main Span Length 7.500 Ft Left End Support Pinned Left Support Width 3.000 In Left Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid -Span 18.000 In Flange Height at Mid -Span 6.000 In Material Data: -------------- -------------- f'c 2.500 K/In^2 Concrete Density 144.000 Lb/Ft-3 Concrete Tensile Strength 0.420 K/In"2 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 4.000 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Allow Cuts in Tension Zone N Check Deflection: Concrete Beam Design RECEIVED Design Method Ultimate Strength Cross Section Shape Ledger Beam Right End Support Fixed Right Support Width 3.000 In Right Haunch Start Location Not Present Top Width at Mid -Span 6.000 In Bottom Width at Mid -Span 12.000 In Flexural Reinforcing fy 60.000 K/In^2 Shear Reinforcing fvy 60.000 K/In"2 Stress Block, Beta 0.850 Top Cover to Stirrup 1.500 In Live Load Deflection Limit L/360.00 Check Crack Control Provisions Y E C H O O F L O A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Main Span # 1 Uniform Load:-878.000 Lb/Ft Distance to Begin: 0.000 Ft Distance to End: 7.500 Ft Yes Yes -231.000 Lb/Ft 0.000 Lb/Ft 0.000 Ft 0.000 Ft 7.500 Ft 0.000 Ft Yes Yes 0.000 Lb/Ft -141.000 Lb/Ft 0.000 Ft 0.000 Ft 0.000 Ft 7.500 Ft C R I T I C A L S H E A R S & M O M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load ' Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 3457.125 Lb 4201.031 Lb 4247.438 Lb 3597.750 Lb 3811.219 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -5761.875 Lb -7001.719 Lb -7079.063 Lb -5996.250 Lb -6352.031 Lb Moment -Right End: -8642.813 Lb-Ft -10502.578 Lb-Ft -10618.594 Lb-Ft -8994.375 Lb-Ft -9528.047 Lb -Ft Maximum Moment 4861.582 Lb -Ft 5907.700 Lb -Ft 5972.959 Lb -Ft 5059.336 Lb -Ft 5359.526 Lb -Ft Located at: 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft Max Deflection -0.002 In -0.003 In -0.003 In -0.003 In -0.003 In C 7/15/2013 2/4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 3931.238 Lb 5803.324 Lb 6349.406 Lb 5182.406 Lb 5103.124 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -3680.562 Lb -6220.581 Lb -8157.330 Lb -6990.330 Lb -5520.381 Lb Moment Right End: 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft Maximum Moment 10274.423 Lb -Ft 16344.179 Lb -Ft 19185.665 Lb -Ft 15797.183 Lb -Ft 14303.611 Lb -Ft Located at: 5.159 Ft 5.655 Ft 6.194 Ft 6.288 Ft 5.626 Ft Max Deflection -0.001 In -0.002 In -0.002 In -0.002 In -0.002 In Located at: 5.724 Ft 5.876 Ft 5.876 Ft 5.888 Ft 5.876 Ft Dead Part: -0.001 In -0.001 In -0.001 In -0.001 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft Reaction Left End: 3931.238 Lb 5803.324 Lb 6349.406 Lb 5182.406 Lb 5103.124 Lb Reaction Right End: 3680.562 Lb 6220.581 Lb 8157.330 Lb 6990.330 Lb 5520.381 Lb C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb 5182.406 Lb 5103.124 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -4801.213 Lb -2366.076 Lb -2366.076 Lb -6990.330 Lb -5520.381 Lb Moment Right End: 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft Maximum Moment 13021.060 Lb -Ft 6604.986 Lb -Ft - 6604.986 Lb -Ft 15797.183 Lb -Ft 14303.611 Lb -Ft Located at: 5.455 Ft 5.159 Ft 5.159 Ft 6.288 Ft 5.626 Ft Max Deflection -0.002 In -0.001 In -0.001 In -0.002 In -0.002 In Located at: 5.876 Ft 5.724 Ft 5.724 Ft 5.888 Ft 5.876 Ft Dead Part: -0.001 In -0.001 In -0.001 In -0.001 In -b.001 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft Reaction Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb 5182.406 Lb 5103.124 Lb Reaction Right End: 4801.213 Lb 2366.076 Lb 2366.076 Lb 6990,330 Lb 5520.381 Lb C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -4801.213 Lb -2366.076 Lb -2366,076 Lb Moment Right End: 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft Maximum Moment 13021.060 Lb -Ft 6604.986 Lb -Ft 6604.986 Lb -Ft Located at: 5.455 Ft 5.159 Ft 5.159 Ft Max Deflection -0.002 In -0.001 In -0.001 In Located at: 5.876 Ft 5.724 Ft 5.724 Ft Dead Part: -0.001 In -0.001 In -0.001 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft 11.670 Ft 11.670 Ft Reaction Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb Reaction Right End: 4801.213 Lb 2366.076 Lb 2366.076 Lb S E C T I O N D E S I G N I N F O R M A T I O N C 7/15/2013 41 0 Pace 3/4 S E C T I O N F L E X U R A L D E S I G N Mid -Span Region ---------------- ---------------- Cross-Section Information Total Depth 42.000 In Distance to Centroid As 37.38 In Top Width 8.000 In Distance to Centroid Ass 2.13 In Flange or Recess Depth 30.000 In Bottom Width 12.000 In For Design Moment, Mu 19185.665 Lb -Ft Required As 0.594 In"2 (p 0.002) Required A's 0.000 In'2 (p 0.000) Provided As 0.600 In^2 (p 0.002) Provided A's 0.000 In'2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn 98053.676 Lb -Ft Gross Area 384.000 In"2 Gross Moment of Inertia 59418.000 In"4 Neutral Axis Location 19.13 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In ^2 Cracked Moment of Inertia 6543.426 In^4 Neutral Axis Location 35.17 In Cracking Moment 97088.235 Lb -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor Mid -Span Region ---------------- ---------------- Design Moment, Mu Bar Size #4 Number of Bars 3 At Left Support --------------- --------------- B O T T O M B A R S 19185.66 Lb -Ft As Required : 0.594 In"2 As Provided : 0.600 In^2 d : 37.375 In Number of Layers 1 Layer Spacing 0.00 In Bars in Lower Layer 3 Ld 14.40 In Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In At Right Support ---------------- ---------------- Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In M A X I M O' M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In^4 MAIN DEAD -0.001 0.584 OK 59418.00 1 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 2 -0.002 -0.004 0,584 OK -0.001 0.389 OK 59418.00 3 -0.002 -0.003 0.584 OK -0.001 0.389 OK 59418.00 4 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 5 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 6 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 7 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 8 -0.002 -0.003 0.584 OK -0.001 0.389 OK 59418.00 9 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 10 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 11 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 12 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number ® Spacing Al Number ® Spacing Al C 7/15/2013 In''2 In'2 Spacing starts from face of support .... None Required None Required 7/15/2013 CITY COPY Peoign build 5erviceo, Inc. Engineering & Cometrixtion Management 28119 -120th 5t. 5.E., Monroe, WA 96272 Phone /Fax (360} 793 9659 E-mail: rheide&Wornonroe.com February 12, 2016 MAR 14 2016 Eric'Thuesen BULLDING 9EPAR7MLWT Thuesen-CustomHomes CITY OF EDMONDS 18333 - 85th Place W Edmonds;WA 98020 (425)- 772-9401 Subject; Engineering. Clarifications for Residence & Detached Garage at 510 8th Ave N, Edmonds As requested I have reviewed the comments from the plans examiner. I have revised my original engineering for this project to reflect the revised plans. The engineering revisions are attached. These are supplemental to the original engineering package. MY Lateral Detail sheen S-1 was apparently not included with the plan submittal. I have included it and referenced the applicable details as noted. l Have .rrtaroi the plan sheets with required changes. Engineering and sketches are attached to support this. If you have any further questions or I can be of any further assistance please call me at the above number. RID D' V ok WAs�'�ti �p 9�793�0 Ca FSS�ONA�- �. Mick Heide, R.E. President Attac turients Ck ' Y1 f— ' elf }' IY w`w°CdMlmatidK'!!4y' G 1 �I •R[W nP01IMPeAlrprr 1 I art aue�brAc[ I CRAWL$PACE YENTILATION CALL. ?dan---,��-aoTi�"`I' ���Nqq.MprAPaAmwaay c�wa•Kt wIIe 1!�pyle�P�(NwI/i n�sappy a spartlaagnor M,R..w/1a R. I._ ,, �•�y+y�G I I � � 1'%u"'w.G wl I ► ;�, � e l l I I � p`IQ q I Id I — �� CRA%L SPACE V ♦ . POpIInap�R _KM a+pl I wo to a L n wa Oupla'tn la /w' M — 1 4 --11 — — — — �wuaw FOIdNDAiirCIV PLAN w t nx�js '?eAc :unr-Y �� NO •TIgE�Ai rgcM. .niu °A.iLi1li°e ee Kw! • - (L M OR 40ICI NIU1PR00.@ Ari. R.A@ a•Y GQR• i• GRK.09ia. .. � K ATa4YR�� q# lK6R ___ anlL rp. M1M 11p�aF A�.I'@410 � �� ir°iw ema w nu. �� Izvmr- k !lAaaep 4ruaa h yyNq. .. Vm?IaMWiA b >'Cil4 luc6lA�t 0�� 4P,4lMM RRrrFr. �pFIM. 4?•• LwOgPAIeN KRPI•M ty rp. N��sl li L f/R � R%N ND i1tlI1GPb Al l"PnpN INTERIO E EAM F'ERIMETER•CiRADE BEAM R GR'Ap ES 1 PERIMETER 4RADE B� /-2ZAT GARAGE t3-AND PORCH GRADE E AM _ lam � U wm io.eALa �� xoi ro ewe . 4.1'PP i.IP �^'�•�"� . 1'CQIP.Io4 ?jb MdMr'.IiW 1� Ilc�+axNw G h � Aa�RRIR1� r�y/y� 11� Ycu 9 INTER g BEAM AT OARAOE IUN♦IEi GRA M1 N.i•pA pl im an Rb! - na °a�wr rP? Y pl1' PP�.PA RIN =CAP DETAI GIYpIM cw�w IY MiAG ��NMVlIW01i — •61_ _11 �� r rplMl gglL l�� _ _ �16WW�Dt04! I MIE W ..?Ieoncn ralrw lrec 46—RNER REINFCRCEMEN!f W N G 00 I uwe aaw. �_ M '�ai'�eovryx 'Ier"'�'os+.4 Z __--.- WXZ V.W7� i7� TE REINFORCEMENT W '+_ N Mixco —Z Mv.14.a a o mommwm.m ui;IO W n mw wiacn �a4i%%'�in4?use.., m KIP? nP i P�a�nya e�%DQWN - A3 rLWrrr:ri+u N I irrrrWrrrrrt roruo mrrrrrmr�rr�:� ryrymT.7�rrl�rfirrirn N m P4�__ �1 tlL'4^1rr1 irr1771►"�, Al r ,pwn cH a narau nuLF ea eramaPe:a w ixar °sure on M orroene aoea nr wn Lourw oxw eAta aruoe. w a rinaNLu ewrwlao a nn PWu. nme O KL gpur waN APs oelklryarw aY 6a11eitn oP iH aucoW, ea PLasu+legL ' �wGq Nw TO mID UPw.w ne�r.u•xpFaoaN pN1. Ar N'Qa. aCRY 10 pleNYl ad el?W H• I.qn tWLe wl116 eptallLa O.SR IeIAINq LICwKyW�Rn 6ayvMlBo teL£Cmn•r'Mrq le NT YFOPIapLe14R erAµeM Neel Nyu aM M�APAla tn�YlWp MO asri'weniele 9r wMLq rlatwwerc6irW� aaa�Ple ears ranrex wPacllwR.r w vmrpo+ Shbarn Wall .Table;. LN1e4 ••PPMMMrgfMne QtMulfaafle' IUIL ePe.eID eP4oeri Ai wetO r+LJOI a Nlo aLacReq Ar eMw( Mb iplraL.oat ai0r fe�rOaI IRAs{ eu RagRM . ro wzp aaouru AW{Ian at4r ro wxnxrw, P1An Paco rin+ru rku Pw.rsw . P[lll eru n•e oxe eae VI'Ar1•oA, h.. Rd�R}e! µew+Y+•arron �r �r gu tea. aen auPLe r w wiiY. YPI.CAL . we••— W 4N'laea011 FLMWM WATER HEATING SEISMIC STRAPPING a LE' 0) Q W N 2 C O 00 z O O mzz U;GO uz 110>3 Uj4y �O 02 W u> W FLOP" Pup pPPR" 1 w. i�/Pp/I IA 6 Rm i p/ie/Ij K'A' • .WE �I Y-, ilr tlux ruY, curt qt. �'�: a.- oo-mm Raa purwLw• '. IAM'.IWYgIlI M¢rt•WAINNq, . . "'rp4 ROOF 8c TRUSS PLAN w.pN)IIp11 NA M1N wN. �uw.canawrN -SCALE: 1/4'=1•-0 IpplRle�'..iY•i:.n lIp NRYA Ai Ip qL. Al llf{p. ATTIC vYy�$y�M�lgTp)N.ATION! GA¢AULAMN- IR awnfins TCApAIWrtAA. '"W Ita M. hR 6=W4 11 — I I u 11 I I 'Odre— 4 WK p16 WYL M{d AmY Mr iY YY. tuMYv mwWmMcn ' YMrtm�ig HOUSE BUILMG SECTION crap W�f-V tlWY YKL �. Ytl Y44l KATtl NY.W MN.KYI M11 N A9Ntl 1411 MHI tlRICf NO 1� wl,aHr mnLN. p1TAA,0 Q.WI N.OR)1, A'rN nIIN KW rrypNlleµMHm Aa�YY 4•^.Y /a1G.Ytl Kt111 �tlP14O1 IA IrrYCH YitY�Kx4 •U' N'Iipl IpR Ni.P+4 1 !.En TRANSFER KR/FND' ,• nWACIWip ^ ""epAAm / •MN�aa Neul- .hm AVYII ropetlpl.alr LPNRGiNAN TTry ROOF DIAPHRAGM` ,t SW Nov wAruAq l �M�KIN lNfq, q p pAWN SHEARWALL DETAIL 4 1 w�cu•N +oH}In AI• 4 LAV0Il0 wrM m•N N N 4 tt IAIIM MM N N YAM) Hupp OM1N q N m ICE SPECIFIC SCHEDULE NN4W IMCN u Npoi,. A.y�HTmeRup�wl---•---...-.•�,( �; QYy��Ip��YTM•ffM�� `, ��pyILpAT���` IC .IOpd. Y11 I SIN A6r11M 1Y �T� �. cp(nut NaCtlO 4M Ytli / rYn y / VENTILATION DIAGRAM ra�Lxl iIwNA4.u'�.p"�"i zw SHEARWALL CORNER J W N Q co 0) z O O Lu U�� za-K Zw)< !] Uwo f 5 toW Roo► •RAMMQ VADLPf NP i OP4N1 i P� U of ,Mt i 0 N/IID am Knvu Lcpr MYwi GARAGE ROOF PLAN " M"D101' 9g1p 1/111'.P r•v I �r O1�pMaM+n�i fYAR I ycMr�nrpa �. mwLL A-s I UNEXCA Lip- -"M, m-1 I I I r.a GARAGE FOUNOA ';lIO70N PLAN auw rev MowowLvw w a Y-i' ww�i�u�nDpiiieRu Ln�"�nyµR u"pi noROUPNaYeR u r a , "[,K ir",f i�AN, 9MVYp!Dfr yigKf VM, WlpfF MDAawlf � Rfi+ LwpwgR mttWM fpew G!.R .AQE SOU"VAlION A�pTtIIgCgALvVr1ENNTILATION- CALCULATION: Yw Nwetllt9f (w�a"�iigM"1n n�yVYr. p(, i$1p�R !rw _9 srycian wnAa ✓iWi. p14C YRR�RG" aA.,[1p aLvrlror. R. new+ Y"INPIA AtD "glpp pA4DL �:itID pl qFLL fKOAL M4. iY) GWGRLR pAMM CM4M YqM �Ni'LLu r�li DLTALp A-0 .rwn.a GARAGE BUILDING SEOTION —�ri2.Du GARAGE FLOOR PLAN i w•na GARAGE WEST ELEVATION " w•a.v GARAGE EAST ELEVATION rAuu fN•.r-a WALL SECTION U J J W N OD O) Q wzz U�(a zza Ill w a4vi ci 4Z—MX! VQD0 Www 6AXAU PLAN$ v�. !h i A6 A LOOwq r,, W WIi L� �r1(M) 43NaM �.NrR IIA9Na N 4a 16PNAY AN all Pat wR4 mot p(M 99t I41 IId4 1911NS�RS QYIC pq IASIPs 9�4Iq Von IW9r !y.NE.+lHw9 +r. Y/IN Ay6pY �p 9kA SMEaAA w416 IO alw'r WUaRI 6RGE w{IA NIL � YUd - I6RNAIE iiuss D(APHRAM pxr. 4II,wi (W K.M m, W-us) uMnM [x 6lR x p A I/P'. ebCM pAAA sRR6UtC 6MJ a1 NAY KOmO Mn NUL PW I. -I NMW I ml AO w M •� M.W.- WItDNt IS l 9Ar ildwl gel AtH yM RPN irtlln ♦A63 YWWn M I{m 4wrb �wYdq • N Pnx.rAN Pr(I, � aPM mA PYPrdW V► d 1 1 F't� ' I nr�Rl w aiaa l�gwwc � •Md Fi��rws f�taAllglRllmq. IPytA�iCllp Mg1R11 NI[�wwlLI- m> Yyw wm R. w�mWWYw�I wwlw4 •o �P T c�M1n wEDut "�Y�96P PM1P NAq NA6lWa MA ao� a o (M) w9?M+�. afL!6puLt nn+.7 '„�"r�SPP7�7P�"k:df' a6; �rt 1 ++ MA awEM s6W LL RRWq d.AAO ,.* �i+wryll i tNAWA WAS IF- IN"= PW r�pw�wMwP•i. w~iirn iMe Now Jlwf �PYYwwrw ry rp�y�• wwYiw ww;hMrYnN1w �Y�riwn WiNy>V ur qw�Y � �.61 Qi� �rNwiw �P rwryY�r•urwY�w>wwswMw�Vrur.�lr`•ww•. Mw�i��MM�n Prvq�.Pn>wwuwNWF Mwnn M>•nuyv r•rw Wr•p•n rwW ••www u• MMYNvw..iYNwMMrw+Mnl4tPw•.n/PIn WtIM Yw•n..i�wu•wrw ALL NAdY daaw a(}I Ww1 NNtMMK LTl1N NW Wx(gL NNIL6 fen WAY IIIIm Mr rM pN//lpMl'Y AYw en IN N N PPPAi A34A}, YNIM MOMnP MNWM �•d WN /w rNwIM. � � •( RCCDMHENpED SHEAR (w/FT) FPRAPA RATED SIDING 3p NRNwr MNMu Map ryn>Ar>tbn MYY Nw PNgM> I.pp{bd WYa N Frenhp Pond ihlpMx N ProMp fhl {0>IYmhN L dA•) Y>hp) !qL IPWdA�q At WL CdpWw fY>) <i4N no- li lat w Ia Nt �W i II p'pvYMp qpurl -aIWW RlverY pond cM p>tan Ver .tan >i'�?btl ' BWtt wPP bMWwp pctvr K L, �CC11 ,'� U6P rhp-aherM Ax far thi �� PI-Il 6 Ch GrpovP +-,�b�ltxnl,Npptbtl txoiib dwPNd ('� Q L� IP r apPrP VJ NpTCSi Nn91.p QP botN pcM Wp• Qapnp4��qwneNfn�>� JNM 4 cwr.q PNb�p snP4Ym:oaP��IHo-iN�a, a 4npn4Nn No m wM4 uj woe• as Rant(ApewxprJrr vaas�+eB UI ed•6,O.a �~ AM/ i 2-16d • IV aC. a1RD lFOffRYti5n4n 7a 'A'ALL a11pS 5 A L 10 ROOF 10 WALL SHEAR YRANSMR i p 4RM( Thuesen Custom Homes- - Rae4dencus R. D. Heide, P.E. 514 OtK Ave Nrm, Edmonds Design euild Services, Inc, I Job 0 24,343 (360) 1/15AB Main Floor Plan Thueadn Custcm Homes--514 Oth Ave 2012.dwg Rev 2/11116 Scale I" m 20' Aspect Ratim 3.6"r ir 4.64' M1531 _y3_ SY 1-911 2W lss1 152' J-qE:r_ 0 - LSTWDSW [X�Xi 4 st"& Si-6 8i- o gi_ Design Code = 2012 ISCAEK 'Wind: Loack- OkVih - E>ro6ura W Seismic Load - v = 0oc3 # W .6glomto Load - Roof Snow load 25 pat m 61-6 of-& 81-6 I Y2 yt ;;;=a-r7j _Y1 27934 Thuesen Custom Homes- - Garage 514. athAve NE, Edmonds Job 'I 24S43 Main Floor Plan O'ca-le I,, a 20' Aspect Ratios 9j, I&I 2W &. I MW P, D. Heide, PE. Design Mild Services, Inc. 2 (360) 1%3-136515 Thuesam Custom Homes-514 Oth Ave 2012.dwg Rev 2AI1*: - Y2 -YI: Y2- KEY 0 - 1-844ZO -YI St-6 al-6 For Denection fkrpmao oft V Design Code = 2012 Wind Loads (110mph - Expomre 5) Seismic Load - v = OjM , UJ Seismic Load - Roof Snow load 25 pef 2N� 2/1.212016 RD Heide PE Design build 5ervircS, Inc. Engineering and Con5truction Management 28119 -120th 5t: 5.E; Monroe, WA 98272 Phone/Fax (360) 793-9659 ?KGht1Eli;u irnegl4 8b_ YET .4 ��L �� ` f Residence A.) Lateral Demand, 5hear Wall Detailing B.) Gro95 Loading B.1) seismic Load 'YFt lb =y2 13.2) Wind 0, 8.2.1). Front 5-2.2)-5ide 2 ib C.)-5hear Wall Loader WIND 0) Front X-X Page. 3/ Distribution Factors Distribution Diaph. Between A [sf] Pressure Load (Ib] 1Un X(1+1)n )rjn X(1+1)n Xtm - X2m.`172_ 1020.0, :-.�_ OSCi= 510 510 X2m - X3m _ VgUl ' `= ° ; t 1670A ' Q 835 835. .D � in-=:.-G?�?' 2035 2035 X4m - X5m Y 354 Totals V . (Ibj Wall Lengths, {ft]: V. (pig eoatjta 5hew WAR Xlm X2m 510:0 9) 20.4 t345JJ 1 46i . X3m 28704— 2 105.7 91-0111 X4m 28)5 CJ OWA 11 .::. X5m 770.0 110.0 C.2) 5161e Y Y Distribution Factor; Distribution Diaph. Petween A [st=j. Pressure Load fib] Yin Y(i+t)n Yin Y(1+1)n Y1m -Y2m 3D==j't0 3f�0.0 3500 10 Y2m - Y3m ts:�::n; ti •';D?. 2180.0 .0 x :d,,5Q.: 'cam= Saxzr.'•-::i' iD9D 1090 Totals V pb] Wall Lengths, [ft] v, [plf] Scheduled Shear Wall Yim Y2m 1500.0 2590.0 ?`' 44.8 f� 136 3 --4. -°' s '` Y3m 1090.0 = y15 29.6 Ste__ _-_� 2/12/2016 RD Heide PE Page 4 Yo Design. build 5er cco, tnc; F..nglneering and Gonstrucdon. Management. 26119 -12Oth Sin S.E., Monroe, WA 96272 Phone/Fax (360) 793-9659 D) Seismic First Floor Area s„U13_ F sf. RI)_ Front X-X. t?laph. Dsyweett. A [99 Load (W] Min - X2m 63 Mug X2m - X3m o rIa:?_ `62 851.6 X3m - X4m 17755 Mm - X5m . 4 '-' ' 525 853.0 Totats V, [lb]. XIm- 315,9 X2m 74.1.7 X3m 1313:6 X4m 1314Z X5m 4265 D.2) Stde Y-Y YIm - Y2m Y2m - Y3m Totals Seismic Shear I}�'aIM lb Df 5I;M u - 6h FAcWm Distribution X[n X(1+1)n An X(f+I)n 316 426 426 t? O 50 426 426 Waft Lengthy, [fit] V. [plt7 Scheduled Shear Wafi 2429 10 27.16 8.83 7 74.2 48.4 148.8 60:9 Distribution Factors Distribution Y(1+1)n Yin Y(1+1)n 1072 1072 -W: 984 984 V, 9101. Wall Lengths, [ft] V. [plfj Scheduled Shear Wall Ytm 1072.0 35.5 32.0.2 Y2m 2056D 19 108 4 Yam 984.0 36:84 267 Peoign build 5ervica5, Inc. 15m1aimearlme and Construction Management 2&119 - 120th St. 6.E., Monroe, WA 98272 Phone/Fax (360) 795-9659 E.) $hsar Wall Aspect Ratio Adjustments (5DFW5, Tr4.3.4) Thuasen Custom Hornasw514 8th AVE N Edbionde E.1) Grid X - X First Flo", Goornetry ft 4.50 ft h/5,5= Z57 ft Are there any, shear wells on XIm grlAfnes with an aped ratio botW;" 2 and 5,51? � alya�I,L t Wind 5olemic Factor Now 5016MIC Elf) Grid Lime i +Ik v HI(211ba) v, (plf] 11 1P 5cho4wie � 9eIsMIc S�iqpr Wall, W. 4 %,par WAII Mjup"O 4 A 1.23 695 AM 1-ro E.51-6 imu #—, x3m 105.7 6 X4ir3.04 15 M 4'7 E.2) Grid Y -Y Are there any, shear walls. oni Yin grIA11mes ovith an apect ratio between 2 and; 3.5:17 Wind 5840MIC Factor Now Seismic V. ip t12 GrI4 Line 14 If Wall A!�uos*44 Seismic ftear Wall 4fnV. [Elf) v., [plf) 5 a-pAuled Shear W Ytrm Al 1110 32.0 1.64 $2.4 "AN Y2m 1062 1.35 145.8 Y5M 2$; 6 26.7 1.23 32.8 Pcoiqn build 5&rvioc5, Inc. E"Incerine and Construction Management 2MI9 - 120th 5;E, - Monroe,_ WA 98272 Phon&lFax (360) 793-9659 F.) Hold Pbm- Catculatio" Thuesom CUstom-Homoa-514 8th AVE N: Edmonds Mind 566mic Grid Line v, W V.Ipq x1m 20.4 12.6 x2m 1346 742 xE5m 105.7 48.4 x X4m 14&Z x )5m 110D 60;9 First F[mr Height fit Mnd 56kmft Grid Llno v. Lplfj v, [pffl Ylm 44.8 32.0 y2m 136.3 105.2 y5m 29.6 26.7 .Gn-d Line Fw Pbj Vida Em= Ps [&] Tam= 6ria Lftw rw Eft-q F[w] x1m f83.7 illa Yin 403.6 X2m 1211G:5 667-6 y2m 1226Z 973.9 X.3m 951.0 435.3 Y3M 266.3 240.4 X4m 2859.0 1339.6 )5m 990.0 548.3 FA) X - X CxrWlJner, M$#4`ffi"Majn Floor Work Modulefor the X - X Grid" 5hear Wag Length - ft Is v-waR, 04- to 12 kwtms from cxom. er? 154burdCOM4 imnes thick? Tribuatary WM or DL Pbl- Post, kmtaW ACI Reqtdmrnents 129.9 -7 11, -6 4 Vind SDS Roof V --9 - 9 AC 1:9 - 293.821 V Walls 389.7 -A Cl 9--7 1633.073- Sew ROOT 1-03-02 t)L=- 623.52 (DL-0 6)r2= 207-.84 PW= 2859.003 lb Hold Dom Required T, W= PS-- 1340 lb T, S= WoodWorksO Sizer ARE FOR WOOD DESIGN 1 414 skh'Av. °P ... It* mma 14AG:29 CoqcepL Mode: Reactions at Base of Structure View Floor 1. V 30 50-4, 33 OrM. L 2. 236 W72 D I 44 17 12 41001. 10 IS -10 21 25 low$ 63" 0 39 la 23 is 13 2 A 8 m T 'v jw :V-G. 5. WLSL K.L 01, M$ 01610 Of2a D 11 11 041 K. 49 04140 741ke 4-r-W 102010 MVD CIL W& 3w j. 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M T 0' 11-6" T-6" 5' b22. b21 020 44.4' ht3 4(Y-W g17 b44 b55 b42 3'-6" ' 38' 70 htq f1 % b67 -- 33' 32' r 6 ht6.1 IT GT6 28' 26'S" GT7 t4 ht7. 22 yt8. pt5 16,5„ t19l�s d18 ' 918 try. bit t)81 b13 b14 _ GT1 _ Q tji ht l9 6 - - .... TT bk 21 $E1513K CD V AN BTWC ALW BP EAYBU, A01Y AS BLABV AIBBN IABKkA BVAFG) I AB BM M BI A4AFBZ L BbWCBH K3 BJ, AT AU BOACA CD CBA BR CC BBG A280 AV 10'4" 13'-6" 18' 18' 21'-6" 28'se" 32' 3W-W 37' 39'-6" 42',6" 47'.6" 50' 5$' 55'.6" 6Q'-6" 63'-6" 66.6" 71'S" 75'S" 80'S" 84' 6" 68'S" 921-6" 9T-6" 100' 9`4111'-6" 10-6111273' 25' 2728'-6" 323334' P637'43940?4' 43'-6",64f'-6'18'-6" 51' 535455' 57' 6152' 66-6" 86' 71' 73' 77' 79'-69182'-8" 90, 971-6" V\ . Q I WoodWorks(& Sizer, 514 8th Ave np rev 3-11 .1 6.wwa Concept Mode; Beam View Floor 1; 1, 99 ....................... ............. 37 ­:-�: 44.. ........... .. ................. ..... .......... .......... k-4 Al J�: 40 -i 2 14-- ...... ... ....... 23- 2e� 42 ................. 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R (M R--motwarn,(s xt4�z' T*WwVdr2r-3.0; Eater+[ suppwt t� fWl ibo at uppor(s Anl*sts vs. AitowaW s� Sbass_ (psi) and Dflectior (in) �g mus w _ - Addidoml Datm l7n.T0RS:: P/L(smilcV. CN Ct CL. CV. Cft Cr, CEYt Ci' Cn' LCR' 290 I.. DO - 1.00 - - - - 1.00 - 1.00 2 r Ph' +' 290D' I-60.' - I. w 1'. ((00' 0':99 - 1..00 1'.00' - - 9' 750 ;. 2.0 mi$Sica - i. b3' - - - - 1.00 Eminr'- 1.04 million - 1.00• - - - - L00 - - 8 :CRiii ALLt�COMOMATIM: Shear : LC 92 - DSL,. V 1807,. v design = 17" lbs Sending(+).- LC" 0 - MAW, K s. I620b. lbs-Et . Deflection- LC W _ .AD+..6v (1,ive) LC W - D+-69 (total)• D-dead L-live S=anow I=i*pact Lr-roof live Lc=concentrated E earthquake All LC`s-are listed in the Analysis output Load romhi scions:-ASCE. 7=10 / ISC. 20iG CALCt1iA' KN& $efrection: SI.= 1607e06 lh-in2- "Live- deflection = Deflection from all non -dead leads (live, -wind, snow-) Total Deilection•= 1.66()iead- Load -Deflection) + Live Load- Deflection_ Dew NOt$s. f. VW*dvVo t�s analysis and desW we in acomdwmr a with the )GG-N,terr�ationaA BE,itdsgCade (IBA 2 'ij,. fr,e iS onat Qesign firafion t(JCS-2 ,,arMi66S 6esigr Si ersrerd: 2 Please ve ily ttmt the d ,R detlecGoO fDnits are a ogia6e W yow 3. SCL-BEAMS-(Stnidma)Convosite Lumbe4 the-WWdred SCL saWc ion.is.fo<WeWamary design 0riy. For Mettaember desgnaontact yas bpl SCL marsr(acturer.. 4- Sme (acbm vary kom one nwKgarievarto awdw for SCi wakwb ts. 7hey�r be dinged at Om database ed&w. �.k01<r�: Y}?YE tribntion .Pat- .tern ' LpiC8tio& .Stair . BrM t•1agili't:ade .. start. _ ..1}� 1Br1t :I .bead 'Fa nt '. 63 ?Z10� " 2-c88 3naw. Rome Do63 2398 d�bs 3'b7 Dead .Paint 4.:63: Sb7 lbs b7 hive taint 4:63� - I509 -1bs 3mad5 Wind ;Point 2430 ,ibs ioad6; Wind. Z900: 1bs 'L'oad7 't43rtd- , Dint 16:.63 2400' ins Self ZiEE �-iY 1t12" FiDL 15--: 3- .-1.E €aete�ec• " _. Bead, - 2335 . _ 22& 13ve� 120T 348 SmDA= - 2690 Wirul - 2893 - 433 - Total ingr - 693 2832 L�gtti 7.sa 7.50 14in 'd 2.70•�" Criterion 114f9i: $' ir93itE- Design Value 11nR1 iB/BC'Bi - .. Oazndiug (+) f-H = 1701 Ph' s 456i. tlf/ISs` 0.3'7 Daad- 6eE1'if� . D.IO_tL/999 Live DefI `n 0�64 = b/3FF 0.�6T�s L/3'SO 0.95 � 2bfa1� 0�:74' _tl328�' ' 1=.Oi L/240 0:73; T Lateral & 5tructural Engineering For the ThueSen House & Detached Garage Eric ThueSen ThueSen Custom Homes 509 Wh Ave N Edmonds WA MOW (425) 670-3669 Lateral Summaries for the House Lateral Calculations for the House Lateral Summaries for the Garage Lateral Calculations for the Garage Structural Summaries for the House & the Garage Structural Calculations For the House & the Garage Loading Piles & Pile Cap Design July 17, 2013 Job #25008 NOV 17 2015 DEVEWeMENT SERVICES CTR. CITY OF EDMONDS D D. y i V of � O z niTy Design Build 5ervice5, Inc. S/0 N Al. Engineering & Construction Management Phone /Fax: (560) 793-9659 2&119 - 120th 5t. 5.E., Monroe, WA 9&272 E-Mail: rheide@db5monroezom Design Code 2012 IRC/IBC Residential Design Loads Gravity Roof Floor Soil Bearing Pressure Lateral Wind Seismic Dead Load 15 psf Snow Load 25 psf Dead Load 10 psf Live Load 40 psf 2000 psf (Assumed per Table 401.4.1) 110 mph Exposure B KZT 1 Wood Shear Panels 0.09 W R 6.5 Soil Profile D Seismic Design Category D1 Design Build 5ervice5, Inc. Engineering & Construction Management Phone /Fax: (No 793-9659 25119 - 12oth 5t. S.E., Monroe, WA 98272 E-Mail: rheicle@dbomonroezom Thuesen Custom Homes - Residence R. D. Heide, P.E. 514 Sth Ave NE, Edmonds Design Build Services, Inc. j (D Job R 24943 (360) TB3-9659 1/15/13 Wind Controls Shear Wall Distribution Front Elevation (No Scale) 636 (036 916 916 2154 2104 924 924 X1 Shear Wall Distribution Right Elevation Wind Controls X2 YI X3 X4 1616 1616 1256 1256 Y2 Y3 X5 ' { 7/16/2013 Robby Shaffer Page / 6 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone/Fax #(360) 793-9659 2012 IBC A5CE 7-10 Chapter 11 & 12 Earthquake Loads From: http://earthauake.usgs.gov/research/hazmar)s/design/ ;Thuesen Houoe and Garage Lat i 47.8141 Long -122.369 Ss u65 Fa j 1,018 S1 0.423 Fv f 1.577 Assume Soil Profile D Sms=Fa*Ss 1.227 Sm 1=Fv*S1 0.667 Seismic Design Category Sds=2/3(Sms) 0.818 D1 Sd 1 0.445 ASCE Section 12.14 Simplified Analysis V=F*Sds*W/R F= 1 One Story Cs R V Wood Shear Panels 6.5 V= 0.13 *W 0.126 Section 12.14.3.1.3 Load Combination for Allowable Stress Design Va=0.7*V Factor Wood Shear Panels V= 0.09 *W 1 Loads W E Roof 30130 walls 16560 Load to Roof 46690 4112 E - Building 46690 4112 Thuesen Custom Homes -- Residence Seismic Areas 1442 15,11 10 i 1301 625 X1 X2 X3 X4 X5 *r3 Y2 71 cr- 766/2013 Robby Shaffer Page Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Ifiueoen Custom Homes-514 Sth AVE 2012 Wind Load Calculations 2012 IBC ASCE 7-10 Buildings Figure 28.6-1 MWFRS (Envelope Procedure) Method 2 - Enclosed Simple Diaphragm Low -Rise Buildings Design Calculation Load Combination 2.4.1 - 0.6W adjusted for Lamda and Kzt Wind Speed 110 MPH Risk Category II Exposure Category 13 kzt 1 Eave Height 10 ft Building Length - D ([one dimension) 70 a 6.24 Mean Roof height 15.6 ft Lambda Height Factor 1 Figure 28.6-1 page 305 Roof Pitch 6 :12 27 degrees Zone factor W*0.6(Kzt)(Lambda) A D C D Roof Pitch 0 :12 11.5 -6.0 7.6 -3.5 6 :12 13.9 5.0 10.4 4.3 Corner Distance 2a 12.48 ft Note if negative use 0 Side Elevation Eave Height Building width-L(short dimension) a Mean Roof height Lambda Height Factor Roof Pitch 10 ft 40 4 15.6 ft 1 Figure 28.6-1 page 305 6 :12 27 degrees Zone factor W*0.6(Kzt)(Lambda) A 13 C D Roof Pitch 0 :12 11.5 -6.0 7.6 -3.5 6 :12 13.9 5.0 10.4 4.3 Corner Distance 2a 8 ft Note if negative use 0 m cv m cv Qx I bx I 'ex i Zx i Ix szsa seam pulm aouapisa� - saLuoH woisn-3 uasanHl 7/16/2013 Robby Shaffer Page Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 12Oth 5t. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 jThucoen Custom Homes-514 8th AVE 2012 Wind Load Calculations 2012 IBC ASCE 7-10 Buildings Figure 28.6-1 MWFRS (Envelope Procedure) Method 2 - Enclosed 5imple Diaphragm Low -Rise Buildings 2a remainder Front Design 12.48 57.52 13.9 5.0 16.4 4.3 5ide design 8 32 13.9 5.0 10.4 4.3 Wall height 4 Roof Height 10 Zone A B C D Front Area 62 47 398 323 Zone Load 6608 859 233 4136 1350 Minimum 16 p5f A/C 8 p5f B/D 10320 992 376 6368 2584 5ide A B C D Area 42 23 174 281 Zone Load 3705 582 114 1808 1200 Minimum 16 p5f A/C 8 pof B/D 5888 672 184 2754 2248 W5/2013 Robby Shaffer Design Build Services, Inc. Engineering and Construction Management 28119 - 120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Thuesen Custom Homes-514 8th AVE 2012 A.) Lateral Demand, Shear Wall Detailing B.) Gross Loading B.1) 5eismic Load 4112 lb 13.2)Wind 1618 psf MIN 8.2.1) Front 10320 lb 8.2.2) Side 5888 lb C.) 5hear Wall Loads, WIND C.1) Front X-X Distribution Factors Distribution Diaph. Between A [sf] Pressure Load [Ib] Xin X(i+1)n Xin X(i+1)n X1m - X2m 57 16 912.0 0.50 0.50 456 456 45 8 360.0 0.50 0.50 180 180 X2m - X3m 62 16 992.0 0.50 0.50 496 496 105 8 840.0 0.50 0.50 420 420 Total 916 916 X3m - X4m 139 16 2224.0 0.50 0.50 1112 1112 268 8 2144.0 0.50 0.50 1072 1072 X4m - X5m j 77 16 1232.0 1 0.50 0.50 616 616 77 8 616.0 0.50 0.50 306 308 Total i 1 924 924 Totals V. (lb] Wall Lengths, [ft] V. [plf] Scheduled 5hear Wall X1m 636.0 24.99 25.5 151-6 X2m 1552.0 10 155.2 '51-6 X3m 3100.0 10.66 290.8 151-6 X4m 3108.0 14.63 209.6 "51-6 X5m 924.0 7 132.0 151-(0 C.2) Side Y-Y Distribution Factors Distribution Diaph. Between A [sf) Pressure Load [Ib] Yin Y(i+1)n Yin Y(i+1)n Y1m - Y2m 104 16 1664.0 i 0.50 0.50 832 832 196 8 1568.0. 0.50 0.50 784 784 Total 1616 1616 Y2m - Y3m 96 16 1536.0 i 0.50 0.50 768 768 122 8 976.0 ` 0.50 0.50 488 488 Total 1256 1256 Totals V. III:,] Wall Lengths, [ft] V, [plf] Scheduled Shear Wall Y1m 1616.0 28.66 56.4 5146 Y2m 2872.0 16.84 170.5 51-6 Y3m 1256.0 38.62 32.4 51-6 Page g�,, 7/15/2013 Robby Shaffer Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 D) Seismic First Floor Area 3013 sf Seismic Shear 4112 lb 0.1) Front X-X Distribution Factors Distribution Diaph. Between A [sf] Load [lb] Xin X(i+1)n Xin X(i+1)n X1m - X2m 463 631.9 0.50 0.50 316 316 X2m - X3m 624 851.6 0.50 0.50 426 426 X3m - X4m 1301 1775.5 0.50 0.50 888 888 X4m - X5m 625 653.0 0.50 0.50 426 426 Totals V. (Ib] Wall Lengths, [ft] v, [plf] 5cheduled 5hear Wall X1m 315.9 24.99 12.6 ;51-6 X2m 741.7 10 74.2 �51-6 X3m 1313.E 10.66 123.2 51-6 X4m 1314.3 14.83 88.6 51-6 X5m 426.5 7 60.9 ..51-6 X6m 0.0 0 0.0 151-6 0.2) 5ide Y-Y Distribution Factors Distribution Diaph. Between A [sf] Load [lb) Yin Y(i+1)n Yin Y(i+1)n Ytm - Y2m 1571 2144.00.50 0.50 1072 1072 Y2m - Y3m 1442 1968.0 0.50 0.50 984 984 Totals V, [lb) Wall Lengths, (ft) V. [plt] 5cheduled 5hear Wall Y1m 1072.0 28.66 37.4 151-6 Y2m 2056.0 16.84 122.1 +51-6 Y3m 984.0 38.82 25.3 i51-6 Page 1/1 Design Build 5ervicco, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 E.) 5hear Wall Aspect Ratio Adjustments (50FW5, T-4.3.4) Thuesen Custom Home6-5148th AVE 2012 E.1) Grid X - X First Floor Geometry h= 9.00 ft h/1.5= 6.00 ft h/2= 4.50 ft h/3.5= 2.57 ft Are there any sheer walls on Xin gridllnes with an apect ratio between 2 and 3.5:1? YE5 Wall Length Wind 5eismic Factor New Seismic Grid Line [ft] v, [plf] v, [plf] h/(2" bs) v, [plf] 5cheduled Shear Wall Adjusted 5eismic 5hear Wall X3m 3.66 290.8' 123.2 1.23 151.5 517 51-6 E.2) Grid Y -Y Are there any sheer walls on Yin gridlines with an apect ratio between 2 and 3.5:1Z YES Wall -Length Wind Seismic Factor New 5eismic Grid Line [ft] V. [plf] V. [plf] h/(2" bs) v, [plf] 5cheduled Shear Wall Adjusted 5eismic 5hear Wall Y1m 2.75 _ 56.4 37.4 1.64 61.2 51-6 51-6 Y2m 3.34 170.5 122.1 1.35 164.5 51-6 51-6 O�- a �a Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -12Oth 5t. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 F.) Hold Down Calculations Thuesen Custom Homes-514 8th AVE 2012 Wind Seismic Grid Line v, [plf) V. [plf] X1 m 25.5 12.6 X2m i 155.2 74.2 X3m t4 29023 123.2 X4m 209.E 88.6 X5m 132.0 (0-0.9 First Floor Height 9 ft Wind 5eir'mic Grid Line v, [plf) v, [plf) Y1 m 56.4 37.4 Y2m 170.5 122.1 Yam 32.4 25.3 Uplift Force Tables Grid Line Pw [1b] Ps [lb] Grid Line Pw [lb] Ps [lb] X1m 229.1 113.8 Y1m 507.5 336.6 X2m 1396.8 667.6 Y2m 1534.9 1098.8 X3m 2617.3 1109.0 Yam 291.2 228.1 X4m 1886.2 797.6 X5m 1188.0 548.3 F.1) X - X Gridlines X2m "Main Floor Work Module for the X - X Grid" Shear Wall Length 10 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? :NO Tribuatary Width or Length [ft] q [plf] DL [lb] Post Installed ACI Requirements Roof 2 15 300 ACI 9-6 1694.88 Wind SDS Walls 9 10 900 ACI 9-7 413.6697 Seismic Floor 0 12 0 DL= 1200 DU3= 400 Pw= 1396.8 lb Hold Down Required T, W= 997 lb LSDTH8 Ps= 668 lb T, S= 268 lb LSDTH8 X3m "Main Floor Work Module for the X - X Grid" Shear Wall Length 3.66 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? NO Tribuatary Width or Length [ft] q [plf] DL [lb] Post Installed ACI Requirements Roof 2 15 109.8 ACI 9-6 3989.977 Wind SDS Walls 9 10 329.4 ACI 9-7 1386.677 Seismic DL= 439.2 DU3= 146.4 Pw= 2617.261 lb Hold Down Required T, W= 2471 lb STHD10 Ps= 1109 lb T, S= 963 lb LSDTH8 X4m "Main Floor Work Module for the X - X Grid" Shear Wall Length 14.83 ft Is v-wall 0.5 to 12 inches from comer? YES Is foundation 6 inches thick? NO Tribuatary Width or Length [ft] q [plf] DL [lb] Post Installed ACI Requirements Roof 2 15 444.9 ACI 9-6 2056.899 Wind SDS Walls 9 10 1334.7 ACI 9-7 178.4353 Seismic Floor 2 12 355.92 DL= 2135.52 DL/3= 711.84 Pw= 1886.177 lb Hold Down Required T, W= 1174 lb LSDTH8 Ps= 798 lb T, S= 86 lb LSDTH8 Y2m "Main Floor Work Module for the Y - Y Grid" Shear Wall Length 5 ft Is v-wall 0.5 to 12 inches from comer? NO Is foundation 6 inches thick? NO Tribuatary Width or Length [ft] q [plf] DL [Ib] Post Installed ACI Requirements Roof 17.5 15 1312.5 ACI 9-6 1662.742 Wind SDS Walls 9 10 450 ACI 9-7 776.6069 Seismic DL= 1762.5 DL/3= 587.5 Pw= 1534.917 lb Hold Down Required T, W= 947 lb LSDTH8 Ps= 1099lb T, S= 511 lb LSDTH8 Design Build 5ervice5, Inc. Engineering and Construction Management 2&119 - 120th 5t. 5.E., Monroe, WA 98272 Phone/Fax #(360) 793-9659 Y2m(2) wlnaow sr Wall + a Height =r 3N (H) Reference AF&PA 5OPW5-2008 5ection 4.3.5.3 p 26. b Ho 5 ft o c° Window Door o sv s� Wall Him 10 ft 50% OW M w Height 3y 3y (H) b b Lfh 6.84 ft Lw 11.84 ft 58 /, Width of Mnx Shea -thing b Height (H) Co 82% Design Required I Overall Width Shear adjustment, W 170.5 Ib/ft 207 Ib/ft St-©t 5hear adjustment, E 122.1 Ib/ft 148 Ib/ft Shear Capacity Adjustment Factor Co for Perforated Shearwalls Ratio of opening Maximum window or door height height to wall height H/3 H/2 21-1/3 51-1/6 H 50% 8-foot wall 2'-8" 4'-0" 5'-4" 6'-8" 8'-0" 10-foot wall 3'-4" 5'-0" 6'-8" 8'-4" 10'-0" Percent full -height sheathing Effective shear capacity ratio 0% 1.00 0.67 0.50 0.40 0.33 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 58% Co 0.82 Ref; AFPA SDPWS Section 4.3.5.2 Design for Force Transfer Blocking at All Panel Edges Req'd 48° i /% 48" Full Panel Width % Full Panel Width 0 — -"q — I . I a I . a I in I-11111ho / �2 x 4 (min. plate) I Sheeting To Be Continuous 2-2x Continuous or Strapped Rim Over Rim Joist Perforated Shear Wall Similar. No Horizontal Straps or blocking required. Wall to be sheeted then openings cut and all edges nailed per schedule. AFPA SDPWS Section 4.3.5.3 BLOCKED WINDOW SHEAR WALL DETAIL 00 0 0000 0 Design Build 5ervlces, Inc (360) 793-136515 - Shear Wall Schedule - Rev 7o - 6/24/13 SHEATHING NAILING END STUDS (MIN) PLATE NAILING 12d A35/RBC ®TOP PL. 1/2" A.B. SPACING UNBLOCKED BLOCKED G1-7 1/2" Sheetrock 5d Wallboard 07" o.c. 1 2X4 1 Row @ 14" 3'-6"o.c. 1/2" 0 6' 100 125 G1-4 1 2" Sheetrock 5d Wallboard 04" o.c. 1 2X4 1 Row 0 11" 3'-0"o.c. 1/2" 0 6' 125 150 G1-4+ 5/8" Sheetrock 6d Wallboard 0 4" o.c. 1 2X4 1 Row 0 9" 2'-6"o.c. 1 2" a 6' 145 175 G2-7 1 2" Sheetrock 5d Wallboard 0 7" o.c. 1 2X4 1 Row 0 7" 1'-9"o.c. 1/2" @ 6' 200 250 G2-4 1/2" Sheetrock Wallboard 04" o.c. 2-2X4 1-2X6 1 Row 0 5" 1'-5"o.c. 1/2" @ 4' 250 300 LRP 16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w min. 4x Header 600 Lb TOTAL REF 2'-0" or wider LATERAL RESTRAINT PANEL 515 Lb/ ft. APA TT-100 Based on APA T20011-56 & Draft 156 dated June 17, 1994- higher values are allowed based on H.D. design. ALL WALLS BLOCKED Edge Nailing HF Spacing HF TYP HF WIND S1-6 7 16" OSB 8d 06"o.c. or 16g Staple 04" 2-2X4 1-2X6 1 Row 07" 2'-O"o.c. 1/2" 0 6' 215 300 S1-4 7 16" OSB 8d 04"o.c. or 16g Staple 02.5" 2 2X4 2X6 1 Row 05" l'-5"o.c. 1/2" 0 4' 310 434 S1-3 7 16" OSB 8d 03"o.c. 2-2X6 3-2X4 1 Row @4" 1'-0"o.c. 5/8" 0 1.7' 400 560 S1-2 7 16" OSB 10d 02"o.c. 1-DF 2-4x4 2 Row 02.5" 8"o.c. 5/8" @ 2.5'** 544 763 S2-6 7 16" OSB 8d @6"o.c. or 16g staple 04" 3-2x4 2-2x6 1 1 Row 03" 12"o.c. 5/8" @ 1.5' 430 600 S2-4 7 16" OSB 8d 04"o.c. or 16g staple 02.5" 4-2x4 3-2x6 2 Row 055' 8"o.c. 5/8" 0 2.7'** 620 868 S2-3 7 16" OSB 8d 03"o.c. 4-241-4x4 2 Row 03.5" 6"o.c. 5/8" 0 2'** 800 1120 S2-2 7 16" OSB 1Od 02"o.c. 1-DF 2-4x6 2 Row @2" 4"o.c. 5/8" 0 1.3'** 1088 1525 Hold Down Schedule - Simpson or Eaual Tension Wind Seismic Cracked A35 A35 - Detail 4 in Simpson Catalog 600 600 lb 0 1.6 H1 H1 - Truss to top plate lateral 415 415 lb @ 1.6 LSDTH8 LSDTHB LSDTH8RJ-6" wall @0.5"-12"+ f. outside corner 1690 1220 lb @ 1.6 LSDTH8 LSDTH8 LSDTH8RJ-8" wall 00.5"-12"+ f. outside corner 2230 1610 lb 0 1.6 LSDTH8 LSDTHS LSDTH8RJ-8' wall 012"+ from corner 3115 2250 lb 0 1.6 STHD10 STHD10 STHDIORJ-6' wall 00.5"-15"+ If. outside corner 2050 1435 lb 0 1.6 STHD10 STHD10/STHDI0RJ-8' wall 00.5"-15"+ f. outside corner 3145 2175 lb 0 1.6 STHD10 STHD10/STHDI0RJ-8" wall 015"+ f. outside corner 4755 3400 lb @ 1.6 STHD14 STHD14/STHDI4RJ-6' wall 00.5"-21"+ f. outside corner 3200 2685 lb 0 1.6 STHD14 STHD14/STHDI4RJ-8' wall 00.5"-21"+ f. outside corner 4165 3500 lb @ 1.6 STHD14 STHD14 STHDI4RJ-8" wall 021"+ from corner 5345 3815 lb 0 1.6 HDU5 HDU5 w/ 5/8" SSTB24 6" Wall Min 5" from Endwall 4470 3325 lb A.B./DF HDU5 HDU5 w 5/8" SSTB24 6" Wall Min 42" from Endwall 5025 3740 lb A.B./DF HDU8 HDU8 wZ 7 8" SSTB28 8" Wall Min 5" from Endwall 7615 6395 lb A.B./DF HDU8 HDU8 w 7 8" SSTB28 8" Wall Min 50" from Endwall 7870 7870 lb w-4.5DF ST24 ST 6224 to foist - MST37 w rim 2540 2540 lb 01.60 T 6 ST 6236 to joist - MST 48 w/ rim 3695 3695 lb 01.60 ST60 MST60 0 rim 4830 4830 lb @ 1,60 ST72 IMST72 no rim 6730 6730 lb 01.60 NOTES: Based on 2012 IBC and Industry Standards assume HF for wood material u.n.o. xi-x wall is sheeted on one side. x2-x is sheeted both sides. Hold-downs are based on 2011 Simpson HemFir Values UNO. Toenail use ® rim to top plate requires 207. more nails than plate nailing values given 9 top plate. Toenails 0 G1-7/4 only. Nails to be: BD 0.13lx2.5' 10D 0.148x3' 12D 0.1480.25 16D 0.135"x3.5' Per AFPA SDPWS H:W ratio 2:1 max for sheetrock walls. All Sheetrock wall sections w/H:W ratio of 1,5:1 to be blocked. Sheetrock walls not allowed in seismic zone E. Anchor bolts for Hold downs ore to be A307 bolts or threaded rod with 2 nuts (jammed). Min. Embedment length to be 12' in the footing. Simpson SSTB bolts can be subsituted per the Catalog call -outs. Rebor is to be within 2' above and to the side of the head of the bolt and Simpson Strop Hold-downs. Gypsum Wall Nailing is for all supporting members & wall to be unblocked unless noted otherwise. All OSB/Plywd walls to be blocked and have Min field noiling ®12" o.c. if panels are over ;" thick or stud spacing less than 24" o.c.. *A35 ® top plate only required if Rim Joist is flush with Sheathing or ®interior wall & cannot be toe -nailed. ** 3x Mudsill Required. 3x wall plates are required if sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2" nail penetration. Note mudsill shear can be different than the wall above, see calculation summary sheet. All walls with shears over 350#/ft require 3x studs or blocking at panel joints. Double studs can be substituted when nailed together at shear wall nailing with 10d nails. All anchor bolt spacing between 350#/ft and 600$/ft has been reduced by 50% to allow use of 2x plate. If 3x plate is used bolt spacing can be doubled in these cases. ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3"XO.229" WASHERS 2308.12.8, �" From Mudsill edge on side with OSB/Plywood if shear over 200 PLFper SDPWS 4.3.6.4.3.. Unless hold-downs provided at wall ends per exception. 1q 6 Thuesen Custom Homes - Garage R. D. Heide, P.E. 514 Sth Ave NE, Edmonds Design Build Services, Inc. Job * 24943 (3(00) IC33-9659 '1/16/13 Matra Floor Plan Thuesen Custom Homes-514 Sth Ave 2012.6wg Scale V = 20' Aspect Ratlos SY 35:1 2b' 6:1 152' 23 Y2 75' KEY 0 - LSTI-IDSRJ 1825' 35' 35' XI X2 SI-6 5140 SI-6 51-6 SI-6 51-6 For Deflection Purposes only Design Code = 2012 IRG/IBC Wind Loads (llOmph - Exposure B) Seismic Load - v = OZe • W Seismic Load - Roof Snow load 25 psf Yl Y2 Yl or, per V thuesen Custom Homes - Garage R. D. Heide, P.E. 514 Sth Ave NE, Edmonds Design 5uild services, Inc. Job a 24943 (3(00) IS3-15651B Wind Controls Shear Wall Distribution Front Elevation (No Sca le) 1500 1505 XI I X2 Shear Wall Distribution Right Elevation Wind Controls 2816 (open front) Y1 Y2 7/16/2013 Robby Shaffer Page 7� Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 51;. S.E., Monroe, WA 98272 Phone/Fax #(360) 793-9659 2012 IBC ASCE 7-10 Chapter 11 & 12 Earthquake Loads From: http://earthguake.usgs.gov/research/hazmai)s/design/ Thuesen House and Garage Lat 47.8141 Long -122.369 Ss 1.205 Fa 1.018 S1 0.423 Fv; 1.577 Assume Soil Profile D Sms=Fa*Ss 1.227 Sm 1=Fv*S 1 0.667 Seismic Design Category Sds=2/3(Sms) 0.818 D1 Sd 1 0.445 ASCE Section 12.14 Simplified Analysis V=F*Sds*W/R F= 1 One Story Cs R V Wood Shear Panels 6.5 V= 0.13 *W 0.126 Section 12.14.3.1.3 Load Combination for Allowable Stress Design Va=0.7*V Factor Wood Shear Panels V= 0.09 *W 1 Loads W E Roof 6820 walls 4230 Load to Roof 11050 973 E - Building 11050 973 Thuesen Custom Homes - Ga ra ee 5e i sm i c Areas Roof Area 682 sf 531 sf 94 Ft of walls ►M UFA Y2 Yi 7/16/2013 Robby Shaffer Page Design Build 5ervice5, Inc. Engineering and Construction Management 25119 -120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Mhuesen Custom Homes-514 8th AVE Garage 2012 Wind Load Calculations 2012 IBC A5CE 7-10 Buildings Figure 28.6-1 MWFR5 (Envelope Procedure) Method 2 - Enclosed Simple Diaphragm Low -Rise Buildings Design Calculation Load Combination 2.4.1 - 0.6W adjusted for Lamda and Kzt Wind Speed Risk Category Exposure Category kzt Eave Height Building Length - B (long dimension) a Mean Roof height Lambda Height Factor Roof Pitch 110 MPH II 8 1 9 ft 24 3 12.5 ft 1 Figure 28.6-1 page 305 6 :12 27 degrees Zone factor W"0.6(Kzt)(Lambda) A B C D Roof Pitch 0 :12 11.5 -6.0 7.6 -3.5 6 :12 13.9 5.0 10.4 4.3 Corner Distance 2a 6 ft Note if negative use 0 Side Elevation Eave Height Building width-L(short dimension) a Mean Roof height Lambda Height Factor Roof Pitch 9 ft 23 3 12.5 ft 1 Figure 28.6-1 page 305 6 :12 27 degrees Zone factor W 0.6(Kzt)(Lambda) A B C D Roof Pitch 0 :12 11.5 -6.0 7.6 -3.5 6 :12 15.9 5.0 10.4 4.3 Corner Distance 2a 6 ft Note if negative use 0 Thuesen Custom Homes - Garage Wind Areas =120) DUO XI X2 I YI Y2 7/16/2013 Robby Shaffer Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 12Oth 5t. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Thuesen Custom Homes-514 8th AVE Garage 2012 Wind Load Calculations 2012 IBC ASCE 7-10 Buildings Figure 28.6-1 MWFRS (Envelope Procedure) Method 2 - Enclosed Simple Diaphragm Low -Rise Buildings 2a remainder Front Design 6 18 � 15.9 5.0 10.4 Side design 6 17, 13.9 5.0 10.4 Wall height 4.5 Roof Height 16 Zone Front Area Zone Load 2035 Minimum 16 psf A/C 8 pof B/D 3016 Side Area Zone Load 1877 Minimum 16 p5f A/C 8 pof IND 2816 4.3 4.3 A B C D 34 11 128 42 471 55 1330 179 544 88 2048 336 A B C D 31 32 101 56 430 159 1050 239 496 256 1616 448 Page -7/ 7/16/2013 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Robby Shaffer jThuesen Custom Homes-514 8th AVE 2012 GARAGE A.) Lateral Demand, Shear Wall Detailing B.) Gross Loading 13.1) 5eismic Load 973 lb 13.2) Wind t16/8 psf MIN 6.2.1) Front M. 3016 Ib 8.2.2) Side 2816 lb C.) 5hear Wall Loads, WIND C.1) Front X-X Distribution Factors Distribution Diaph. Between A [af] Pressure Load [lb] Xin X(i+1)n Xin X(i+1)n X1m - X2m 162 16 2592.07 0.50 0.50 1296 1296 53 8 424.0 0.50 0.50 212 212 Total 1508 1508 Totals V, [Ib] Wall Lengths, [ft] V. [plf] 5cheduled 5hear Wall X1m 1508.0 18.25 82.6 '5146 X2m 1508.0 15 100.5 t 51-(O- C.2) 5ide Y-Y Distribution Factors Distribution Diaph. Between A [sf] Pressure Load [Ib] Yin Y(i+1)n Yin Y(i+1)n Y1 m - Y2m 132 16 2112.0 k 0.00 1.00 0 2112 88 8 704.0. 0.00 1.00 0 704 Total 0 2816 Totals V. [Ib] Wall Lengths, [ft] V. [plf] 5cheduled 5hear Wall Y1m 0.0 7 0.0 •51-6 deflection Y2m 2816.0 23 122.4 5140- Page / j� 7/16/2013 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Robby Shaffer D) Seismic First Floor Area 537 sf Seismic Shear j 973 lb 0.1) Front X-X Distribution Factors Distribution Diaph. Between A [sf] Load [Ib] Xin X(i+1)n Xin X(i+1)n X1m - X2m 537 973.0 0.50 0.50 487 487 Totals V. [Ib] Wall Lengths, [ft] V. [plf] 5cheduled 5hear Wall X1m 486.5 18.25 26.7 :51-6 X2m 456.5 15 32.4 51-6 D.2) 5ide Y-Y Distribution Factors Distribution Diaph. Between A [of] Load [Ib] Yin Y(i+1)n Yin Y(i+l)n Y1m - Y2m 537 973.0' . 0.00 1.00 0 973 Totals V. [Ib] Wall Lengths, [ft] V. [plf] 5cheduled Shear Wall Y1m 0.0 7 0.0 51-6 deflection Y2m 973.0 23 42.3 51-6 Page /1 Design Build 5crvicco, Inc, Engineering and Construction Management 28119 -120th St. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 E.) Shear Wall Aspect Ratio Adjustments (5DPW5, T-4.3.4) Thueoen Custom Homes-514 8th AVE 2012 E.1) Grid X - X First Floor Geometry h= 9.1 ft h/1.5= 6.07 ft h/2= 4.55 ft h/3.5= 2.60 ft Are there any sheer walls on Xin gridlineo with an apect ratio between 2 and 3.5:1Z NO E.2) Grid Y -Y Are there any sheer walls on Yin gridiineo with an apect ratio between 2 and 3.5:1Z YES Wall Length Wind Seismic Factor New Seismic Grid Line [ft] v, [plf] v, [plf] h/(2`b5) v, [pif] Scheduled Shear Wall Adjusted 5ei5mic Shear Wall Y1m 3.50 201.1 69.5 1.30 90.4 51-6 51-6 Design Build Services, Inc. Engineering and Construction Management 28119 -120th 5t. S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 F.) Hold Down Calculations Thuesen Custom Homes-514 Sth AVE 2012 GARAGE Wind Seismic Grid Line v, [plf] v, [pff] X1 m 82.6 26.7 X2m 100.5 32.4 First Floor Height 9 ft Wind Seismic Grid Line v, [plf) v, [pif) Y1m201.1 69.5 Y2m 61.2 21.2 Uplift Force Tables Grid Line Pw [Ib] Ps [Ib] Grid Line Pw [Ib] Ps [Ib] X1m 743.7 239.9 Y1m 1810.3 625.5 X2m 904.8 291.9 Y2m 551.0 190.4 Y1m "Main Floor Work Module for the Y - Y Grid" Shear Wall Length 3.5 ft Is v-wall 0.5 to 12 inches from corner? ;NO Is foundation 6 inches thick? !NO Tribuatary Width or Length [ft] q [plf] DL [lb] Post Installed ACI Requirements Roof 13 15 682.5 ACI 9-6 2447.582 Wind SDS Walls 9 10 315 ACI 9-7 444.6964 Seismic DL= 997.5 DL/3= 332.5 Pw-- 1810.286 lb Hold Down Required T, W= 1478 Ib LSDTH8 Ps= 626 Ib T, S= 293 Ib LSDTH8 'rla le 0 0 00000 Design Build Services, Inc (360) 193-9659 - Shear Wall Schedule - Rev 7a - 6/24/13 SHEATHING NAILING END STUDS (MIN) PLATE NAILING 12d A35/RBC @TOP PL. 1/2" A.B. SPACING UNBLOCKED BLOCKED G1-7 1 2" Sheetrock 5d Wallboard 07" a.c. 1 2X4 1 Row @ 14" 3'-6"o.c. 1/2" @ 6' 100 125 G1-4 1 2" Sheetrock 5d Wallboard 04" o.c. 1 2X4 1 Row 0 11" 3'-0"o.c. 1/2" 0 6' 125 150 G1-4+ 5/8" Sheetrock 6d Wallboard 0 4" a.c. 1 2X4 1 Row @ 9" 2'-6"o.c. 1 2" 0 6' 145 175 G2-7 1/2" Sheetrock 5d Wallboard @ 7" o.c. 1 2X4 1 Row 0 7" 1'-9"o.c. 1/2" @ 6' 200 250 G2-4 1/2" Sheetrock Wallboard 04" o.c. 2-2X4 1-2X6 1 Row 0 5" 1'-5"o.c. 1/2- @ 4' 250 300 LRP 16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w min. 4x Header 600 Lb TOTAL REF 2'-0' or wider LATERAL RESTRAINT PANEL 515 Lb/ ft. APA TT-100 Based on APA T20011-56 & Draft 156 dated June 17. 1994- higher values are allowed based on H.D. design. ALL WALLS BLOCKED Edge Nailing HF Spacin HF TYP HF WIND S1-6 7 16" OSB 8d 06"o.c. or 16g Staple 04" 2-2X4 1-2X6 1 Row 07" 2'-0"o.c. J 1/2" 0 6' 215 300 S1-4 7 16" OSB 8d 04"o.c. or 16q Staple 02.5" 2 2X4 2X6 1 Row 05" V-5"o.c. 1/2" 0 4' 310 434 S1-3 7 16" OSB 8d 03"o.c. 2-2X6 3-2X4 1 Row @4" 1'-0"o.c. 5/8" 0 1.7' 400 560 S1-2 7 16" OSS 10d 02"o.c. 1-DF 2-4x4 2 Row 02.5" 8"o.c. 5/8" 0 2.5'** 544 763 S2-6 7 16" OSB 8d @6"o.c. or 16q staple 04" 3-2x4 2-2x6 1 Row 03" 12"o,c. 5/8" @ 1.5' 430 600 S2-4 7 16" OSB 8d 04"o.c. or 16g staple 02.5" 4-2x4 3-2x6 2 Row 05" 8"o.c. 5/8" 0 2.7'** 620 86B S2-3 7 16" OSB 8d 03"o.c. 4-2x6 1-4x4 2 Row 03.5" 6"o.c. 5/8" 0 2'** 800 1120 S2-2 7 16" OSB I 10d 02'o.c. 1-DF 2-4x6 2 Row 02" 4"o.c. 5/8" ® 1.3'** 1088 1525 Hold Down Schedule - Simpson or Eaual Tension Wind Seismic Crocked A35 A35 - Detail 4 in Simpson Catalog 600 600 Ib 0 1.6 Ht H1 - Truss to top plate lateral 415 415 lb 0 1.6 LSDTH8 LSDTH8 LSDTH8RJ-6' wall 00.5"-12'+ f. outside corner 1690 1220 lb @ 1.6 LSDTH8 LSDTH8 LSDTH8RJ-8" wall 00.5"-12"+ f. outside corner 2230 1610 lb 0 1.6 LSDTH8 LSDTH8 LSDTHBRJ-8' wall 012"+ from corner 3115 2250 lb 0 1.6 STHD10 STHD10 STHD10RJ-6' wall 00.5"-15"+ f. outside corner 2050 1435 lb m 1.6 STHD10 STHD10/STHD10RJ-8' wall 00.5"-15"+ f. outside corner 3145 2175 lb 0 1.6 STHD10 STHD10/STHD10RJ-8' wall 015"+ f. outside corner 4755 3400 lb @ 1.6 STHD14 STHD14/STHDI4RJ-6" wall 00.5"-21"+ f. outside corner 3200 2685 lb 0 1.6 STHD14 STHD14/STHDI4RJ-8' wall 00.5"-21"+ f. outside corner 4165 3500 lb @ 1.6 STHD14 STHD14 5THD14RJ-8' wall 021"+ from corner 5345 3815 lb 0 1.6 HDU5 HDU5 w/ 5/8" SSTB24 6" Wall Min 5" from Endwall 4470 3325 lb A.B./DF HDU5 HDU5 w/ 5/8" SSTB24 6" Wall Min 42' from Endwall 5025 3740 lb A.B./DF HDU8 HDU8 w 7 8" SSTB28 8" Wall Min 5" from Endwall 7615 6395 lb A.B./DF HDU8 HDU8 w 7 8" SSTB28 8" Wall Min 50" from Endwoli 7870 7870 lb w-4.5DF ST24 ST 6224 to Joist - MST37 w rim 2540 2540 lb 01.60 T 6 ST 6236 to joist - MST 48 w/ rim 3695 3695 lb @ 1.60 MST60 0 rim 4830 4830 lb @ 1.60 ST72 IMST72 no rim 6730 6730 lb 0 1.60 NOTES: Based on 2012 IBC and Industry Standards assume HF for wood material u.n.o. xt-x wall is sheeted on one side. x2-x is sheeted both sides. Hold-downs are based on 2011 Simpson HemFir Values UNO. Toenail use ® rim to top plate requires 20% more nails than plate nailing values given 0 top plate. Toenails 0 G1-7/4 only. Nails to be: 81) 0.13lx2.5' 1GD 0.1480' 12D 0.1480.25 16D 0.135"x3.5" Per AFPA SDPWS H:W ratio 2:1 mox for Sheetrock walls. All sheetrock wall sections w/H:W ratio of 1,5:1 to be blocked. Sheetrock walls not allowed in seismic zone E. Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts (jammed). Min. Embedment length to be 12" in the footing. Simpson SSTB bolts can be subsituted per the Catalog call -outs. Rebor is to be within 2" above and to the side of the head of the bolt and Simpson Strap Hold-downs. Gypsum Wall Nailing is for all supporting members & wall to be unblocked unless noted otherwise. Ail DSB/Plywd walls to be blocked and have Min field nailing @ 12' o.c. if panels are over ;" thick or stud spacing less than 24" o.c.. *A35 ® top plate only required if Rim Joist is Flush with Sheathing or ® interior wall & cannot be toe -nailed. ** 3x Mudsill Required. 3x wall plates are required H sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2" nail penetration. Note mudsill shear con be different than the wall above, see calculation summary sheet. All walls with shears over 350#/ft require 3x studs or blocking at panel joints. Double studs can be substituted when nailed together at shear wall nailing with 10d nails. All anchor bolt spacing between 350#/ft and 600#/ft has been reduced by 50% to allow use of 2x plate. If 3x plate is used bolt spacing can be doubled in these cases. ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3"X0.229" WASHERS 2308.12.8, �" From Mudsill edge on side with OSB/Plywood if shear over 200 PLFper SDPWS 4.3.6.4.3.. Unless hold-downs provided at wall ends per exception. '�a 38 1-11 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 514 8th Ave np.wwa WoodWorks® Sizer 9.32 Concept Mode: Beam View Roof: 10' May 29, 2013 13:24:57 1 54.5' ms V,,�3 T 33-7. b22 --- .. . . _... . _... b21✓...... ........ . ..-------. . . -. - b2 - -- - - --- _ 475' 8 20 - _.. 44 .5' b1ht3 19 40 in gt7 b44� 5b42 36 b47J 4 37 37' 18 .. .......... .._ ...... .....ht t 33 5, 3 - .. ._ .. ._ . -. rNN 1 J 28 b w htt k 25 b10 34 14 fps 23 b16� 265 13 b11 b61 b13 b14 ti .._. . . ..... I.v;2 �1 A B. V BJSB< CC V AN ABG4_W EAKC AWAS BLIND AIBBN ?A4 AA BFG) ' AB 'AQJ4 BI AAAR BOSF15N KS 6- AT AJ AY 5A BBC 0' 1.5' 3.5' 5' 10.5' 13' 16, 18, 21.5'23' 26.5'28' 32.5'34.5' 37' 39.5' 42.5'44.5' 48.5'50' 53.5'55.5'57' 60, 63.5'65.5'67• 71.5'73' 75.5'77' 80.5' 85, 92' 9.51'11.5' 13.5' 2021'22' 27.5' 3233'34' 36' 39�40.5' 43' 47.5" 51, 5455' 6C61' 66'.5'68' 71' 92.5' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 514 gth Ave np.wwa WoodWorks® Sizer 9.32 0 Juty 15, _013 16: Concept Mode: Beam View Floor 1: 1 ' L 33 ( �1 8 pC1 (•tl [ v :/1� % ti V'%� r1 a ""! a7._6•• 20 W 3x31�`�II` IV �m k WC�%ll / 44:_6:: 19 l J3 0 3 36' v^ 37 1 t 33 -6•. o pc13 pc14 28' pc9 7 11 rp7 9PC1 2G 2a' zr ,y 404V 18,_6:: 25 pc3 hd fb2 Pcg 4=4 3 ✓-+ 39 9 c414'_6" gpc5 13'-6" l• 4�_ ' A�U� 12' 6 23 b7 " 2F' pc4 r 6 9 -6:: a2 PC6 pc7 7, 6:: 3 6' 35 ' n/ •ice v 4. 6:. 6 gpc3 pc5 , .I� 2. - 1- --Qt 0' A B M. — E=1S3K G� V AN.3—S3G '_V�l B' EAF<BL; AUYA.;= B_43V AIBB\ IABMA BW3�G% AB B" aQJF 3' AAA=BZ B057EBF K3 BJ AT AU BQ\Y 3A 3R E3C A23C AV 0' V-6.. 3'-5 5' 10'-6" 13'-6" 15 18' 21' 26'-6" 32' 34'_6" 37' 39:_6" 42'-6" 47'-6" 50' 53' 55'-6" 60' 9' 63' 6" 66'-6'. 71'-6" 75'-6" 80'-6" 85' 88'-6" 92'-6" 96'-6" 100' 9-6"11'-6' 19'-6"212 ^_3' 25' 2728'-6" 323334' 3637'-6"3940'-6" 43'-F-646'-618'-F 51' 53'51'55' 57' 5162' 65'-5" 68' 71' 73' 77' 79'-6" 97'-6" F-1 C_ WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN 514 Sth Ave np.wwa WoodWorka® Siter 9.32 Concept Mode: Beam View Floor 1: 1' D O nrQ 41 15 r 40 25 pc3 fjhd fjb234 h pcg a ' � • �. t 39 '[(/" ��fJ� �AC. c1 g 23 -b7 1 3 �O Pc6 Pc7 35 Pc5 _ 1 A B BEIS3K C7 V AN B'S3G4_W B� EAI 10'-6" 13'-6" 16' 18' 21'-6" 26'-6" 9'-6"11'-6" 19'-6"'1'2'23' 25' 272 pc12 1� AOYA B'43V AMN IABX'AA BW3�G) 'AS B`1a0JF' 3' AAA=BZ - B05=EBP K3 BJ AT AU 32' 34'-6" 37' 39'-6" 42'-6" 47'-6" 50' 53' 55'-6" 60'-6" 63'-6" 66'-6" 71'-6" 75'-6" 323334' 3637'-S"3940'-6" 43'-6"-646'-6"18'-6" 51' 53'54'55' 57' 6162' 65'-6" 68' 71' 73' 7 l�.lo �j�'vrvj>S July 15, 2013 13:05:07 pl_ I 1 r A 47'-6" 11 44,_6.. 4p,_6" .. - .. 38' 37' 36' .. .. - 30'-6" 2' 9pC1 26' . .. _ 22' . - 19:_6" 16'-6" 9 11 14'-6' gpc5 13'-6" t ta1� 12'-6" 1 1' w y^6„ � r 1. q �r 6 4'-6" 9Pc3 2' 6„ My 9A \ j/ EBC AM AV 30'-6 85' 6" 92'-696'-6" 100' 4 P rl lot \,A� 11 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 514 8th Ave np.wwa Concept Mode: Column View Floor 1: 1' 38 e 33 8 20 19 32 11 28 18 IT 36 9 7 29 41 15 40 - 254 34 39 14 23- 265 42 3 35 6 1 A B M 0' 1'-6' 3'-6" 5' WoodWorks® Sizer 9.32 July 12, 2013 17:08:20 54'-6" 47'-6" 46' 44'-6" 40'-6" 39' 6" --- - 38, gf �� 37 35' 13 14 15 16 ' 17 18 19 20 °?' 28' � n 1 91 92 93 g4 � 22' 95 _ 18'-6„ 22 .. 3�� 31 ZV µ , 16;-6" 40 96 97 98 g93,_6„ I¢#t - 12,-6" t ' l l 9.6" '. 23 24 5 i 26 27 28 g10 29 30 6. ". n 32 33 •1L7 - - _ 911 912 �g13 gt 8 - -- - 3 8JS3K C7 V AN 37S3G> W B' EA1,3L; AO"'A.- B'_43V AIBB% IABXaA 3WFCD 'AB B`INOJF 3' AAA=BZ _ BO3=E3F K3 B.: AT AU BONY 3A 3R E3C A231) AV 0' 10'-6" 13'-6" 167 18' 21'-6- 26'-6' 32' 34'-6" 37' 391-6" 42'-6" 47'-6' 50' 53' 55'-6` 60'-6" 63'-6" 66'-6' 71'-6" 75'-6" 80'-6" 85' 88'-6" 92'-6" 96'-6" 100' 9-6"1V-5' 19'-6"?1'?273' 25' 2728'-6" 32'3334' 3637'-6"3940'-6" 43'-6"-646'-6"¢8'-6" 51, 53'54'i5' 57' - 6152' 65'-6" 68' 71' 73' 77' 79'-6" 97'-6" 0 Top and 18" oc HORIZ 18" oc PERT P4 GR. 60 TOP 4 ITOM, LAP BARS AT SPLICES 'ILES PLAN 1 PERIMETER GRADE BEAM NOT TO SCALE LL PER PLAN PER FIN. GR m 1 "3 STIRRUPS o 6"oc z_ i iA v i I I PILE CAP PER DETAIL 5/-- n 2-04 CONT. /o" CONC. $.On. -(3)5GR6IDTOP 4 BOTTOM, LAP BARS 2ro" AT SPLICES. STAGGER SPLICES. 04 HOOK BAR 9 24" OC CLR -4" SCH. 40 PIN PILES LOCATION PER PLAN PERIMETER GRADE BEAM NOT TO SCALE ANCHOR BOLTS m 6' OG WALL" PER PLAN (3) #4 GR 60 TOP 4 Lj 03 STIRRUPS m 3"oc x BOTTOM, LAP BARS 30" EA SIDE OF PILE. 26" AT SPLICES. BALANCE g 6" oc N STAGGER SPLICES. <i I 3 CLR4" PILE CAP PER//[ DETAIL 5/-- SCH. 40 PIN PILES n LOCATION PER PLAN �3 INTERIOR GRADE BEAM NOT TO SCALE 4' MIN EACH SIDE 04 0 8" OC T 4 B 6 " CONC. S.O.G. 15" CLR •4 618" OG LJ03 STIRRUPS MIL PLASTIC UNDER SLAB n (3) 05 GR 60 TOP 4 BOTTOM, LAP BARS v 26" AT SPLICES I � 3" GLR PILE CAP PER 4" SCH. 40 PIN PILES DETAIL 5/-- LOCATION PER PLAN 12" 4Q INTERIOR GRADE BEAM AT GARAGE NOT TO SCALE PL 1/2 x 6" DIA OR SQ 12" #4 REBAR FOR UPLIFT WHERE SHOWN I 3/16 SHOP/FIELD CUT FROM WELD ON CAP PIPE 3" OR 4" PIPE PER PLAN SEE GEOTECH FOR PIPE SPEC 5 PIN PILE CAP DETAIL NOT TO SCALE STIRRUPS PER DETAIL CORNER BARS - TO MATCH REINFORCEMENT REINFORCEMENT PER DETAIL BEGIN FIRST TIE AT 1/2 REQUIRED SPACING K-6� CORNER REINFORCEMENT NTS -10. CORNER BARS TO MATCH REINFORCEMENT STIRRUPS - I PER DETAIL REINFORCEMENT BEGIN FIRST TIE AT PER DETAIL 1/2 REQUIRED SPACING 7 TEE REINFORCEMENT NTS COMPANY Design Build Services, Inc. 0thWA St PROJECT Thuesen Custom Homes 514 8th Ave NE WoodWorks® Monroe, WA 98272 Monroe, , 7 Edmonds, WA 98020 (360) 793-9659 b5.wwb SOFTWARE FOR WOOD DESIGN May 29, 201316:12 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit 17]7 Dead Full UDL 170.1 plf 2_j7 Live Full UDL 400.0 plf 3_jl8 Dead Partial UDL 0.09 2.09 120.1 120.1 plf 4_jl8 Live Partial UDL 0.09 2.09 320.0 320.0 plf 5_j19 Dead Partial UDL 2.09 10.09 170.1 170.1 plf 6_j19 Live Partial UDL 2.09 10.09 400.0 400.0 plf Self -weight Dead Full UDL 12.3 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 10'-2.2" o' 10 Unfactored: Dead 1688 1769 Live 3891 4021 Factored: Total 5579 5789 Bearing: Length 2.13 2.21 Min re 'd 2.13 2.21 b5 PSL, 2.0E, 2.OE, 3-112"x11-114" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10'-2.2"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Design value Anal sis/Desi Shear fv = 174 Fv' = 290 fv Fv, = 0.60 Bending(+) fin= 2321 Fb' = 2920 fb/Fb' = 0.79 Dead Defl'n 0.09 = cL/999 Live Defl'n 0.21 = L/558 0.33 = L/360 0.64 Total Defl'n 0.36 = L/337 0.50 = L/240 0.71 Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cv Cfu Cr Cfrt Ci Cn LC# Iv 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.01 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, v = 5737, V design = 4558 lbs Bending(+): LC #2 = D+L, M = 14278 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LCs are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 831e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ]CC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. �3 COMPANY Design Build Services, Inc. 28119 20th St WoodWorks® Monroe, WA 98272 (360) 3-9659SE (360)793-9659 SOFTWARE FOR WOOD DESIGN July 11, 201318:22 Design Check Calculation Sheet Woodworks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_317 Dead Partial UDL 0.23 6.23 120.1 120.1 plf 2_j17 Live Partial UDL 0.23 6.23 320.0 320.0 plf 3_jl8 Dead Partial UDL 6.23 8.23 120.1 120.1 plf 4_jl8 Live Partial UDL 6.23 8.23 320.0 320.0 plf 5_j107 Dead Full UDL 15.6 plf 6_jl07 Live Full UDL 57.2 plf ,Self -weight Dead Full UDL 7.1 Plf Maximum Reactions (lbs) and Bearing Lengths (in) : V-5.4" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA98020 b7.wwb Unfactored• Dead 575 575 Live 1522 1522 Factored: Total 2096 2096 Bearing: Length 3.50 3.50 Min recild 1.60 1.60 b7 LVL n-ply, 1.8E, 2600Fb, 1-314"x14", 1-ply Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 8'-5.4"; Lateral support: top=full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Design value Anal sis/Desi Shear fv = 68 Fv: = 285 fv Fv' = 0.31 Bending(+) fb = 873 Fin = 2545 fb/Fb' = 0.34 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.05 = <L/999 0.27 = L/360 0.18 Total Defl-n 0.08 = cL/999 0.40 = L/240 0.19 Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cv Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.00 - 1.00 1.000 0.98 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1,00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2080, v design = 1439 lbs Bending(+): LC #2 = D+L, M = 4160 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind L=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI 720e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009). the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY Design Build Services, Inc. 20th St WoodWorks' Monroe, WA 98272 (360) 7 3-9659SE (360)793-9659 SOFTWARE FOR WOOD DESIGN May 29, 201316:19 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j24 Dead Partial UDL 4.54 5.54 91.6 91.6 plf 2_j24 Live Partial UDL 4.54 5.54 281.7 281.7 plf 3_j25 Dead Partial UDL 0.04 4.54 91.6 91.6 plf 4_j25 Live Partial UDL 0.04 4.54 281.7 281.7 plf Self -weight Dead Full UDL 5.2 plf Maximum Reactions (ibs) and Bearing Lengths (in) : s-6.9" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 b8.wwb Unfactored: Dead 266 266 Live 775 775 Factored: Total 1041 1041 Bearing: Length 0.92 0.92 Min re 'd 0.92 0.92 b8 Lumber -soft, Hem -Fir, No.2, 4x8 (3-112"x7-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5'-6.9"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Analysis Value Desiqn Value Anal sis/Desi n Shear fV = 47 Fv' = 120 fv Fv' = 0.39 Bending(+) fb = 560 Fb' = 884 fb/Fb' = 0.63 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.04 = <L/999 0.18 = L/360 0.23 TO Defl'n 0.06 = cL/999 1 0.28 = L/240 0.23 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb1+ 850 2.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V - 1041, V design = 798 lbs Bending(+): LC #2 = D+L, M = 1431 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: S=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 144e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. WoodWorks' Monroe, WA 98272 (360)73-9659SE (360) 793-9659 SOFTWARE FOR WOOD DESIGN May 23, 201317:54 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j51 Dead Trapezoidal 0.02 4.52 55.2 91.9 plf 2_j51 Snow Trapezoidal 0.02 4.52 89.3 141.0 plf 3_j52 Dead Partial UDL 4.52 5.02 247.5 247.5 plf 4_j52 Snow Partial UDL 4.52 5.02 412.5 412.5 plf 5_gtl Dead Point 4.52 2 lbs Self-wei ht Dead Full UDL 6.0 if Maximum Reactions (lbs) and Bearing Lengths (in) :. 5.04' PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 b10 Unfactored: Dead 191 296 Snow 278 447 Factored: Total 469 743 Bearing: Length 0.50* 0.50* Min re 'd 0.50* 0.50* Minimum bearing length setting used: 112" for end supports b10 Lumber -soft, D.Fir-L, No.2, 4x8 (3-112"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.04'; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Design value Anal sis Desi Shear fv+ = 23 Fv' = 207 fv+ Bending(+) fb = 256 Fb' = 1345 fb/Fb' = 0.19 Dead Defl'n 0,01 = cL/999 Live Defl'n 0,01 = cL/999 0.17 - L/360 0.06 Total Defl'n 0.02 = <L/999 0.25 = L/240 0.08 The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1,15 1.00 1.00 - - - - 1.00 1,00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 743, V design* = 393 lbs Bending(+): LC #2 = D+S, M = 653 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflect ion from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 ` COMPANY Design Build Services, Inc. E WoodWorkS Monroe, WA 98272 (360) 793-9659 (360) 7 3-9659 SOFTWARE FOR woos DFSACN May 29, 201312:26 Design Check Calculation Sheet Wood Works Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_759 Dead Partial UDL 5.02 5.52 299.6 299.6 plf 2_j59 Snow Partial UDL 5.02 5.52 499.3 499.3 plf 3_j60 Dead Partial UDL 5.52 7.02 299.6 299.6 plf 4_j60 Snow Partial UDL 5.52 7.02 499.3 499.3 plf 5_gt2 Dead Point 5.02 1362 lbs 6_gt2 Snow Point 5.02 1966 lbs ,Self -weight Dead Full UDL 6.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 7.1' PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 bll.wwb Unfactored: Dead 497 1509 Snow 704 2261 Factored: Total 1202 3770 Bearing: Length 0.59 - 1.86 Min re 'd 0.59 1.86 b11 Glulam-Unbal., West Species, 24F-V4 DF, 3-118"x9" Supports: All - Timber -soft Column, D.Fir-L N0.2 Total length: 7.1'; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Desi ue Vall Ana sis/Desi Shear fv = 168 FV' = 305 fv Pv' = 0.55 Bending(+) fb = 1686 Fb' = 2760 fb/Fb' = 0.61 Dead Defl'n 0.05 = cL/999 Live Defl'n 0.07 = cL/999 0.23 = L/360 0.30 Total Defl'n 0.14 - L/S92 0.35 - L 240 0.41 Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cv Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 3770, V design = 3142 lbs Bending(+): LC #2 = D+S, M = 5929 lbs-ft Deflection: LC #2 = D+S (live) LC 12 = D+S (total) D=dead L=live S=Snow N=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI - 342e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC Al90.1-1992 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. Woodworks® Monroe, WA 98272 (360)73-9659SE (360)793-9659 SOFTWARE FOR WOOD DESIGN May 29, 2013 12:27 Design Check Calculation Sheet Woodworks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j86 Dead Partial UDL 0.06 0.56 182.5 182.5 plf 2_j86 Snow Partial UDL 0.06 0.56 242.1 242.1 plf 3_j87 Dead Partial UDL 0.56 1.06 262.5 262.5 plf 4_j87 Snow Partial UDL 0.56 1.06 437.5 437.5 plf 5_j88 Dead Partial UDL 1.06 3.56 262.5 262.5 plf 6_j88 Snow Partial UDL 1.06 3.56 437.5 437.5 plf 7_gt4 Dead Point 3.56 1110 lbs 8_gt4 Snow Point 3.56 1548 lbs Self -weight Dead Full UDL 6.5 Plf Maximum Reactions (lbs) and Bearing Lengths (in) : zr PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 bl5.wwb Unfactored• Dead 1228 806 Snow 1828 1153 Factored: Total 3056 1959 Bearing: Length 1.50 0.96 Min re 'd 1.50 0.96 b15 Glulam-Unbal., West Species, 24F-V4 DF, 3-1/8"x9" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 7.1 ; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Anal sis value IDesign value Anal sis/Desi n Shear fv = 141 Fv' = 305 fv Fv' = 0.46 Bending(+) fb = 1939 Fb' = 2760 fb/Pb' = '0.70 Dead Defl'n 0.06 - <L/999 Live Defl'n 0.09 = L/931 0.23 - L/360 0.39 Total Defl�n 0.18 = L/459 0.35 = L/240 0.52 Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cv Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V - 3056, V design = 2648 lbs Bending(+): LC #2 = D+S, M = 6818 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 342e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 �1a3 COMPANY Design Build Services, Inc. 28119 12) WoodWorks® Monroe, WA 98272 (360)793-9659 (360)3-9659 SOFTWARE FOR WOOD DESIGN May 23, 2013 18:04 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location Eft) Start End Magnitude Start End Unit 1_j87 Dead Partial UDL 5.55 6.05 392.8 392.8 plf 2_j87 Snow Partial UDL 5.55 6.05 521.0 521.0 plf 3_j88 Dead Partial UDL 3.05 5.55 392.8 392.8 plf 4_j88 Snow Partial UDL 3.05 5.55 521.0 521.0 plf 5_gt4 Dead Point 3.05 1468 lbs 6_gt4 Snow Point 3.05 2037 lbs -Self-weight Dead Full UDL 6.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.13' PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 bl8.wwb Unfactored: Dead 1048 1637 Snow Factored: 1409 2191 Total 2457 3828 Bearing: Length 1.21 1.88 Min re 'd 1.21 1.88 b18 Glulam-Unbal., West Species, 24F-V4 DF, 3-1/8"x9" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.13 Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: criterion Analysis value Designvalue Anal sis/Desi Shear fv = 166 Fv' = 305 fv Fv' = '9r, Bending(+) fb = 2089 Fb' = 2760 fb/Fb' = 0.76 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.34 Total Defl'n 0.14 = L/497 0.30 = L/240 0.48 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Pv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 3828, V design = 3118 lbs Bending(+): LC #2 = D+S, M = 7343 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 342e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. 28119 Woodworks® Monroe. WA 98272 3-9659SE (360)793-9659 (360) SOFTWARE FOR WOOD DESIGN May 23, 201318:06 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit 1_364 Dead Partial UDL 4.54 5.04 322.9 322.9 plf 2_j64 Snow Partial UDL 4.54 5.04 538.2 538.2 plf 3_j65 Dead Partial UDL 3.04 4.54 322.9 322.9 plf 4_j65 Snow Partial UDL 3.04 4.54 538.2 538.2 plf 5_j66 Dead Partial UDL 2.54 3.04 322.9 322.9 plf 6_j66 Snow Partial UDL 2.54 3.04 538.2 538.2 plf 7_j67 Dead Partial UDL 1.04 2.54 322.9 322.9 plf B_j67 Snow Partial UDL 1.04 2.54 538.2 538.2 plf 9_j68 Dead Partial UDL 0.04 1.04 322.5 322.5 plf lO j68 Snow Partial UDL 0.04 1.04 537.5 537.5 plf Self -wei ht Dead Full UDL 6.0 131f Maximum Reactions (lbs) and Bearing Lengths (in) : 5.08' PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 b2l .wwb Unfactored• Dead 822 822 Snow Factored: 1345 1345 Total Bearing: 2167 2168 Length 0.99 0.99 Min re 'd 0.99 0.99 b21 Lumber -soft, D.Fir-L, No.2, 4x8 (3.1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.08% Lateral support: top= full, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005 : Criterion Analysis value IDesicrn value Anal eis/Desi Shear fv = 95 Fv' = 207 fv Fv' = 0.46 Bending(+) fb = 1o60 Fb' = 1345 fb/Fb' = 0.79 Dead Defl'n 0.03 = <L/999 1_0.25 Live Defl'n 0.04 = <L/999 0.17 = L/360 0.26 Total Defl'n 0.08 = L/735 = L 240 0.33 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S, v = 2168, V design = 1608 lbs Bending(+): LC #2 = D+S, M - 2710 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S"now W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. SE WoodWorkse Monroe, WA98272 (360) 7 3-9659 (360)793-9659 SOFTWARE FOR WOOD DESIGN May 29, 2013 12:26 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 57 Dead Partial UDL 2.55 5.05 248.1 248.1 plf 2_j57 Snow Partial UDL 2.55 5.05 413.4 413.4 plf 3_j58 Dead Partial UDL 2.05 2.55 248.1 248.1 plf 4_j58 Snow Partial UDL 2.05 2.55 413.4 413.4 plf 5_j59 Dead Partial UDL 1.55 2.05 322.9 322.9 plf 6_j59 Snow Partial UDL 1.55 2.05 538.2 538.2 plf 7_j60 Dead Partial UDL 0.05 1.55 322.9 322.9 plf 8_j60 Snow Partial UDL 0.05 1.55 538.2 538.2 plf 9_gt2 Dead Point 2.05 430 lbs 10_gt2 Snow Point 2.05 495 lbs ,Self -weight Dead Full UDL 1 6.0 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.09' 01 PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 b22 Unfactored: V Dead 1013 Snow 1530 837 Factored: 1281 Total 2543 Bearing: 2118 Length 1.16 Min re 'd 1,16 0.97 0.97 b22 Lumber -soft, D.Fir-L, No.2, 4x8 (3-112"x7-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.09% Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Desicn value Anal eis/Desi n Shear fv = 117 Fv' = 207 fv. Fv' = 0.57 Bending(+) fb = 1312 Fb' = 1345 fb/Fb' = 0.97 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.05 = <L/999 0.17 = L/360 0.29 Total Defl'n 0,10 = L 621 0.25 = L/240 0.39 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCti Fv' 280 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Flo 900 1.15 1,00 1.00 2.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2543, V design = 1986 lbs Bending(+): LC #2 = D+S, M = 3351 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ]CC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. 0thWA St PROJECT Thuesen Custom Homes 8th Ave NE WoodWorks® Monroe, Monroe, WA 98272 , 7 Ed Edmonds, WA 98020 (360)793-9659 b57 SOFTWARE FOR WOOD DESIGN May 23, 2013 18:09 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_391 Dead Triangular 4.53 12.03 96.1 0.0 plf 2_j91 Snow Triangular 4.53 12.03 150.4 0.0 plf 3_j92 Dead Partial UDL 0.03 4.53 96.1 96.1 plf 4_j92 Snow Partial UDL 0.03 4.53 150.4 150.4 plf Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 12.05' Unfactored: Dead 548 338 Snow Factored: 785 956 Total Bearing: 1333 794 Length 0.61 Min re 'd 0.61 0 50� num ueanng 1engL" seunry used. uc rvr end supports b57 Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 12.05; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Desi n Value Anal sis/Desi Shear fv = 53 Fv' = 207 fv Fv' = 0.25 Bending(+) fb = 841 Fb' = 1242 fb/Fb' = 0.68 Dead Defl'n 0.10 = cL/999 Live Defl'n 0.14 = cL/999 0.40 = L/360 0.35 Total Defl'n 0,29 = L/498 0.60 = L/240 0.48 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 FCp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, v - 1333, V design = 1137 lbs Bending(+): LC #2 = D+S, M = 3496 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=SnOw W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 5148thAveNE ® Monroe, WA 98272 Edmonds, WA 98020 WoodWorks (360)7 3-9h 9SE (380)793-9658 b61,w.vb May 23, 2013 16:02 SOFTWAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End unit 1 j62 Dea Partial UDL 0.07 1.07 299.6 299.6 plf 2j62 Snow Partial UDL 0.07 2.07 419.3 499.3 PIE 3 j63 Dead Partial UDL 1.07 5.57 299.6 299.6 plf 4j63 Snow Partial UDL 1.07 5.57 499.3 499.3 plf Sj 64 Dead Partial UDL 5.57 6.07 299.6 299.6 plf 6 j64 Snow Partial UDL 5.57 6.07 499.3 499.3 Plf 7j65 Dead Partial UDL 6.07 7.57 299.6 219.6 Of 8_jfi5 Snow Partial UDL 6.07 7.57 499.3 499.3 plf 9 1 6 Dead Partial UDL 7.57 8.07 299.6 299.6 plf 10 j66 Snow Partial UDL 7.57 8.07 499.3 499.3 plf Self-wei ht Dead Full UDL 6.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : SAT Unfactored: Dead 1224 Snow 1997 1224 Factored: 1997 Total 3221 Bearing: 3221 Length 1.59 Min re 'd 1.59 1.59 1.59 b61 Glulam-Unbal., West Species, 24F-V4 DF, 3.118"x9" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 8.13'; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Ipg.lan Value In-1- 4" Anal sis Desi Shear fv = 137 Fv' . 305 fv Fv: 0.95 Bending(+) fb 1833 Pb' = 2760 fh/Pb� 0.66 Dead Defl'n 0.08 <L/999 Live Defl'n 0.13 . L/712 0.27 " L/360 0.50 Total Defl'n 0.26 L 371 0.40 . L 240 0.65 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 2.00 1.00 2 Ph 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 D+S, V 3221, V design . 2564 The Bending(+): LC #2 . D+S, M 6443 lba-ft Deflection: LC #2 - D+S (live) LC #2 - D+S (total) D=dead L"live S-Snow w=wind I -impact Lr"roof live Lc=concentrated E-earthquake All LC,0 are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI - 342e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, s ..) o nw. Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC Iraemational Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 8. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Beam Is in a system of 3 or more members spaced 24- or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. SE 12) WoodWorks' Monroe, WA 98272 (360) 7 3-9659 (360)793-9659 SOFTWARE FOR WOOD DESIGN May 23, 201318:16 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_338 Dead Trapezoidal 11.53 16.03 91.9 55.2 plf 2_j38 Snow Trapezoidal 11.53 16.03 141.0 89.3 plf 3_j39 Dead Trapezoidal 0.03 4.53 55.2 91.9 plf 4_j39 Snow Trapezoidal 0.03 4.53 89.3 141.0 plf 5_j42 Dead Partial UDL 4.53 11.53 91.9 91.9 plf 6_j 42 Snow Partial UDL 4.53 11.53 141.0 141.0 plf ,Self -weight Dead Full UDL 8.5 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 16.06' PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 b32.wwb Unfactored: V Dead 720 Snow 1012 720 Factored: 1012 Total 1732 Bearing: 1732 Length 0.76 Min re 'd 0.76 0.76 0.76 b32 Glulam-Unbal., West Species, 24F-V4 DF, 3-112"x10-112" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 16.06% Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS Zoos : Criterion Analysis value Design Value Anal sis/Desi n Shear fv = 65 FV' = 305 fv Fv' 0.21 Bending(+) fb = 1385 Fb' = 2760 fb/Fb' = 0.50 Dead Defl'n 0,23 = L/825 Live Defl'n 0.33 = L/587 0.53 = L/360 0.61 Total Defl'n 0.68 = L/284 0.80 = L/240 0.84 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1,15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1,000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1,00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1732, V design = 1585 lbs Bending(+): LC #2 = D+S, M = 7423 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=Snow W=wind I=impact Lr=roof live LC -concentrated E=earthquake' All LC,s are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 608e06 ib-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - L.SO(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009). the National Design Specification (NOS 2005), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NOS 4.3.9 COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 5148h Ave NE Monroe, WA 98272 Edmonds, WA 98020 Woodworks (36)720th5tSE (360) 78&8858 b39 May 23, 2013 18:12 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 9.32 Loads: Load Type Distribution Pat- tern Locatton [ft] 3tert End Magnitude Start End Unit 1_j33 Dead Trapezoidal 7.57 8.07 SO1.8 96.1 p 2_j33 Snow Trapezoidal 7.57 6.07 156.3 1.1 plf 3_j35 Dead Trapezoidal 0.07 0.57 96.1 101.8 plf 4_j35 Snow Trapezoidal 0.07 0.57 150.4 156.3 plf 5�99 Dead Partial UDL 7.07 7.57 203 .1 203.1 Of 6j44 Snow partial DDL 7.07 7.57 338 .5 338.5 plf 7_j45 Dead Partial UDL 0.57 1.07 203.1 203.1 p I f 8_j45 Snow Partial UDL 0.57 2.07 338.5 338.5 plf 9_j46 Dead Partial UDL 1.D7 7.07 203.1 203.1 plf 10_j 45 Snow Partial UDL 1.07 7.07 338.5 33B.5 pIf 11_gt6 Dead Point 0.57 647 The 12_91,6 Snow Point 0.57 $41 1be 13_gt$ Dead Point 7.57 658 Ito 14_gt5 Snow Point 7.57 854 lbs Self-wei ht Dead Pull UDL 7.7 if Maximum Reactions (lbs) and Bearing Lengths (in) : 8.14' Unfactored: Dead 1439 1448 Snow Factored: 2103 2114 Total Bearing: 3542 3562 Length 1.62 1. 63 Min re 'd 1.62 1.63 b39 Lumber -soft, D.Fir-L, No.2, 4x10 (3-112N9.114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: SAW; Lateral support: top= full, bottom= at Supports; Analysis vs. Allowable Stress (psi) and Deflection (in) uaina NDS 2005: Criterion Anal is Value Design Value Anal g Deei Shear v- 120 Pv• . 207 fv" Fv' 0.58 Bending(+) fb 1228 1 Pb' 1242 fb/Fb' - 0.99 Del: Defl'n 0.06 - eL/999 Live Defl'n 0.10 - L/966 0.27 L/360 0.37 Total Defl'n 0.20 . L 490 0.40 L 24D 0.49 The effect of point oads wit in e d stance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psf)CD CM Ct CL CF Cfu Cr Cfrt CS Cn LC# PV' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb•+ 100 1.25 1.00 2.00 1.000 1.200 1.00 2.00 1.00 1.00 - 2 Fep' 625 1.00 1.00 - - - - 1.00 1.00 - - E' i.b million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 2.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 . D+S, V 3562, V design* 2583 1bS Bending(+): LC #2 D+S, M - 5108 lbs-ft Deflection: LC #2 D+S (live) LC #2 D+S (total) D=dead L=live S-snow N=wind I=impact Lr=roof live Lc -concentrated E"earthquake Al LC's are listed in the Analysis output Load combinations: ASCE 7-05 / ISC 2009 CALCULATIONS: Deflection: E3 = 369e06 lb-in2 "Li ve•' deflection = Deflection from all non -dead loads (live, wind, snow_.) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24' or less apart. System factors applied according to NDS 4.3.9 COMPANY Design Build Services, Inc. E Woodworks® Monroe, WA 98272 (360) 7 3-9659 (360)793-9659 SOF7WARF FOR WOOD DESIGN July 11, 201318:23 Design Check Calculation Sheet Woodworks Sizer 9.32 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 b7 Dead Point 4.23 567 lice 2_b7 Live Point 4.23 1509 lbs Self -weight Dead Full UDL 7.1 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 20'-6" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 f)b2.wwb Unfactored: Dead 524 184 Live Factored: 1207 302 302 Total Bearing: 1731 486 Length 3.50 3.50 Min re 'd 1.5e­ 0.50* Minimum bearing length setting used: 112 for end supports "Minimum bearing length governed by the required width of the supporting member. fjb2 LVL n-ply, 1.8E, 2600Fb, 1-314"A4", 1-ply Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 20'-6.0"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design value Anal sis/Desi Shear fv = 105 Fv' = 285 fv Fv' = 0.37 Bending(+) fb = 1442 Fb' = 2545 fb/Fb' = 0.57 Dead Defl'n 0,17 = <L/999 Live Defl'n 0.35 = L/687 0.67 = L/360 0.52 Total Defl'n 0.60 = L/401 1.00 = L/240 0.60 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.00 - 1.00 1.000 0.98 - 1.00 1.00 - - 2 FCp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V = 1731, V design = 1722 lbs Bending(+): LC #2 = D+L, M = 6868 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=Snow W=wind I=impact Lr=roof live LC=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 72oe06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) ' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. �oj r COMPANY Design Build Services, Inc. 28119 Woodworks® Monroe, WA 98272 3-9659SE (360)793-9659 (360) SOFTWARE FOR WOOD DESIGN July 15, 201316:48 Design Check Calculation Sheet Woodworks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 c88 Dead Point 0.07 1706 lbs 2 c88 Snow Point 0.07 2690 lbs 3_b7 Dead Point 4.07 567 lbs 4_b7 Live Point 4.07 1509 lbs Loads Wind Point 7.57 2430 lbs Loads Wind Point 12.57 2400 lbs Load? Wind Point 16.07 2410 lbs Self-wei ht Dead Full UDL 30.6 if Maximum Reactions (lbs) and Bearing Lengths (in) : 20'-1.4" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 fjhd.wwb Unfactored: Dead 2465 420 Live 1207 302 Snow 2690 Wind Factored: 2899 4331 Total Bearing: 7562 4751 Length 1.73 1.09 Min re 'd 1.73** Minimum beanng length governed by the required MOM of the supporting member. fjhd PSL, 2.0E, 2.0E, 7-x14- Supports: All - Timber -soft Beam, D.F[r-L No.2 Total length: 20'-1.4"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis value Design Value Anal sis/Desi Shear fv = 73 Fv' = 464 fv Pv' Sending(+) fb = 1384 Fb' = 4561 fb/Fb' = 0.30 Dead Defl'n 0.06 = <L/999 Live Defl'n 0.52 = L/461 0,67 = L/360 0.78 Total Defl'n 0,61 = L/390 1.00 = L 240 0.61 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 9 Fb'+ 2900 1.60 - 1.00 1,000 0.98 - 1.00 1.00 - - 9 FCp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 8 Eminy' 1.04 million - 1.00- - - - 1.00 - - 8 CRITICAL LOAD COMBINATIONS: Shear : LC #9 = D+W, V = 4751, V design = 4751 lbs Bending(+): LC #9 = D+W, M = 26370 lbs-ft Deflection: LC 48 = .6D+W (live) LC #9 = D+W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC,s are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI - 3201e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance With the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. C 0 R r C 6 MEMBER REPORT Level, Floor: Joist r G 1 pieces) 14" T]I@ 360 @ 16" OC 0 Overall Length: 20' 5.00" 2V 5.00" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. H 0 Design Results Actual ® Location Allowed Result LDF toad: Comtiinatton (Pa}Erm) Member Reaction (Ibs) 668 @ 20' 2.50" 1202 (2.25") Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 656 @ 20' 1.50" 1955 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3278 @ 10' 3.50" 7335 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.298 @ 10, 3.50" 0.496 Passed (L/798) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.373 @ 10' 3.50" 0.992 Passed (L/639) 1.0 D + 1.0 L (All Spans) TJ-Pror" Rating 45 45 Passed Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 11.56" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the T3-Pro" Rating include: None Supports Bearinptenyth Ioadsto§uPPorts(Ibs) Aooessaies , Taal. Available y Required Dead 4 FlOOr Total 1 - Stud wall - HF 5.50" 4.25" 1.75" 137 549 686 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 135 540 675 1 1/4" Rim Board • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. � -_ •� f e ,f -� Y,Y }-•.Y'. , � '• Dead aw ''YFI�i tJiYelu Loadson F a sire r NM 1 - Uniform(PSF) 0 to 20' 5.00" 16" 10.0 40.0 Residential - living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the siring of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e)pressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by forte Software Operator Forte Software Operator I Job Notes I Rick Heide Design Build Services, Inc (360)793-9659 rheide@dbsmonroe.com PASSED a1�3 System : Floor Member Type : Nst Building Use : Residential Building Code : IBC Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 7/15/2013 4:44:39 PM Forte v4.0, Design Engine: V5.6.1.203 Page 1 of 1 COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 28119 Ave NE Monroe, WA M72 Edmonds, WA 98020 WoodWorkso(360)72Uth gSE (360) 7939859 back back deck beam.w,W July 15, 2013 16:58 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 9.32 Loads: Load Type Distribution Pat- tern Location (ftl Start End Magnitude start End Unit 1 C72 Dead Point NO 10.57 334 Ins 2 c72 Snow Point Yes 10.57 468 lb, 3 c73 Dead Point No 5.57 465 lbs 9 c73 Snow Point Yes 5.57 587 lb. 5_j 24 Dead Partial UDL No 4.57 5.57 91.6 91.6 plf 6_j24 Live Partial UDL Yes 4.57 5.57 281.7 281.7 plf 7_J25 Dead Partial UDL NO 0.07 4.57 91.6 91.6 plf 8_j25 Live Partial UDL Yes 0.07 4.57 281.7 281.7 plf 9J26 Dead Partial UDL No 5.57 8.07 91.6 91.6 Plf 10_j26 Live Partial UDL Yes 5.57 8.07 281.7 281.7 plf 11_j27 Dead Partial UDL No 8.07 le.57 11.6 911 plf 12_j27 Live Partial UDL Yes a.07 10.57 281.1 281.7 plf 13_j28 Dead Partial UDL No 10.57 11.57 91.6 91.6 plf 14_j 28 Live Partial UDL Yes 10.57 11.57 281.7 281.7 plf 15_j29 Dead Partial UDL No 11.57 15. 57 91.6 91.6 plf 16_j29 Live Partial UDL Yes 11.57 15.57 281.7 281.7 plf Load17 Dead Pull UDL No 150.0 plf Self-wei Int Dead Full UDL No 8.1 if Maximum Reactions (Ibs) and Bearing Lengths (in) : Unfactored: Dead 848 3111 730 Live 982 2731 928 Snow Factored: 109 911 5 8 Total Bearing: 1829 5843 1658 Length 1.61 4.78 1.46 Min re 'd 1.61 4.78 1.46 on of leas! one support Is from a different load combination than the critical one for bearing design, showff here, due to Kd factor. See Analysis results for reaction from critical load Combination. pC11 Lumber -soft, Hem -Fir, No.2, 4x12 (3.1/2"x11-1/4") Supports: All - Timber-scA Column, D.Fir-L No.2 Total length: 15'-7.5"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Anal sis Value Desiqn Value Anal e1e Deei Shear fv . 92 Pv' . 220 fv Fv' 0.77 Bending{+) fb $06 Flo . 748 fb/Fb' 0.68 Bending(-) fin 743 Pb' - 745 fb/Fb' 1.00 Dead Defl'n 0.03 . <L/999 Live Dafl'n 0.04 <L/999 0.27 L/360 0.13 Total Defl'n 0.07 - <L 999 0.40 - L 240 0.18 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Pb'+ 850 1,00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 2.00 - 5 Fb'- 850 1.00 1.00 1.00 0.996 1.100 1.00 1.00 1.00 1.00 - 2 Pcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E. 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 5 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 5 CRITICAL LOAD COMBINATIONS: Shear LC #2 - D+L, V - 3017, V design 2422 lbs Bending (+): LC #5 - D.L (pattern: L ), M - 3113 Ibs-ft Bending(-): LC #2 D.L, M 4574 lbs-ft Deflection: LC #5 (live) LC #5 = (total) D=dead L=live S-snow W=wind I=impact Lr=roof live Le -concentrated E=earthquake A11 LC 's are listed in the Analysis output Load Patterns: s.5/2, X=L+S or L+Lr. =no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 540e06 lb-in2 "Live" deflection = Deflection from all nn on -dead loads (live, wind, snow Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Savm lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. 5. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 a� COMPANY Design Build Services, Inc. WoodWorks® Monroe, WA98272 (360)73-9659SE (360)793-9659 SOFrWARf FOR WOOD DESIGN July 15, 201316:54 Design Check Calculation Sheet Woodworks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 C85 Dead Point 12.12 966 lbs 2 c85 Snow Point 12.12 1385 lbs 3_j107 Dead Partial UDL 12.12 12.12 19.1 19.1 plf 5_j108 Dead Partial UDL 0.03 12.12 24.6 24.6 plf 6_jl08 Live Partial UDL 0.03 12.12 90.0 90.0 plf Self -weight Dead Full UDL 5.2 plf Maximum Reactions (Ibs) and Bearing Lengths (in)1: 12'-1.5" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 front deck beam.wwb Unfactored: Dead 179 1148 Live 540 549 Snow Factored: 1385 Total Bearing: 719 2598 Length 0.63 2.29 Min re 'd 0.63 2.29 load combination.. -.. ~ ..- .. .. - V,., -.,. �V ��.,, „�� „ .- "..'1 ,- -111-, V„.,tea . - , �,y o„y,,, - ", „c vac a - 11. occ nr-yma ­­Lbmrea ction action nn G Vrnll6ai pc5 Lu ber-soft, Hem -Fir, No.2, 4x8 (3-112"x7-114") upports: All - Timber -soft Column, D.Fir-L No.2 Total length: 12'-1.5"; Lateral support: top= full, bottom= at supports; Analvsis vs. Allowable Stress (osil and Deflection lil'il1 -inn Nes 2nns Criterion Analysis Value Design Value Anal sis Desi n Shear fv = 38 FV' = 120 fv, Fv' = 0.32 Bending(+) fin = 844 Fb' = 884 fb Fb' = 0.96 Dead Defl'n 0.10 = <L/999 Live Defl'n 0,31 - L/470 0.40 = L/360 0.76 Total Defl'n 0.46 - L 314 0.60 = L 240 0.76 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1,00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 FCp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0,47 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 719, V design = 64 lbs Bending(+): LC #2 = D+L, M = 2157 lbs-ft Deflection: LC #2 = D+L (live) LC 02 = D+L (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=c ncentrated E=earthquake Al LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: Ei = 144e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC Intemaponal Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your ap lication. 3. Sawn lumber bending members shall be laterally supported according to he provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. Sys ernfactors applied according to NDS 4.3.9 WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN 514 Sth Ave np.wwa WoodWorka® Sizer 9.32 July 15, 2013 11:30:19 Concept Mode: Reactions at Base of Structure View Floor 1: 1' 38 _ - 54,_6„ 33 47'-6" 01 y 3 q 5 6 7 8 --- _ - - - 46 1419 L 4085 L 3462 L 3669 L 3462 L 4085 L 1419 L 20 2370 S 5458 S 4103 S 5230 S 4569 S 6513 S 551 S 4787 D 8818 D 7169 D i 8060 D 7328 D 9535 D 3096 D 44 6" 32 39'_6.• 12 8 9 39' /\ �, / \ �' % ' \ 862 L _ 2731 L �P10 773 L 28 - - _ - - i -1 L - - / _ - i \ / i , 3586 ', 37' 011 f S 911 S 816 S 18 - - -' - I _ { - j - j 117667 D 3141 D 1296 D - - 38' 1520 S Ji \1 L 4901 D \ // r ` 3731 33' 30 30• 9 i i 28 o12 13 14 15 16 i 17 18 I 19 20 7 _ _. - __ _.. _ ., . .,... -.. _ _. _. _._-- --- .__._ ....- - - --- - - - - . -_.- - . - - - _ - - - --- - - - - - -ie, - - .. -_ .. 26' 2700 L 18 L 5199 8109 L 6904 L 7044 L 8115 L 4702 L 6378 L 1800 L 1564 S 1564 33 D 448G ^ „ —127 W. 2802 S 4157 S 1291 S g1 �g g3 ME vg4 29 D -5185 D 4388 D 5191 D 7054 D 8730 D 3978 D r - 24'-6" 744 L - .. 1989 L -1877 L 697 L j 1421S 4200 D 1216S 7313 D 1147S 6899 D 1610S 5035 D 41 22' 15 / \/ 19 6" \ \ 95 40 18' 6" / �1\ i I7 2803 S 21 , \ i , l 4269 D n' 25 021 22 16' 6" ^ 6' 24 1150 L 1905 S 1150 L 4440 S / / \ \ ~ 1727 S 5575 D i1 15 34 5389 D 8028 D \ / \ / \� `/ 14'-6" 39 I 93. g6 97 98 12 2321 L 6207 Lj 1 j- 5855 L 21 3 L 23 2521 S 12117 D 11430 D 4369 S _ 8106 D 12375 D 5 10, 26 - 9' 6„ 22 - 9' 23 24 _ . 25 26 27 28 29 30 461 S 3 6, 1292 L 4235 L 3553 L 3040 L 4284 L 4349 L 4239 L 1510 L 27 35 - 1423 S c� 3093 S 4765 S `• 3682 S 5756 S - - - 4921 S •- - - 2253 S - 650 S - 5' 8764 D 366 W 2754 W 6059 D 9212 D 7986 D : 7019 D 3779 D 4'-6" 6569 D 7123 D 6 32 33 �34 g11 �g12 �g13 og14 2 - - .- _. .. �_ '� t: _ ..- r^_ _ ..- Baas - -- .. - - �q-'---.. _..__. -. �. -.. ._._ -.. _ 1'_6„ 435 L 1137 L 201 L 643 L 1720 L 1622 L 602 L 1 380 S 1301 S 499 S 1620 S 610 S 620 S 1671 S A B M T BEU S 9K O 1278 D V A BT3SdBG�AL W gP3430 DAKXBU AOD Y AJF 1305 DAIBV Al2BPBN PAIBX AA BW Br-M I AB BYKAQ J H BI A(AIAR BZ L BO,S�FkD BH K G BJ AT AL4105 DBQ AY 3A6474 D BR B;B0�138 D AZ BD AV4691 D 0' 1'-6" 3'-6" 5' 10'-6" 13' 16' 18, 20' 21'-6" 23' 25' 26'-6" 28' 32'-6" 34'-6" 36' 37' 39'-6" 42'-6" 44'-6" 46'-6' 48'-6" 50' 51' 53'-6" 55'-6" 57' 60' 61' 62' 63'-6" 66' 67' 68' 71'-6" 73' 75'-6" 77' 80'-6" 85' 88'-6" 92' 96'-6" 100' 9'-6")' 11'-6" 13'-6" 19'-6")'-21' 22' 27'-(28'-6" 32' 33' 34' 37'-6" 39' 140'-6" 143'-6" 47'-6"' 53' 54' 55' 60'-6" 65'-69'-6" 71' 79'-6" 92' 6" 97'-6" t2op 0 x f ,t = tq)20c 4- Design Build Services, Inc. Engineering and Construction Management 28119 - 120th 5t. 5.E., Monroe, WA 98272 Phone/Fax #(360) 793-9659 Project infor Thuesen 514 8th Ave Rambler Foundation Analysis 2" 3" 4" Pile Capacities 4,000 12,000 20,000 lb Design Design DL+ Live Load Load Pile Column Fo DL LL SL WL DL+LL DL+SL .75(LL+SL+WL) (lb) (lb) Dia p1 4787 1419 2370 6206 7157 7629 2842 7629 3in p2 8818 4085 5458 12903 14276 15975 7157 15975 4 in p3 7169 3462 4103 10631 11272 12843 5674 12843 4in p4 8060 3669 5230 11729 13290 14734 6674 14734 4 in p5 7328 3462 4569 10790 11897 13351 6023 13351 4in p6 9535 4085 6513 13620 16048 17484 7949 17484 4in p7 3096 1419 551 4515 3647 4574 1478 4574 3in p8 7819 862 3862 8681 11681 11362 3862 11681 3-in p9 4237 2731 2798 6968 7035 8384 4147 8384 3in p10 1341 773 876 2114 2217 2578 1237 2578 2in p11 4901 1520 4901 6421 6041 1520 6421 3in p12 6726 2700 1564 9426 8290 9924 3198 9924 3in p13 3399 5118 8517 3399 7238 5118 8517 3in p14 5185 8109 945 13294 5185 11976 8109 13294 4in p15 4388 6904 3936 11292 4388 12518 8130 12518 4 in p16 4485 7044 11529 4485 9768 7044 11529 3in p17 5191 8115 127 13306 5191 11373 8115 13306 4in p18 7054 4702 2323 11756 9377 12323 5269 12323 4in p19 8730 6378 1222 15108 9952 14430 6378 15108 4in p20 3978 1800 1105 5778 5083 6157 2179 6157 3in p21 5389 1150 1905 6539 7294 7680 2291 7680 3in p22 8028 1150 4440 9178 12468 12221 4440 12468 4 in p23 8764 1292 1423 10056 10187 10800 2036 10800 3in p24 6569 4235 3093 366 10804 9662 12340 5771 12340 4in p25 7123 3553 4765 2754 10676 11888 15427 8304 15427 4in p26 6059 3040 3686 9099 9745 11104 5045 11104 3in p27 9212 4284 5734 13496 14946 16726 7514 16726 4in p28 7986 4349 5021 12335 13007 15014 7028 15014 4in p29 7019 4239 3337 11258 10356 12701 5682 12701 4in p30 3779 1510 834 5289 4613 5537 1758 5537 3in p31 5575 1727 7302 5575 6870 1727 7302 3in p32 1278 435 380 1713 1658 1889 611 1889 2 in p33 3430 1137 1301 4567 4731 5259 1829 5259 3in p34 1305 201 499 1506 1804 1830 525 1830 2in pg01 4200 744 1421 4944 5621 5824 1624 5824 3in .pg02 7313 1989 1216 9302 8529 9717 2404 9717 3in pg03 6899 1877 1147 8776 8046 9167 2268 9167 3in pg04 6834 697 1610 7531 8444 8564 1730 8564 3in pg05 4269 2803 7072 4269 6371 2803 7072 3in pg06 8106 2321 2521 10427 10627 11738 3632 11738 3in pg07 12117 6207 18324 12117 16772 6207 18324 4in pg08 11430 5855 17285 11430 15821 5855 17285 4in pg09 12375 2173 4369 14548 16744 17282 4907 17282 4in pg10 3797 2461 6258 3797 5643 2461 6258 3in pg11 4105 643 1620 4748 5725 5802 1697 5802 3in pg12 6474 1720 610 8194 7084 8222 1748 8222 3in pg13 6474 1622 620 8096 7094 8156 1682 8156 3in pg14 4691 602 1671 5293 6362 6396 1705 6396 3in 366 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN gpcl.wwb Woodworks® Sizer 9.32 July 15, 2013 16:26:07 Snow Live Dead U' 8' 16-6" 23' 1141 230.7 T 877.7 plf F-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN pc14 WoodWorks® Sizer 9.32 July 15, 2013 15:08:07 Live Dead 14331 Ibs 73021bs 73021bs 0' 2'$" 9' 11' 16' 18' 22' 24' 27' 32' 36' 38' 39'-6" 43' 45' 800 720 600 490.3 440.2 382.5 i0 plf WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN gpc4 WoodWorks® Sizer 9.32 July 15, 2013 12:55:39 Snow �120.4 2114 Ibs 2103 Ibs T 417 Dead 1 340 1442 Ibs 1432 Ibs 0 plf 0' 7' 6.4" 12'-0.4" 15'-0.4" 23'-0.7" 9pc5.wwb Live Dead 1 14 � Woodworks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 9.32 July 15, 2013 12:56:34 , 8'-0.8" 15'-6.8" 23'-1.5" 719.8 1384.8 0 plf -7/a� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN pc7.wwb Snow 344 Ibs Live Dead WoodWorks® Sizer 9.32 344lbs V521lbs 548lbs 548 Ibs 111028 Ibs V604 Ibs July 15, 2013 12:54:25 0' S' 8' 9' 10, 13' 14' 16'�" 18'-6" 21' 25'-6" 27' 6" 3t" 37' 537.5 438.4 576 400 907.5 832.6 773.2 585 510.1 0 plf F1� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN pc3.wwb Snow Live Dead WoodWorks® Sizer 9.32 Ibs 1509 lbs 71 12:54:01 0' 3'-6.5" 8'-6.5" 9'-0.5" 11'-7.2" 412.5 t 89.3 1 200 699.9 507.5 452.4 390 0 plf q�d coaPANy PROJECT Deign "AW SrrNoes, hw, Thuasm 0-Hams 28119130N MonmeWA9B2T2 Si SE 5148N A. NE EtlmaMaWAP8020 (380)]93-9859 pci,vnvb Wood"Works0 July 15, 201312:52 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet W OWW orks Simr 932 Loads:24 Maximum Reactions (lbs) and Bearing Lengths (in) : Dnfac[ored Dead Live ]el0 BB]9 ]369 4192 8064 4293.21 1324 956] 2309 Pac 645 4556 564] 503) 6666 113) -d: anal Bearing: 5230 16428 13 2 15518 1]059 3]1B Len9[h Min r •d 1.12 ].13 3. 55 3. 99 .9J J1'3 .]9 0.]9 Mae. reso0on On elleedene•�le turn a diftwInt bed o Wndm then Bro alOcel One fm Cawing deslpn, eMAn Aare, due h, Kd factor.See Anelyslc rosu0afa Ieec0on Iram CrNulimdamibhadm.b pc1 Timber -soft, D.Fir-L, No2, 8x12 (7.1/2e3111-t/2• ) Sapp WtI: An -Tl htew-saA Cd-.. D.Flr1 Nv.2 TOW length: 59'-1.0-: L werel _PP>t ape fug, btlhnn- Its MptII; WARNING: Manber length m mds hp" dock length f 30.0 (8] Analysis vs. Allowable Stress (psi) and Deflection (in) _Ing Nos2 q5: The of a poini _ withinaAdditional Data: 1.11 3.00 1.00 CfrtCSCn1]0 1— 1. 1— 182 1.151.001-000.0001.001.001.00-511— 1.00 2.00 1.000 1.000 1.00 1.00 3.00 3.00 - Pcp' 625 1.00 2.001.3 millien 1.00 1.00CRITICAL LOAD COMBINATION& shear : LC #182 )5O-S: IPac[ea: -XII), V 10135,V de4ign• 1.11 lbw Pendig(•):U #151 De.)5(Iwbl Ipa[tem: x .). A 9940 lbs-fBending(-): 3A: fUl - M.)5(ln5I (pattern: xxexee). N 13363 lbs-ft Mfleccion: k p151 • (live) I-iq,acc I.t.zov[ live M-ewuencnied E-artAll 3.C'a are listed the Avalyefe autpu[ lend1a+6/], or 2, re paeeem loan in Civa . span 7-05 Load atime: ASCE )-OS / M IBC ]s09 ATION CALCUI)Ifle A71ONS:MElection: FS - 1]36eob lb-iNran- 1 we Ie n e-aa.a mina ui.'er vita,1.SOIMaa Load Mflecci®1 . Live ]eta Mflec[Son.Design Notes: 1. WoodWaka4meW aid dsgn we h 4ocadage,^ theICC InlenIdk,nelBWldirg Cade(IBC 2009),theNe DesignSpmffcalon(NDS2005), endNDS DewlpSupdmaml.2.Please lify that the defwft dv%wW Ilmne ere ppmp W fa your ppketim. 3. cont s or clenlwrad Burns: NDS 0.. 4.2.5.5 ratulres drat normal Wading proAsb s be er*xW b the middle 2fJ d 2 epen bean¢ and b 0 e fun le,,gth d t.WeM aNer spend 4. Saw lumber bwIfn, manbere eh.4be leWaN cupp(ed aaading b dro pmdeims ef NDS Umm 4.4.1. Load 'type DieeribueionLaeaeionIfc]Dnit Ord 6B[„[]Poin[ Y113813c46 Dead Po1ve1013 lbbvow Poiv[21.55 15Jo lbc4] Dead Poine30.55 B]] lbPoint30.5513lbwMad Point35.55 B13 lsBbvow PoSv[35.55lb9Dead Poin[4e.553 lbw 10Po1v[48.55161 lbt50 Dead Poloe53.55 J4 lb13Pte[53.5599 Partial52.55 54.05 11.5 11.5 lbDead plf 14Partial ODL Yea 5].5554.0510.8 18.8plf w99Dead Partial OW, Bo 35.554p.553]].5 333.5 plf 10w99Partial �. Yes 3.55 45]].5 53].5 plf ]]Md Part11 Oe. Ao 3.55 30.55 322.9 32].9plf18Snow Pais3Yee ri.55 ]0.55 538.3538.3plF Iliad Pafalo0.056.118.1248.1plf30v51Srrov Paial16.55 413.4 413.4 plI 33n]Dead Pev[1414lbs 33 c]v[46.05 3085 lbo PoSn[09]baTea11B] lb35�9]PazcilBo 16j4 Live Partial ®1. Yea-OS54.05400.0400.0plf 511]0.1lf ]_jDedia3 ODD. Po 4).OS 52.051]0.13ia.1plflej5 Livea1a1ODLYee4).OS5].B 400.0 400.0plf]9jrt1a1ODI.lf 3pj6 LivePartialODLYee41.054].OS0.0400.0plf 31jMadPartalON.AoJ1.0541.051]0.1plf 33_j]PartilYas31.0541.05400f.plf 33jBl0.1pf 34jBialOm,Te30.0531.OS.400.0plf JSj9DeadPartialON.No9.OS]0.051]0.11]01plf 3LlvePartiYee9.0520.05400.0plf3]jll]MadPartiPo.9.051)0.11]0.3plf 38j311Liveartial0.059.05400.0pMad3U31s340.0plf DeadFull 13]Bending(.)fb]22Pb'1006b/Pb'Bending(-1fb9]01006fb/Pb'MadflveTotalMfl'n0.130 % 6 COMPANY Design Build Services, Inc. 28119 Woodworks® Monroe, WA 98272 Monrce2 A982E (360)793-9659 SOFTWARE FOR WOOD DESIGN July 12, 201316:51 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 c41 Dead Point No 15.02 245 lbs 2_c41 Snow Point Yes 15.02 353 lbs 3_w19 Dead Partial UDL No 20.02 30.02 91.9 91.9 pit 4_wl9 Snow Partial UDL Yes 20.02 30.02 141.0 141.0 plf 5 w20 Dead Partial UDL No 0.02 15.02 91.9 91.9 plf 6 w20 Snow Partial UDL Yes 0.02 15.02 141.0 141.0 plf Load? Dead Full UDL No 3210.0 plf Self-wei ht Dead Full UDL No 20.5 if Maximum Reactions Qbs) and Bearing Lengths (in) : 30'-0.6" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 pc2.wwb Unfactored• Dead 2018 5543 5285 2028 Snow 600 1635 1238 607 Factored: Total 2618 7178 6523 2635 Bearing: Length 0.56 1.16 1.07 0.56 Min re 'd 0.56 1.16 1.07- 0.56 "Minimum bearing length governed by the required width of the supporting member. pc2 Timber -soft, D.Fir-L, No.2, 8x12 (7-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 30'-0.6"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Analysis Value Design value Anal sis/Desi Shear fv = 56 Fv' = 195 fv Fv' = 0.29 Bending(+) fb = 389 Fb' = 1006 fb/Fb' = 0.39 Bending(-) fb = 475 Fb' = 1006 fb/Fb' = 0.47 Dead Defl'n 0,05 = cL/999 Live Defl'n 0.02 = cL/999 0.33 = L/360 0.05 Total Defl'n 0.09 = cL/999 0.50 = L/240 0.18 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF' Cfu Cr Cfrt Ci Cn LC# Pv. 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 875 1.15 1,00 1.00 1,000 1.000 1.00 1.00 1.00 1.00 - 7 Fb'- 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 5 Fop' 625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear LC #5 = D+S (pattern: SSs), V = 3871, V design = 3225 lbs Bending(+): LC #7 = D+S (pattern: SsS), M = 5360 lbs-ft Bending(-): LC #5 = D+S (pattern: SSs), M = 6539 lbs-ft Deflection: LC #7 = (live) LC #7 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake Al LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S Or L+Lr, =no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: El = 1236e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NOS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I& COMPANY PROJECT Design Build Services, Inc. Thuesen Custom Homes SE Monroe, WA 98272 Ave NE Edmonds, WA 9S02D Woodworks (380) 793N&59 (300)73-9659 pc3.v»A PC3,ww July 12, 2013 16:52 SOFTWARE FOR WOOD DF6/0N Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Wad Type Distribution Pat- tern Location Ift] Start End Magnitude Start End Unit 3 c19 Dead Point 3.59 210 lion 2 c14 Snow Point 3.54 396 lb. 3 c15 Dead Point 8.59 1097 lb. 9 c15 Snow Point 8.54 1509 lbs 5 w21 Dead Partial UDL 0.04 3.54 55.2 55.2 plf 6 w21 Snow Partial UDL 0.04 3.59 89.3 a9.3 plf 7 w22 Dead Partial UDL 8.54 11.54 247.5 247.5 plf 8 w22 Snow Partial UDL 8.54 11.54 412.5 412.5 plf 9_j110 Dead Partial UDL 0.04 9.04 62.4 62.4 plf 10_j 110 Live Partial UDL 0.04 9.04 200.0 200.0 PIE 11_j 14 Dead Partial UDL 9.04 11.54 62.4 62.4 plf 12_j 19 Live Partial SIDL 9.04 11, 54 200.0 200.0 plf Load13 Dead Full UDL 390.0 Of Self-wei -.eight Dead Full UDL 20.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 11'-7.2" Oaf red: Dead 3476 4314 Live 1150 1150 Snow 1096 2360 Fe ctor ed: Total 5161 6946 Bearing: Length 0.99 1.48 Min re 'd 0.99 1.98 pea Timber -soft, D.Fir-L, No.2, 8x12 (7.112"01-112") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 1 V-7.2"; Lateral support: top= full, bottom= at supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending Analvsis vs. Allowable Stress (psi) and Deflection (in) using KIDS 2005: Criterion Analysis Value Desi Value Anal Sie Desi Shear fv 300 Fv' - 195 fv Fv' - 0.51 Bending(+) fb " 1200 Pb' - 1006 fb/Fb' - 1.19 Dead Defl'n 0.21 L/653 Live Defl'n 0.11 - <L/999 0.38 - L/360 0.30 Total Defl'n 0.43 - L 320 0.57 - 1,1240 0.75 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Cf Cn LC# Fv' 170 I " 1.00 1.00 - - - - I.00 1.00 1.00 3 Fb'+ 875 I It, 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 - D+.75(L+S), V - 6922, V design - 5740 ibs Bending(+): LC #3 - D+.75(L+S). N - 16527 lbs-ft Deflection: LC #3 - D+.75 (L+S) (live) LC 43 - D+.75(L+S) (total) D-dead L-live S-snow M-wind I -impact Lr-roof live Lc -concentrated E-earthquake All LC.a are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: BI - 1236e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) . Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I COMPANY Design Build Services, Inc. 20th St SE WoodWorks' Monroe, WA 98272 (360)793-9659 (360) 7 3-9659 SOFTWARE FOR WOOD DESIGN July 12, 201316:53 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_w23 Dead Partial UDL No 0.03 10.03 91.9 91.9 plf 2_w23 Snow Partial UDL Yes 0.03 10.03 141.0 141.0 plf Load3 Dead Full UDL No 150.0 plf Load4 Dead Full UDL No 150.0 plf Load5 Dead Full UDL No 300.0 plf Self-wei ht Dead Full UDL No 20.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 14'-6.6" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 pc4.wwb Unfactored: Dead 2915 7094 3 Snow 584 1097 -270 Factored: Uplift 335 Total 3498 8191 3 Bearing: Length 0.62 1.43 0.50* Min re 'd 1 0.621 11.43-10.50* *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. pc4 Timber -soft, D.Fir-L, No.2, 8x12 (7-1/2"xl1-112") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 14'-6.6"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Design value Anal sis Desi Shear fv = 61 Fv' = 153 fv Fv' = 0.40 Bending(+) fb = 428 Fb' = 787 fb/Fb' = 0.54 Bending(-) fb - 481 Fb' = 787 fb/Fb' = 0.61 Dead Defl'n 0.07 = <L/999 Live Defl'n 0.02 - <L/999 0.33 = L/360 0.05 Total Defl'n 0.12 = L/966 0.50 - L/240 0.25 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'. 875 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fb'- 875 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, v = 4225, v design = 3502 lbs Bending(+): LC #1 = D only, M = 5899 lbs-ft Bending(-): LC #1 = D only, M = 6629 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live s=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s-S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 1236e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 %ab COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 28119 Monroe, WA g8272Edmonds, Ave NE WA 98020(380)7g3g&5g WoodWorkso(360)7201h 9SE pc5.wvb pc5.ww July 12, 2013 16:56 Design Check Calculation Sheet Wood Works Sizer 0.32 Loads: Load 'type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit 1 C85 Dead Point No 13.52 966 lba 2 c85 Snow Point Yee 13.52 1385 lbs 3j107 Dead Partial UDL No 13.52 21, 52 19.1 19.1 plf 4j 107 Live Partial UDL Yes 13.52 21.52 69.7 69.7 plf 5j108 Dead Partial UDL No 0.02 13.52 24.6 24.6 PIE 6_j108 Live Partial UDL Yes 0.02 13.52 90.0 90.0 PIE Load? Dead Pull UDL No 150.0 plf Self-wei ht Dead Full UDL No 20.5 DIE Maximum Reactions (lbs) and Bearing Lengths (in) : 21'-6.5" Unfactored• Dead 890 3534 698 Live 465 1137 296 Snow - 5 9 1201 144 Factored: Total 1355 5363 1028 Bearing: Length 0.50• 0.85 0.50• Min reold 0.50• 0.85'• 0.50* -Minimum bearing length setting used: 1/T for and supports -minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. pc5 Timber -soft, D.Fir-L, No.2, 8x12 (7-112"x11-112") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 21'-6.5"; Lateral support: top-- full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal is Value Deei Value Anal sis Desi Shear £v = 54 Pv' 195 Ev -, - 0.28 Bending(+) fb = 233 Fb' 875 fb/Fo' = 0.27 Bending l-) fb 339 Fb' 875 fb/Fb' 0.39 Dead Defl'n 0.03 <L/999 Live Defl'n 0.02 <L/999 0.40 L/360 0.06 Total Defl•n 0.07 = <L 999 0.60 = L 240 0.12 Additional Data: FACTORS: F/S(pal)CD CM Ct CL CP Cfu Cr Cfrt Ci Cn LCfI Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 875 1.00 1.00 1.00 1. 000 1. 000 1.00 1.00 1.00 1.00 - 5 Fb'- 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 8' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 5 CRITICAL LOAD COMBINATIONS: Shear LC a3 D+.75(L+S), V 3380, V design . 3121 lbs Bendingl+): LC D+L (pattern: L ), M . 3204 lbs-ft :5 Bending{-): LC 2 - D+L, M - 4664 lbs-4 Deflection: LC 85 - (live) LC 85 (total) D-dead L-live S=snow W-wind I -impact Lr.roof live Lc -concentrated E-earthquake All LC,a are listed in the Analysis output Load Patterns: a-S/2, x.L+S or L+Lr, -no pattern load in this span Load combinations: ASCH 7-05 / IBC 2009 CALCULATIONS: Deflection: EI . 1236e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection • 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 200g), the National Design Specification (NDS 2005), and NDS Design Supplement, 2. Please verity that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1v�a� COMPANY Design Build Services, Inc. PROJECT Thussen Custom Homes 28119 SE Monroe, WA M72 51481hAve NE Edmonds, WA 08020 WoodWorks"'(360)720th59 (360) 7113-0850 pt8.wwb July 12, 2013 16:53 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWOrks Sizer 9.32 (Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit 1 c16 Dead Point Na 3.03 496 lbs 2 c16 Snow Point Yes 3.03 704 lbs 3 c17 Dead Point No 10.03 1508 lba 9 c17 Snow Point Yea 10.03 2261 lb a 5 w25 Dead Partial UDL No 10.03 13.53 299.6 299.6 plf 6 w25 Snow Partial UDL Yes 10.03 13.53 499.3 %199.3 plf 7_jIs Dead Partial UDL No 0.03 8.53 170.1 170.1 plf 8_j 15 .Live Partial UDL Yea 0.03 8.13 400.0 400.0 plf 9_j 16 Dead Partial UDL No 8.53 23.53 170.1 170.1 plf 10_j16 Live Partial UDL Yes 8.53 13.53 400.0 400.0 plf ll_jl07 Dead Partial UDL No 13.53 21.53 58.3 58.3 plf 12_j107 Live Partial UDL Yes 13 .53 21.53 213 .1 213 .1 plf 13�108 Dead Partial UDL No 0.03 13.53 24.6 24.6 p I f 14_j 108 Live Partial UDL Yes 0.03 13.53 90.0 90.0 plf 15_fjhd Dead Point No 13.53 2219 lbs 16_fjhd Live Point Yes 13.53 1207 lb. 17_fj hd Snow Point Yes 13.53 2690 lbs 18_fjhd wind Point No 13.53 2899 lbs Load19 Dead Full ML No 390.0 plf .Self -weight Dead Pull UDL No 20.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 21'-6.6" Unfactored: Dead 1653 7006 7568 964 Live 1518 4373 3871 707 Snow 155 3093 4810 -435 Wind -65 366 2754 -157 Factored: Tot a1 3171 12776 15892 1671 Bearing: Length 0.68 2.11 2.63 0.50• Min re 'd 0.68 2.06•• 2.63 0.50• 'Minimum bearing length setting used: 112" for end supports '•Minimum bearing length governed by the required width of the supporting member. pc6 Timber -soft, D.Fir-L, No2, 8x12 (7-1/2"All-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 21'-6.6"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005: Criterion Anal is value Desi Value Anal sis Desi She fv - 166 FV' - 195 fv' Fv' 0.85 Bending(.) fb - 630 Pb' 1006 fb/Fb' - 0.63 Bending(-) fb - 721 Fb' - 1006 fb/Fb' 0.72 Dead Defl'n 0.02 <L/999 Live Defl•n 0.03 - <L/999 0.25 - L/360 0.13 Total Defl'n 0.07 <L 999 0.38 L/240 0.18 •The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(Psi)CD CM CC CL CF Cfu Cr Cfrt Ci Cn LC4 Pv' 17D 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 29 Fb', 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 2.00 1.00 - 25 Fb'- 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 26 Fcp' 625 - 1.00 1,00 - - - - 1.00 1.00 - - E• 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 25 CRITICAL LOAD COMBINATIONS: Shear LC #25 = D..75(L+S) (pattern: aXX), V 10621, V design- - 9551 lbs Banding (+1: LC #25 = D..75(L+S) (pattern: sXsl, M 8680 lbs-ft Bending(-): LC 1121 - D..75(L+S) (pattern: XX.), M - 9935 lbs-ft Deflection: LC #25 - (live) LC p25 = (total) D=dead L-live S-snow W-wind I=impact Lr=roof live Lc=concentrated E-earthquake All LC's are listed in the Analysis output Load Patterns: s-S/2, X-L+S or L+Lr, -no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI - 1236e06 lb-1n2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflect ion. Design Notes: I. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams end to the full length of cantilevers and other spans. 4. Sawn lumber bending members shelf be laterally supported according to the provisions of NDS Clause 4.4.1. com"ANY MO.RCT Daipn LiWk Ser3ices, Mc. Tl- Cuehm Nomes 0119120MSt SE My15, B2:50 5146'AAw NE Edmanda WA 98020 (3m)79 w59 pt7.ww'b WoodWorkso D1 Jury 15, 2D1312:50 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Woo,Wo Sbw932 I Loads: Wed T>ve n1e[ribu[i on Da e- Location !St] SCarC @,d Magna -de ii- zeL On1e 1 020 ik+ Paint No 6.05 631 2 120 P.- Yes 5.05 1344 111 3 .21 Dead Point No 10.05 "1 lba 111 Snw point Yes 10.05 .11 lbe 57.22 .22 .22 Dead Snow Paint point No Yes 16.55 16.55 334 540 1ba lba ] e]3 Dead point No 19. OS 335 lbe c2] Snow polo' Yee 14.05 54B Lbe 9 024 Dead -1ne Ne 25.55 1B0 1Be 10 n24 31 e25 8- Deed point Do1nc Yae No 25.ee 32.55 1.29 460 lba 111 12e]5 So- Polnt Yea 32:55 6.4 lbe 33_w30 Dead Pertde/ eif Ne 0.05 5.05 332.5 322.5 pl1 31 w30 Snow Partial M Yea O.D5 5.05 5]].5 53].5 plf 35_w31 Eked Partial DDL No 20.05 16.55 322.5 322.5 p11 16 w31 1_] Snow Dead Partial ODL I'l33].10 Yea 1D.D5 36.55 4 Il 59].5 2]603.40 el! pllf! 1Bw3 w PBSel D K Ye 19.05 35. 46 p 19_0] Dead Pofpc NO 13.05 459 lbe 20 c]6 I1j19 Snow Dead Pe1nt beei.1 DD1. •Yea No 13.05 0.05 B.OS 521 1T0.1 1T 0.1 lba p1E . 19 Live Partial BDL Yes 0.05 8.05 40D.0 100.0 plf I3j20 Dead Pertiel ODL No 0.05 14.05 370.1 110.1 plf 24j 20 Live Partial BOL Yee S.05 14.05 400.0 400.0 plf 25j105 Dead partial DDL No 14.05 15.55 170.1 170.1 plf 26j 305 27j106 Live Dead Partial ODL partial ODL Yee No 14.05 111- 15.55 '1.05 400.0 400.0 2t5.0 215.0 plf plf 3Bj106 Live Partial ODL Yee 15.55 21 .05 ST6.0 5]6.0 plf 29_j 23 Dead Pertlel ODL11 21.05 37. OS 3]0.1 I"` plf 3oj23 I.oad31 Live Dead rt1a1 eiL Pull OW, Yee No 33.05 17.05 400.0 400.0 340.0 "If plf Self -vsi he Dead Dull Dm. No 20.5 if Maximum Reactions Qbs) and Bearing Lengths (in) : pc7 Timber -soft, D.Fir-L, No2, 8%12 (7.112wR71.112w) Suppuls: All- Timber - soft Column, DTO-L No2 T.laplh: 3T-1.0-; Lalwd 6LpPort: top=full, bolbme al Support: This section FAILS the design check WARNING: This eeegon violates the following design toiler[.: Bending W ARNING: Membw lengthee-ds typed stock 1en9010l 30 0 j%) Analysis vs. Allowable Stress (psi) and Deflection (in) amp NG82005 Sri cerion Aral Sa valve Rai value Anal eio Heal bbeat 144 Pw• 145 v FV' O.14 Note,(+) {p TS4 PD• 1006 fb/Pb' 0.]B Bending(•) Deed Defl'p fb . 1142 0.IS . <L/999 ft.3004 fb/Pb' 1.13 Live Defl'n 0.06 . <L/999 0.30 L/360 0.19 e Defl'n a 13 L M 0.4 L 240 hee been ineluded as per NDS 3.4.3.1 '< Additional Data: FACIDRS: F/E(pei)w ON Cc CL CP If. Cr Cfet Ci CI LCt Pv 1]0 1.19 1.00 1.00 1.00 1.00 1:00 46 Pb'+ B]5 1.35 1.00 1.00 1.000 1.000 1:00 1:00 1.00 1.00 - 39 Fb'• B]S 1.35 1.00 3.00 1.000 1.000 1.00 1.00 S.DO 1.00 - 45 Pep' 62S 1.00 1.00 - - - 1.00 2.00 - R' 1.3 e{Illoo 1.00 1.00 - - - ].D0 1.00 - 39 CRRICAL LOAD 0016INATIONS: ' Sbeac u #t5 D..]5 (+w6) (pattern: %%a%), V . 9593, Y daalgn• 8261 lbe Rending(+): LC #45 D+. M.S) (pattern: %e%e), N 15729 lba-ft Rending(-): LS #45 . D1.]5(L181 Ipectsrn: 1D[e%1, M IS]29 lbs-ft Def leeeien: I.0 -1 #39 39 1(total LC t) D-dead Ili- sew N.whI.lapaet Lr.soof live Lc•ewwmtrated e•eerthQuaka All LC'a arc lisieted in the Avelyada output Lv+d PaCte ma: e•s/2, %•L+S er L+L2, vo pettem lad ip this open Load combinations: ASR 7-OS / IBC 2009 CALCULATIONS: DeflecClon: 13 . 1236e06 Lb-in2 Tofu," ac[.Lien - De rl eeticn odor n r: dt.d icaas III— ect1, To-, Defl... .oe ci1.50IDeed Lead Defieflectlap) + Live Load Deflecci on.n Design Notes: 1. W oodW I,,-Ayds end design am M ecowdm mw-60 ICC Intwre6 I Buildin0 Code (IBC 2W9), O Na0 Design Speclfk tbn (NDS 2005), a NDS Deden Supplement. 2. Phew. yMetthed whdefb t;mfhamepDmpdatefary ,applic , 3. Colihe- orCwtil el Seems: NOS Cwm 4.2.5.5 ra0utee MHa el mel gmd0p wodsims be mlmded t Me middle 2f3 of span beams and t the full broth of com)- a e6eo opens. 4. Swvn lumber bending mambas ales be WoWly evpPwted ecmdlnp I the Pmdskns of NOS Clow 4.4.1. COMPANY Design Build Services, Ina PROJECT Thuesen Custom Homes ® qj) 281191201h St SE Monroe, WA 98272 5146h Ave NE Edmonds, WA 98020 Woodworks (360) 793.9659 pc6.wwb July 12, 2013 16:55 SOFrWARF FOR WOOD DEVGN Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit 1 c26 Dead Point No 1.52 245 lbs 2 c26 Snow Point Yes 1.52 353 Ibis 3 c27 Dead Point No 6.52 245 lbs 4 c27 Snow Point Yes 6.52 353 Its 5 c28 Dead Point No 13.52 245 lbs 6 c28 Snow Point Yes 13.52 353 be 7 c29 Dead Point No 1852 245 lbs 8 c29 Snow Point Yes 18..52 353 lbs 9 w34 Dead Partial DDL No 0.02 1.52 91.9 91.9 plf 10 w34 Snow Partial UDL Yes 0.02 1.52 141.0 141.0 plf ll w35 Dead Partial UDL No 6.52 13.52 91.9 91.9 pif 1205 Snow Partial UDL Yes 6.52 13.52 141.0 141.0 pif 13 w36 Dead Partial UDL No Is.52 20.02 91.9 91.9 pif 14 w36 Snow Partial ODL Yes 18.52 20.02 191.0 191.0 pif Load15 Dead Full UDL No 390.0 pi .el' -Weight Dead Full UDL No 20.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 2O-0b" Unfactored: Dead 1918 6289 1918 Snow Factored: 586 1727 586 Total Hearing: 2504 8016 2504 Length 0.53 1.27 0.53 Min re 'd 0.53 1.27�• 0.53 clog iwyur ywv.araa, uy am rngunaa wruur wr nw nupru,uiy mnmoni. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical bad combination. pC8 Timber -soft, D.Fir-L, Il 8x12 (7-112"xl1.112") Supports: All - Timber -soft Column, D.FIr-L No.2 Total length: 20'-0.5"; Lateral support; top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Desiqn Value Anal is Desi Shear fv - 46 Fv' - 153 tv/Fv, - 0.30 Sending(+) Eb 240 Pb' - 787 fb/Fb' - 0.31 Sending(-) fb 450 Fit, - 787 fb/Fb' - 0.57 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.01 <L/999 0.33 - L/360 0.03 Total Defl'n 0.07 <L 999 0.50 - L 240 0.13 Additional Data: FACTORS: F/E(psi)® CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 875 0.90 1.00 1.00 3.000 1.000 1.00 1.00 1.00 1.00 - 1 Fb `- 875 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - S' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #1 D only, V - 3144, V design 2638 lbs Sending(+): LC #1 - D only, M = 3310 lbs-ft Bending(-): LC #1 - D only, M = 6204 lbs-ft Deflection: LC #3 - (live) LC #3 - (total) D=dead L-live S=snow N=Wind I -impact Lr-roof live Lc -concentrated E-earthquake All-LC,a are listed in the Analysis output Load Patterns: S-S/2, X=L+S or L+Lr, -no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: HI - 1236e06 lb-in2 "Live" deflection - Deflection from n all non -dead loads (live, wind, s ow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are M accordance with the [CC International Building Code (IBC 2009). the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default defection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.6 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 28119 120th St SE Monroe, 88272 514 8th Ave NE Edmonds WA 98020 Wood Wo r ks® (380) 7839859 pc9.wvA July 12, 2013 18;55 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 9.32 ILoads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1.38 Dead Partial UDL No 0.05 5.01 395.1 395.1 plf 2 w38 Snow Partial UDL Yes 0.05 5.05 524 .1 524.1 plf 3 c83 Dead Point No 25.55 538 lbs 4 c83 Snow Point Yes 25.55 785 lb. 5_j24 Dead Partial UDL No 4.55 5.55 77.5 77.5 plf 6_124 Live Partial UDL Yee 4.55 5.55 238.3 238.3 plf 7j25 Dead Partial UDL No D.05 4.55 77.5 77.5 plf a_j25 Live Partial UDL Yes 0.05 4.55 238.3 238.3 plf 9_j23 Dead Pull UDL No 170.1 plf 10_j23 Live Pull UDL Yes 400.0 plf ll_j26 Dead Partial UDL No 5.55 8.05 77.5 77.5 plf 12j26 Live Partial UDL Yee .5.55 8.05 236.3 238.3 plf 13_j27 Dead Partial UDL No 6.05 10.55 77.5 77,5 plf 19j27 Live Partial UDL Yes 6.05 10.55 238.3 238.3 plE i5j28 Dead Partial UDL No 10.55 11.55 77.5 77.5 plf 16j28 Live Partial UDL Yes 10.55 11. 55 238.3 238.3 plf 17_j29 Dead Partial UDL No 11.55 15.55 77.5 77.5 p I f 18_j29 Live Partial UDL Yes 11.55 15.55 238.3 238.3 plf Loed19 Dead Pull UDL No 390.0 plf ,Self -weight Dead Pull UDL No 20.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 18'-1.1- unfactored- Dead 3227 7495 2331 Live 2254 6378 2136 Snow Factored: 1631 1222 641 Total Bearing: 6141 13873 4467 Length 1.17 2.58 0.95 Min re 'd 1.17 2.58 0.95 Maximum reaction on at leas one support Is from a dmerem load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction tram critical load combination. pC9 Timber -soft, D.Fir-L, No.2, 8x12 (7-112"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: WAX; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Analysis Value Design Value Acialysis/Design Shear fv 101 Fv' 270 tv/kN, 0.60 Bending(+) fb • 634 Eb' - 875 fb/Fb' 0.72 Bending(-) no 829 Fb' - 875 fb/Fb' 0.95 Dead Defl'n 0.03 - <L/999 Live Defl'n 0.04 - <L/999 0.27 L/360 0.15 Total Defl'n 0.09 . <L 999 0.40 L 240 0.23 Additional Data: FACTORS: F/E(pei)CD CM Ct CL CP Cfu Cr Cfrt Ci Cn LC9 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.D00 1.00 I.00 1.00 1.00 - s Fb'- 875 1.00 1.00 1,00 2.000 1.000 1.00 1.00 1.00 1.00 - 2 Pcp' 625 1.00 1,00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 11 CRITICAL LOAD COMBINATIONS: Shear : LC #2 D+L, V . 7231, V design 5834 lbs Bending (al: LC #5 - D+L (pattern: L ), M - 8729 lbs-ft Bending(-): LC #2 - D+L, M . 21422 lbs-ft Deflection: LC #11 - (live) LC #11 (total) D.dead L-live S-snow N-wind I -impact Lr.roof live Lc -concentrated E-earthquake All LC'a are listed in the Analysis output Load Pattrns: 8.S/2, X-L4S or L4lx, .no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI - 1236eO6 lb-in2 "Live" deflection - Deflection from all non -dead loads Ilive, wind, sn ow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2DD9), the National Design Specification (NDS 2D05), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.6 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes Monroe, WA 98272 514 Edmonds, WA 98020 WoodWorks"(360)7 3-9h 9SE (360)793-88.59 WO.VrAveNE pcl0.wvb July 15,2013 12:59 SOFrWARFFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ftI Start End Magnitude Start End Unit 1 c43 Dead Point No 5.52 112 lbs 2 c43 Snow Point Yea 5.52 161 lbs 3 c44 Dead Point No 1.52 74 lbs 4 c44 Snow Point Yee 1.52 99 lbe 5 w46 Dead Partial UDL No 5.52 20.02 91.9 91.9 Plf 6 w46 Snow Partial UDL Yee 5.52 20.02 141.1 141.0 plf 7 w47 Dead Partial UDL No 0.02 1.52 31.5 11.5 plf 8 w47 Snow Partial UDL Yes 0.02 1.52 18 118.8 plf Dead Pull UDL No 340.0 plf Mad9 lf-wei ht Dead Pull UDL 1 No 20.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 2V-0.6' Unfactored: Dead 819 5737 2206 Snow Factored: 85 1645 709 Total Bearing: 904 7382 2914 Length 0.50• 1.20 0.62 Min re 'd 0.50• 1.20 0.62 -Minimum oeanng rengrn Bening usea: irz for eno suppons Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. pc10 Timber -soft, D.Fir-L, No.2, 8x12 (7.1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 20'46"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usina Nos 2005 : Criterion Anal sis Value Desi Value Anal eis De Si Shear fv - 63 Fv' = 195 fv Fv' 0.32 Bending(+) fb 516 Fb' = 1006 fb/Fb' = 0.51 Bending(-) fb . 580 Fb' 1006 fb/Fb' 0.58 Dead Defl'n 0.09 <L/999 Live Def 1'n 0.03 = <L/999 0.40 = L/360 0.08 Total Defl'n 0.17 - L/829 0.60 L 240 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.0-00 1.000 1.00 1.00 1.00 1.00 - 4 Fb'- 075 1.15 1.00 1.00 1.000 1.000 1.00 1.co 1.00 1.00 - 2 Fcp' 625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 2.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear LC #2 D+S, V - 4226, V design - 3629 lbs Bending(+): LC #4 D+S (pattern: sS), M = 7113 lbs-ft Bending(-): LC #2 D+S, M . 7985 lbs-ft Deflection: LC #4 (live) LC #4 - (total) D.dead Live S=snow W.wind I -impact Lr-roof live Lc -Concentrated E"earthquake A11 LC,a a=lre listed in the Analyeie output Load Patterns: 5=S/2, x.L+S or L+Lr, .no pattern load in this span Load combinscions: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 1236e06 lb-in2 "Live" deflection = Oe flection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 20D9), the National Design Specification (NDS 2005), and NDS Design Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. l�E COMPANY Design Build Services, Inc PROJECT Thuesen Custom Homes Monroe, WA 86272 4 Sim 51lI.wyb NE Edmonds, WA 98020 WoodWorks"'2H„993-065tEE (380) 7939&50 pcl l.vw,b July 12, 2013 16:56 SOFrWARE FOR WOOD DES" Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location Ift] Start End Magnitude Start End Unit 1 02 Dead Po in No 10.52 895 e 2 c72 Snow Point Yee 10.52 1277 Ito 303 Dead Point No 1.52 1334 lbe 4 c73 Snow Point Yes 5.52 1958 lba 5_J24 Dead Partial UDL No 4,52 5.52 91.6 91.6 plf 6_j24 Live Partial UDL Yes 4.52 5.52 281.7 281.7 plf 7_j25 Dead Partial UDL No 0.02 4.52 91 .6 91.6 plf 8_j25 Live Partial UDL Yes D.D2 4.52 281.7 281.7 plf 9_j26 Dead Partial UDL No 5.52 8.02 91.6 91I plf 10J26 Live Partial UDL Yee 5.52 8.02 281.7 281.7 plf ll-J27 Dead Partial UDL No 8.02 10.52 91.6 91.6 plf 12J27 Live Partial DDL Yea 1.02 10.52 281.7 281.7 pif 13_j28 Dead Partial UDL No 10. 52 11.52 91.6 91.6 plf 14_j28 Live Partial UDL Yee 20. 52 21.52 111.7 282.7 plf 15_j 29 Dead Partial UDL No 31.52 15.52 91.fi 91.6 plf 16; 29 Live Partial UDL Yee 11.52 25.52 281.7 281.7 plf Load17 Dead Pull UDL No 150.0 plf Self-wei ht Dead Full UDL No 20.5 plf Maximum Reactions Qbs) and Bearing Lengths (in) : 15'-6.5" unfactored: Dead 1022 4468 808 Live 981 2731 928 Snow 375 2798 213 Factored: Total 2039 8615 1736 Bearing: Length 0.50• 1.46 0.so: Min re 'd 0.50• 1.46 0.50 •Minimum bearing length setting used: 112' for end supports Maximum reaction on at least one support is from a different bad combination than the critical one for bearing design, shown here, due to Kill factor. See Analysis results for reaction from critical load combination. pc11 Timber -soft, D.Fill No.2, 8x12 (7-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 15'-6.5"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usina Nos 2005: Criterion Anal Se Value DesignValue Anal is Desi Shear M- 73 Pv' = 195 fv Fv' - 0.37 Bending(+) fb " 318 Fb' = 1006 fb/Fb' . 0.32 Bending(-) fb = 501 ED' = 1006 fb/Fb' 0.50 Dead Defl'n 0.02 <L/999 Live Defl'n 0.02 <L/999 0.27 = L/360 0.08 Total Defl'n 0.04 = <L 999 0.40 = L 240 0.11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - 1.00 1.00 1.00 3 Fb'+ 875 1.1s 1.00 1,00 1.000 1.000 1.00 1.OD 1.00 1.00 - 11 Fb'- 875 1.35 1.00 1.00 1.000 1.000 1.Do 1.00 1,00 1.00 - 3 Pcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 2.00 1.00 - - - 1.00 1.00 - 11 CRITICAL LOAD COMBINATIONS: Shear LC #3 - D+.75(L+S), V 4684, V design . 4204 The Banding LC #11 - D.:75(L+S) lips tern: Xs), M - 4377 lba-ft Bending(-): LC #3 - D+.75 (L+S), M = 6908 lbs-ft Deflect Lon: LC #11 (live) LC #11 - (total) D=dead L=live S=snow N.wind I.impact L-rocf live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: a-S/2, X-L+S or L+Lr, _ no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI - 1236e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC Intematlonat Building Code (IBC 2009), the National Design Specification (NOS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 20th St SE WoodWorks® Monroe, WA 98272 (360)793-9659 (360) 7 3-9659 SOFTWARE FOR WOOD DESIGN July 15, 2013 13:00 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j111 Dead Full UDL 170.1 plf 2_j111 Live Full UDL 400.0 plf 3_j110 Dead Full UDL 62.4 plf 4_j110 Live Full UDL 200.0 plf Loads Dead Full UDL 150.0 plf .Self -weight Dead Full UDL 20.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 9,-1. PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 pcl3.wwb Unfactored: Dead 1829 1829 Live FdCtOred: 2724 2724 Total Bearing: 4553 4553 Length 0.97 0.97 Min re 'd 0.97 0.97 pc13 Timber -soft, D.Fir-L, No.2, 8x12 (7-112"x11-112") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 9'-1.0"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Anal sis/Desi Shear fv = 61 Fv' = 170 fv Fv' 0.36 Bending(+) fb = 737 Fb' = 875 fb/Fb' = 0.84 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.24 Total Defl'n 0.14 = L/750 0.45 = L/240 0.32 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 2.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V - 4513, V design = 3512 lbs Bending(+): LC #2 = D+L, M = 10155 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live LC=concentrated E=earthquake All LC's are listed in the Analysis output Load Combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 1236e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Y PROJECT D"M BA Design BUM SerAtes, Inc. CONE Mores Mm., WA SISE A1amro WA 98212 514esen Edm-d,1e NE EdmaWs WA 83010 qj) 136D)793.96% K14 Wo o d Wo r ks' July 15, 20131228 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet W-dWedu Sl- 9,32 Load type Dfec 1-iw Pa E- CN. Location ift) scats M Magnitude start Ace Onit lj4 Dead Partial ODL 43.04 45.04 170.1 370.1 p 3_34 ISve Partial ODL Yee 43.04 45.09 000.0 400.0 plf 3j5 Mad Partial ML No 38.04 43.04 170.1 170.1 plf Ij5 Sj6 M- Matl Partial UW. Partial UIL Yee 38.04 43.04 3204.3a.04 400.0 100.0 370.1 170.1 plf plf 6j6 Live partial ODL Yee 12.04 1..04 ....0 100.0 plf 7j7 Head Partial Opt NO 12.14 32.04 270.1 130.1 plf ej7 9jI Live Dead partial UDL Partial - Yee NO 22.04 33.04 11.01 T2.04 400.0 400.0 170.1 130.1 plf plf I o_j Live partial OD1. Yee 11.04 23.04 100.0 400.0 plf ii-i Mad partial OUL No 170.1 170.1 plf 12j9 3]'14 Idve Dead Partial OIL Partial ®f. Yes NO 0.01 11.04 0.04 3.54 400,0 400.0 62.4 12.4 plf 111 14j14 Live Partial UDL Yee 0.04 3.54 300.0 300.0 plf 19j19 Dead Partial UDL No 2.54 11.04 170.1 170.1 plf 16j15 Live Partial ODL Tee 11-04 460.0 0 plf 1Ij16 38j16 Mad Partial ODI. Partial OD3. No Yes 11.04 16.04 11 A. 110 1]0.1 400.0 plf plf 19j11 Mad -ial ODL No 1- 22.04 1T0.1 1]0.1 plf 20j1'1 Partial WL Yee 16.04 22.04 320.0 320.0 plf 21j 18 ITj I. Mad Live Partial OIL partial DIM, M Tea 22.04 24.04 22.04 24.04 1-1 1-1 320.0 320.0 111 plf 23ji9 Mad partial MNo 2-4 32.04 1-1 1-1 plf 2.j11 Live partial OD•. Tea 21.04 32.04 101.1 400.0 plf 25j20 Mad Partial ODL No 32.04 310.1 17o.1 plf 26j20 211105 Live Mad artial ODL Partial UDL Yes No 32.04 38.04 38.04 39.54 400.. ..... 570.1 170.1 IIf plf 2Bj105 Lfve rtial ODL Yea 1.-" J9.54 400.0 4. 0 III 29j10. 30j106 Mad rtial GEL partial UDI. Yee 39.54 45.04 384.0 384.0 plf plf 31_Ejhd Mad Point No 1b.00 1]1 lbe 32_fjW Point Yee 16.04 302 lbe 3_fjM Nind Point 4331 1De 34_fjb2 35_fjbl Mad Live -i Point NO Yea 24.04 54.0. illlbe 302 lba Load36 Mad _I No 150.0 plF self_ Dt Dead 'I, Fl:ll DDL No 20.5 if Reactions (Ibs) and Bearing Lengths (in) : t� Onfac[ored� Dead 1593 Live 2005 B]07 Bind -150 9d5 red: PaTotal 1 1396 .3092 pc14 Timber -soft, D.Fir-L, No.2, a1t12 (7.1/2•5111-1/2' SuppM6: AII-Tht--ft Cdumn, D.Fh.L Nat Tole) 6-91h 45-1.0-: Lateral wppo t: to full, bolbm= N wppost% WARNING: Mamba Ia,ON en:eed9 ygicd stook klg Of 30,0 (dj vs. Allowable Stress (psi) and Deflection (in) ua(ne RDs2005: Criterion Mal e1e value value MFv' Mal eie Deal fv 101 110 v N• 0.59 Bending l4) fb 692 Pb' e75 [b/Fb' 0.79 eevdinyl-) fD - 075 f'D' 0]3 fb/Pb' 1.00 Mad I..,.03 <L/999 ve Mfl'n Total ME1'v C.OI .L/ 0.12 • L 131 931 0.30 L/]EO O.dS L 21 0.2 0.2. Additional Data: zt P/Elpei)CD CN d E. CfCi LC4 PPv' 170 1.00 1.00 1e00 I..00 1.00 1 00 11 Pb'• 875 1.00 1.00 1.00 1 000 1.000 1.00 1.00 1.00 1.00 - I6 B75 1.00 1.00 1.00 1.000 1.000 1.00 1- 1.00 1.00 - 31 Pep' 625 1.00 1.00 - _ _ _ 1.00 1.00 - E' 1.3 aillf® 1.00 1.00 - - - - 1.0. -0 - 26 CRITICAL LOAD 00NIBMTIONS: sDeaz LC E31 - dL Ip.tterv: _L I11, V 7111, V -1- - 5012 1De Bending (af: 32 826 • - (pattern: L L L), M 9534 lbe-ft Bending (-): LC R31 - D*L (pattern: _L IS). M - 12049 lbe-I[ Mflection: ]A' 426 - (live) u 920 - (total) O.dead Clive s -vivd I-ie4.ac[ Lt-revf live Le-ceneentzated E-aartDquakc nil u ze lie[ed iv the -.1"is output Lwd P .-S/2, 8-Lr5 Or -, no pattern load En thin span w.a Co i.actena: - 7-os 2009 CALCULATIONS: Mflec[Son: E[ - 1236e06 lb-ir ^Lf ve^ deflt ctioa - Deflects m fry. all a e-dtad 1-i- 111,— wind, Total Mflecti.. • 1.50(Mad Load Mfleetion) • Live Laced MEleetion.n Design Notes: 1WeodWorks-ilysls and dellpn am In a mordawelt Dte ICC Intem tonal Building Code (IBC 2009). the Nalenul Design Spwilleabon (NDS 2005), end NDS Design S"Plemrtl Z PWase-ffy Net 8s defadl de0ec0oi3 lsn8s 4m opproorlate toy 4ppMa8 3. Ca - a Cenelo-od 13- NDS Clause 42.5.5 OOu Net morel 0mdmp prwi s be eHaWed W de mWdlo M Of 2 open Deans 4nd W the NO o VIh Of cantlklas aid of a aptms. 4. Senor I-ber bending mambas sW W (W y uppated 4rx9r0g b Ne povisbnc Of NDS Clwse 4.4.1. COMPANY Design Build Services, Inc. Woodworks® Monroe, WA 98272 (360)73-9659SE (360)793-9659 SOFTWARE FOR W00D DESIGN July 12, 201316:58 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_w53 Dead Partial UDL No 0.03 23.03 91.9 91.9 plf 2_w53 Snow Partial UDL Yes 0.03 23.03 141.0 141.0 plf 3_j109 Dead Full UDL No 395.8 plf 4_j109 Live Full UDL Yes 230.7 plf LoadS Dead Full DEL No 390.0 plf .Self -weight Dead Full UDL No 20.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 23'-0.8" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 gpcl.wwb Unfactored: V Dead 2922 7744 7306 2737 Live 830 2159 2080 791 Snow Factored: 479 1268 1209 452 Total Bearing: 3904 10314 9772 3669 Length 0.80 1.80 1.70 0.75 Min re 'd **Minimum tiegrin,, 0.80 i"",.!n ..,..,e.wa �.,, .v.,. ,..,...:._a ...:.... _uw___ 1.80- 0.75 ---....� ._..�... , ._..._ , .,, ,, ,, , ,,, , ,,,� FF ,.,,,y ,,,�,,, a,. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. gpC1 Timber -soft, D.Fir-L, No.2, 8x12 (7-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 23'-0.8"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis Value Design value Anal sis Desi Shear fv = 74 Fv' = 170 fv Fv' = 0.44 Bending(+) fb = 444 Fb' = 875 fb/Fb' = 0.51 Bending(-) fb = 524 Fb' = 875 fb/Fb' = 0.60 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.01 = <L/999 0.27 = L/360 0.05 Total Defl'n 0.07 = <L/999 0.40 = L/240 0.17 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 7 Fb'+ 875 1.00 1,00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 9 Flo - 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 7 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1,00 - - - - 1.00 1.00 - 23 CRITICAL LOAD COMBINATIONS: Shear : LC #7 = D+L (pattern: LL_), V = 5417, V design = 4257 lbs Bending(+): LC #9 = D+L (pattern: L_L), M = 6123 lbs-ft Bending(-): LC #7 = D+L (pattern: LL_), M = 7214 lbs-ft Deflection: LC #23 = (live) LC #23 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: S=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: El = 1236e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 28119 20th St 12) Wood"Works® Monroe, WA 98272 (360) 3-9659SE (360)793-9659 SOFTWARE FOR WOOD DESIGN July 12, 201316:58 Design Check Calculation Sheet WoodWorks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_w52 Dead Partial UDL No 0.02 23.02 194.4 194.4 plf 2_w52 Snow Partial UDL Yes 0.02 23.02 324.0 324.0 plf 3 c60 Dead Point No 15.02 648 lbs 4 c60 Snow Point Yes 15.02 841 lbs 5 c63 Dead Point No 8.02 658 lbs 6 c63 Snow Point Yes 8.02 853 lbs Load? Dead Full UDL No 390.0 plf Sell %ei ht Dead Full UDL No 20.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 23'-0.5" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 gpc2.wwb Unfactored: Dead 1389 4614 3842 4109 1282 Snow Factored: 793 2908 2721 2593 734 Total Bearing: 2182 7522 6563 6702 2016 Length 0.50* 1.23 1.04 1.06 0.50* Min re 'd 0.50* 1.23 1.04** 1.06** 0.50- 'Minimum bearing length setting used: 1/2"tor end supports "Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. gpc2 Timber -soft, D.Fir-L, No.2, 8x12 (7-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 23'-0.5"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Design value Anal sis Desi n Shear fv - 54 Fv' = 195 fv Fv' 0.27 Bending(+) fb = 185 Fb' = 1006 fb/Fb' = 0.18 Bending(-) fb = 311 Fb' = 1006 fb/Fb' = 0.31 Dead Defl'n 0.01 = cL/999 Live Defl'n 0.00 = cL/999 0.20 = L/360 0.02 Total Defl'n 0.01 = cL/999 0.30 = L/240 0.05 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 13 Fb'. 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 7 Ph- 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00' - 13 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear : LC #13 = D+S (pattern: SSsS), v = 4021, v design = 3084 lbs Bending(+): LC #7 = D+S (pattern: SsSs), M - 2543 lbs-ft Bending(-): LC #13 = D+S (pattern: SSsS), M = 4287 lbs-ft Deflection: LC #12 = (live) LC #7 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, x=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: El = 1236eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 213119 120th St SE 514 8th Ave NE , WA 98272 Edmonds, WA 98020 Woodworks®Monroe (300) 7938059 gpc3.vmb July 12, 2013 16:59 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Si2er 9.32 Loads: Load Type Distribution Pat- tern Location Ift) Start End Magnitude Start End Unit 1 C56 Dead Point No 3.53 701 lbs 2 c56 Snow Poinc Yes 3.53 1012 lbs 3 c57 Dead Point No 19.53 701 lbs a c57 Snow Point Yea 19.53 1012 lbs 5 w60 Dead Partial UOL No 0.03 3.53 55.2 55.2 plf 6 w60 Snow Partial UDL Yee 0.03 3.53 89.3 89.3 plf 7 w61 Dead Partial UDL No 19.53 23.03 55.2 55.2 plf B w61 Snow Partial UDL Yes 19.53 23.03 $9.3 89.3 plf 9_j109 Dead Full UDL No 342.1 plf 10_jl09 Live Full UDL Yes 199.4 plf Loadll Dead Pull UDL No 390.0 plf Self -wed ht Deed Pull UDL No 20.5 if Maximum Reactions fibs) and Bearing Lengths (in) : 23'-0.8- Unfactored: Dead 2935 6906 6544 2759 Live 717 1866 1797 684 Snow Factored: 724 695 712 694 Total Bearing: 4016 8826 8426 3792 Length 0.78 1.59 1.51 0.73 Min re 'd 0.78 1.59"" 1.51"• 0.73 con",bun, wa ,rg ,"'gu, gw"u,vu "y uro ""gm,"u vauu, b" I. -PPb''y "'ember. Maximum reaction on at least one support Is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. gpc3 Timber -soft, D.Fir-L, No.2, 8x12 (7-1/2"x11.1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 23'-0.8"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Desi Value Anal tie Debi Shear fv = 70 Fv' = 170 fv Fv' 0.41 Bending(+) fb = 558 Fb' = 1006 fb/Fb' 0.55 Bending(-) tb = 477 Fin' 875 fb/Fb' = 0.55 Dead Defl'n 0.04 <L/999 Live Defl�n 0.02 = <L/999 0.27 L/360 0.07 Total Def 1'n D.08 = <L/999 0.40 L 240 0.19 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC4 Fv' 170 1.00 1.00 1,00 - - - - 1.00 1.00 1.00 7 Fb'+ 875 1.15 1.00 1.00 I.000 1.000 1.00 1.00 1.00 1.00 - 23 F'b'- 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 7 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 23 CRITICAL LOAD COMBINATIONS: Shear : LC 47 D+L (pattern: LL_I, V = 4979, V design - 4004 lbs Bending(.): LC 423 D+.75(L+S) (pattern: xsx), M = 7681 lbs-ft Bending(-): LC 47 D+L (pattern: LL }, M - 6574 lbs-ft Deflection: LC 423 = (live) LC 423 = (total) D=dead Live S=snow W=wind I -impact Lr=roof live Lc=concentrated E=earthquake A11 LC,a ,1re listed in the Analysis output Load Patterns: s=S/2, x=L+S or L+Lr, -no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 1236e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: .. 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Centiievered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Thuesen Custom Homes 28110 120th St SE 514 Bin Ave NE WA 98272 Edmonds WA 98020 WoodWorks' (360) 7 (380)7939859 gpc4 July 15, 2013 12:55 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWOrks Sizer 9.32 Loads: Load Type Distribution Pat- tern Location fit) Start End Magnitude Start End Unit 1_w54 Dead Partial UDL No 1.13 7.53 77.0 77.0 plf 2 rr54 Snow Partial DDL Yes 0.03 7,53 120.4 120.4 plf 3 w55 Dead Partial UDL No 15.53 23.03 77.0 77.0 p 1 f 9 w55 Snow Partial DDL Yea 15.53 23.03 120.4 120.4 plf 5 c68 Dead Point No 15.53 1432 lbs 6 c6B Snow Point Yes 15.53 2103 lbs 7 c69 Dead Point No 7.53 1442 lba 8 c69 Snow Point Yea 7.53 2114 lbs Load9 Dead Full DDL. No 340.0 plf Self-wei ht Dead Pull UDL No 20.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 23'-0.7" Unfactored: Dead 2282 8132 1929 Snow Factored: 1034 4369 878 Total Bearing: 3317 12501 2801 Length 0.71 2.29 0.60 Min re 'd 0.71 2.29 Thai cone iw: uwaninl swig,,, shown here, sue le ha racior..5w Analysis resun5 70r reattmn rrom cntimi lead gpC4 Timber -soft, D.Fir-L, No2, 8x12 (7-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 23'-0.7-; Lateral support: top= full, bottom= at supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal is value Desi value Anal sie Design Shear fv = 303 P1r' 195 fv Eti' - 0.53 Bending (+) fb = 711 Fb' = 3006 fb/Fb' 0.71 Bending(-) fb 1148 Pb' - 1006 fb/Fb' 1.14 Dead Defl'n 0.30 - <L/999 Live Defl'n 0.07 - <L/999 0.40 = L/360 0.18 Total Defl'n 0.22 - L 654 0.60 = L 240 0.37 Additional Data: FACTORS: F/E (psi)CD CH CI CL CF Cfu Cr Cfrt Ci Cn LC# EV' 170 1.15 2.00 1.00 - - - - 1.00 2.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1. 000 1.000 1.00 1.00 1,01 1.00 - 3 Fb•- 875 1.is 1.00 1.00 1.000 1.000 1.00 I.00 1.00 1.00 - 2 F.P. 625 - 1.00 3.00 - - - - 1.00 1.00 - - E' 3.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V - 6335, V design - 5949 lbs Bending (+): LC #3 D+S (pattern: Ss), M - 9799 lbs-ft Bending( -I: LC 412 D+S, M - 15810 lbe-ft Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S-snow M=wind I=iMpaCt Lr=roof live 1-concentrated E=earthquake A11 LC'a are listed in the Analysis output Load Patterns: S=S/2, X-L+S or L+Lr, -no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI 1236e06 lb-in2 "Live•' deflection = Deflection from all aoa-dead loads (live, wind, Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2008), the National Design Spedfication (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. X;2�� COMPANY Design Build Services, Inc. 28119 20th St WoodWorks® Monroe, WA 98272 (360) 3-9659SE (360)793-9659 SOFTWARE FOR WOOD DESIGN July 15, 201312:56 Design Check Calculation Sheet Wood Works Sizer 9.32 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1_j109 Dead Full UDL No 1234.8 plf 2_j109 Live Full UDL Yes 719.8 plf Load3 Dead Full UDL No 150.0 plf .Self -weight Dead Full UDL No 20.5 plf Maximum Reactions (ibs) and Bearing Lengths (in) : 23'-1.5" PROJECT Thuesen Custom Homes 514 8th Ave NE Edmonds, WA 98020 gpc5.wwb Unfactored• Dead 4620 12117 11430 4327 Live Factored: 2612 6734 6488 2489 Total Bearing: 7232 18851 17916 6816 Length 1.54 3.65 3.45 1.45 Min re 'd 1.54 3.65 3.45 1.45 gpc5 Timber -soft, D.Fir-L, No.2, 8x12 (7-112"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 23'-1.5"; Lateral support: top= full, bottom= at supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005 : Criterion Analysis value Design value Anal sis Desi Shear fv = 137 Fv' - 170 fv Pv' = 0.e1 Bending(+) fb = 860 Pb' - 875 fb/Fb' = 0.98 Bending(-) fb = 1005 Fb' = 875 fb/Fb' = 1.15 Dead Defl'n 0.06 = cL/999 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.15 Total Defl'n 0.12 = L/768 0.40 = L/240 0.31 Additional Data: FACTORS: F/E(pSi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 7 Pb'- 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 5 FCp' 625 - 1.o0 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D+L (pattern: LL_), V = 10230, V design = 7895 lbs Bending(+): LC #7 = D+L (pattern: L_L), M = 11848 lbs-ft Bending(-): LC #5 = D+L (pattern: LL_), M = 13839 lbs-ft Deflection: LC #7 = (live) LC #7 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X-L+S or L+Lr, _-no pattern load in this span Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: El = 1236e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. Page 1/4 Job: Thuesen Pile Caps Beam ID: PC3 Time: 2:31 p.m. 7/15/2013 Concrete Beam Design C 0 N C,R E T E B E A M D E S I G N Description: Code : ACI (2011) Member Type Beam Span Data: Main Span Length 11.670 Ft Left End Support - Pinned - Left Support Width 3.000 In Left Haunch Start Location Not Present Cross Section Data: ------------------- Total Depth at Mid -Span 42.000 In Flange Height at Mid -Span 30.000 In Material Data: -------------- -------------- f'c 2.500 K/In"2 Concrete Density 144.000 Lb/Ft"3 Concrete Tensile Strength 0.420 K/In''2 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 4.000 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Allow Cuts in Tension Zone N Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 Design Method :Ultimate Strength Cross Section Shape Ledger Beam Right End Support Pinned Right Support Width 4.000 In Right Haunch Start Location Not Present Top Width at Mid -Span 8.000 In Bottom Width at Mid -Span 12.000 In Flexural Reinforcing fy 60.000 K/In^2 Shear Reinforcing fvy 60.000 K/In^2 Stress Block, Beta 0.850 Top Cover to Stirrup 1.500 In Live Load Deflection Limit L/360.00 Check Crack Control Provisions Y E C H O O F L O A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Yes Yes Yes Main Span # 1 Uniform Load: -508.000 Lb/Ft -200.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft -90.000 Lb/Ft Distance to Begin: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft Distance to End: 3.500 Ft 11.670 Ft 0.000 Ft 0.000 Ft 3.500 Ft # 2 Uniform Load: -452.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft -413.000 Lb/Ft Distance to Begin: 3.500 Ft 0.000 Ft 0.000 Ft 0.000 Ft 8.500 Ft Distance to End: 8.500 Ft 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft # 3 Uniform Load: -700.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft -396.000 Lb/Ft Distance to Begin: 8.500 Ft 0.000 Ft 0.000 Ft 0.000 Ft 3.000 Ft Distance to End: 11.670 Ft 0.000 Ft 0.000 Ft 0.000 Ft 4.000 Ft # 4 Uniform Load: -260.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft -302.000 Lb/Ft Distance to Begin: 3.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 6.000 Ft Distance to End: 4.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 11.000 Ft # 5 Uniform- Load: 220.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft Distance to Begin: 6.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft Distance to End: 11.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft C R I T I C A L S H E A R S & M 0 M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 C 7/15/2013 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 31 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 3931.238 Lb 5803.324 Lb 6349.406 Lb 5182.406 Lb 5103.124 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -3680.562 Lb -6220.581 Lb -8157.330 Lb -6990.330 Lb -5520.381 Lb Moment Right End: 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft Maximum Moment 10274.423 Lb -Ft 16344.179 Lb -Ft 19185.665 Lb -Ft 15797.183 Lb -Ft 14303.611 Lb -Ft Located at: 5.159 Ft 5.655 Ft 6.194 Ft 6.288 Ft 5.626 Ft Max Deflection -0.001 In -0.002 In -0.002 In -0.002 In -0.002 In Located at: 5.724 Ft 5.876 Ft 5.876 Ft 5.888 Ft 5.876 Ft Dead Part: -0.001 In -0.001 In -0.001 In -0.001 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft Reaction Left End: 3931.238 Lb 5803.324 Lb 6349.406 Lb 5182.406 Lb 5103.124 Lb Reaction Right End: 3680.562 Lb 6220.581 Lb 8157.330 Lb 6990.330 Lb 5520.381 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COME 7 LOAD COME 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb 5182.406 Lb 5103.124 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -4801.213 Lb -2366.076 Lb -2366.076 Lb -6990.330 Lb -5520.381 Lb Moment Right End: 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft Maximum Moment 13021.060 Lb -Ft 6604.986 Lb -Ft 6604.986 Lb -Ft 15797.183 Lb -Ft 14303.611 Lb -Ft Located at: 5.455 Ft 5.159 Ft 5.159 Ft 6.288 Ft 5.626 Ft Max Deflection -0.002 In -0.001 In -0.001 In -0.002 In -0.002 In Located at: 5.876 Ft 5.724 Ft 5.724 Ft 5.888 Ft 5.876 Ft Dead Part: -0.001 In -0.001 In -0.001 In -0.001 In -0.001 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft 11.670 Ft Reaction Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb 5182.406 Lb 5103.124 Lb Reaction Right End: 4801.213 Lb 2366.076 Lb 2366.076 Lb 6990.330 Lb 5520.381 Lb C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -4801.213 Lb -2366.076 .Lb -2366.076 Lb Moment Right End: 0.000 Lb -Ft 0.000 Lb -Ft 0.000 Lb -Ft Maximum Moment 13021.060 Lb -Ft 6604.986 Lb -Ft 6604.986 Lb -Ft Located at: 5.455 Ft 5.159 Ft 5.159 Ft Max Deflection -0.002 In -0.001 In -0.001 In Located at: 5.876 Ft 5.724 Ft 5.724 Ft Dead Part: -0.001 In -0.001 In -0.001 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 11.670 Ft 11.670 Ft 11.670 Ft Reaction Left End: 4763.229 Lb 2527.224 Lb 2527.224 Lb Reaction Right End: 4801.213 Lb 2366.076 Lb 2366.076 Lb S E C T I O N D E S I G N I N F O R M A T I O N C 7/15/2013 Paqe 3/4 S E C T I O N F L E X U R A L D E S I G N Mid -Span Region ---------------- ---------------- Cross-Section Information Total Depth 42,000 In Top Width 8.000 In Flange or Recess Depth 30.000 In Bottom Width 12.000 In For Design Moment, Mu 19185.665 Lb -Ft Required As 0.594 In^2 (p 0.002) Required A's 0.000 In^2 (p 0.000) Provided As 0.600 In'2 (p 0.002) Provided A'S 0.000 InA2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn 98053.676 Lb -Ft Gross Area 384.000 InA2 Gross Moment of Inertia 59418.000 In^4 N (Es/Ec) 10.17 Cracked Moment of Inertia 6543.426 In"4 Cracking Moment 97088.235 Lb -Ft Distance to Centroid As 37.38 In Distance to Centroid A's 2.13 In Neutral Axis Location 19.13 In Modulus, Ec 2851.20 K /In '2 Neutral Axis Location 35.17 In * Indicates That Nominal Resistance Includes Appropriate Phi Factor B O T T O M B A R S Mid -Span Region ---------------- Design Moment, Mu : 19185.66 Lb -Ft As Required 0.594 In^2 As Provided : 0.600 In"2 d : 37.375 In Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 3 Bars in Lower Layer 3 Ld 14.40 In At Left Support --------------- --------------- Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In At Right Support ---------------- ---------------- Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In^4 MAIN DEAD -0.001 0.584 OK 59418.00 1 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 2 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 3 -0.002 -0.003 0.584 OK -0.001 0.389 OK 59418.00 4 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 5 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 6 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 7 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 8 -0.002 -0.003 0.584 OK -0.001 0.389 OK 59418.00 9 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 10 -0.002 -0.004 0.584 OK -0.001 0.389 OK 59418.00 11 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 12 -0.001 -0.002 0.584 OK -0.000 0.389 OK 59418.00 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number ® Spacing Al Number ® Spacing Al C 7/15/2013 In'2 In"2 4/4 Spacing starts from face of support .... None Required None Required 7/15/2013 4 Concrete Beam Design Job: Thuesen Pile Caps Beam ID: PC7 Time: 3:25 p.m. 7/15/2013 C O N C R E T E B E A M D E S I G N Description: Code : ACI (2011) Member Type : Beam Span Data: Main Span Length 9.500 Ft Left End Support Fixed Left Support Width 4.000 In Left Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid -Span 42.000 In Flange Height at Mid -Span 30.000 In Material Data: -------------- -------------- f1c 2.500 K/In^2 Concrete Density 144.000 Lb/FtA3 Concrete Tensile Strength 0.420 K/InA2 Design Criteria: Bottom Cover to Stirrup 4.000 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Allow Cuts in Tension Zone N Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 Design Method Ultimate Strength Cross Section Shape Ledger Beam Right End Support Fixed Right Support Width 4.000 In Right Haunch Start Location Not Present Top Width at Mid -Span 8.000 In Bottom Width at Mid -Span 12.000 In Flexural Reinforcing fy 60.000 K/In"2 Shear Reinforcing fvy 60.000 K/In^2 Stress Block, Beta 0.850 Top Cover to Stirrup 1.500 In Live Load Deflection Limit L/360.00 Check Crack Control Provisions Y E C H 0 O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Main Span # 1 Uniform Load:-908.000 Lb/Ft Distance to Begin: 0.000 Ft Distance to End: 9.500 Ft Yes Yes -576.000 Lb/Ft 0.000 Lb/Ft 0.000 Ft 0.000 Ft 9.500 Ft 0.000 Ft Yes Yes 0.000 Lb/Ft -538.000 Lb/Ft 0.000 Ft 0.000 Ft 0.000 Ft 9.500 Ft C R I T I C A L S H E A R S & M 0 M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 6038.200 Lb 10830.950 Lb 12000.400 Lb 9264.400 Lb 9189.350 Lb Moment Left End: -9560.483 Lb-Ft -17149.004 Lb-Ft -19000.633 Lb-Ft -14668.633 Lb-Ft -14549.804 Lb -Ft Shear Right End: -6038.200 Lb -10830.950 Lb -12000.400 Lb -9264.400 Lb -9189.350 Lb Moment Right End: -9560.483 Lb-Ft -17149.004 Lb-Ft -19000.633 Lb-Ft -14668.633 Lb-Ft -14549.804 Lb -Ft Maximum Moment 4780.242 Lb -Ft 8574*.502 Lb -Ft 9500.317 Lb -Ft 7334.317 Lb -Ft 7274.902 Lb -Ft Located at: 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft Max Deflection -0.000 In -0.000 In -0.000 In -0.000 In -0.000 In Located at: 4,750 Ft 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft C 7/15/2013 4 Dead Part: Inflection Points: 2.008 Ft 7.492 Ft Reaction Left End: 6038.200 Lb Reaction Right End: 6038.200 Lb -0.000 In 2.008 Ft 7.492 Ft 10830.950 Lb 10830.950 Lb -0.000 In 2.008 Ft 7.492 Ft 12000.400 Lb 12000.400 Lb -0.000 In 2.008 Ft 7.492 Ft 9264.400 Lb 9264.400 Lb -0.000 In 2.008 Ft 7.492 Ft 9189.350 Lb 9189.350 Lb C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 8422.700 Lb 3881.700 Lb 3881.700 Lb 9264.400 Lb 9189.350 Lb Moment Left End: -13335.942 Lb-Ft -6146.025 Lb-Ft -6146.025 Lb-Ft -14668.633 Lb-Ft -14549.804 Lb -Ft Shear Right End: -8422.700 Lb -3881.700 Lb -3881.700 Lb -9264.400 Lb -9189.350 Lb Moment Right End: -13335.942 Lb-Ft -6146.025 Lb-Ft -6146.025 Lb-Ft -14668.633 Lb-Ft -14549.804 Lb -Ft Maximum Moment 6667.971 Lb -Ft 3073.013 Lb -Ft 3073.013 Lb -Ft 7334.317 Lb -Ft 7274.902 Lb -Ft Located at: 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft Max Deflection -0.000 In -0.000 In -0.000 In -0.000 In -0.000 In Located at: 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft 4.750 Ft Dead Part: -0.000 In -0.000 In -0.000 In -0.000 In -0.000 In Inflection Points: 2.008 Ft 2.008 Ft 2.008 Ft 2.008 Ft 2.008 Ft 7.492 Ft 7.492 Ft 7.492 Ft 7.492 Ft 7.492 Ft Reaction Left End: 8422.700 Lb 3881.700 Lb 3881.700 Lb 9264.400 Lb 9189-.350 Lb Reaction Right End: 8422.700 Lb 3881.700 Lb 3881.700 Lb 9264.400 Lb 9189.350 Lb C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 8422.700 Lb 3881.700 Lb 3881.700 Lb Moment Left End: -13335.942 Lb-Ft -6146.025 Lb-Ft -6146.025 Lb -Ft Shear Right End: -8422.700 Lb -3881.700 Lb -3881.700 Lb Moment Right End: -13335.942 Lb-Ft -6146.025 Lb-Ft -6146.025 Lb -Ft Maximum Moment 6667,971 Lb -Ft 3073.013 Lb -Ft 3073.013 Lb -Ft Located at: 4.750 Ft 4.750 Ft 4.750 Ft Max Deflection -0.000 In -0.000 In -0.000 In Located at: 4.750 Ft 4.750 Ft 4.750 Ft Dead Part: -0.000 In -0.000 In -0.000 In Inflection Points: 2.008 Ft 2.008 Ft 2.008 Ft 7.492 Ft 7.492 Ft 7.492 Ft Reaction Left End: 8422.700 Lb 3881.700 Lb 3881.700 Lb Reaction Right End: 8422.700 Lb 3881.700 Lb 3881.700 Lb Mid -Span Region ---------------- ---------------- Cross-Section Information Total Depth Top Width Flange or Recess Depth Bottom Width For Design Moment, Mu Required As Required A'S S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N 42.000 In 8.000 In 30.000 In 12.000 In 9500.317 Lb -Ft 0.594 In^2 (p 0.002) 0.000 In"2 (p 0.000) Distance to Centroid As 37.38 In Distance to Centroid Ass 2.13 In C 7/15/2013 e Provided As 0.600 In^2 (p 0.002) Provided A's 0.000 In^2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn 98053.676 Lb -Ft Gross Area 384.000 In'2 Gross Moment of Inertia 59418,000 In"4 Neutral Axis Location N (Es/Ec) ; 10.17 Modulus, Ec Cracked Moment of Inertia 6543.426 In^4 Neutral Axis Location Cracking Moment 97088.235 Lb -Ft At Left Support Cross -Section Information Total Depth 42.000 In Distance to Centroid As Top Width 8.000 In Distance to Centroid A's Flange or Recess Depth 30.000 In Bottom Width 12.000 In For Design Moment, Mu-17035.656 Lb -Ft Required As 0.459 In"2 (p 0.001) Required A's 0.000 In^2 (p 0.000) Provided As 0.600 In^2 (p 0.001) Provided A's 0.000 In"2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn-105756.618 Lb -Ft Gross Area 384.000 In'2 Gross Moment of Inertia 59418.600 In"4 Neutral Axis Location N (Es/Ec) 10.17 Modulus, Ec Cracked Moment of Inertia 7865.829 In''4 Neutral Axis Location Cracking Moment 81172.131 Lb -Ft At Right Support ---------------- ---------------- Cross-Section Information Total Depth 42.000 In Distance to Centroid As Top Width 8.000 In Distance to Centroid A's Flange or Recess Depth 30.000 In Bottom Width 12.000 In For Design Moment, Mu-17035.656 Lb -Ft Required As 0.459 In"2 (p 0.001) Required A's 0.000 In"2 (p 0.000) Provided As 0.600 In^2 (p 0.001) Provided A's 0.000 In"2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn-105756.618 Lb -Ft Gross Area 384.000 In''2 19.13 In 2851.20 K /In '2 35.17 In 39.88 In 2.13 In 22.88 In 2851.20 K /In "2 36.12 In 39.88 In 2.13 In Gross Moment of Inertia 59418.000 In"4 Neutral Axis Location 22.88 In N (Es/Ec) : 10.17 Modulus, Ec 2851.20 K /In '2 Cracked Moment of Inertia 7865.829 In'4 Neutral Axis Location 36.12 In Cracking Moment 81172.131 Lb -Ft + Indicates That Nominal Resistance Includes Appropriate Phi Factor B 0 T T 0 M B A R S Mid -Span Region ---------------- ---------------- Design Moment, Mu 9500.32 Lb -Ft As Required Bar Size #4 Number of Layers 1 Number of Bars 3 Bars in Lower Layer 3 At Left Support --------------- --------------- Percent of Bars Continuing into Support 100 At Right Support ---------------- ---------------- 0.594 In"2 As Provided : 0.600 In''2 d : 37.375 In Layer Spacing 0.00 In Ld 14.40 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In T O P B A R S - L E F T S U P P O R T C 7/15/2013 Design Moment, Mu-17035.66 Lb -Ft As Required 0.459 In"2 As Provided : 0.600 In'2 d : 39.875 In Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 3 Bars in Top Layer 3 Ldl 18.72 In ***Anchor Bars Suggested Bar Cutoff 64.00 In (from Centerline of Support) T 0 P B A R S - R I G H T S U P P O R T Design Moment, Mu-17035.66 Lb -Ft As Required : 0.459 In^2 As Provided : 0.600 In'2 d : 39.875 In Bar Size #4 Number of Layers : 1 Layer Spacing 0.00 In Number of Bars 3 Bars in Top Layer : 3 Ldl 18.72 In ***Anchor Bars Suggested Bar Cutoff 64.00 in (from Centerline of Support) A M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In'4 MAIN DEAD -0.000 0.475 OR 59418.00 1 -0.000 .-0.001 0.475 OR -0.000 0.317 OR 59418.00 2 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 3 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 4 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 5 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 6 -0.000 -0.000 0.475 OR -0.000 0.317 OR 59418.00 7 -0.000 -0.000 0.475 OR -0.000 0.317 OR 59418.00 8 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 9 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 10 -0.000 -0.001 0.475 OR -0.000 0.317 OR 59418.00 11 -0.000 -0.000 0.475 OR -0.000 0.317 OR 59418.00 12 -0.000 -0.000 0.475 OR -0.000 0.317 OR 59418.00 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number ® Spacing Al Number 9 Spacing Al In"2 In'2 Spacing starts from face of support .... None Required None Required C 7/15/2013 1/4 Job: Thuesen Pile Caps Beam ID: pc14 Time: 3:15 p.m. 7/15/2013 Description: Code Member Type ACI (2011) Beam Concrete Beam Design C O N C R E T E B E A M D E S I G N Span Data: Main Span Length 9.000 Ft Left End Support Fixed Left Support Width 3.000 In Left Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid -Span 12.000 In Material Data: -------------- -------------- f'c 2.500 K/In"2 Concrete Density 144.000 Lb/Ft^3 Concrete Tensile Strength 0.420 K/In^2 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 4.000 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Allow Cuts in Tension Zone N Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 Design Method Ultimate Strength Cross Section Shape Rectangular Right End Support Fixed Right Support Width 3.000 In Right Haunch Start Location Not Present Top Width at Mid -Span 12.000 In Flexural Reinforcing fy 60.000 K/In"2 Shear Reinforcing fvy 60.000 K/InA2 Stress Block, Beta 0.850 Top Cover to Stirrup 1.500 In Live Load Deflection Limit L/360.00 Check Crack Control Provisions Y E C H O O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Main Span # 1 Uniform Load:-490.000 Lb/Ft-800.000 Lb/Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 9.000 Ft 9.000 Ft C R I T I C A L S H E A R S & M 0 M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x-Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 3087.000 Lb 8406.000 Lb 6246.000 Lb 2646.000 Lb 6246.000 Lb Moment Left End: -4630.500 Lb-Ft -12609.000 Lb-Ft -9369.000 Lb-Ft -3969.000 Lb-Ft -9369.000 Lb -Ft Shear Right End: -3087.000 -Lb -8406.000 Lb -6246.000 Lb -2646.000 Lb -6246.000 Lb Moment Right End: -4630.500 Lb-Ft -12609.000 Lb-Ft -9369.000 Lb-Ft -3969.000 Lb-Ft -9369.000 Lb -Ft Maximum Moment 2315.250 Lb -Ft 6304.500 Lb -Ft 4684.500 Lb -Ft 1984.500 Lb -Ft 4684.500 Lb -Ft Located at: 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft Max Deflection -0.003 In -0.008 In -0.008 In -0.003 In -0.008 In Located at: 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft Dead Part: -0.003 In -0.003 In -0.003 In -0.003 In C 7/15/2013 2/4 Inflection Points: 1.902 Ft 7.098 Ft Reaction Left End: 3087.000 Lb Reaction Right End: 3087.000 Lb 1.902 Ft 7.098 Ft 8406.000 Lb 8406.000 Lb 1.902 Ft 7.098 Ft 6246.000 Lb 6246.000 Lb 1.902 Ft 7.098 Ft 2646.000 Lb 2646.000 Lb 1.902 Ft 7.098 Ft 6246.000 Lb 6246.000 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 6246.000 Lb 1984.500 Lb 1984.500 Lb 2646.000 Lb 6246.000 Lb Moment Left End: -9369.000 Lb-Ft -2976.750 Lb-Ft -2976.750 Lb-Ft -3969.000 Lb-Ft -9369.000 Lb -Ft Shear Right End: -6246.000 Lb -1984.500 Lb -1984.500 Lb -2646.000 Lb -6246.000 Lb Moment Right End: -9369.000 Lb-Ft -2976.750 Lb-Ft -2976.750 Lb-Ft -3969.000 Lb-Ft -9369.000 Lb -Ft Maximum Moment 4684.500 Lb -Ft 1488.375 Lb -Ft 1488.375 Lb -Ft 1984.500 Lb -Ft 4684.500 Lb -Ft Located at: 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft Max Deflection -0.008 In -0.003 In -0.003 In -0.003 In -0.008 In Located at: 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft 4.500 Ft Dead Part: -0.003 In -0.003 In -0.003 In -0.003 In -0.003 In Inflection Points: 1.902 Ft 1.902 Ft 1.902 Ft 1.902 Ft 1.902 Ft 7.098 Ft 7.098 Ft 7.098 Ft 7.098 Ft 7.098 Ft Reaction Left End: 6246.000 Lb 1984.500 Lb 1984.500 Lb 2646.000 Lb 6246.000 Lb Reaction Right End: 6246.000 Lb 1984.500 Lb 1984.500 Lb 2646.000 Lb 6246.000 Lb C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 6246.000 Lb 1984.506 Lb 1984.500 Lb Moment Left End: -9369.000 Lb-Ft -2976.750 Lb-Ft -2976.750 Lb -Ft Shear Right End: -6246.000 Lb -1984.500 Lb -1984.500 Lb Moment Right End: -9369.000 Lb-Ft -2976.750 Lb-Ft -2976.750 Lb -Ft Maximum Moment 4684.500 Lb -Ft 1488.375 Lb -Ft 1488.375 Lb -Ft Located at: 4.500 Ft 4.500 Ft 4.500 Ft Max Deflection -0.008 In -0.003 In -0.003 In Located at: 4.500 Ft 4.500 Ft 4.500 Ft Dead Part: -0.003 In -0.003 In -0.003 In Inflection Points: 1.902 Ft 1.902 Ft 1.902 Ft 7.098 Ft 7.098 Ft 7.098 Ft Reaction Left End: 6246.000 Lb 1984.500 Lb 1984.500 Lb Reaction Right End: 6246.000 Lb 1984.500 Lb 1984.500 Lb S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N Mid -Span Region ---------------- ---------------- Cross-Section Information Total Depth 12.000 In Distance to Centroid As 7.38 In Top Width 12.000 In Distance to Centroid A's 2.13 In For Design Moment, Mu 6304.500 Lb -Ft Required As 0.284 InA2 (p 0.003) Required A's 0.000 In^2 (p 0.000) Provided As 0.400 InA2 (p : 0.005) Provided A's 0.000 InA2 (p 0.000) Reduction Factor, Phi 0.90 C 7/15/2013 Moment Capacity, *Mn 12427.941 Lb -Ft Gross Area 144.000 In'2 Gross Moment of Inertia 1728.000 In'4 Neutral Axis Location 6.00 In N (Es/Ec) ; 10.17 Modulus, Ec 2851.20 K /In ^2 Cracked Moment of Inertia 149.377 In^4 Neutral Axis Location 10.08 In Cracking Moment 9000.000 Lb -Ft At Left Support --------------- --------------- Cross-Section Information Total Depth 12.000 In Distance to Centroid As 9.88 In Top Width 12.000 In Distance to Centroid A's 2.13 In For Design Moment, Mu -11572.844 Lb -Ft Required As 0.395 InA2 (p 0.003) Required A's 0.000 In"2 (p 0.000) Provided As 0.400 In"2 (p 0.003) Provided A's 0.000 In^2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -16927.941 Lb -Ft Gross Area 144.000 In'2 Gross Moment of Inertia 1728.000 In^4 Neutral Axis Location 6.00 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In ^2 Cracked Moment of Inertia 282.092 In^4 Neutral Axis Location 9.73 In Cracking Moment 9000.000 Lb -Ft At Right Support ---------------- ---------------- Cross-Section Information Total Depth 12.000 In Distance to Centroid As 9.88 In Top Width 12.000 In Distance to Centroid A's 2.13 In For Design Moment, Mu -11572.844 Lb -Ft Required As 0.395 InA2 (p 0.003) Required A's 0.000 In'2 (p 0.000) Provided As 0.400 In^2 (p 0.003) Provided A's 0.000 In^2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -16927.941 Lb -Ft Gross Area 144.000 In'2 Gross Moment of Inertia 1728.000 In^4 Neutral Axis Location 6.00 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In ^2 Cracked Moment of Inertia 282.092 In^4 Neutral Axis Location 9.73 In Cracking Moment 9000.000 Lb -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B 0 T T 0 M B A R S Mid -Span Region ---------------- ---------------- Design Moment, Mu 6304.50 Lb -Ft As Required Bar Size #4 Number of Layers 1 Number of Bars 2 Bars in Lower Layer 2 At Left Support --------------- --------------- Percent of Bars Continuing into Support 100 At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 0.284 In^2 As Provided : 0.400 In"2 d ; 7.375 In Layer Spacing 0.00 In Ld 14.40 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In T O P B A R S - L E F T S U P P O R T Design Moment, Mu-11572.84 Lb -Ft As Required : 0.395 In^2 As Provided : 0.400 In^2 d : 9.875 In Bar Size #4 Number of Layers : 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer 2 Ldl 14.40 In ***Anchor Bars Suggested Bar Cutoff 32.75 In (from Centerline of Support) C 7/15/2013 T 0 P B A R S R I G H T S U P P O R T Design Moment, Mu-11572.84 Lb -Ft As Required : 0.395 In'2 As Provided : 0.400 In^2 d : 9.875 In Bar Size #4 Number of Layers 1 Layer Spacing : 0.00 In Number of Bars 2 Bars in Top Layer 2 Ldl 14.40 In ***Anchor Bars Suggested Bar Cutoff 32.75 In (from Centerline of Support) M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In''4 MAIN DEAD -0.003 0.450 OK 1728.00 1 -0.008 -0.013 0.450 OK -0.005 0.300 OK 1728.00 2 -0.008 -0.013 0.450 OK -0.005 0,300 OK 1728.00 3 -0.003 -0.006 0.450 OK -0.000 0.300 OK 1728.00 4 -0.008 -0.013 0.450 OK -0.005 0.300 OK 1728.00 5 -0.008 -0.013 0.450 OK -0.005 0.300 OK 1728.00 6 -0.003 -0.006 0.450 OK -0.000 0.300 OK 1728.00 7 -0.003 -0.006 0.450 OK -0.000 0.300 OK 1728.00 8 -0.003 -0.006 0.450 OK -0.000 0.300 OK 1728.00 9 -0.008 -0.013 0.450 OK -0.005 0.300 OK 1728.00 10 -0.008 -0.013 0.450 OK -0.005 0.300 OK 1728.00 11 -0.003 -0.006 0.450 OK -0.000 0.300 OK 1728.00 12 -0.003 -0.006 0.450 OK -0.000 0.300 OK 1728.00 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number @ Spacing Al Number @ Spacing Al In^2 In"2 Spacing starts from face of support .... @ 1.750 In 5 @ 4.000 In 3 @ 3.000 In Beyond 2.563 Ft From Face None Required Use #3 Stirrups - 2 Vertical Legs @ 1.750 In 5 @ 4.000 In 3 @ 3.000 In Beyond 2.563 Ft From Face {iNone Required c/ C 7/15/2013 Job: Thuesen Pile Caps Beam ID: gpcl Time: 4:29 p.m. 7/15/2013 Concrete Beam Design C O N C R E T E B E A M D E S I G N Description: Code ACI (2011) Member Type Beam Span Data: Main Span Length 7.500 Ft Left End Support Pinned Left Support Width 3.000 In Left Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid -Span 18.000 In Flange Height at Mid -Span 6.000 In Material Data: -------------- -------------- f'c 2.500 K/In^2 Concrete Density 144.000 Lb/Ft^3 Concrete Tensile Strength 0.420 K/In"2 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 4.000 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Allow Cuts in Tension Zone N Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 Design Method Ultimate Strength Cross Section Shape Ledger Beam Right End Support Fixed Right Support Width 3.000 In Right Haunch Start Location Not Present Top Width at Mid -Span 6.000 In Bottom Width at Mid -Span 12.000 In Flexural Reinforcing fy 60.000 K/In"2 Shear Reinforcing fvy 60.000 K/In'2 Stress Block, Beta 0.850 Top Cover to Stirrup 1.500 In Live Load Deflection Limit L/360.00 Check Crack Control Provisions Y E C H O O F L O A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Yes Main Span # 1 Uniform Load:-878.000 Lb/Ft-231.000 Lb/Ft 0.000 Lb/Ft Distance to Begin: 0.000 Ft 0.000 Ft 0.000 Ft Distance to End: 7.500 Ft 7.500 Ft 0.000 Ft Yes Yes 0.000 Lb/Ft-141.000 Lb/Ft 0.000 Ft 0.000 Ft 0.000 Ft 7.500 Ft C R I T I C A L S H E A R S & M O M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 3457.125 Lb 4201.031 Lb 4247.438 Lb 3597.750 Lb 3811.219 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -5761.875 Lb -7001.719 Lb -7079.063 Lb -5996.250 Lb -6352.031 Lb Moment Right End: -8642.813 Lb-Ft -10502.578 Lb-Ft -10618.594 Lb-Ft -8994.375 Lb-Ft -9528.047 Lb -Ft Maximum Moment 4861.582 Lb -Ft 5907.700 Lb -Ft 5972.959 Lb -Ft 5059.336 Lb -Ft 5359.526 Lb -Ft Located at: 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft Max Deflection -0.002 In -0.003 In -0.003 In -0,003 In -0.003 In C 7/15/2013 Located at: 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft Dead Part: -0.002 In -0.002 In -0.002 In -0.002 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 5.625 Ft 5.625 Ft 5.625 Ft 5.625 Ft 5.625 Ft Reaction Left End: 3457.125 Lb 4201.031 Lb 4247.438 Lb 3597.750 Lb 3811.219 Lb Reaction Right End: 5761.875 Lb 7001.719 Lb 7079.063 Lb 5996.250 Lb 6352.031 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 3692.250 Lb 2222.438 Lb 2222.438 Lb 3597.750 Lb 3811.219 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -6153.750 Lb -3704.063 Lb -3704.063 Lb -5996.250 Lb -6352.031 Lb Moment Right End: -9230.625 Lb-Ft -5556.094 Lb-Ft -5556.094 Lb-Ft -8994.375 Lb-Ft -9528.047 Lb -Ft Maximum Moment 5192.227 Lb -Ft 3125.303 Lb -Ft 3125.303 Lb -Ft 5059.336 Lb -Ft 5359.526 Lb -Ft Located at: 2.813 Ft 2.812 Ft 2.812 Ft 2.813 Ft 2.813 Ft Max Deflection -0.003 In -0.002 In -0.002 In -0.003 In -0.003 In . Located at: 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft Dead Part: -0.002 In -0.002 In -0.002 In -0.002 In -0.002 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 5.625 Ft 5.625 Ft 5.625 Ft 5.625 Ft 5.625 Ft Reaction Left End: 3692.250 Lb 2222.438 Lb 2222.438 Lb 3597.750 Lb 3811.219 Lb Reaction Right End: 6153.750 Lb 3704.063 Lb 3704.063 Lb 5996.250 Lb 6352.031 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 3692.250 Lb 2222.438 Lb 2222.438 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -6153.750 Lb -3704.063 Lb -3704.063 Lb Moment Right End: -9230.625 Lb-Ft -5556.094 Lb-Ft -5556.094 Lb -Ft Maximum Moment 5192.227 Lb -Ft 3125.303 Lb -Ft 3125.303 Lb -Ft Located at: 2.813 Ft 2.812 Ft 2.812 Ft Max Deflection -0.003 In -0.002 In -0.002 In Located at: 3.162 Ft 3.162 Ft 3.162 Ft Dead Part: -0.002 In -0.002 In -0.002 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 5.625 Ft 5.625 Ft 5.625 Ft Reaction Left End: 3692.250 Lb 2222.438 Lb 2222.438 Lb Reaction Right End: 6153.750 Lb 3704.063 Lb 3704.063 Lb Mid -Span Region ---------------- ---------------- Cross-Section Information Total Depth Top Width Flange or Recess Depth Bottom Width For Design Moment, Mu Required As S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N 18.000 In 6.000 In 6.000 In 12.000 In 5972.959 Lb -Ft 0.293 In^2 (p : 0.004) Distance to Centroid As 13.38 In Distance to Centroid A's 2.13 In C 7/15/2013 4 Required A's 0.000 In^2 (p 0.000) Provided As 0.400 InA2 (p 0.005) Provided A's 0.000 In"2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn 22380.882 Lb -Ft Gross Area 180.000 InA2 Gross Moment of Inertia 4168.800 In''4 Neutral Axis Location N (Es/Ec) 10.17 Modulus, Ec Cracked Moment of Inertia 482.025 In"4 Neutral Axis Location Cracking Moment 16701.923 Lb -Ft At Right Support ---------------- ---------------- Cross-Section Information Total Depth 18.000 In Distance to Centroid As Top Width 6.000 In Distance to Centroid A's Flange or Recess Depth 6.000 In Bottom Width 12.000 In For Design Moment, Mu -9745.509 Lb -Ft Required As 0.316 In''2 (p : 0.002) Required A's 0.000 InA2 (p 0.000) Provided As 0.400 In''2 (p 0.002) Provided A's 0.000 In"2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -27727.941 Lb -Ft Gross Area 180.000 In'2 7.80 In 2851.20 K /In ^2 14.37 In 15.88 In 2.13 In Gross Moment of Inertia 4168.800 In^4 Neutral Axis Location 10.20 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In '2 Cracked Moment of Inertia 782.346 In'4 Neutral Axis Location 15.04 In Cracking Moment 12772.059 Lb -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B O T T O M B A R S Mid -Span Region ---------------- ---------------- Design Moment, Mu 5972.96 Lb -Ft As Required Bar Size #4 Number of Layers 1 Number of Bars 2 Bars in Lower Layer 2 At Left Support --------------- --------------- Percent of Bars Continuing into Support 100 At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 0.293 In'2 As Provided : 0.400 In"2 d : 13.375 In Layer Spacing 0.00 In Ld 14.40 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In T 0 P B A R S - R I G H T S U P P O R T Design Moment, Mu-9745.51 Lb -Ft As Required : 0.318 In"2 As Provided : 0.400 In"2 d : 15.875 In Bar Size #4 Number of Layers : 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer : 2 Ldl 18.72 In ***Anchor Bars Suggested Bar Cutoff 38.50 In (from Centerline of Support) M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In"4 MAIN DEAD -0.002 0.375 OR 4168.80 1 -0.003 -0.006 0.375 OR -0.001 0.250 OR 4168.80 C 7/15/2013 Page 4/4 2 -0.003 -0.006 0.375 OK -0.001 0.250 OK 4168.80 3 -0.003 -0.005 0.375 OK -0.000 0.250 OK 4168.80 4 -0.003 -0.006 0.375 OK -0.001 0.250 OK 4168.80 5 -0.003 -0.006 0.375 OK -0.001 0.250 OK 4168.80 6 -0.002 -0.004 0.375 OK 0.000 0.250 OK 4168.80 7 -0.002 -0.004 0.375 OK 0.000 0.250 OK 4168.80 8 -0.003 -0.005 0.375 OK -0.000 0.250 OK 4168.80 9 -0.003 -0.006 0.375 OK -0.001 0.250 OK 4168.80 10 -0.003 -0.006 0.375 OK -0.001 0.250 OK 4168.80 11 -0.002 -0.004 0.375 OK 0.000 0.250 OK 4168.80 12 -0.002 -0.004 0.375 OK 0.000 0.250 OK 4168.80 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number @ Spacing Al Number @ Spacing Al In'2 In^2 Spacing starts from face of support .... None Required Use #3 Stirrups - 2 Vertical Legs @ 1.750 In 3 @ 7.000 In 2 @ 6.000 In Beyond 2.896 Ft From Face None Required c 7/15/2013 4 Job: Beam ID: ; (a13 Time: 4:10 p.m. 7/15/2013 Concrete Beam Design C O N C R E T E S E A K D E S I G N Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 Description: ss=C's ss Code ACI (2011) Design Method Ultimate Strength Member Type One -Way Slab Cross Section Shape Rectangular Span Data: sssMain Span Length 11.000 Ft Left End Support Pinned Right End Support Fixed Left Support Width 6.000 In Right Support Width 6.000 In Left Haunch Start Location Not Present Right Haunch Start Location Not Present Cross Section Data: ................... Total Depth at Mid -Span 6.000 In Top Width at Mid -Span 16.000 In Material Data: .............. f1c 2.500 K/In^2 Flexural Reinforcing fy 60.000 K/In'2 Concrete Density 144.000 Lb/FtA3 Shear Reinforcing fvy 60.000 K/In"2 Concrete Tensile Strength 0.420 K/In^2 Stress Block, Beta 0.850 Design Criteria: ................ Bottom Cover to Stirrup 1.500 In Top Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Live Load Deflection Limit L/360.00 Allow Cuts in Tension Zone Y Check Crack Control Provisions Y 8 C N 0 O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Main Span .:# 1 sConcentrated Load: 0.000 0.000 Lb Ft 2000.000 Ft {� Distance: , # 1 Uniform Load: -80.000 Lb/Ft 0.000 Lb/Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 11.000 Ft 0.000 Ft C R I T I C A L 8 H 8 A R 8 k K O N E N T S DEAD LOAD LOAD CONS 1 LOAD CODS 2 LOAD CODS 3 LOAD CODS 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 462.000 Lb 1396.000 Lb 1021.000 Lb 396.000 Lb 1021.000 Lb Moment Left find: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -770.000 Lb -2860.000 Lb -2035.000 Lb -660.000 Lb -2035.000 Lb Moment Right End: -1694.000 Lb-Ft -8052.000 Lb-Ft -5577.000 Lb-Ft -1452.000 Lb-Ft -5577.000 Lb -Ft Maximum Moment 952.875 Lb -Ft 6226.000 Lb -Ft 4163.500 Lb -Ft 816.750 Lb -Ft 4163.500 Lb -Ft Located at: 4.125 Ft 5.500 Ft 5.500 Ft 4.125 Ft 5.500 Ft C 7/15/2013 Max Deflection -0.013 In -0.111 In Located at: 4.637 Ft 4.869 Ft Dead Part: -0.013 In Inflection Points: 0.000 Ft 0.000 Ft 8.250 Ft 8.037 Ft Reaction Left End: 462.000 Lb 1396.000 Lb Reaction Right End: 770.000 Lb 2860.000 Lb -0.111 In -0.013 In -0.111 In 4.869 Ft 4.637 Ft 4.869 Ft -0.013 In -0.013 In -0.013 In 0.000 Ft 0.000 Ft 0.000 Ft 8.055 Ft 8.250 Ft 8.055 Ft 1021.000 Lb 396.000 Lb 1021.000 Lb 2035.000 Lb 660.000 Lb 2035.000 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 1021.000 Lb 297.000 Lb 297.000 Lb 396.000 Lb 1021.000 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -2035.000 Lb -495.000 Lb -495.000 Lb -660.000 Lb -2035.000 Lb Moment Right End: -5577.000 Lb-Ft -1089.000 Lb-Ft -1089.000 Lb-Ft -1452.000 Lb-Ft -5577.000 Lb -Ft Maximum Moment 4163.500 Lb -Ft 612.563 Lb -Ft 612.563 Lb -Ft 816.750 Lb -Ft 4163.500 Lb -Ft Located at: 5.500 Ft 4.125 Ft 4.125 Ft 4.125 Ft 5.500 Ft Max Deflection -0.111 In -0.013 In -0.013 In -0.013 In -0.111 In Located at: 4.869 Ft 4.637 Ft 4.637 Ft 4.637 Ft 4.869 Ft Dead Part: -0.013 In -0.013 In -0.013 In -0.013 In -0.013 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 8.055 Ft 8.250 Ft 8.250 Ft 8.250 Ft 8.055 Ft Reaction Left End: 1021.000 Lb 297.000 Lb 297.000 Lb 396.000 Lb 1021.000 Lb Reaction Right End: 2035.000 Lb 495.000 Lb 495.000 Lb 660.000 Lb 2035.000 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 1021.000 Lb 297.000 Lb 297.000 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -2035.000 Lb -495.000 Lb -495.000 Lb Moment Right End: -5577.000 Lb-Ft -1089.000 Lb-Ft -1089.000 Lb -Ft Maximum Moment 4163.500 Lb -Ft 612.563 Lb -Ft 612.563 Lb -Ft Located at: 5.500 Ft 4.125 Ft 4.125 Ft Max Deflection -0.111 In -0.013 In -0.013 In Located at: 4.869 Ft 4.637 Ft 4.637 Ft Dead Part: -0.013 In -0.013 In -0.013 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 8.055 Ft 8.250 Ft 8.250 Ft Reaction Left End: 1021.000 Lb 297.000 Lb 297.000 Lb Reaction Right End: 2035.000 Lb 495.000 Lb 495,000 Lb Mid -Span Region ---------------- Cross-Section Information Total Depth Top Width For Design Moment, Mu Required As Required Ass S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N 6.000 In 16.000 In 6226.000 Lb -Ft 0.351 In"2 (p 0.005) 0.000 In"2 (p 0.000) Distance to Centroid As 4.25 In Distance to Centroid A's 1.75 In 2/4 C 7/15/2013 3/4 Provided As 0.400 In'2 (p 0.006) Provided A's 0.000 In'2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn 7014.706 Lb -Ft Gross Area 96.000 In''2 Gross Moment of Inertia 288.000 In'4 Neutral Axis Location 3.00 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In ''2 Cracked Moment of Inertia 47.029 In"4 Neutral Axis Location 4,76 In Cracking Moment 3000.000 Lb -Ft At Right Support ---------------- ---------------- Cross-Section Information Total Depth 6.000 In Distance to Centroid As 4.25 In Top Width 16.000 In Distance to Centroid A's 1.75 In For Design Moment, Mu -7340.000 Lb -Ft Required As 0.421 In"2 (p : 0.006) Required A's 0.000 In'2 (p 0.000) Provided As 0.600 In"2 (p 0.009) Provided A's 0.000 In''2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -10045.588 Lb -Ft Gross Area 96.000 In^2 Gross Moment of Inertia 288.000 In^4 Neutral Axis Location 3.00 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In '2 Cracked Moment of Inertia 64.102 In^4 Neutral Axis Location 4.54 In Cracking Moment 3000.000 Lb -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B 0 T T 0 M B A R S Mid -Span Region ---------------- ---------------- Design Moment, Mu 6226.00 Lb -Ft As Required : 0.351 In"2 As Provided : 0.400 In"2 d 4.250 In Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In At Left Support Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In At Right Support Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In T 0 P B A R S - R I G H T S U P P O R T Design Moment, Mu : -7340.00 Lb -Ft As Required 0.42 In'2 As Provided : 0.600 In"2 d : 4.250 In Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In /1 Number of Bars 3 Bars in Top Layer 3 Ldl 14.40 In ***Anchor Bars /11 L. /✓( Percent of Bars Cut 33 �l Suggested Bar Cutoffs : 35.75 In and 43.50 In (from Centerline of Support Ld2 Ifi"''�' M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In"4 MAIN DEAD -0,013 0.550 OK 288.00 1 -0.111 -0.173 0.550 OK -0.097 0.367 OK 170,74 2 -0.111 -0.173 0.550 OK -0.097 0.367 OK 170.74 3 -0.013 -0.027 0.550 OK 0.000 0.367 OK 288.00 C 7/15/2013 4/4 4 -0.111 -0.173 0.550 OK -0.097 0.367 OK 170.74 5 -0.111 -0.173 0.550 OK -0.097 0.367 OK 170.74 6 -0.013 -0.027 0.550 OK 0.000 0.367 OK 288.00 7 -0.013 -0.027 0.550 OK 0.000 0.367 OK 288.00 8 -0.013 -0.027 0.550 OK 0.000 0.367 OK 288.00 9 -0.111 -0.173 0.550 OK -0.097 0.367 OK 170.74 10 -0.111 -0.173 0.550 OK -0.097 0.367 OK 170.74 11 -0.013 -0.027 0.550 OK 0.000 0.367 OK 288.00 12 -0.013 -0.027 0.550 OK 0.000 0.367 OK 288.00 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number 0 Spacing Al Number 0 Spacing Al In"2 In'2 Spacing starts from face of support .... None Required None Required 0 7/15/2013 ' Pace 1/4 Concrete Beam Design Job: Thuesen Pile Caps Beam ID: gpc4 Time: 3:17 p.m. 7/15/2013 Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 C O N C R E T E B E A M D E S I G N Description: Code ACI (2011) Design Method Ultimate Strength Member Type Beam Cross Section Shape Ledger Beam Span Data: Main Span Length 12.000 Ft Left End Support Pinned Right End Support Fixed Left Support Width 3.000 In Right Support Width 3.000 In Left Haunch Start Location Not Present Right Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid -Span 18.000 In Top Width at Mid -Span 6.000 In Flange Height at Mid -Span 6.000 In Bottom Width at Mid -Span 12.000 In Material Data: -------------- f'c 2.500 K/In"2 Flexural Reinforcing fy 60.000 K/In^2 Concrete Density 144.000 Lb/Ft^3 Shear Reinforcing fvy 60.000 K/In'2 Concrete Tensile Strength 0.420 K/In"2 Stress Block, Beta 0.850 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 4.000 In Top Cover to Stirrup 1.500 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Live Load Deflection Limit L/360.00 Allow Cuts in Tension Zone N Check Crack Control Provisions Y E C H O O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Yes Yes Yes Main Span # 1 Concentrated Load: -1442.000 Lb 0.000 Lb 0.000 Lb 0.000 Lb-2114.000 Lb Distance: 7.500 Ft 0.000 Ft 0.000 Ft 0.000 Ft 7.500 Ft # 1 Uniform Load: -417.000 Lb/Ft 0.000 Lb/Ft 0,000 Lb/Ft 0.000 Lb/Ft-120,000 Lb/Ft Distance to Begin: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft Distance to End: 7.500 Ft 0.000 Ft 0.000 Ft 0.000 Ft 7.500 Ft # 2 Uniform Load: -340.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft 0.000 Lb/Ft Distance to Begin: 7.500 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft Distance to End: 12.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft C R I T I C A L S H E A R S & M O M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R C 7/15/2013 I Paae 2/4 Shear Left End: 2968.800 Lb 2992.572 Lb 3977.921 Lb 3977.921 Lb 2992.572 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -5570.500 Lb -5833.828 Lb -8163.879 Lb -8163.879 Lb -5833.828 Lb Moment Right End: -14401.129 Lb-Ft -15438.190 Lb-Ft -22245.794 Lb-Ft -22245.794 Lb-Ft -15438.190 Lb -Ft Maximum Moment 7548.622 Lb -Ft 7990.261 Lb -Ft 11426.818 Lb -Ft 11426.818 Lb -Ft 7990.261 Lb -Ft Located at: 5.085 Ft 5.340 Ft 5.745 Ft 5.745 Ft 5.340 Ft Max Deflection -0.009 In -0.016 In -0.016 In -0.016 In -0.016 In Located at: 5.248 Ft 5.355 Ft 5.355 Ft 5.355 Ft 5.355 Ft Dead Part: -0.009 In -0.009 In -0.009 In -0.009 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 9.041 Ft 9.049 Ft 9.059 Ft 9.059 Ft 9.049 Ft Reaction Left End: 2968.800 Lb 2992.572 Lb 3977.921 Lb 3977.921 Lb 2992.572 Lb Reaction Right End: 5570.500 Lb 5833.828 Lb 8163.879 Lb 8163.879 Lb 5833.828 Lb C R I T I C A L S H E A R S E M 0 M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8! 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 2723.840 Lb 1908.514 Lb 1908.514 Lb 3977.921 Lb 2992.572 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -5198.360 Lb -3581.036 Lb -3581.036 Lb -8163.879 Lb -5833.828 Lb Moment Right End: -13581.571 Lb-Ft -9257.869 Lb-Ft -9257.869 Lb-Ft -22245.794 Lb-Ft -15438.190 Lb -Ft Maximum Moment 7074.088 Lb -Ft 4852.686 Lb -Ft 4852.686 Lb -Ft 11426.818 Lb -Ft 7990.261 Lb -Ft Located at: 5.194 Ft 5.085 Ft 5.085 Ft 5.745 Ft 5.340 Ft Max Deflection -0.016 In -0.009 In -0.009 In -0.016 In -0.016 In Located at: 5.355 Ft 5.248 Ft 5.248 Ft 5.355 Ft 5.355 Ft Dead Part: -0.009 In -0.009 In -0.009 In -0.009 In -0.009 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 9.045 Ft 9.041 Ft 9.041 Ft 9.059 Ft 9.049 Ft Reaction Left End: 2723.840 Lb 1908.514 Lb 1908.514 Lb 3977.921 Lb 2992.572 Lb Reaction Right End: 5198.360 Lb 3581.036 Lb 3581.036 Lb 8163.879 Lb 5833.828 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 2723.840 Lb 1908.514 Lb 1908.514 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -5198.360 Lb -3581.036 Lb -3581.036 Lb Moment Right End: -13581.571 Lb-Ft -9257.869 Lb-Ft -9257.869 Lb -Ft Maximum Moment 7074.088 Lb -Ft 4852.686 Lb -Ft 4852.686 Lb -Ft Located at: 5.194 Ft 5.085 Ft 5.085 Ft Max Deflection -0.016 In -0.009 In -0.009 In Located at: 5.355 Ft 5.248 Ft 5.248 Ft Dead Part: -0.009 In -0.009 In -0.009 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 9.045 Ft 9.041 Ft 9.041 Ft Reaction Left End: 2723.840 Lb 1908.514 Lb 1908.514 Lb Reaction Right End: 5198.360 Lb 3581.036 Lb 3581.036 Lb S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N Mid -Span Region ---------------- ---------------- C 7/15/2013 3/4 Cross -Section Information Total Depth 18.000 In Distance to Centroid As Top Width 6.000 In Distance to Centroid A's Flange or Recess Depth 6.000 In Bottom Width 12.000 In For Design Moment, Mu 11426.818 Lb -Ft Required As 0.293 In"2 (p 0.004) Required A's 0.000 In^2 (p 0.000) Provided As 0.400 In^2 (p 0.005) Provided A's 0.000 In^2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn 22380.882 Lb -Ft Gross Area 180.000 In"2 Gross Moment of Inertia 4168.800 In"4 Neutral Axis Location N (Es/Ec) 10.17 Modulus, Ec Cracked Moment of Inertia 482.025 In^4 Neutral Axis Location Cracking Moment 16701.923 Lb -Ft At Right Support ---------------- ---------------- Cross-Section Information Total Depth 18.000 In Distance to Centroid As Top Width 6.006 In Distance to Centroid A's 13.38 In 2.13 In 7.80 In 2851.20 K /In "2 14.37 In 15.88 In 2.13 In Flange or Recess Depth 6.000 In Bottom Width 12.000 In For Design Moment, Mu-21228.497 Lb -Ft Required As 0.318 In"2 (p 0.002) Required A's 0.000 InA2 (p 0.000) Provided As 0.400 In^2 (p 0.002) Provided A's 0.000 In"2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn-27727.941 Lb -Ft Gross Area 180.000 In"2 Gross Moment of Inertia 4168.800 In"4 Neutral Axis Location 10.20 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In "2 Cracked Moment of Inertia 782.346 In^4 Neutral Axis Location 15.04 In Cracking Moment 12772.059 Lb -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B 0 T T 0 M B A R S Mid -Span Region ---------------- ---------------- Design Moment, Mu 11426.82 Lb -Ft As Required Bar Size #4 Number of Layers 1 Number of Bars 2 Bars in Lower Layer 2 At Left Support Percent of Bars Continuing into Support 100 At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 0.293 In^2 As Provided : 0.400 In"2 d : 13.375 In Layer Spacing 0.00 In Ld 14.40 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In T 0 P B A R S - R I G H T S U P P O R T Design Moment, Mu-21228.50 Lb -Ft As Required 0.318 In^2 As Provided : 0.400 In"2 d : 15.875 In Bar Size 44 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer 2 Ldl 18.72 In ***Anchor Bars Suggested Bar Cutoff 51.50 In (from Centerline of Support) M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective C 7/15/2013 In In In In In In^4 MAIN DEAD -0.009 0.600 OK 4168.80 1 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 2 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 3 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 4 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 5 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 6 -01009 -0.018 0.600 OK 0.000 0.400 OK 4168.80 7 -0.009 -0.018 0.600 OK 0.000 0.400 OK 4168.80 8 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 9 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 10 -0.016 -0.029 0.600 OK -0.007 0.400 OK 3716.62 11 -0.009 -0.018 0.600 OK 0.000 0.400 OK 4168.80 12 -0.009 -0.018 0.600 OK 0.000 0.400 OK 4168.80 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number @ Spacing Al Number @ Spacing Al In"2 InA2 Spacing starts from face of support .... None Required Use #3 Stirrups - 2 Vertical Legs @ 1.750 In 5 @ 7.000 In 3 @ 6.000 In Beyond 4.563 Ft From Face None Required C 7/15/2013 4 Job: Thuesen Pile Caps Beam ID: gpc5 Time: 4:20 p.m. 7/15/2013 Concrete Beam Design C O N C R E T E B E A M D E S I G N Description: Code ACI (2011) Member Type Beam Span Data: Main Span Length 7.500 Ft Left End Support Pinned Left Support width 3.000 In Left Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid -Span 18.000 In Material Data: -------------- -------------- f'c 2.500 K/In^2 Concrete Density 144.000 Lb/Ft^3 Concrete Tensile Strength 0.420 K/In"2 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 4.000 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Allow'Cuts in Tension Zone N Designed By: RDH, PE Checked By: Program: Concrete Beam Design 3.0 Design Method Ultimate Strength Cross Section Shape Rectangular Right End Support Fixed Right Support Width 3.000 In Right Haunch Start Location Not Present Top width at Mid -Span 12.000 In Flexural Reinforcing fy 60.000 K/In"2 Shear Reinforcing fvy 60.000 K/In^2 Stress Block, Beta 0.850 Top Cover to Stirrup 1.500 In Live Load Deflection Limit L/360.00 Check Crack Control Provisions Y E C H O O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Main Span # 1 Uniform Load:-1385.000 Lb/Ft-720.000 Lb/Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 7.500 Ft 7.500 Ft C R I T I C A L S H E A R S & M O M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: 5453.437 Lb 7914.375 Lb 6699.375 Lb 4674.375 Lb 6699.375 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -9089.063 Lb -13190.625 Lb -11165.625 Lb -7790.625 Lb -11165.625 Lb Moment Right End: -13633.594 Lb-Ft -19785.938 Lb-Ft -16748.438 Lb-Ft -11685.938 Lb-Ft -16748.438 Lb -Ft Maximum Moment 7668.896 Lb -Ft 11129.590 Lb -Ft 9420.996 Lb -Ft 6573.340 Lb -Ft 9420.996 Lb -Ft Located at: 2.812 Ft 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft Max Deflection -0.002 In -0.004 In -0.004 In -0.002 In -0.004 In Located at: 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft C 7/15/2013 Dead Part: Inflection Points: 0.000 Ft 5.625 Ft Reaction Left End: 5453.437 Lb Reaction Right End: 9089.063 Lb -0.002 In 0.000 Ft 5.625 Ft 7914.375 Lb 13190.625 Lb -0.002 In 0.000 Ft 5.625 Ft 6699.375 Lb 11165.625 Lb -0.002 In 0.000 Ft 5.625 Ft 4674.375 Lb 7790.625 Lb -0.002 In 0.000 Ft 5.625 Ft 6699.375 Lb 11165.625 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: 6699.375 Lb 3505.781 Lb 3505.781 Lb 4674.375 Lb 6699.375 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -11165.625 Lb -5842.969 Lb -5842.969 Lb -7790.625 Lb -11165.625 Lb Moment Right End: -16748.438 Lb-Ft -8764.453 Lb-Ft -8764.453 Lb-Ft -11685.938 Lb-Ft -16748.438 Lb -Ft Maximum Moment 9420.996 Lb -Ft 4930.005 Lb -Ft 4930.005 Lb -Ft 6573.340 Lb -Ft 9420.996 Lb -Ft Located at: 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft 2.813 Ft Max Deflection -0.004 In -0.002 In -0.002 In -0.002 In -0.004 In Located at: 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft 3.162 Ft Dead Part: -0.002 In -0.002 In -0.002 In -0.002 In -0.002 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 5.625 Ft 5.625 Ft 5.625 Ft 5.625 Ft 5.625 Ft Reaction Left End: 6699.375 Lb 3505.781 Lb 3505.781 Lb 4674.375 Lb 6699.375 Lb Reaction Right End: 11165.625 Lb 5842.969 Lb 5842.969 Lb 7790.625 Lb 11165.625 Lb C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x.Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 6699.375 Lb 3505.781 Lb 3505.781 Lb Moment Left End: -0.000 Lb -Ft -0.000 Lb -Ft -0.000 Lb -Ft Shear Right End: -11165.625 Lb -5842.969 Lb -5842.969 Lb Moment Right End: -16748.438 Lb-Ft -8764.453 Lb-Ft -8764.453 Lb -Ft Maximum Moment 9420.996 Lb -Ft 4930.005 Lb -Ft 4930.005 Lb -Ft Located at: 2.813 Ft 2.813 Ft 2.813 Ft Max Deflection -0.004 In -0.002 In -0.002 In Located at: 3.162 Ft 3.162 Ft 3.162 Ft Dead Part: -0.002 In -0.002 In -0.002 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 5.625 Ft 5.625 Ft 5.625 Ft Reaction Left End: 6699.375 Lb 3505.781 Lb 3505.781 Lb Reaction Right End: 11165.625 Lb 5842.969 Lb 5842.969 Lb S E C T I O N D E S I G N I N F O R N A T I O N S E C T I O N F L E X U R A L D E S I G N Mid -Span Region ---------------- ---------------- Cross-Section Information Total Depth 18.000 In Distance to Centroid As 13.38 In Top Width 12.000 In •Distance to Centroid A`s 2.13 In For Design Moment, Mu 11129.590 Lb -Ft Required As 0.347 In"2 (p 0.002) Required A*s 0.000 In"2 (p 0.000) Provided As 0.400 In"2 (p 0.002) Provided Ass 0.000 In"2 (p 0.000) C 7/15/2013 i Page 3/4 Reduction Factor, Phi 0.90 Moment Capacity, *Mn 23227.941, Lb -Ft Gross Area 216.000 In'2 Gross Moment of Inertia 5832.000 In^4 Neutral Axis Location 9.00 In N (Es/Ec) : 10.17 Modulus, Ec 2851.20 K /In ^2 Cracked Moment of Inertia : 542.354 In^4 Neutral Axis Location 15.31 In Cracking Moment 20250.000 Lb -Ft At Right Support ---------------- Cross -Section Information Total Depth 18.000 In Distance to Centroid As 15.88 In Top Width 12.000 In Distance to Centroid A's 2.13 In For Design Moment, Mu -18159.094 Lb -Ft Required As 0.346 In^2 (p 0.002) Required A's 0.000 In^2 (p 0.000) Provided As 0.400 InA2 (p 0.002) Provided A's 0.000 InA2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -27727.941 Lb -Ft Gross Area 216.000 In^2 Gross Moment of Inertia 5832.000 In^4 Neutral Axis Location 9.00 In N (Es/Ec) 10.17 Modulus, Ec 2851.20 K /In "2 Cracked Moment of Inertia 782.346 In'4 Neutral Axis Location 15.04 In Cracking Moment 20250.000 Lb -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B 0 T T 0 M B A R S Mid -Span Region Design Moment, Mu : 11129.59 Lb -Ft As Required Bar Size #4 Number of Layers 1 Number of Bars 2 Bars in Lower Layer 2 At Left Support --------------- Percent of Bars Continuing into Support 100 At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 0.347 In^2 As Provided : 0.400 In^2 d : 13.375 In Layer Spacing 0.00 In Ld 14.40 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In Suggested Bar Cutoff (from Centerline of Support): 0.00 In T O P B A R S - R I G H T S U P P O R T Design Moment, Mu-18159.09 Lb -Ft As Required : 0.346 In^2 As Provided : 0.400 In*2 d : 15.875 In Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer 2 Ldl 18.72 In.** Anchor Bars Suggested Bar Cutoff 38.50 In (from Centerline of Support) M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In^4 MAIN DEAD -0.002 0.375 OK 5832.00 1 -0.004 -0.007 0.375 OK -0.001 0.250 OK 5832.00 2 -0.004 -0,007 0.375 OK -0.001 0.250 OK 5832.00 3 -0.002 -0.005 0.375 OK 0.000 0.250 OK 5832.00 4 -0.004 -0.007 0.375 OK -0.001 0.250 OK 5832.00 5 -0.004 -0.007 0.375 OK -0.001 0.250 OK 5832.00 6 -0.002 -0.005 0.1.75 OK 0.000 0.250 OK 5832.00 C 7/15/2013 7 -0.002 -0.005 0.375 OK 0.000 0.250 OK 5832.00 8 -0.002 -0.005 0.375 OK 0.000 0.250 OK 5832.00 9 -0.004 -0.007 0.375 OK -0.001 0.250 OK 5832.00 10 -0.004 -0.007 0.375 OK -0.001 0.250 OK 5832.00 11 -0.002 -0.005 0.375 OK 0.000 0.250 OK 5832.00 12 -0.002 -0.005 0.375 OK 0.000 0.250 OK 5832.00 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number @ Spacing Al Number @ Spacing Al In^2 In"2 Spacing starts from face of support .... None Required @ 1.750 In 3 @ 7.000 In 2 @ 6.000 In Beyond 2.896 Ft From Face None Required Use #3 Stirrups - 2 Vertical Legs 0 7/15/2013 1^u CtV%L )9 trr.) ror- wtU(Nuy'[i1N OF sum AA \ sL{S'W-M vvf NOTE: PROVIDE CATCH BASIN PROTECTION PER CITY OF EDMONDS STANDARDS N GTE - s1 ljust grading to direct surface flows to drainage system without additional ponding. ERIC THUESEN CUSTOM HOMES, 510 81 ST. AVE. N. 96.12E TAX # 217032400225300 I fuf WcP fAb ^� 1-41, Q00011 gAuf �� ---- stop_— w --- — ------ -—--��— \6 71TELWE tl> IINVi Q ..� �'4Gyf p t ....... \ ttt 44Nitd :LoNt3f .- /..::'.:: 1-------I ....+xp..q............ :.':.':.:.':......:::.'.'.'.'.:'.:' COVERE P/ I LC+WE T I ' ......-:::::: .::::.::: . x:: PORCH.- 192 �QFT. II o - ....... . . ...FRYARD .: . :.:. ' .. \...... \........... - — — -f :'::: I I ............. .....�::'::'::.:..'::::::::::::::::::::::::::'::::..:.'.'::.':.�'::..'. z} ...... : _ -..:.:.:rr::'.�.'..'.�.".. GAB LINE EIi B 0 EG q9 /95 94 � ATION TG. LOT 2 I r +J `S1RocaED 9525' G �.: \ .+' ,� LOT'SLOPE: / CONSTRUCTION I0jb:;Is. C=NTRANCE PER ....:.......:::.•. .. .FLAT 1,289 SQ. FT. r CITY OF EOMONDS 59�.�SG,1,. ' '..'..':." '' I. URIC " TANOARDS .5% SLOPE `''r.:::':::::::.. "..:.;;:: 96 I (2TER I E I:,`:'..r:.::::':::..':.�:::::::. LOT AREA: ME BE - ::.::::::::::::.4 12,017 SQ. FT. RY CITY . - —_ - __—__— _-_— —_ — —_ —_ BUILDING LOT COVERAGE: _ ------------- ===__ � � _-- 3�-�Bw`�'�LE 3,280 SQ. FT. 1 017= .3% -—-- - ------= -FrOWER- a-- -_=—_-3 '� IMPERVIOUS SURFACE AREA: w HOUSE ROOF: 2,977 SQ. FT. �'NV S3131 �_" 80.61' 14.30' �--i'- / GARAGE ROOF: 734 SQ. FT. E PHONE,; p e jEq� DRIVE/WALKWAY: 1289 SQ. FT. EXISTING POWER CD , - - - - r ��0_------ �� II W 9t �1 Q CO j TOP SS MANHOLE #2 rzw _ HEIGHT CALC. DATUM PT. NOTE: .61' HOUSE GRADES: 0A 94 RIM 95.5 IRESID NTIAL FIRE SPRINKLER ) INV 92.75 B) 93 IS NOT I EQUIRED. C)I93 RO BY LANNING 1 ORM WATER DETENTION D)193 NORTH 1. WAVER BY DON FIENE 01/11/200-1: AVERAGE = 93.25 ' REFER TO 05-05-2009_DISCHARGE DIRECTLY M, !X HEIGHT = 93.25 + 25 = INTO REGIONAL DETENTION FACILITY JUST WEST; LOT 3 OF SITE WHICH DISCHARGES DIRECTLY INTO PROPOSED HEIGHT = 25' Jul 19 ��� SITE PLAN f'UGET SOUND. c �v Cn - Tr� r1; SCALE: JJ---'0'-0 Applicantshallrepair/re asalldam�geto GARAGE GRADES: t3 �; l EPTA utlihesorf'on eim ovementsincity t %l01 3DR TERIgLHT1.17�= right of-wayperc tanderdsthat iscaused A)1 94.25 1 gCR or occurs during a rmitled project B)Y, 97 p t C)� 94.25 Fe±n HAroc - r DY 93 FOREROSIONC TROLANDDAMAGE AVERAGE = 94.63 5 d Wv1sim ONLr MAX HEIGHT = 94.63 + 15 = 109.63' COMPLIES WITH APPL CABLE CI STORMWATERCOD PROPOSED HEIGHT = 109:0' SEP242019 APPRUVEU AS NOTE" 5 RING SUILOING DEPARiRgEN7 CITYOF EDMONDS - �✓ I Date:._ Nv r2v: W iPYppOff(7 Gone r,$-0- Corner lag N ENGINEERING DNISION ry, . �,� anlaZy R Setbacks aired Actual APPRO EDASN D„1 j�tq Front ff7* MAY 3 201 �� �Sdes o o �5 o Eo�. /\ SIfOAT T- 70d7 6�UILD EP rA,l ?VISION ONLq /, J S tL cI EDMO Rear — MAR 4 2DI6 SiiGYG7' /A9'f IVv1 pRoV Other aDC OEN F EDNA C 1(� IS vL i -J ._I (A O W N � O O 00 2 0) Z O O I— ~ (J) Z Z � 0 ZZQ � >� Z U 0 _ W 2alS1494 fKt1�d Ei�ip�'8i y= I,°a�,p7e'rJ 1463 GENERAL NOTES, SITE PLAN i PROJECT NO. DESIGN :DGW DRAWN -:DGW ISSUE DATE :11/09/15. LATEST .REV. :01/25/16 Al f A-Dzal 55-- ►� 1C�} 41 14 Fs� T - y IN SE1/4, NW1/4, SECTION 24, T.27N., R.H., W.M. �A i 196TH ST SW _ • • ' S.R. 524 Lovell-Sauerlanli J ' GASPERS ST 3 &'Associates, I1C. Engineers/Surveyors/Planners i 0 �, a a a Development Consultants W MAIN ST w m a 19400 33rd Avenue W. DAYrON ST Suite 200 `Z g Lynnwood, WA 98036 g B0 212TH phone: (425)775-1591 2141H IN 3 fax: (425)672-7998 PINE ST 216th ST SW -e-mail; infoOlsaen ineerin com SC LE 111=20' / / a ���P web: lsaengineering.com �P I. - • i 3 3 2 OTH ST SW f0 '/0 30 - 1 $��. o 20 tn. V.U.- I I TOP=94,42 II (� INV=90.20-6"WVICIN ' II MAP EX. C.B. �� INV=90.23-4"N TOP=93.93 I., I / INV=90.18-4"NE INV=89.95-6"E I ) INV=89.94-12"W I I I / UNCONFIRMED { i12" PIPE I I BASIS OF BEARINGS INV=90.09-6 N I �( NOT FOUND B FIELD SURVEY' N 00'32'21' W AS MEASURED ALONG THE MONUMENTED W. LINE INV=90.18-4"NE I INV=91.85t �(' / A All,R A� OF THE NW 1/4 OF SECT QN?24"PER PLAT OF SURVEY FILED 'N55 p _ _ "' UNDER A.F. NO. 9901195001 RECORDS OF SNOHOMISH COUNTY, ,. - WASHINGTON. - - fl - 11 ---- ___ _ - - �---� -- -- ---'+•�'=-- -- - _ - BENCHMARK _I _ _---r-------------� _ ----^J(Q _ ' 1 - ^- --A..w �' � I' ' 0� SECTION OF EXISTING CONCRETE MONUMENT CASING AT CENTER I v .� 74 24. 1 NUME _17 ' ' I I I 1iT if `V 11 ' / , i / _ I I ELEVATION = 173.29 v i i. f RACPCAAXSNLET \ BSBL (TYP� i / i� S• / ' / /,':' i 4 i' (J: N I'I 1 `1 ( ' SEE' DE'�, SHT. 4 Z � i / i : ' ' a - tt1T r I I \ F- -� I J CB#2 j Y I I /C / 1 OWNER/DEVELOPER I 1 1 \I OJ WAiEFt-SERVICE- 1 t ,�� I ; ; CB 1 i TYPE 1 / ' I ' / i '^, l l /� 17298 ETALBOT ROAD HOMES . �.ME n I I Jai 5tT10+25.70-4.49'L(AB) , / / L / / / I EDMONDS, WASHINGTON 98026 - I 4 LT I j } CONTACT: ERIC THUESEN i� LL.I - ' W/O�L-WATER SEPARATOR TEE ' /' / , ' o� ' - ' , ' I PH.: a25-s7o-2a25 z I i 11 I .I I TYP 2 48" ' 1+07. �5. i3'L( ) A� O/ f l l / / i 14 i~ s TOP 795.08 05.60 AB� / 7 a / ' - y` w 9 ; 9 ; ! / ' I- SURVEYOR �.B.M.H. > I INV. 88.90 H7.80�12 SW)(AB) / A /= , qOF 9 ,�f 1Q I / I - / p �'' ,� qOQ ' / ,9� / ' K CONTACT: JEFFREY TREIBER j 3.94 Co 1 1 I SSC 1 0+13 (SS STA)(A8) / ' OQ '�� i / /' / ' 4� l l' ' . j I LOVELL-SAUERLAND &ASSOCIATES, INC. i R " I 19400-33RD AVENUE W. SUITE 200 - .15-54" � Q� e1' ' ' ' TOP=97.36(AB)(NOT ADJ• ' % � �� i - J�/ ' f ' � 0'� , / � ' P Jg eS/�S � , � � . �I � CAP%I j ' '' TO 5.30 TO FG YE - / ,- ,` / 1+Ei3.94�1. L(AB� /� ' / ' ' i i UN NCe I LYNNwooD, WA. seo3s M ', 2. T) p��P i - CBS? , 1,�� 92,4-2.19 RT(�AB) ' - / CON$JROeR ,Y r /, "?T PH.: 425-775-1591 i 1 1 I INV=92.63(AB) i i i d% , (/ / FAX: 425-672-7998 NEW �- 1 O� 41 5.' /; TYPE 1 25' B C�jO/� ` LOT i 1;IDE SEWER / ' ' ' UNDERGROUND ,` 1 1 , / ; QO,�J r1 /% 3�•Gf'�2'S �/� TYPE, 3+39.4PEI- ,;17g'.§•LT ZONING ' -1 W TERM , ` 118'^E'ISS STUB / r ;' XY 4"ss sTUB -, X E a _ '( 1 POWER AND ro r I ETERS 45.70 " K r 1. - ( ) o I I INV=1 I: I _ '_r:. COMMUNICATIONS i t' 0 i ' CB ; ' Rs-1z NO CHANGE LINES o , INV=.13t73 r /�:'� ; ,, i /� ;' 1'/� I % �?"_^� ; ,: Y �I.:•"; a„ 39 r Ir /� .'3'+24.48,••9.5'LT 4 j - -- --- --1/' = ; [�;' %INV=144.60 SANITARY SEWER AND WATER SERVICE o 0 S - _ .. _ _ / Y r• ) L C.B. , . .Q P G 01^• STUB � CITY OF EDMONDS 2� r �4 A65 i / .43 L(AB) 6"PVC p, i i>, __.. .... _. 9226 ' � � i-..- --'-- 'IL'--- -�-- - - 9` dd;'���-SO-'� � /" 30' rJii 27 3 85' 'A -- NEW GAS % ! I P.U.D. N0. 1 OF SNOHOMISH COUNTY SERVICE I l r % / AB)vc ss / 10 C ss, e -- _ _ --------- UTILITPOLE 58 11 I - yY�6" c(ss)® . -_ - '-- - - :�% VA ATED PUBt'C ALLEY 1 - +e'- LEGAL DESCRIPTION ----- ----- -- -- _ _ --�' ' - -.�--- _ - ___ - _ _ THE SOUTH i 0 FEET F TH OUTH ONE HA - LF THE SOUTHEAST SS_ TII' B/ I ONE -QUARTER OF THE SOUTHEAST ONE -QUARTER OF THE NORTHWEST o I f 1 I I r' r*1 r*1 tn I i %AB •�� '- I --= =- $$ $T]J �C , 5 ' - _ ' ONE QUARTER OF SECTION 24, TOWNSHIP' 27 NORTH, RANGE 3 EAST, W.M., Q EX' G 1 I I rn D Gc S'S•CO 2 I / 16' PRIVATE /' ^ -1 ^ i SCO ` ) - _ _ IN SNOHOMISH COUNT:. WASHINGTON; ^ 1, I IGFsv ,5PQR7 coyl 4 I, , Ar`3* m-o UTILITY SSCO A (AB) " ORIZiL , 1+ _-_13y '' EX, C. B. M . H . I V V C t LPT - __ _ GRA I E ' EXCEPT THE EAST 190 FEET THEREOF, AND I Zro EX. ROC, X M U1 - TOP=102.60 EASEMENT COUP G EXCEPT THE WEST 50 FEET THEREOF, CONVEYED TO THE CITY OF EDMONDS / 1� INV=145. 0 FOR PUBLIC ROAD BY DEED UNDER RECORDING NUMBER 1758835. z T P=94.91 I on r Eo NG A Z 1� a INV=98.36 PER SHORT T -1 .Sf - °TOP 1� -11 ) W :( I FLEX COUPLI G PLAT (A DE) (A E 2+05=SS(AB) IN=81.10^•54NW I I' a voc- WALL AT =1j.0. =126. TOP=129.70 AB r r % 1' DEEP CK I. o + ,: ADZ I () :' C 1 r Y J r r J loll J 1�l J S OCK INTERCEPTOR TOGETHER W1H AN EXCLUSIVE EASEMENT FOR INGRESS, EGRESS AND IN=81.41 54"S II I p 7 SLY EDGE 1+47=SS(AB) NV=123.20(AB) BENCH WITH UTILITIES OVER, UNDER, ACROSS, THROUGH AND UPON THE NORTH 15 FEET Z F- NNNNN^ 12"NE(NEPI) I I . O S M H Z O m TOP=114.64(AB) rs j ( ( r P OF THE SOUTH ONE-HALF OF THE SOUTHEAST ONE OF THE ^ ,^ I 87.69(AB) �� I I .:'N I { w J ��; 13 % 4" PE O PVC SOUTHEAST ONE -QUARTER OF THE NORTHWEST ONE -QUARTER OF SECTION Q O z V 0+20, 21';B RT N Sn INV=107.89(AB) /SOCO 100' 0 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., IN SNOHOMISH COUNTY, -I z r' k WASHINGTON; - 1 I TO-95.50(AB) � �J . J gr. 3 J I' - � � I�aW CONCENTRIC FLAT OP EXCEPT THAT PORTION CONVEYED TO THE CITY OF EDMONDS PER SUPERIOR%oIN� 92:45(- +, 92 75(8"S-II T)(AB) �L, I 4 COURT CAUSE NO. 104695. (/) (n % � � j (Ia ° Ai i 1�) 92:.80( "NE-IN)(AB) r1 ~ Q _ �� , /f ( SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. Z c=i I` v J , i3ii 1 if 3J 3 J :3J %J E r f J J I� A61f NOTES ct �i D ^ I _ I I ° OF THE SUBJECT SUPPLEMENTED PROPERTY 20 5P� BY LSA IN THE TOPOGRAPHIC INFORMATION SHOWN HEREON IS RUNE OF 1989 AND ASED UPON A RVEY J O z � Z THE LOCATION OF THE RESIDENCE UNDER CONSTRUCTION WAS FURNISHED BY Q L_ O I Ca AS t•11Jf� '@ 8 ^-"._---I / I /ALONG SEWER EXTE,SION, THE OWNER. O 0 i y EX. ANDSCAPING SMALL BE 1 GRADING FOR DRIVEWAY ESTIMATED TO BE 450 CU. 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INV=81.35-54"� DALEY STREET - EXX 8"PyyC i 0.010( j LLI /SS ® .0085' ' 8" SEWER _ _ _ _ _ _ - _ _ _ _ _ _ _ I � i N 89'51'58" E �29.5' i I I Applicant shall repair/replace all dahRgeto HI R VEID A3 NOTED RCEIVE® Z � w EX. M.H. 4'I utilities orfrontage improvements igcity. 3Y E CrlEEHIN - �8 TOP=101.04 CHANNEL PER CITY STD rghtrof-way per city standards that lscaused 172015 I �' INV=92.49-E DETAI� //E6.1-SEE SHT 4 oroxuraduring the permitted caroled I Date: _ _ 4 l� ___ DEVELQ MENI SERVICES CTR C OFB)MONDS .. FIRE INV=91.64-WLL - - 9k' Pt.ttN p(ioJtO>r5 RSSltll.-C IN(CtMft'itoN. f HYDRANT Y UTILITY INVr.;4•-8" E-IN (N W) f POLE g1.98(AB� ' SSMH 1 Ana %11U11SS Pa�V ai • INSTALLM 14S PW scece AS SHOWN OWNER/CONTRACTOR I i 0+15.71; 147.14'RT FOR EROSION CONTROL AND DAMAGE OC-`Ct4�-bttiBDIV1SfON DRAWN CHECKED SHEET JO TOP-'-.++.=T(AT GRADE)101.50(AB) >}�pppaJpt.OP-fEtiESa✓ iPtxYNl INLUAgS DAre e.B,465,P.34 1 I INV=9•4-8G•-B"SW-OUT 92. 1(AB) INSIALLN1WH DCLI1 tl[tu tl�S wK St{ywNl 11.14.05 4s0,P.21 I INV=99-9G•�8"N-IN 92.21(�B) ;, "t PER CITY STD DETAIL #E6.1-SEE SHT 4 CUNsit�a(xwel eO�F vRtv9YJ1kN(/AGef35S fl9PR-ketF1 T�TT1 S-05-09 NTM ¢•O•VJ• F.v„T(�Yi'1'i�iJ I8A FII,E N0. 4288 of FOR REFERENCE ONLYCITYY COPY GENERAL NOTES MECHANICAL NOTES (continued) FIRE -RATED CONSTRUCTION n u 0 IN 101 ❑■ ❑■ IN U ■ 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. & u/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 II or of equivalent graspablity. IRC 311.7.8 Provide one operable escape window in the basement, habitable attic, and in each sleeping room meeting all of the following requirements: -An operable area of not less than 5.7 sq. ft. (5 fe for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -No more than 44 in. between finished floor and bottom of the clear opening -Escape windows located under decks or porches must have a path 36 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'h -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 D.C. and shall have a nut and 3"x3"x0.229" 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 u u ❑■ IN ❑■ El 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"00" 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 H vapor barrier is installed on warm -in -winter side of the ceiling. IRC R806.2 Access shall be provided for all under -floor spaces. Openings through the floor shall be a minimum of 18"x24". The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. Openings through a perimeter wall shall be a minimum of 16"x24". IRC R408.4 WSEC R402.2.4 Crawl space ventilation openings shall not be less than 1/300 of the area of the space ventilated. Required openings shall be evenly spaced to provide cross ventilation. One side may have no openings. The use of wood or metal louvers can reduce the net free area to below that required - see G2407.10. IRC R408.2 MECHANICAL NOTES ❑ lProvide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x30" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall ❑ be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) 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 F C IN 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 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 oined 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 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 shall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop ❑ vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant ❑ materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 will be required for the whirlpool/jetted tub pump and the tempering ❑ Eva�lverfoirall tubs. The tempering valve may also be installed at the water UPC 409 ❑ Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 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 and a maximum of/z". ❑ Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or tlueshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 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 ❑ Vent hot water tank relief valve directly to the outside. UPC 608.5 ❑ All pressure absorbing devices (e.g. air chambers, mech. devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 ❑ Pressure reduction valve on main water supply line required by City code. ❑ Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 uh 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 ❑■ 0■ 0 IN n Dwelling/garage separation shall be maintained by installing uh" 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 %2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with'h" gypsum wallboard. Water resistant gypsum shall not be used as a file 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 Fire sprinkler systems shall be extended, altered, or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled, or added to. IFC 901.4 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.0,eiling is suspended under the floor framing. 2JIoor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than u/z inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing members. IRC R302.12 Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish 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 confirmation shall be provided upon completion of the structure. 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. OWNER - APPROVED DATE: BLDG. OFFICIAL., DEPARTMENT City of Edmonds Building Division zo A "VED PLAN .I PERMIT NUMBER Obtain Electrical Permit from State Labor & Industries LOT LINE STAKES MUST BE I PLACE AT TIME OF ALL WORK SU Jai" ATION INSPECTION CITY COPY TO FIELD INSPECTION FOR CODE COMPLIANCE oV EFTA, off, Luc. tA9a CN -ELEVATION NOTES* ALL ROOF OVERHANGS TO BE 1'-6" UNLESS NOTED OTHERWISE ALL ROOF GABLE ENDS TO BE 1'-0" UNLESS NOTED OTHERWISE METAL SOFFIT & FASCIA THROUGHOUT ASPHALT ROOF SHINGLES THROUGHOUT ROOF VENTS THROUGHOUT 12 5 1/2� FIBERCEMENT SHAKES AND 5 1/2:12 ROOF PITCH 5 1/2 10"XIO* SQUARE COLUMN - ON 18"XI8" BASE W/ CULTURED STONE & SILL -,CAP SOUTH ELEVATION ELEVATIONS MAY VARY FROM PLAN. ALL NOTES& STERAUMC/TUERAADL REQUIREMENTS, SIZES ROUGH1DIMENSIONS, CONTRACTOR, CONSTRUCTIONACTUAL RIDGE'. 117.25' OR HOMEOWNER. JOE'S DRAFTING & DESIGN TAKES NO RESPONSIE111 R THE VERIFIED BY DHOME. O• OR ROOF PITCH 6" FRIEZE ED. ASPHALT R 12 'HORIZONTAL SIDING SHAKES d■�� /■■■■\_ SKI■KI■ll■■■O�, �.I■\� dsl!■■I■1■IRI■■IK�1� � JI!■I■■�II��I■��II��I■�■11■1 I■ ♦ 1KII■■!■1 11.1 lion■■■ ",,,, 1■I■ 11 I■I■■!■■Il ■■I■ ■II � � � 1■II■■I■1III_III II'III '�I� ■1l1111■_l1I —j:.�� ._T__■ -,�_��- �=__T_ III III BROOKS 11101111 1■ ■■■■■II I- 1 CULTURED STONE W/ SILL CAP e H GRADE: 93.25' WEST ELEVATION EAST ELEVATION SCALE: 1/4"=1'-O" SCALE: 1/4"=1'-O" KING STUD CONTINUOUS MSTA36 WITH (22) FROM BOTTOM TO TOP 10d NAILS (CENTER PLATES, EACH SIDE OF AT EDGE OF OPENING), HEADER OPENING CTY ICAO TYPICAL) CPER PLAN) PANE DGE \ \ / / BLO NAILI CHILL / W�ND,OW LAT) A NEIGH O�ENIT\NCs CH 9T YPICA SHEAF WALL (PER AN) IF �- HOLD DOUdJ HOLD DOLLN (PER PLAN) (PER PLAN) 33SW AROUND OPENING SCALE: 1/2" = I'-0" LOCATION WIDTH HEIGHT TYPE AMOUNT JACK/JILL BATH 2'-0- S-0" SLIDING 1 MASTER BATH 4'-0" 4'-6" SLIDING 2 LAUNDRY T-0" 4'-6" SLIDING 1 KITCHEN 5'-0" 4'-6" SLIDING 1 MASTER BEDROOM 5'-0" 5'-0" SLIDING 1 MASTER BEDROOM 4'-0" 5'-0" SLIDING 1 MASTER BEDROOM 6'-0" 6'-B" SLIDING 1 BEDROOM 2 5-0" 5'-0" SLIDING 1 GUEST BEDROOM 5'-0" 5'-0" SLIDING 1 DEN 7'-0" 6'-0" SLIDING 1 GREAT ROOM 7'-0" 6'-0" SLIDING 1 GREAT ROOM 6'-0" 6'-8" SLIDING 1 GREAT ROOM 5'-0" 5'-0" SLIDING 2 WINDOW SCHEDULE 11 � U J Go Ui am O¢b v �n ''J^^ V/ W N O O °0 52 G O ' gav � 1 Ww Z O Z iti .. U= oLL uCCg m Y W W O u n. ¢0Z d(3 �¢O ¢m H 0 cf)ZZ MAX. 91DGE_718.25' �90VED B PLANNING �.! w x d n~ Li--6 ZZQ co W LUaC Z coo U ®0 e � G % wtow ELEVATIONS PROJECT NO. DESIGN : DGW DRAWN :DGW ISSUE DATE :11/09/15 LATEST REV. :01/25/16 APPROVED AVERAGE GRADE: 93.25' FIRE DEP RTMENT ">-il-SoIC_ A2 RESUS )1 COP f MAR 14 2016 BUILDINQ BEPARF ENT CITY AF 6OMONDS L i0 b Ill 54'-0" 16'-0" PILE 51, (TYPICAL 3, 4„ �LINLE55 NOTED OTHERWISE) N — — — — — — — — — — — — — — — 3 , — — — — — — — — 9'-2" 3 "m I FIELD LOCATE (18) I6"xS" 9CRE£N£D FOUNDATION VENTS PILE & PILE CAP a ml n l NOTE: NO BTIRRUPB AT PORCH bl d. I 8,-0" 7'_9" 11 3" �zl �.I I NOTE: aIs "�> BLACK 6 MIL VAPOR CRAWLSPACE VENTILATION GALG: - M BARRIER THROUGH- w m BE 12 0d66 BE OUT CRAWL SPACE ® CRAWLSPACE AREA: 2,258 SQ. FT./ 300 = T53 SQ. FT. REQUIRED 3 CRAWL ACE CRAWLSPACE VENTS PROVIDED: (15) x 0B9 60. FT, 1335 $0. FT. NOTE: I 1 OPENINGS TO HAVE 1/4" CORROSION RESISTANT I o I = METAL MESH COVERING WITH MINIMUM I" OF VENT SPACE tc ABOVE CEILING INSULATION (PROVIDE CRO55 VENTILATION) W I I I I NOTE: ( COVERED DECK ABOVE ol c 1 o 1/2" X 10 A.B. W/ MIN. 7" EMBEDMENT I N 911 c 3 FRAME FOR DUCT W/ 3" X 3" % 1/4" PLATE WASHER X = LSTHD8RJ (TYP.) '43 (SEE AG SUB) (TYPICAL U.N.O.) I a 8'-11" 8'-11" 9'-2" B". 8'-0- I I 9'-2" A3 I I I "o / 2%6 WALL I I — — — — — — — — — — )__ — i --- \ CRAWL SPACE ACCESS (MINIMUM 30"x18") 77 O2 HEADER BLOCKING AT BARING (TYPICAL) m I Y CRAWL SPACE .FOUNDATION NOTES" ~ a a a u ~ I U ALL IN & EXTERIOR HEADERS I d' o 0 0 0 TO BE 2-2X70'S UNLESS NOTED OTHERWISE SUMP BASKET/OAYUGHTING TO BE I Y I I z IN DETERMINED ON SITE I (FLUSH FRAME) (4 c I I I o b EXTERIOR FOUNDATION WALLS I T 1.75"X14" LVL I I I I o DIMENSIONED TO OUTRIDE OF CONC. I _ -- r y� FOUNDATION WALL o� EXTERIOR WOOD WALLS DIMENSIONED I 6'-9" 6'-9" I o 8'-0" 1 9'-5" 9'-2" � 9'-2" `"' m_ ' i TO OUTSIDE OF STUDS I INTERIOR WALLS DIMENSIONED TO L I I CENTER OF WALL /X — SOIL BEARING PER GEOTECHNICAL \ m I I 1.75'X14" LVLLRUSH FRAME) e, ENGINEER'S R RT I 9~ ..I o I I� a Nlo I in J 13'-7"- = F_D7SFTRV4TlTUSPiR1�4Xi� 11'-4" 22'-2" 36•-6" 70'-O" FOUNDATION PLAN SCALE: 1/4"=1'-O" 3 NOTE: SHEARWALL -� A3 NO STIRRUPS AT PORCH PER PLAN ANCHOR BOLTS PER SHEAR WALL TABLE T SHEARWALL PER PLAN 2x P.T. PLATE ANCHOR BOLTS PER SHEAR FIN. GR. 2-S s Top and WALL TABLE •4 a 11 " oc HORIZ THRU 2-«4 CONT. "4 - 10" oc VERT 2x P.T. PLATE 6„ (2) •4 GR, 60 TOP 4 6" GONG. S.OGx BOTTOM, LAP BARS 0 26" AT SPLICES 9_ FM. GR. ANCHOR BOLTS 0 6' CC WALL PER PLAN 7HRU 2x P.T. PLATE (3) 5 GR. 60 TOP d (3) •4 GR. 60 TOP d L] •3 STIRRUPS ® 6"oc BOTTOM, LAP BARS Lj ,g STIRRUPS a 3"oc x BOTTOM, LAP BARS 26" AT SPLICES. EA SIDE PILE. 26" AT SPLICES. Z STAGGER SPLICES. BA " BALANCE o 6" oc STAGGER SPLICES. 44 HOOK BAR 0 24" OC _ - v 3" CLR 3" CLR 3" cLR PILE CAP PER 4" SC14. 40 PIN PILES PILE CAP PER DETAIL 5/-- 4" SCN. 40 PIN PILES DETAIL 5/-- LOCATION PER PLAN LOCATION PER PLAN PILE CAP PER DETAIL 5/-- PIN PILES PER PLAN 12" 12" NOTES NO STIRRUPS AT PORCH 12 1 f=1=bIMCttC /_f=A1-11=' aC A /--=Ar)= ==/1M PERIMETER GRADE BEAM NOT TO SCALE 2 AT '(�ARAGE _ �^ NOT TO SCALE AND iPbRGN GRADE BEAM NOT TO SCALE L-1"3 STIRRUPS m 6"oc PILE CAP PER DETAIL 5/-- -8"CCT 45 LONG. S.Ofs 15" CLR 4 .18" oc 6 MIL PLASTIC UNDER SLAB - (3)'S GR. 60 TOP 4 BOTTOM, LAP BARS 26" AT SPLICES CLR 4" 5CH. 40 PIN PILES LOCATION PER PLAN INTERIOR GRADE BEAM AT GARAGE NOTTOSCALE FL 1/2 x 6" DIA OR SQ 12" •4 REBAR FOR UPLIFT I WHERE SHOWN I 3/16 SHOP/FIELD CUT FROM WELD ON CAP PIPE 3" OR 4" PIPE PER PLAN PIN PILE CAP DETAIL NOT TO SCALE STIRRUPS PER DETAIL RNER BARS TOCOMATCH REINFORCEMENT REINFORCEMENT BEGIN FIRST TIE AT PER DETAIL " 1/2 REQUIRED SPACING SEE GEOTECH FOR PIPE SPEC r'� CORNER REINFORCEMENT NTS 3v CORNER BARS STIRRUPS TO MATCH REINFORCEMENT PER DETAIL REINFORCEMENT BEGIN FIRST TIE AT PER DETAIL 1/2 REQUIRED SPACING TEE REINFORCEMENT NTS MST48 W/ HPAHD22 & STHD 10 MST60 W/ STHD14 HOLDOWN W/ SSTB CONNECTION TO FOUNDATION SHALL HAVE SSTB CONTINUED UP THROUGH PONY WALL WITH COUPLER NUT & THREADED ROD. HOLDOWN TO BE OFFSET TO ALLOW G PROPER PLACEMENT OF UPPER STRAP. SHEAR NAILING TO MATCH WALL ABOVE.�- STUDS PER TABLE R602.3(5) & R602.9 5 STRAP PER FOUNDATION LAYOUT. NOTE IF RIM JOIST MODEL CALLED OUT. STANDARD MODEL TO BE USED. FOUNDATION PER TABLE R403.1 4'-0" MAX. HEIGHT. 8 HOLDOWN NTS J J (1) O W N O O 00 C2 � L Z O O I�/--� H VJ Z Z (� W V'^m' D J Z ZQ U) W WW TJ T 1 Z V000 L WLOW FOUNDATION PLAN PROJECT NO. : DESIGN : DGW DRAWN :DGW ISSUE DATE :11/09/15 LATEST REV. :03/10/16 A3 RESUB MAR 14 2016 BUCITY of EorAaRDNDs"T CARBON ALARM P R315.1 54'-0" 4'-8" 14'-6" 9'-4" 21'-10" EGRESS TEMP EGRESS SHEAR WALL S1-6 5'-0"X5'-0" UDER SHEAR WALL SI-6 4'-0 X4'-6" SLIDER SHEAR WALL SI-6 5'-0"X5'-O" SLIDER TUB WLE TEMP. 2'-0' XS-0 SLIDER ...............NER SURROUN Y TFA��" OWER .I xN `° I S E A H I SI X e: 2_q °f _ 60WER FA UL APPROVED 0 CLEARANCE GAS F/P BEDROOM 2 o as (INSTALL PER MFRG'S INSTRUCTIONS) CARPET 3 L M L mj usiN .�, 12'-8" X 1 V-0" ,. MASTER BEDROOM b CARPET 2-4 o 6'-4" 6'-4" 8'-B" 4•_4" I 6' 8" 8" 5'-5" 11 < 2'-8" 5'-7" B'-V' 5'-0" 5'-6" GUEST ROOM CARPET 12'-0" X 11'-0" • OPTIONAL CLOSETNyll.I 5-0 B.F. <; 10 SD O ; m CARPET in I 'I B.F. 32 X30 FA I ArnC IIN-ER-CONNECTED ACCESS U L_J I � =a " Il M VOLT SMOKE DE 7TERY BACK UP SD C ITH TY I . X OUTDOOR ROOM DECKING mI - 16' 0" % 12'-0" 5-0 B.F. ...:...�........:; ::: :.: ®: 4�� n; in 3 ¢a SI .................. r.. .... .. ...... _,PANTRY:...,; POLE AND SHELF ....r .... SHELVING ,� — —_— — — _— — R&SH .:; in HWT SEISMIC 18" :. "� WINE t — J_ — —x m ... .................. .... 4-0 B.F. 4-0 B.F. rcR SOUND PROOF 24°%18" CRAWL 6" WALLS AROUNDSPACE MECHANICAL KITCHEN __......: WOOD GAS FLUE 10'-8" X 19'-O" ROOF JACKS l'1 X TEMP. X 6-0 PATIO DR X - X (2) 2'-6" DR ..:..:.........:::........:::::..::...... SH AR W LL i ::.;;:.:�:.:."::::::::::.:-:::. ...............::::.:.:.:::. 2-6 SD O I HALL .I GAS TANK W/ STRAPS, MIN. a ABOVE RR. • SHEAR WA St-6 E L s1 iv d1 i- R W L -6 S1 i j m z 0 0 -:::: 3 a3 — — _ — — — — a _ I I F 12'-11" I ¢ m x! 3 1 SI 8'-7" LJ I :t " I c m 3'-6" 3'-4 z 11'-1 UL APPROVED 0 CLEARANCE GAS F/P (INSTALL PER MFRG'S INSTRUCTIONS) 1S-6" o .. .:................ 2'-6 D. I I I 2 x6 �c FOYER °„ I I I Ia WOOD I o I I DEN I I CARPET I x6 I I 12'-6" X 12'-6" I P. s I d� _ ®aoo 1 o DINING ROOM CW i I W o I b D o'-o" 19'-D" ®0 3 I �� GREAT ROOM CARPET e' a IT-6 X 19'-0" i0 X 5'-0" SHEAR 4'-8" SLIDER ALL S1-6 V3 I I I I Y 3 I I I ILI L — — — — — J I y 3-0 - vsi — SIDE-UTE SI L-------_--J. 3 TEMP. TE SHEAR WALL S1-6 a E-LITE P. 00 INN 12y! F m Z < 7'-0"X6'-0" SUDER WALL S1-6 5'-0"X4'-6" SLIDER SHEAR WALL 51- EAR WALL SI-6 i-0"X6' 0" SLIDER SHEAR WALL SI- 10"X1O" SOU ON 18" RE COLUMN 18' BASE W/ FRONT PORCH WOOD L NDING S CULTURED STON & SILL CAP DECKING MATERIAL ]SEAR 22'-2" X 5'-0" I I 11'-4" 6'-4 15,_B!, 4'_6" I -0 2 _ W' W-0" 5,-4" 6'-9" 6'-9" 4'-0" 4'-0° T-8° 10'-3" V .4" 13'-6" 8'-0" 37'-2" 70'-0" "MAIN FLOOR NOTES" ALL INTERIOR & EXTERIOR HEADERS TO BE 2-2X10'S UNLESS NOTED OTHERWISE MAIN FLOOR PLAN 7'-8" MAIN FLOOR WINDOW R.O. HOT LE HOUSE 9'-1 1/8" MAIN FLOOR PLATE HGT. EXHAUST FAN NOTE: SCALE: 1/4"=1'-O" FAN CONTROLS: EXTERIOR WALLS DIMENSIONED TO THE WHOLE HOUSE FAN SHALL BE CONTROLLED BY A 24 HOUR CLOCK TIMER WITH THE OUTSIDE OF STUDS CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL. THE TIMER SHALL INTERIOR WALLS DIMENSIONED TO BE READILY ACCESSIBLE. THE 24-HOUR TIMER SHALL BE CAPABLE OF OPERATING THE WHOLE CENTER OF WALL HOUSE VENTILATION FAN WITHOUT ENERGY -CONSUMING APPLIANCES. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN FOR AT LEAST 12 HOURS A DAY, A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)". FAN TO OPERATE CONTINUOUSLY. HOLDOWN TABLE: NOTE: FOR SHEAR WALL INFORMATION SEE SHEET S1 FLEXIBLE WATER CONNECTIONS S w r LISTED AND RECOGNIZED I) SEISMIC STRAPPING EQUALLY SPACED CIRCLING TANK FROM BOTH SIDES r i RAISE PILOT LIGHT OR Ln F IGNITION SOURCE TO 18" MIN, ABOVE FLOOR z ELEVATION VIEW ro WATER HEATER SEISMIC STRAPPING SCALE: 1/2" = I'-0" COMPOSITION ROOFING OVER 30 LB. ROOFING FELT OVER 15/32" APA RATED SHEATHING OVER PRE-ENGINEERED ROOF TRUSSES AT 24" O.C. WITH R-49 BLOWN -IN INSULATION AND 5/8" GYPSUM WALL BOARD WIND BAFFLE ( 1" MIN. CLEAR ) VENTED 15LOCKINs—:_�T., �,_ DOUBLE 2x6 TOP PLATE_ .1I I WITH HI CLIP, EACH TRUSS METAL GUTTER 11 5/4x6 CEDAR-->f ill, I FA5CIA R-I0 RIGID FOAM AT ALL HEADERS SIDING PER ELEVATIONS OVER 15 LB. BUILDING PAPER OVER T/I6" APA RATED SHEATHING OVER 2x6 STUDS — AT IS" O.G. WITH R-21 MATT INSULATION AND 1/2" GYPSUM WALL BOARD - 3/4" T/G APA RATED FLOORING (GLUED AND NAILED) OVER tJl/360 (14") FLOOR JOISTS AT IS" O.C. WITH R-30 MATT INSULATION 2x6 SOLE 2x4 PRESSURE TREATED MUD SILL WITH 5/8" RND. x 10" ANCHOR BOLTS AT 46" O.G. AND WITHIN 12" OF ENDS, MINIMUM 7 EMBEDMENT CASE MINIMUM 3"x3"xl/4" PLAT WASHERS AT EACH BOLT) EXISTING ANp �q r 4" PERFERATED DR41N CONNECT TO STORM SE �JTYPICAL WALL J SCALE: 3/4' - P GYPSUM WALLBOARD STUD OR SOLID BLOCKING BEHIND WATER HEATER TO PREVENT DAMAGE TO WALL SYSTEM WOOD STUD and 1/4"x2 1/2" LAG BOLT FLEXIBLE WATER CONNECTICN5 LISTED and RECOGNIZED SEISMIC STRAPPING EQUALLY SPACED CIRCLING TANK FROM BOTH SIDES 0 m 6 MIL V FOR 15ARRIE � N -Ni m 6' O O Z � 10 i� I- =L 12" PIN PILES PER PLAN SECTION PLAN VIEW WATER HEATING SEISMIC STRAPPING SCALE: 3/4" = V-0" U J J 0 O w N O O 00 C2 � L Z O VJ Z Z Uw``m^ VJ D ZZQ ww� w<'^ V/ 3:M H H Z Vco0 L wLQw FLOOR PLAN PROJECT NO. : DESIGN : DGW DRAWN :DGW ISSUE DATE :11/09/15 LATEST REV. :03/10/16 A4 MAR 14 2016 BUROIN® DEPARTMENT m in FAN ROOF JQ _I I I I R40F uA� /,Oil O 0i1 111 1 1 1 La. MWE -FRAMING PLAN NOTES- — .......... .. .. ....... I I I I 4PYsm .:-:.I.::': '.:::: .::':::':'::\ ALL INTERIOR & EXTERIOR HEADERS'\ I I I I I II - :<::- TO BE 2-2X70'S UNLESS NOTED OTHERWISE( F) I I ^ I .;;;: O .............. ............... .............. ............... :: r?: rr??riir �i: .....: .......... 7 8 MAIN FLOOR WINDOW R.O. HGT. ... ..: r' CxiRDE1R::T10J99?i:(r_ 9'-1 1/8" MAIN FLOOR PLATE HGT. EXTERIOR WALLS DIMENSIONED TO m I OUTSIDE OF STUDS R 6" INTERIOR WALLS DIMENSIONED TO CENTER OF WALL O MINIMUM (2) 2x STUDS UNDER ALL BEAM AND GIRDER TRUSS ENDS ROOF DIAPHRAGM: c0 IS/32" EXPOSURE I APA RATED SHEATHING, �p UNBLOCKED, WITH Sd NAILS AT 6" O.O. AT SUPPORTED PANEL EDGES AND Sd NAILS AT 12" O.C. AT FIELD. ROOF & TRUSS P L A N FLOOR DIAPHRAGM: 3/4" EXPOSURE I APA RATED SHEATHING, UNBLOCKED, WITH SCALE: 1 /4"=1 -0" 10d NAILS AT 6" O.G. AT SUP- M PORTED PANEL EDGES AND 10d NAILS AT 10" O.C. AT FIELD. A ASHALT ROOF SHI /)15 FELT UNDERL 1/2" OSB ROOF SHI WOOD ROOF TRUS: 8" ENERGI ICE & WATER METAL & HORIZONTAL 7/16" OSB SHI 2"X6" STUDS R-21 BATT INSI 1/2" SHE INSULATE :WINDOW R.D. HEIGHTS: HOUSE BUILDING SECTION MAIN FLOOR = 7'-8" SCALE: 1/4"=1'-O" ATTIC VENTILATION CALCULATION: ATTIC AREA: 2,666 SQ. FT/ 300 - 8.95 SQ. FT. REQUIRED ROOF JACK VENTS: (12) x 021 50. FT, 324 SQ. FT. EAVE VENTS (3) 2" RND. VENTS (0.06545 SQ, FT.) x 93 BAYS- 6.01 SQ. FT. NOTE: 931 $0. FT. PROVIDED OPENINGS TO HAVE I/4" CORROSION RESISTANT METAL MESH COVERING WITH MINIMUM 1" OF VENT SPACE ABOVE CEILING INSULATION (PROVIDE CROSS VENTILATION) SHEAR WALL ABOVE I&d BASE PLATE NAILING PER PLAN PER SW ABOVE RIM JOIST DECKING PER STRUCT. NOTES RIM JOIST CONK. SEE DETAILS D, Epr F FLOOR JOIST PER PLAN FOUNDATION PER PLAN A.B. PER SW SCH. n FOR I6d SLANT FOR SIMPSON FOR SIMPSON NAILS A35 A35F D E F (]o 16d SLANT NAILS SIMPSON A35 SIMPSON A35F PER SW SCH. PER SW SCH. PER SW SCH. SHEAR TRANSFER FLR/FND SCALE: 3/4" . P-0" MANUFACTURED TRUSS TIGHT FIT VENTED BLOCKING SIMPSON HI SIMPSON ABS or H3 PER PER SW SCH. SW SCH. MANUFACTURED TRUSS TIGHT FIT TIGHT FIT VENTED VENTED BLOCKING BLOCKING 16d SLANT SIMPSON A35F NAIL PER PER SW SCH. SW SCH. NOTE: REFER TO SW SCH. FOR CONNECTION TYPE ROOF DIAPHRAGM at SW SCALE: 3/4" . I'-0" ROOF SHEATHING PER PLAN FULL HEIGHT TIGHT FIT TRUSS BLOCKING PER MFG. OR FIELD BUILD with 2x4 TP39 ALL ALL CORNERS \ MFG. TRUSSES SHEAR WALH DEL. TqP PLAjf ' TOP PLATE CONNECTION PER SW SCHEDULE SHEARWALL DETAIL SCALE: I" = P-0" N - O ¢ O Tqa a zNWp KITCHEN JENNAIRE G-203 100 IS IS LAUNDRY NUTONE QT-80 62 80 IB M. BATH NUTONE QT-50 62 80 IB BATH 2 NUTONE QT-00 62 SO 1.5 SOURCE SPECIFIC FAN SCHEDULE NO SCALE MANUAL SWITCH\ 24 HOUR TIMER SWITCH T J\ DUCT FROM RETURN AIR SIDE OF F.41U. TO OUTSIDE PER TABLE 3-6 OF WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE FLOW DAMPER SET TO ALLOW I 35 ACH MIN, 5 AC 4 MAX. / CENTRAL FORCED AIR UNIT FAN .SUPPLY DUCTS VENTILATIONDIAGRAM NO SCALE U J FIELD NAILING PER J SHEAR WALL SCHEDULE ''^^ v! 0 W CV 2.6 STUD 0 O CO PANEL EDGE NAILING PER SHEAR WALL SCHEDULE LAP SHEATHING CONTINUOUS ACROSS END STUD OF C PERPINDICULAR STUD L OZ O PANEL EDGE NAILING L PER SHEAR WALL SCHEDULE FIELD NAILING PER V! Z Z SHEAR WALL SCHEDULE D W2 U�'/^� EXTERIOR WALL SHEATHING D PER SHEAR WALL SCHEDULE V/ Q SHEARWALL CORNER W w SCALE: " - - (n > W Q D 2 2 BOUNDARY NAILS PER PLAN L L Z fM SHEATHING W O PER PLAN U Q TRJ6S PER PLAN M T A35 PER SW W LC) % SCHEDULE ESUB 16d PER SW SCHEDULE TOP PLATE BASE PLATE CONK CONNECTION ROOF MAY 31 2016 16d PER 5W FRAMINO3UcrNOFsmvu jNT SCHEDULE BASE PLATE CONK 2x AS REQ'D (2xI2 MAX) PROJECT NO. SHEAR WALL - DESIGN : DGW PER PLAN DRAWN :DGW ISSUE DATE :11/09/15 LATEST REV. : 03/10/16 ROOF TRUSS PARALLEL @ INTERIOR SHEARWALL Q SCALE: 3/4" = P-0" /� ACTUAL RIDGE: 109.30' 12 l" DIAM. ROOF JACK 4 VENTS (TYPICAL-2) 4:12 ROOF PITCH 4:12 ROOF PITCH ASPHALT ROOF SHINGLES go HORIZONTAL SIDING GARAGE NORTH ELEVATION SCALE: 1/4"=1'-O" 5 2x6 24" OC. a� p �e 4:12 GARAGE ROOF PITCH THROUGHOUT GIRDER TRUSS v.RIDt GIRDER TRUSS 123'-0" 30" STEP 0 9 I7 s P s" 7 s � L I 6" STRUCTURAL CONCRETE SLAB A (DET. A2) ON 6 MIL BLACK VAPOR BARRIER ON 4" OF CLEAN SAND OR GRAVEL (SLOPE F I TO DRIVEWAY 3") 7,-9" 7 ,-6' A3 �,- II ___:JU ___ "I ° CONCRETE GRADE BEAMS I I i I I WITH PIN PILES PER DETAILS A-2 UNEXCAVATED I J NOTE: j \ I REFERENCE SHEET SI FOR SHEAR WALL REQUIREMENTS 2 6 I 30" STEP N A3 X - - - - - - - - X -X 7-9" V-11' 7'-9' I. 23'-0' GARAGE FOUNDATION PLAN SCALE: 1/4"=1'-O" MAX. RIDGE: 109.6S *ELEVATION NOTES' ALL ROOF OVERHANGS TO BE V-6" UNLESS NOTED OTHERWISE ALL ROOF GABLE ENDS TO BE 1'-0" UNLESS NOTED OTHERWISE METAL SOFFIT & FASCIA THROUGHOUT 9 ASPHALT ROOF SHINGLES THROUGHOUT ROOF VENTS THROUGHOUT HORIZONTAL SIDING EXISTING AND EXISTING AND FINISH GRADE FINISH GRADE AVERAGE GRADE: 94,63' ASHALT ROOF SHINGLES X215 FELT UNDERLAYMENT� OSS ROOF SHEATHING WOOD ROOF TRUSSES AT 24" O.C. 8" HEEL TO MATCH HOUSE ICE & WATER SHIELD METAL SOFFIT & FASCIA 1 12 ACTUAL RIDGE: 109.30' 4� 12 41 GARAGE SOUTH ELEVATION SCALE: 1/4"=1'-0" ATTIC VENTILATION CALCULATION: ATTIC AREA: 611 SOL FT./ 300 " 2.06 SQ. FT. REQUIRED ROOF JACK VENTS: (4) x 021842. FT: 1.08 SQ. FT. EAVE VENTS (3) 2" WE). VENTS (0.06545 SOL FTJ x 53 BAYS= 3.41 60, FT. NOTE: 4.55 Ea FT. PROVIDED OPENINGS TO HAVE 1/4" CORRO51ON RESISTANT METAL MESH COVERING WITH MINIMUM V OF VENT SPACE ABOVE CEILING INSULATION (PROVIDE CROS5 VENTILATION) 12 4Lj m S 2 CAR GARAGE HORIZONTAL SIDING n 6" STRUCTURAL CONCRETE SLAB 7/18" OSB SHEATHING (DET. A2) ON 6 MIL BLACK VAPOR 2'X4' STUDS NY 16" O.C. BARRIER ON 4" OF CLEAN SAND OR GRAVEL (SLOPE EX STING AND TO DRIVEWAY 3") FINISH GRADE 96.00' A CONCRETE GRADE BEAM5 WITH PIN PILES PER DETAILS A-2 WINDOW R.O. HEIGHTS TO MATCH GARAGE BUILDING SECTION TOP OF GARAGE DOORS SCALE: 1/4"=V-0" KEY: X = LSTHD8 (STRAP TIE HO, GARAGE FLOOR PLAN SCALE: 1 /4"=1'-O" 09.63' HORIZONTAL SIDING CULTURED STONE W/ SILL CAP EXISTING AND FINISH GRADE AVERAGE GRADE: 94.63' 6° FRIEZE BD. 12 ACTUAL RIDGE: 109.30' 4 FIBERCEMENT 4:12//ROOF��PIT( SHAKES C/�\ a lain mini GARAGE WEST ELEVATION SCALE: 1/4"=1'-O" GARAGE EAST ELEVATION SCALE: 1/4"=V-O" B N 109.63' =WAGE GRADE: 94.63' I -_ COMPOSITION ROOFING OVER 30 LB, ROOFING FELT OVER 15/32" APA RATED SHEATHING OVER PRE-ENGINEERED ROOF TRUSSES AT 24" O.C. WITH 5/8" G.W.B. VENTED BLOCKING lu DOUBLE 2x6 TOP PLATE W WITH HI CLIP, EACH TRUS5 ro METAL GUTTER 5/4x6 CEDAR FASCIA SIDING PER ELEVATIONS OVER 15 LB. BUILDING PAPER OVER 1/16" APA RATED SHEATHING OVER 2x6 STUDS AT 16" O.C. WITH 1/2" G.W.B. 6" CONCRETE SLAB ON 6 MIL BLACK VAPOR P� BARRIER ON 4" OF CLEAN SAND OR GRAVEL (SLOPE TO DRIVEWAY 3", SEE A2 FOR REINFORCING) 2x4 PRESSURE TREATED MUD SILL WITH 5/5" RND, x 10" ANCHOR BOLTS AT 45" O.G. AND WITHIN 12" OF----U ENDS, MINIMUM 1" EMBEDMENT (USE MINIMUM 3"x3"XI/4" PLA� WASHERS AT EACH BOLT) 6" 4" PER-ERATED DRAIN PIP CONNECT TO STORM SEWER m 3ARAGE WALL SECTIQ!1[LN�_�pju SCALE: 3/4" = 1'-0" H...8 BUILDING DEPARTMENT CITY OF EDMONOS J J O J N '> O 0) Z > O F- 7 V )ZZ W = D 0) Jwa Q W OC L iL0W kRAGE .ANS OJECT NO. : SIGN : DGW AWN : DGW ;UE DATE : 11/09/15 TEST REV. :03/10/16 MAM FI_FCiRICAL KEY -� LIGHT - PULL CHAIN ® RECESSED UGHT Op GLOBE LIGHT SEALED ® AA SWITCH RECESSED LIGHT y FLUORESCENT OUTLET Q WALL MOUNT SMOKE DETECTOR n Siw PENDANT LIGHT DOOR BELL ®p LAMP POST D DISPOSAL AAJL 0. VANITY BAR ', FLOOR OUTLET EXACT BECTRICAL PLACEMENT & NUMBER OF OUTLETS TO BE DETERMINED BY ELECTRICIAN WALK—THRU & PER ELECTRICAL CODE AS REVD. TO HOUSE— — SWITCH GARAGE ELECTRICAL PLAN SCALE: lle=1'—O" ELECTRICAL PLAN RESUB MAR 14 2016 BUILDING DEPAR-1 MENT CITY OF EDMONDS U J J (1) O W N 2 O O 00 _ O z O O O = Z Z U u1 = ZZQ W W 2� cl) > W Q C D Q I=—II--Z U000 WLAW ELECTRICAL PLANS PROJECT NO. DESIGN : DGW DRAWN :DGW ISSUE DATE :11/09/15 LATEST REV. : 01/25/16 A7