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Home My WebLink About434 W. 11th Street Address: 434 W 1 lth Street LAf PREPARED 6/06/13, 9:21:12 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 6/06/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 434 W 11TH ST SUBDIV: CONTRACTOR HUMBLE HOMES PHONE (360) 670-6175 OWNER CAMPBELL, LAURA K PHONE PARCEL 06-30-00-0-3-4740-0000- APPL NUMBER: 12-00001355 RES ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL1 01 11/27/12 JLL BLDG FOUNDATION FOOTING 11/27/12 AP November 27, 2012 8:28:44 AM pbarthol. David 477-2943 November 27, 2012 3:55:30 PM jlierly. BFF 01 12/12/12 JLL BLDG FLOOR FRAMING 12/12/12 AP December 12, 2012 8:12:56 AM pbarthol. Lori 775-4620 Please inspect as early as possible December 12, 2012 12:53:09 PM jlierly. BL9 01 1/17/13 JLL BLDG SHEARWALL 1/17/13 AP January 16, 2013 4:37:22 PM pbarthol. Bill 670-6175 January 17, 2013 4:06:08 PM jlierly. PW2 01 3/04/13 RV PUBLIC WORKS SEWER CONNECTION 3/03/13 AP PW2 02 3/15/13 EW PUBLIC WORKS SEWER CONNECTION 3/15/13 AP BAIR 01 4/29/13 JLL BLDG AIR SEAL 4/29/13 AP April 29, 2013 8:14:01 AM pbarthol. Laurie 775-4620 April 29, 2013 4:2S:45 PM jlierly. BL3 01 4/29/13 JLL BLDG FRAMING 4/29/13 AP April 29, 2013 8:13:39 AM pbarthol. Laurie 775-4620 April 29, 2013 4:25:45 PM jlierly. BLI 01 S/03/13 JLL BLDG INSULATION S/03/13 AP May 3, 2013 8:20:35 AM pbarthol. Bill 670-6175 May 3, 2013 4:47:S9 PM jlierly. PW99 01 6/05/13 RV PUBLIC WORKS FINAL 6/05/13 A June 5, 2013 9:37:38 AM rvess. June 5, 2013 9:37:52 AM rvess. BL99 01 6/06/13 1 BLDG FINAL June 6, 2013 8:27:42 AM pbarthol. Laurie 775-4620 ---------------------- ------------------------------------------------------------------------ PERMIT: ME 00 MECH!!M LPERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 01 4/29/13 JLL MECHANICAL ROUGH-IN 4/29/13 AP April 29, 2013 8:1S:04 AM pbarthol. Laurie 775-4620 April 29, 2013 4:25:45 PM jlierly. ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 6/06/13, 9:21:12 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 6/06/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 434 W 11TH ST SUBDIV: CONTRACTOR HUMBLE HOMES PHONE (360) 670-6175 OWNER CAMPBELL, LAURA K PHONE PARCEL 06-30-00-0-3-4740-0000- APPL NUMBER: 12-00001355 RES ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------------------- -- - ------------------------------------------------------------------- ME99 01 6/06/13 J 9 MECHANICAL FINAL L June 6, 2013 8:28:19 AM pbarthol. Laurie 775-4620 ----------------------- ------------------------------------------------------------------------ PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL6 01 3/13/13 PB PLUMBING WATER SUPPLY 3/13/13 DA March 12, 2013 4:32:29 PM pbarthol. Bill 670-6175 March 13, 2013 4:51:19 PM pbarthol. move water lines to not be in same ditch as the sewer line PL6 02 3/19/13 JLL PLUMBING WATER SUPPLY 3/19/13 DA March 19, 2013 10:54:07 AM pbarthol. Bill 670-6175 March 19, 2013 4:27:44 PM jlierly. trench for water line to be min 181, to 2411 per code provide sand back fill or sleeve with pvc or foam insulation/jll PL6 03 3/21/13 JLL PLUMBING WATER SUPPLY 3/21/13 AP March 21, 2013 8:30:01 AM pbarthol. Bill 670-6175 March 21, 2013 4:23:17 PM jlierly. PL2 01 4/29/13 JLL PLUMBING ROUGH-IN 4/29/13 AP April 29, 2013 8:15:14 AM pbarthol. Laurie 775-4620 April 29, 2013 4:25:45 PM jlierly. PL99 01 6/06/13 PLUMBING FINAL June 6, 2013 8:28:42 AM pbarthol. La rie 775-4620 ------------------------- ----------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 12-00001355 Date 10/26/12 Application pin number . . . 937735 Property Address . . . . . . 434 W 11TH ST ASSESSOR PARCEL NUMBER: 06-30-00-0-3-4740-0000- REPORT SALES TAX Application type description RES ADDITION Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . RS7 RESDNTL SINGLE FAMILY Application valuation . . . . 25000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc 2nd STORY LVG SPACE ON EXISTING DETACHED GARAGE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ CAMPBELL, LAURA K HUMBLE HOMES 434 W 11TH ST 212 W 9TH ST PORT ANGELES WA 98363 PORT ANGELES WA 98362 (360) 670-6175 Other struct info . . . . . . HARD SURFACE AREA ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc . . 2ND STORY LVG SPC ADD TO GARAG Permit Fee . . . . 417.75 -Plan Check Fee 271.54 Issue Date . . . . 10/26/12 Valuation . . . . 25000 Expiration Date 4/24/13 Qty Unit Charge Per Extension BASE FEE 95.7S 23.00 14.0000 THOU BL-2001-25K (14 PER K) 322.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . OFFICE WITH FULL BATH OV GARAG Permit Fee . . . . 72.05 Plan Check Fee .00 Issue Date . . . . 10/26/12 Valuation . . . . 0 Expiration Date 4/24/13 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 7.25 1.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 14.80 ---------------------------------------------------------------------------- Permit . . I . . . PLUMBING PERMIT Additional desc OFFICE/STUDIO ADD OVER GARAGE Permit Fee 114.00 Plan Check Fee .00 Issue Date . . . . 10/26/12 Valuation . . . . 0 Expiration Date 4/24/13 Qty Unit Charge Per Extension BASE FEE 50.00 3.00 7.0000 EA PL-PLUMBING TRAP 21.00 1.00 7.0000 EA PL-WATER LINE 7.00 2.00 7.0000 EA PL-DRAIN VENT PIPING 14.00 1.00 15.0000 EA PL-SEWER LINE 15.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authorit to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. .2102 0 1Z Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Sternwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/VVater FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ,Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lightin ESA. Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . . . 12-00001355 Date 10/26/12 Application pin number . . . 937735 Qty Unit Charge Per Extension REPORT SALES TAX 1.00 7.0000 EA PL-WATER HEATER 7.00 on your state excise tax form ---------------------------------------------------------------------------- to the City of Port Angeles Special Notes and Comments October 26, 2012 9:05:57 AM sroberds. (Location Code 0502) Proposed development is for a office/multi purpose room above a detached garage. No additional lot coverage. This room MAY NOT BE USED FOR RESIDENTIAL OCCUPANCY. October 15, 2012 3:09:03 PM Brian 417-4708. Minimum horizontal clearance of 5 feet to new structures or stairs. If horizontal clearance cannot be acquired, a vertical clearance of 12 feet above proposed additions will need to be established. Electrical load calculations and electrical permits are required. Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch. 24 hour advance notice is required. Public Works Inspection request line 417-4831 ---------------------------------------------------------7------------------ Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 603.80 603.80 .00 .00 Plan Check Total 271.54 271.54 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 879.84 879.84 .00 .00 Sep@krate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and otdinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD – PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS– Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backfiow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceilinp Drywall(Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ,Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 0—if THE D"V For City Use CITY OF NGELES, P- 0- A W I A S Hl NG"'TON , U . S . Permit # /? ' Date Received: 321 East Sth Street Port Angeles, WA 98362 Date Approved: P: 360-417-4817 F: 360-417-4711 hcatuzo@cityofpa.us Building Permit Application Project Address: Main Contact: Phone # Property Name (fA P� Phone��o 7 75- 2-o Owner . — MailingAddress Email city E71- State - I Qr� L4 A Contractor Name Phone F2 ,/( Z/-? 6 70 Mailing Address Email )Ile city State zip Po r4 A n 9de,5 WA Contractor License # Expiration: /�14AA9 LH4 Project Value: Zoning: Tax Parcel# Lot# $ Type of Residential Commercial Industrial 11 Public Permit Demolition 0 Fire 13 Repair 0 Reroof(tear off/lay over) For the following, fill out both pages of permit application: New Construction P Remodel 0 Addition 13 Tenant Improvement El Mechanical 1:1 Plumbing 11 Other Existing Fire Sprinkler System? Maximum.height of structure Proposed Bedrooms roposed Bathrooms Yes 11 No Project Description AJ� G/ I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required,and to obtain permits prior to working on projects.I understand the plan review fee is not refundable after review has occurred.I understand that I will forfeit 20%of the review fee if I cancel or withdraw the application before plan review has occurred.I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned,and the fees forfeit. Date Print Name Signature Residential Structures Area Description(SQ FT) Existing Proposed Minimum$ For Office Use value Basement First Floor Second Floor Covered Deck/Porch/Entr Y . Deck ZOO Garage Carport Other(describe) Area Totals Commercial Structures Area Description(SQ FT) Existing Proposed Minimum$ For Office Use value Structure(s) Addition Tenant Improvement Other(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT)of all Structures: Lot Size: %Lot Coverage 6 q�61 SQ FT Site coverage(all impervious+ %Site Coverage structures) 2-12 12- q1-7 Mechanical Fixtures Indicate how many of each pe f fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent # Heater(Suspended,Floor,Recessed wall) # # Heating/Cooling�appliance # Boiler/Compressor repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # 5 -"� Fuel gas piping #of Outlets: Water Heater # j Medical gas piping #of Outlets: Water Line # Vent piping # Sewer Line # Industrial waste pretreatment # interceptor Other(describe): PI-AP-4 d5 FiL�L At_lAc7VN cow I jz L', fey - p 4D co�v _7 P--A-C LC -------------- -7- 7 ------ 44--f- Contractors or Tradespeople Printer Friendly Page Page I of I Genera I/Specia Ity Contractor A business registered as a construction contractor with I-Ed to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name HUMBLE HOMES IJBI No. 602373437 Phone 3604179067 Status Active Address 212 W 9Th St License No. HUMBLH*961D5 Suite/Apt. License Type Construction Contractor City Port Angeles Effective Date 3/25/2004 State WA Expiration Date 1/3/2014 Zip 98362 Suspend Date County Clallam Specialty 1 General Business Type Individual Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date F- Expiration Date ICALHOUN, WILLIAM D jOwner 103/25/2004 Bond Information Bond Bond Account Effective Expiration Cancel Impaired Bond Received Bond Company Number Date Date Date Date Amount, Date Name 1 CBIC SF4795 03/22/2004 Until $12,000.00 03/25/2004 Cancelled Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Policy Effective Expiration Cancel Impaired Amount Received Name Number Date Date Date Date Date Contractors 7 Bonding Et INSSF4795 12/05/2011 12/05/2012 $300,000.00 12/05/2011 Insuranc 6 CBIC INSSF4795 03/22/2009,03/22/2011 04/26/2011, $1,000,000.00 03/2 5/2010 5 CBIC INSSF4795 03/22/2008 03/22/2010' $300,000.00 02/27/2009 4 ICBIC IC11SF4795 03/22/2007 03/22/20081 $300,000.00 03/22/2007 3 JCBIC JINSSF4795 03/22/2006 03/22/20071 $300,000.00 04/04/2006 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period https:Hfortress.wa.gov/lni/bbip/Print.aspx 10/12/2012 4U ��435 431 Pl� 1108 IS11- "Ilk 1107 434 430 ok� y PT ;4p Ap. lot V4, -T Al T!"�p TTT .-Jt 41 V� *-,1,A� J49 Joe, 1310"kak PtA4 0 -F414- CAPAVVN j-COArW4IC7_4OZ 4 175 MAWADOF U11 y OF PORT ANGELES Con:struction Plans The Issuance of this permit b9sed_*n_these_`plans,specil$ 7 cations and other data shall not prevent the building official - ----- -,.fr(,r6'thereafter requieng the cori.ect;an.of errors in said plans, sPe�ifications and other data,-4-from preventir Ig building Operations being carried on thwunder when in: violation of all codes and-ordwarim of-this-jurisdi ti C - ru y Approval Date AL 4-o, Fri 4 A T_Y�A- 0-17-0-A IM 7 _F, ----------- _7 i-A N4 CE' 0,7jil L�'901 CA.P- -OV f;t^.t.,A it own —T—17 oz I ion Fo 0�11r/)'Y�5 VL TIKKOW LF ARC 71 -�11 - rz L ' A5 RIM HA.N;GME D AA I ROOF -D,F 0 12- RA F-trlZc-- iL/ 14.A FIA 51 X I g-�-rt T ................ r ev 5 PL F - T VfJAU 5-f/AJ lz Fr 5 LIA 5 I-ILI ,�igp 'r bvrf-.ALL- ZT Lz;L& V -r ,A X-tj Ale. -r, >T;5- r i 4A U�l J-J- 77 IT-r v.. VS VAT 0 17 -44 XJ . A R C H I C S 319 s.peabody,suifte bi port angeles,wa 98362 3 60.452.6116 fax 3 60.452.7M4 Ptoiect; Project No. Subject By: Date: 0 Sheet of L->� —5-77—IA CtTV P-4- r/v 43�,w P6- ire Lw_DBER4�- *TMTM ARCH I ,T-,_L� CTS_ 319 S.Peabody,Suite B.,Port Angele�,WA 98362 360.452.6116/fix 360.452.7064 contact0lind com/wwwlindarch-com"' Proj ect: Proiect No. Subject: By: Date:— Sheet of SBEAR WALL SUMNIIARY W L H v V/L SW VH-WL/2 F0__ST HOLD-DOWN 2.262- SZ2- Me-:�r6 4-o 5z- 5-7 z PN6-'S 95 2 _7 5 'Z &IS 35"7 ,50 6,5 (a -7 15010 I(ALLOFrrNMME4FO/FORMS/SEEEARWAL SHEAR WALLS 41 MAXM S" 55 PLF. USE Wl 614EATM-ae SCO OF ML MAL ALL MX46 WM4 bd NAU ATV0r. FMFVWW^USEDFW2. PRMMl4'DbAMMA*0M BOLTS AT 32"Oa MWVI SPACM AT THE FOWAITOK FOR TE DOM AT EAN 90 OF THE UKL,SEE FR4140M MA& 0. MAXM S"a 51D P0. UBE in,SWEAM4-OM SM OF WLL N&ALL EPSES WFTW Od MU AT450,CL FORFRAMMUSEOFN02. PFlOVVEW*VA'VERMC14OR BOLTS AT 24N=KAXKH SPACHS AT T14E PDAVATICK FOR TE DO"AT EACH EV OF M WAA�SEE MOO&SHEAR FLAM 1 MXM a"-"0 M.P. USE W,MEAM-OM GVE OF WALL NAL ALL MMES WlTH 10d MAU AT3'0r- FCRFRA*AUSE3XDFNO2. DOMLE BOTTOli PLAIN APE Ma�BOLT Tl4RMM SM PLATES WM4 AWAM DOLT& PRWDE SW DW*-M MCHOR DOLTS AT 24'0j:MAMM SPACM AT THE POMATICK FOR TE 00"At KACW 00 OF M".L, SEE FROMM"M-Aft a MAXM OEM-SO Pl.F. USE 10'614EATWA-OM OVE OF MiLL MAL ALL EDON WN 10d MU 0 AT2V2'Or^S?AV3MW. PORPRAMN26MUMN0.2. OMBLIBOMM (7 MAIO APO FMalM,MOLT AMMW MOTM PLATES UN MC�M MOLTS. PROVVE"I V"M MMM BOLTS At 20'=K4XM 6PACM 21 AT THE FOMATOL FOR TE DO"AT EACW EV OF M WALL, SEE FROIN34WEAR FLMS, IL M)OW SWEAR-960 PLA USEt*'GWEATM-MOlWVMCPU4LL NALAILMSESHINSdNAUA AT3"0r-STMMW. "MMMUM.WC*W2. =05007TOM KAM AN FMNW DOLT TRW"OOTH KAM M*,C+M BOLT& PlwvVE MCCUPSTER MCWM BOLTS AT W Or-KA"W SPACM AT THE MMATM M M W"AT MW M 0:THE MUL J*# "Lw WALL W OEM WALL NrM SWEAR WALL MX�M 2 SWIDSON MSTC.28 STR.6r AT MAM 70 U4LL CONECTION TYP.FOR(b)L=AT06 di Ilk 4.- \J4D J. 7AM WALL W 0 0 0 $WAR UU WALL W m"m 2 Slf-AR WALL Mil"I 6\ NAL PROK SweEETNMG AS MR SHEAR WALL l\b SCHEME NU�M 2 PROVOR 6"Fam MIC 40 MAPS FlWM JO(M TO 6, WALL BELOW t--4 j4 UPPER LEVEL SHER WALL PLAN- LOWER LEVEL SHER WALL FLAN SCAM VV V-O' SC"V4' I'-OA Iv CY fy F, -1 IV JAV\ Z\v 0 1dr Z N (Y fv oe I X0 Ad op A fpfv JK LI ------- P-e IT A7 fv 00 Eip Plroject: -r,, Location:Roof Beam 1 Roof Bearri [2009 International Building Code(2005 NDS)] 5.125 IN x 9.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:99.1% StruCalc Version 8.0.100.0 10/10/2012 11:59:26 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.22 IN U659 Dead Load 0.15 in Total Load 0.37 IN U390 Live Load Deflection Criteria:U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1575 lb 1575 lb Dead Load 1084 lb 1084 lb Total Load 2659 lb 2659 lb Bearing Length 0.80 in 0.80 in BEAM DATA Span Length 12 ft A 12ft B Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL 25 psf 24F-V4-Visually Graded Western Species Roof Dead Load: DL= 15 psf Base Values Adiusted Tributary Width: TW 5.3 ft Bending Stress: Fb= 2400 psi Controlled by: Side Two: Fb—cmpr= 1850 psi Fb'= 2754 psi Roof Live Load: LL 25 psf C&1.15 Cl=1.00 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 285 psi Fv'= 305 psi Tributary Width: TW= 5.3 ft Cd=1.15 Wall Load: WALL 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi Adjusted Beafr, Length: Ladj= 12 ft Comp.-L to Grain: Fc--L= 650 psi Fc--L = 650 psi Beam Self Weir�ht: BSW 10 plf Beam Unifoini Live Load: wL= 263 plf Controlling Moment: 7976 ft-lb Beam Uniform Dead Load: wD—adj 181 plf 6.0 ft from left support Total Uniform Load: WT 443 plf Created by combining all dead and live loads. Controlling Shear: 2340 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reqj Provided Section Modulus: 34.75 in3 69.19 in3 Area(Shear): 11.52 in2 46.13 in2 Moment of Inertia(deflection): 143.55 in4 311.34 in4 Moment: 7976 ft-lb 15878 ft-lb Shear: 2340 lb 9371 lb NOTES 01roject: 6) Location:Roof Beam 2 Roof Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 9.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:217.6% StruCalcVer�:r:n 8.0,100.0 10/10/2012 12:00:29 PM Controlling Factor:Moment LOADING L:� :;-�AM DEFLECTIONS Center Live Load 0.09 IN L/11*328 Dead Load 0.06 in Total Load 0.14 IN U787 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180. REACTIONS A B Live Load 1247 lb 1247 lb Dead Load 858 lb 858 lb Total Load 2105 lb 2105 lb Bearing Length 0.63 in 0.63 in BEAM DATA Span Length 9.5 ft 9.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 ROOF 1_01�,- '.3 Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live 1. 1: ILL 25 psf 24F-V4-Visually Graded Western Species Roof Dead �,,d: DL= 15 psf Base Values Adwusted Tf15utary i TW 5.3 ft Bending Stress: Fb= 2400 psi Controlled by: Side Two: Fb_cmpr= 1850 psi Fb'= 2754 psi Roof Live Lr�-1-1: LL 25 psf Cd=1.15 C/=1.00 Roof Dead' 1 �,id: DL= 15 psf Shear Stress: Fv= 265 psi Fv' 305 psi Tributary V�.' TW= 5.3 ft Cd=1.15 L W P 1! 1 o WALL 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E min= 930 ksi E min'= 930 ksi 3.DJUSTED LENGTHS AND LOADS Ac,- -ength: Ladj= 9.5 ft Comp.-L to Grain: Fc-_L= 650 psi Fc- 650 psi Be:;in Seli .,;-,t: BSW 10 plf Be :: lj:�: ve Load: wL= 263 plf Controlling Moment: 4999 ft-lb Be:�m Unilf, f�,; :,ead Load: wD adj 181 plf 4.75 ft from left support ��,ad: WT—= 443 plf Created by combining all dead and live loads. Controlling Shear: 1810 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reced Provided Section Modulus: 21.78 in3 69.19 in3 Area(Shear): 8.91 in2 46.13 in2 Moment of Inertia(deflection): 71.22 in4 311.34 in4 Moment: 4999 ft-lb 15878 ft-lb Shear: 1810 lb 9371 lb NOTES Project: Location: Roof Beam 3 Roof Beam [2009 International Building Code(2005 NDS)] 2) 1.5 IN x 5.5 IN x 3.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 1015.5% Stru(,' h. �i 8.0.100.0 10/10/2012 12:02:08 PM Controlling Factor:Moment ___,RAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 113 lb 113 lb Dead Load 78 lb 78 lb Total Load 191 lb 191 lb Bearing Length 0.10 in 0.10 in BEAM DATA 3ft Span Length 3 ft A Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 RC Roof Duration Factor 1.15 MATERIAL PROPERTIES F. iL� ILL 25 psf #2-Douglas-Fir-Larch(North) R F �d: DL 15 psf Base Values Ad*usted 'i A:; - :.� TW 2 ft Bending Stress: Fb 850 psi Fb'= 1267 psi Si6, Twc. Cd=1.15 C/=1.00 CF=1.30 R,� )f LK J: ILL 25 psf Shear Stress: Fv= 180 psi Fv' 207 psi RcJ D_ �3d: DL= 15 psf Cd=1.15 Tr;l I �i ,:1: T)N 1 ft Modulus of Elasticity: E 1600 ksi E'= 1600 ksi LN WALL 0 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi 7: L. �.DJUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc- 625 psi Fc--L = 625 psi A -ength: Ladj 3 ft Controlling Moment: 143 ft-lb Bt� t: BSW 4 plf 1.5 ft from left support B� ve Load: wL= 75 pff F .1 Ui �ead Load: wD adj 52 plf Created by combining all dead and live loads. I Un; ...ad: WT 127 plf Controlling Shear: -134 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 1.36 in3 15.13 in3 Area(Shear): 0.97 in2 16.5 in2 Moment of Inertia(deflection): 0.72 in4 41.59 in4 Moment: 143 ft-lb 1597 ft-lb Shear: -134 lb 2277 lb NOTES Oroject: 1�1 Location: Roof Beam 4 Roof Beam [2009 International Building Code(2005 NDS)] 2) 1.5 IN x 5.5 IN x 3.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:369.2% Stru 8.0.100.0 10/10/2012 12:02:34 PM Controlling Factor:Moment AM DEFLECTIONS Center Live Load 0.00 IN U7254 Dead Load 0.00 in Total Load 0.01 IN U4345 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 272 lb 272 lb Dead Load 182 lb 182 lb Total Load 454 lb 454 lb Bearing Length 0.24 in 0.24 in BEAM DATA 3ft Span Length 3 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 R�- Roof Duration Factor 1.15 MATERIAL PROPERTIES F LL 25 psf #2-Doug las-Fir-Larch(North) F ._A: DL= 15 psf Base Values Adiusted i TW 2 ft Bending Stress: Fb= 850 psi Fb'= 1267 psi sit. Cd=1.15 C1=1.00 CF=1.30 il, J: LL 25 psf Shear Stress: Fv 180 psi Fv'= 207 psi F -,.J: DL= 15 psf Cd=1.15 T; n: TW= 5.3 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi W WALL 0 plf Min.Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi 11 .--;JUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc-J-= 625 psi Fc- 625 psi Ac Ladj 3 ft B, BSW 4 plf Controlling Moment: 340 ft-lb B; Load: wL= 181 plf 1.5 ft from left support B _..,�ad Load: wD_adj 121 plf Created by combining all dead and live loads. T WT 303 plf Controlling Shear: 318 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: _Rg-qj Provided Section Modulus: 3.22 in3 15.13 in3 Area(Shear): 2.3 in2 16.5 in2 Moment of Inertia(deflection): 1.72 in4 41.59 in4 Moment: 340 ft-lb 1597 ft-lb Shear: 318 lb 2277 lb NOTES Rroject: Location:ROOF BEAM 5 Multi-Loaded Multi-Span Beam (2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2-Doug las-Fir-Larch(North)-Dry Use Section Adequate By: 18.0% StruC 0.100.0 10/10/2012 12:04:07 PM Controlling Factor: Moment L0,.. DEFLECTIONS Center Live Load 0.01 IN U3444 Dead Load 0.01 in Total Load 0.02 IN U2042 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 999 lb 999 lb Dead Load 685 lb 685 lb Total Load 1684 lb 1684 lb Bearing Length 0.77 in 0.77 in g,jga� BEAM DATA Center 3ft Span Length 3 ft Unbraced Length-Top 3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 U N!, S Cente Notch Depth 0.00 Uni-.- .-d 75 plf MATERIAL PROPERTIES :,d 45 plf #2-Douglas-Fir-Larch(North) E 5 plf Base Values Ad'usted I z i 125 plf Bending Stress: Fb 850 psi Fb' 1101 psi ENTER SPAN Cd=1.00 C1=1.00 CF=1.30 LoL�. One Shear Stress: Fv= 180 psi Fv' 180 psi Live 72 lb Cd=1.00 De-. �."19 lb Modulus of Elasticity: E 1600 ks! E'= 1600 ksi ft Min. Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--L = 625 psi Controlling Moment: 2384 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1608 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Recf d Provided Section Modulus: 25.99 in3 30.66 in3 Area(Shear): 13.4 in2 25.38 in2 Moment of Inertia(deflection): 13.06 in4 111.15 in4 Moment: 2384 ft-lb 2813 ft-lb Shear: -1608 lb 3045 lb NOTES Project: Location: ROOF BEAM Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.5 IN x 3.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:39.7% Q1.0.100.0 10/10/2012 12:05:36 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN L/5470 Dead Load, 0.00 in Total Load 0.01 IN L/3347 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A Q Live Load 1538 lb 1538 lb Dead Load 942 lb 942 lb Total Load 2479 lb 2479 lb Bearing Length 1.13 in 1.13 in BEAM DATA Center Span Length 3 ft Unbraced Length-Top 3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Cente Notch Depth O.OQ 325 plf MATERIAL PROPERTIES :�d 139 plf #2-Douglas-Fir-Larch(North) 7 plf Base Values Admusted 471 plf Bending Stress: Fb 850 psi Fb' 1015 psi -'ENTER SPAN C Cd=1.00 C/=1.00 CF=1.20 One Shear Stress: Fv 180 psi Fv'= 180 psi Li, 00 lb Cd=1.00 15 lb Modulus of Elasticity: E 1600 ksi E'= 1600 ksi ft Min. Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--L = 625 psi Controlling Moment: 3189 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2112 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rggrd Provided Section Modulus: 37.69 in3 52.65 in3 Area(Shear): 17.6 in2 33.25 in2 Moment of Inertia(deflection): 17.93 in4 250.07 in4 Moment: 3189 ft-lb 4454 ft-lb Shear: 2112 lb 3990 lb NOTES P�ojeci: Location:FLOOR BEAM 1 Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 3.125 IN x 12.0 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:24.0% 0.100.0 10/10/2012 12:10:20 PM Controlling Factor:Moment L DEFLECTIONS Center Live Load 0.22 IN U683 Dead Load 0.13 in Total Load 0.35 IN U431 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 930 lb 3517 lb Dead Load 559 lb 2095 lb Total Load 1490 lb 5612 lb Bearing Length 0.73 in 2.76 in BEAM DATA Center 12.5 ft Span Length 12.5 ft Unbraced Length-Top 6 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Center Camber Adj. Factor 1 0 plf Camber Required 0.13 d 0 plf Notch Depth 0.00 8 plf MATERIAL PROPERTIES 8 plf 24F-V4-Visually Graded Western Species _NTER SPAN Base Values Adousted )iie Bending Stress: Fb= 2400 psi Controlled by: 1 2 lb Fb_cmpr= 1850 psi Fb'= 2329 psi 1 b Cd=1.00 CI=0.97 Shear Stress: Fv 265 psi Fv'= 265 psi Cd=1.00 --CENTER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi One Min.Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi 250 plf Comp.-L to Grain: Fc--L= 650 psi Fc--L = 650 psi 94 plf 250 plf Controlling Moment: 11740 ft-lb 94 plf 10.12 Ft from left support of span 2(Center Span) 6 ft Created by combining all dead loads and live loads on span(s)2 12.5 ft Controlling Shear: -5260 lb 6.5 ft At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reqj Provided Section Modulus: 60.5 in3 75 in3 Area(Shear): 29.77 in2 37.5 in2 Moment of Inertia(deflection): 250.65 in4 450 in4 Moment: 11740 ft-lb 14553 ft-lb Shear: -5260 lb 6625 lb NOTES Project: Location: FLOOR BEAM 1 Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 10.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:58.7% 10 0.0 10/10/2012 12:10:44 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.20 IN U750 Dead Load 0.12 in Total Load 0.32 IN L/470 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 930 lb 3517 lb Dead Load 581 lb 2117 lb Total Load 1512 lb 5634 lb Bearing Length 0.45 in 1.69 in BEAM DATA Cente Span Length 12.5 ft 12.5 ft B Unbraced Length-Top 6 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Center Camber Adj.Factor 1 0 plf Camber Required 0.12 Notch Depth 0.00 0 plf 12 plf MATERIAL PROPERTIES !L 2 plf 24F-V4-Visually Graded Western Species ;JTER SPAN Base Values Adlusted Bending Stress: Fb 2400 psi Controlled by: ib Fb cmpr= 1850 psi Fb'= 2383 psi b Cd=1.00 CI=0.99 t Shear Stress: Fv 265 psi Fv'= 265 psi Cd=1.00 ";D S -CENTER SPAN Modulus of Elasticity: E 1800 ksi E'= 1800 ksi One Min. Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi 790 plf Comp.-L to Grain: Fc-_L= 650 psi Fc--L = 650 psi -14 plf 50 pif Controlling Moment: 11783 ft-lb 94 pit 10.0 Ft from left support of span 2(Center Span) 6 ft Created by combining all dead loads and live loads on span(s)2 12.5 ft Controlling Shear: -5323 lb 6.5 ft At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Recrd Provided Section Modulus: 59.34 in3 94.17 in3 Area(Shear): 30.13 in2 53.81 in2 Moment of Inertia(deflection): 252.35 in4 494.4 in4 Moment: 11783 ft-lb 18699 ft-lb Shear: -5323 lb 9507 lb NOTES P�rojed Location:Floor Joist 1 Floor Joist [2009 International Building Code(2005 NDS)] SERIES 32/16-Louisiana Pacific x 21.0 FT @ 16 O.C. Section Adequate By:41.2% 100.0 10/10/2012 12:20:25 PM Controlling Factor: Deflection S1. DEFLECTIONS Center Live Load 0.36 IN U699 Dead Load 0.14 in Total Load 0.50 IN U508 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 560 lb 560 lb Dead Load 210 lb 210 lb Total Load 770 lb 770 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No BEAM DATA Center 21 ft Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 Center I-JOIST PROPERTIES LL 40 psf SERIES 32/16-Louisiana Pacific DL= 15 psf Base Values Ad*usted TL= 55 psf Moment Cap: Mcap 6180 ft-lb Mcap'= 6180 ft-lb �)adng WT= 73.3 plf Cd=1.00 Shear Stress: Vcap= 1800 lb Vcap'= 1800 lb Cd=1.00 End Reaction: Rcap= 1200 lb Rcap'= 1200 lb Cd=1.00 w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Cd=1.00 Interior Reaction: IRcap= 0 lb lRcap'= 0 lb Cd=1.00 wl web stiffeners: IRcapWS 0 lb [RcapWS'= 0 lb Cd=1.00 E.I.: El= 791 Ib-in2 El'= 791 Ib-in2 Controlling Moment4042 ft-lb 10.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -770 lb 21.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Recrd Provided E.1.: 560 in2-lb E6 791 in2-lb xE6 Moment: 4042 ft-lb 6180 ft-lb Shear: -770 lb 1800 lb NOTES rroje8�: Location:Floor Joist 2 Floor Joist [2009 International Building Code(2005 NDS)] SERIES 16/9.5-Louisiana Pacific x 10.5 F1 (a_) 16 O.C. Section Adequate By: 121.6% Controlling Factor:Deflection G.100.0 10/10/2012 12:21:23 PIVI DEFLECTIONS Center Live Load 0.11 INU1097 Dead Load 0.04 in Total Load 0.16 IN U798 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 280 lb 280 lb Dead Load 105 lb 105 lb Total Load 385 lb 385 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No .......... BEAM DATA Center Span Length 10.5 ft 10.5ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 i.�cfing Center [-JOIST PROPERTIES ILL 40 psf SERIES 16/9.5-Louisiana Pacific DL= 15 psf Base Values Adeusted TL= 55 psf Moment Cap: Mcap= 3626 ft-lb Mcap'= 3626 ft-lb �.�.-�acing wT= 73.3 plf Cd=1.00 Shear Stress: Vcap= 1768 lb Vcap'= 1768 lb Cd=1.00 End Reaction: Rcap= 1310 lb Rcap'= 1310 lb Cd=1.00 w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Cd=1.00 Interior Reaction: IRcap= 0 lb IRcap'= 0 lb Cd=1.00 w/web stiffeners: IRcapWS 0 lb IRcapWS'= 0 lb Cd=1.00 E.I.: El= 145 Ib-in2 El'= 145 Ib-in2 Controlling Momentl 011 ft-lb 5.25 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -385 lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Recrd Provided E.1.: 65 in2-lb E6 145 in2-lb xE6 Moment: 1011 ft-lb 3626 ft-lb Shear: -385 lb 1768 lb NOTES Pfoje& Location:FLOOR BEAMINZ Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 2.625 IN x 11.875 IN x 12.5 FT Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 14.6% Controlling Factor:Moment :,.0.100.0 10/10/2012 12:24:07 PM DEFLECTIONS Center Live Load 0.22 IN U696 Dead Load 0.13 in Total Load 0.35 IN U432 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2982 lb 872 lb Dead Load 1813 lb 543 lb Total Load 4795 lb 1415 lb Bearing Length 2.44 in 0.72 in BEAM DATA Center 12.5 ft Span Length 12.5 ft B Unbraced Length-Top 6 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Cente Notch Depth 0.00 27 plf MATERIAL PROPERTIES 10 plf Versa-Lam 2800 Fb DF-Boise Cascade 9 plf Base Values Adousted 16 Of Bending Stress: Fb 2800 psi Fb' 2639 psi -_ATER SPAN Cd=1.00 C1=0.94 CF=1.00 Shear Stress: Fv 285 psi Fv' 285 psi i- 11b Cd=1.00 7 1b Modulus of Elasticity: E 2000 ksi E'= 2000 ksi it Comp.-L to Grain: Fc- 750 psi Fc-J- = 750 psi Controlling Moment: 11844 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4755 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reqj Provided Section Modulus: 53.85 in3 61.69 in3 Area(Shear): 25.03 in2 31.17 in2 Moment of Inertia(deflection): 203.44 in4 366.31 in4 Moment: 11844 ft-lb 13570 ft-lb Shear: 4755 lb 5923 lb NOTES R*.oj e dt': i Location: FLOOR BEAM'S, Z Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 18.0 IN x 21.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:65.6% 100.0 10/10/2012 12:27:47 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.27 IN U938 Dead Load 0.18 in Total Load 0.44 IN U568 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1623 lb 2461 lb Dead Load 1121 lb 1625 lb Total Load 2745 lb 4086 lb Bearing Length 0.82 in 1.23 in BEAM DATA Center Span Length 21 ft 21 ft B Unbraced Length-Top 21 ft Unbraced Length-Bottom 21 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Cente 7 plf Camber Required 0.18 1.0 plf Notch Depth 0.00 plf MATERIAL PROPERTIES plf 24F-V4-Visually Graded Western Species Base Values Adousted TER SPAN Bending Stress: Fb 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2211 psi lb Cd=1.00 C1=0.92 Cv--0.96 Shear Stress: Fv= 265 psi Fv' 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp.-L to Grain: Fc_ I = 650 psi Fc--L = 650 psi Controlling Moment: 30793 ft-lb 13.02 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4002 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reped Provided Section Modulus: 167.13 in3 276.75 in3 Area(Shear): 22.66 in2 92.25 in2 Moment of Inertia(deflection): 1052.64 in4 2490.75 in4 Moment: 30793 ft-lb 50990 ft-lb Shear: -4002 lb 16298 lb NOTES Pk*ojeft of Location: FLOOR BEAM 3 Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 21.0 IN x 21.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 19.3% 00.0 10/10/2012 12:29:46 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.43 IN LJ599 Dead Load 0.21 in Total Load 0.64 IN U402 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 6179 lb 5833 lb Dead Load 2961 lb 2750 lb Total Load 9141 lb 8583 lb Bearing Length 2.74 in 2.58 in BEAM DATA Cente Span Length 21.5 ft --21.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 21.5 ft Live Load Duration Factor 1.00 Cente Camber Adj. Factor 1 Camber Required 420 plf 0.21 1,58 plf Notch Depth 0.00 '3 plf MATERIAL PROPERTIES ,1 plf 24F-V4-Visually Graded Western Species -I-ER SPAN Base Values A usted Bending Stress: Fb 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2264 psi Cd=1.00 C/=1.00 Cv=O.94 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp.-L to Grain: Fc-_L= 650 psi Fc--L = 650 psi Controlling Moment: 59563 ft-lb 9.46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8106 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Recrd Provided Section Modulus: 315.7 in3 376.69 in3 Area(Shear): 45.88 in2 107.63 in2 Moment of Inertia(deflection): 2376.25 in4 3955.22 in4 Moment: 59563 ft-lb 71070 ft-lb Shear: 8106 lb 19014 lb NOTES Pl.roject: Location: FLOOR BEAM 4 Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 24.0 IN x 21.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:43.9% �0.0 10/10/2012 12:40:41 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.22 INU1121 Dead Load 0.18 in Total Load 0.40 IN U623 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3877 lb 3877 lb Dead Load 3703 lb 3703 lb Total Load 7580 lb 7580 lb Bearing Length 2.28 in 2.28 in BEAM DATA Cente Span Length 21 ft 21 ft Unbraced Length-Top 10.5 ft Unbraced Length-Bottom 21 ft Live Load Duration Factor 1.00 Cente Camber Adj. Factor 1 75 plf Camber Required 0.18 1�r�5 Of Notch Depth 0.00 plf MATERIAL PROPERTIES plf 24F-V4-Visually Graded Western Species ._,�R SPAN Base Values Adwusted Bending Stress: Fb 2400 psi Controlled by: Fb—cmpr= 1850 psi Fb'= 2239 psi Cd=1.00 CI=0.95 Cv=0.93 Shear Stress: Fv 265 psi Fv' 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod. of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp.-L to Grain: Fc-_L= 650 psi Fc--L = 650 psi Controlling Moment: 63787 ft-lb 10.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -7038 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 341.83 in3 492 in3 Area(Shear): 39.84 in2 123 in2 Moment of Inertia(deflection): 2275.72 in4 5904 in4 Moment: 63787 ft-lb 91810 ft-lb Shear: -7038 lb 21730 lb NOTES Ptojec't Location: Uniformly Loaded Floor Beam 5 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3,125 IN x 9.0 IN x 15.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:36.0% S. 0 10/10/2012 12:42:51 PM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.38 IN U489 Dead Load 0.17 in Total Load 0.55 IN U341 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 775 lb 775 lb Dead Load 338 lb 338 lb Total Load 1113 lb 1113 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center Span Length 15.5 ft 15.5 ft- B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.17 Notch Depth 0.00 Side 1 Side 2 cLL= 40 psf 40 psf MATERIAL PROPERTIES FDL= 15 psf 15 psf 24F-V4-Visually Graded Western Species W= 1.5 ft 1 ft Base Values Adeusted NALL 0 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_Cmpr= 1850 psi Fb'= 2392 psi Cd=1.00 Cl=1.00 wL 100 plf J: wD 38 plf Shear Stress: Fv 265 psi Fv'= 265 psi BSW` 6 plf Cd=1.00 wT 144 plf Modulus of Elasticity: E= 1800 ks! E'= I OUU KS1 Min. Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp.-L to Grain: Fc-_L= 650 psi Fc--L = 650 psi Controlling Moment: 4312 ft-lb 7.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -1024 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: R@cLd Provided Section Modulus: 21.64 in3 42.19 in3 Area(Shear): 5.8 in2 28.13 in2 Moment of Inertia(deflection): 139.62 in4 189.84 in4 Moment: 4312 ft-lb 8408 ft-lb Shear: -1024 lb 4969 lb NOTES Rrojd(lt: Location: Uniformly Loaded Floor Beam 6 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3.125 IN x 7.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 19.2% 0 10/10/2012 12:43:54 PM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.45 IN L/429 Dead Load 0.21 in Total Load 0.65 IN U294 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 221 lb 221 lb Total Load 701 lb 701 lb Bearing Length 0.34 in 0.34 in BEAM DATA Cente Span Length 16 ft --16ft Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Camber Adj.Factor I Camber Required 0.21 Side 1 Side 2 Notch Depth 0.00 FLL -40 psf 40 psf MATERIAL PROPERTIES FDL 15 psf 15 psf TVV 24F-V4-Visually Graded Western Species 1.5 ft 0 ft Base Values Adwusted '.�VALL 0 plf Bending Stress: Fb 2400 psi Controfied by.- Fb—cmpr= 1850 psi Fb'= 2393 psi Cd=1.00 Cl=1.00 wL= 60 plf 1: wD= 23 plf Shear Stress: Fv 265 psi Fv' 265 psi BSW 5 plf Cd=1.00 wT 88 plf Modulus of Elasticity: E 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp. to Grain: Fc--L= 650 psi Fc--L = 650 psi Controlling Moment: 2803 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 659 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 14.05 in3 29.3 in3 Area(Shear): 3.73 in2 23.44 in2 Moment of Inertia(deflection): 92.15 in4 109.86 in4 Moment: 2803 ft-lb 5843 ft-lb Shear: 659 lb 4141 lb NOTES ---------- Plojeah A Location: Uniformly Loaded Floor Beam 6 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 16.0 FT #2-Doug]as-Fir-La rch(North)-Dry Use Section Adequate By:48.1% Controlling Factor:Moment -.0 10/10/2012 12:44:18 PM DEFLECTIONS Center Live Load 0.24 IN U802 Dead Load 0.12 in Total Load 0.36 IN U538 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 235 lb 235 lb Total Load 715 lb 715 lb Bearing Length 0.33 in 0.33 in BEAM DATA —Center Span Length 16 ft ---16ft Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES Side 1 Side 2 #2-Doug las-Fir-Larch(North) FLL= 40 psf 40 psf Base Valuea Ad4usted FDL= 15 psf 15 psf Bending Stress: Fb 850 psi Fb'= 1018 psi _VV= 1.5 ft 0 ft Cd=1.00 Cl=1.00 CF=1.20 ,,ALL 0 plf Shear Stress: Fv 180 psi Fv' 180 psi ------ Cd=1.00 wL= 60 plf Modulus of Elasticity: E 1600 ksi E'= 1600 ksi 1: wD= 23 plf Min. Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--L = 625 psi BSW 7 plf wT 89 pif Controlling Moment: 2860 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 658 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 33.71 in3 49.91 in3 Area(Shear): 5.48 in2 32.38 in2 Moment of Inertia(deflection): 103.66 in4 230.84 in4 Moment: 2860 ft-lb 4234 ft-lb Shear: 658 lb 3885 lb NOTES P*ojeft, Location:Combination Roof And Floor Beam 7 Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 16.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 105.7% 10 10/10/2012 12:55:07 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.19 IN U1019 Dead Load 0.16 in Total Load 0.35 IN U556 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3530 lb 3530 lb Dead Load 2939 lb 2939 lb Total Load 6469 lb 6469 lb Bearing Length 1.94 in 1.94 in 13EAM DATA Center Span Length 16 ft 16ft Unbraced Length-Top 1.33 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Side 1 Side 2 Camber Required 0.16 25 psf 25 psf Notch Depth 0.00 15 psf 15 psf 4 ft 5.3 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Ad*usted Side I Side 2 Bending Stress: Fb 2400 psi Controlled by: FLL 40 psf 40 psf Fb crnpr= 1850 psi Fb'= 2747 psi DL= 15 psf 15 psf Cd=1.15 C/=1.00 Cv=1.00 1:,F\N 5.3 ft 0 ft 120 plf Shear Stress: Fv 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E 1800 ksi E'= 1800 ksi wL-roof 231 plf Min. Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi wD-roof 150 plf Comp.-L to Grain: Fc-_L 650 psi Fc- 650 psi WL-floor 210 plf Controlling Moment: 25877 ft-lb wD-floor 79 pif BSW 18 plf 8.0 ft from left support Created by combining all dead and live loads. �-oad: wL= 441 plf Controlling Shear: 5434 lb �-oad: wD= 367 plf :,ad: 809 pit WT= At a distance d from support. Created by combining all dead and live loads. d: WT-cont 809 plf Comparisons with required sections: RNJ Provided Section Modulus: 113.03 in3 232.55 in3 Area(Shear): 26.75 in2 84.56 in2 Moment of Inertia(deflection): 827.92 in4 1918.51 in4 Moment: 25877 ft-lb 53238 ft-fb Shear: 5434 lb 17180 lb NOTES Pfojgl�t IF Location: FLOOR BEAM 8 Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 19.5 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:7.6% 10/10/2012 1:08:49 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.21 IN U818 Dead Load 0.13 in Total Load 0.35 IN U501 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A Q 2 Live Load 6579 lb 5480 lb Dead Load 4476 lb 3930 lb Total Load 11055 lb 9410 lb Bearing Length 3.32 in 2.82 in BEAM DATA Cente 14.5 ft Span Length 14.5 ft Unbraced Length-Top 6.5 ft Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 �nter Camber Adj. Factor 1 Camber Required 0.13 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adiusted SPAN Bending Stress: Fb= 2400 psi Controlled by: Two Three Fb cmpr= 1850 psi Fb'= 2360 psi 1538 lb 1538 lb 942 lb 942 lb Cd=1.00 C1=0.98 Cv--0.99 5 ft 8 ft Shear Stress: Fv= 265 psi Fv' 265 psi — ____: Cd=1.00 JER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp.-L to Grain: Fc-_L= 650 psi Fc--L = 650 psi Controlling Moment: 59357 ft-lb Plf 6.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 10606 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reqj Provided Section Modulus: 301.79 in3 324.8 in3 Area(Shear): 60.03 in2 99.94 in2 Moment of Inertia(deflection): 1516.57 in4 3166.77 in4 Moment: 59357 ft-lb 63882 ft-lb Shear: 10606 lb 17656 lb NOTES Prllbjet��- 4 Location: FLOOR BEAM 9 Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 13.5 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:34.7% 10/10/2012 1:18:53 PM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.28 IN U625 Dead Load 0.17 in Total Load 0.45 IN U384 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3709 lb 3529 lb Dead Load 2329 lb 2216 lb Total Load 6038 lb 5745 lb Bearing Length 1.81 in 1.72 in I...I............... .......... BEAM DATA Center ft Span Length 14.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 ,".enter Cambpr Adj. Factor 1 Plf Camber Required 0.17 01f Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species S PAN Base Values Adousted Bending Stress: Fb= 2400 psi Controlled by: Fb—cmpr= 1850 psi Fb'= 2395 psi Cd=1.00 Cl=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E—min= 930 ksi E—min'= 930 ksi Comp.-L to Grain: Fc-_L= 650 psi Fc- 650 psi Controlling Moment: 23078 ft-lb 6.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5312 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Recf d Provided Section Modulus: 115.61 M3 155.67 in3 Area(Shear): 30.07 in2 69.19 in2 Moment of Inertia(deflection): 656.75 in4 1050.79 in4 Moment: 23078 ft-lb 31076 ft-lb Shear: 5312 lb 12223 lb NOTES ....................... P n 6PEAR WALL5 4. MAX" SHEAR z 315 P.LF. USE 1/2" SWEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 51, oz. FOR FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 3211 O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. MAXMV SHEAR m 315 F-LP, �31, USE 1/211 $HEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAIL$ AT 41, OZ. " FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR '10 BOLTS AT 24" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMIWs/SHEAR PLANS. 1. MAX" SHEAR a 560 P.LF. 'A' USE 1/2" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AE 3X DF NO2. DOUBLE BOTTOM PLATES ARE AT 311 OZ. FOR FRAMING, US REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOM, PROVIDE 5/611 DIAMETER ANCHOR BOLTS AT 24" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. a, MAXIMUM SHEAR m 685 P.LF. USE 1/2" SHEATM - ONE SIDE OF WALL. NAIL ALL EC)GiS WITH 10d NAILS AT 2 1/2" OZ. STAGGERED. FOR FRAMING, USE 3X DF NO2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. ck NG PROVIDE 5/6" DIAMETER ANCHOR BOLTS AT 20" O.C. MiAXIMUM SPACI AT THE F014DATIOK FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 11. MAXIMUM SHEAR x WO P.LF. F USE 1/2" SHEATM - BOTH SIDES OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO2, DOUBLE 50TTOM PLATES An REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 18" O.C. MAXIMUM $FACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMM/844EAR PLANS. 'A uj Lv lc- tK u- t Lu WALL '15' c% WALL 'A' SHEAR WALL w SPEAR WALL NUMBER 8 IRA/ NUMBER 2 49 on, %L Z W, cl) SIMPSON MSTC 28 w 0 41 P P4 u STRAP AT BEAM TO 'Ab WALL CONNECTION c% TYF. FOR (8)LOCATIONS 'b y co CO c% ct E cQ CQ LO 0 �OA Q) 0 0 to to m co 0 44 co 0 cl cl WALL 'A' WALL 'A' -WALL SHEAR "430 SPEAR WALL NUMBER, 11 NUMBER 2 T jol ool/l 2,4 % jr—'a F4 -4.t 141t lu Lu lu Z: Z VZ Uf= f= EfR LEVEL 5�4EFR WALL f=LAN LOWEfR LEVEL 6�4EfR WALL FLAN SCALE: 1/4" V-011 SCALE: 114' I'-011 GAIRZACIE c3S ul 4