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Specifications (18) AA-57)L,)lLl-00u'-i3 13 ?s-- s i✓ /2 40 WCE CRE4 SE Comanche Court Clackamas, OR 97015 • West Coast �'® APR 3 2014 503-557-1600 (o) r' 503-557-1607 f Engineering, PC '/"- YOF FIGARO 503-680-5784 (m) Structural Engineering 11KING DIVISION seanwce@gmail.com 2009 IBC GRAVITY / LATERAL CALCULATIONS PROJECT NAME: STOTTS RESIDENCE PROJECT LOCATION: 13975 SW HIGH TOR DR TIGARD, OR 97224 FOR: CRAFTSMAN CONSTRUCTION DESIGN CRITERIA: VI/1 ■ WIND-95 MPH / EXPOSURE B ' er 4,4 SEISMIC DESIGN CATEGORY D SNOW LOAD - 25 PSF s•03 �' 3-3I-If OREGON JOB# W14-53 TF9gr 13 2°cc /,PO M• RAMS March 31, 2014 Expires 12/31/20 t4f ONE-STORY LATERAL ANALYSIS GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS PROJECT DESIGN CRITERIA: SEISMIC DESIGN: ADDITION IS SELF SUPPORTING. SPEC. ACCELERATION, Ss: 0.96 (SECTION 11.4.1) EXISTING STRUCTURE HAS NOT BEEN COMPROMISED. NO FURTHER SITE COEFFICIENT, Fa: 1.12 (SECTION 12.4.8.1) ANALYSIS IS NECESSARY. SEISMIC DESIGN CATEGORY: D (TABLE 11.6-1) OCCUPANCY CATEGORY II (TABLE 1-1) SOIL SITE CLASS(ASSUMED): D (TABLE 20.3-1) WIND DESIGN: SNOW LOAD: BASIC WIND SPEED(MPH): 95 (SECTION 6.5.4) ROOF SNOW LOAD: EXPOSURE CATEGORY: B (SECTION 6.5.6.3 20 PSF ADD'L SEISMIC WT: 0 PSF SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES(ASCE 7-05 CHAPTER 12): (SIMPLIFIED ANALYSIS, SECTION 12.14) DIRECTION: FRONT-TO- BACK F(ONE STORY BUILDING) = 1.00 (SECTION 12.14.8.1) SMS= FA Ss: 1.07 (EQUATION 11.4-1) SDS = (2/3)SMs: 0.71 (EQUATION 11.4-3) STRUCTURAL SYSTEM, R: 6.5 (TABLE 12.14-1) V= F Sos W/R: 0.11 W (EQUATION 12.14-11) E(ASD) = E/ 1.4: 0.08W W: 13802 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 1081 LB (SEISMIC LOAD EFFECT) DIAPHRAGM H(i) DIAPH DIAPH LEVEL (FT) AREA WEIGHT TRIB WALL WALL WEIGHT MISC.WEIGHT TOTAL (SF) (PSF) AREA(SF) (PSF) (LBS) WEIGHT(LBS) V(�) ROOF 9 681 12 563 10 0 13802 1081 LBS 13802 DIRECTION: SIDE-TO-SIDE F(ONE STORY BUILDING) = 1.00 (SECTION 12.14.8.1) SMS= FA Ss: 1.07 (EQUATION 11.4-1) SDS = (2/3)SMs: 0.71 (EQUATION 11.4-3) STRUCTURAL SYSTEM, R: 6.5 (TABLE 12.14-1) V= F Sos W/R: 0.11 W (EQUATION 12.14-11) E(ASD) = E/ 1.4: 0.08 W W: 13802 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 1081 LB (SEISMIC LOAD EFFECT) DIAPHRAGM H(i) DIAPH DIAPH AREA WEIGHT TRIB WALL WALL WEIGHT MISC.WEIGHT TOTAL LEVEL (FT) AREA SF (SF) (PSF) ( ) (PSF) (LBS) WEIGHT(LBS) V(i) ROOF 9 681 12 563 10 0 13802 1081 LBS 13802 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE L4 WIND LOADS(ASCE 7-05 CHAPTER 6): (SIMPLIFIED PROCEDURE, SECTION 6.4) Ps=A Kir Iw Ps3o (EQUATION 6-1) BLDG HT AND EXP. FACTOR,.= 1.00 (FIGURE 6-2) BASIC WIND SPEED(MPH): 95 TOPOGRAPHIC FACTOR, Kzr: 1.00 (SECTION 6.5.7) EXPOSURE: IMPORTANCE FACTOR, Iw: 1.00 (TABLE 6-1) ROOF PITCHX:12 ( ) X= 9 9 BUILDING PLAN DIMENSIONS: MEAN ROOF HEIGHT H(FT)= 20.0 i PLAN 1 INT. ZONE END ZONE I FRONT-TO-BACK L(FT)= 27.0 LOCATION NETNT ZONE SIDE-TO-SIDE W(FT)= 21.5 16.71 20.93 (PSF) 23 WALL 16.71 20.93 4.23 a (FT)= 6.00 ROOF 11.51 14.37 2.86 DIRECTION: FRONT-TO- BACK DIAPHRAGM TOTAL INTERIOR TOTAL INTERIOR PROD.AREA PROD.AREA END PROJ. END WALL INTERIOR LEVEL WALL AREA WALL AREAEND ROOF P INTERIOR P END ZONE (SF) (SF) AREA(SF) (SF) (SF) (SF) ROOFF�REA AREA(SF) ZONE(LBS) (LBS) AREA ) ROOF 259 119 140 86 37 49 82 91 1561 2333 TOTAL DESIGN WIND FORCE = 3894 LBS DIRECTION: SIDE-TO-SIDE DIAPHRAGM TOTAL INTERIOR TOTAL INTERIOR PROD.AREA PRO].AREA END PROD. END WALL INTERIOR LEVEL WALL AREA WALL AREAEND ROOF P INTERIOR P END ZONE (SF) (SF) AREA(SF) (SF) (SF) AREA(SF) ROOF AREA AREA(SF) ZONE(LBS) (LBS) ROOF 291 195 96 116 63 53 132 43 2571 1727 TOTAL DESIGN WIND FORCE= 4298 LBS 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE Ir2- SHEARWALL FORCE DISTRIBUTION: DIRECTION: FRONT-TO BACK OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED MAIN: 21.50 FT DIAPHRAGM LOCATION OF TRIB SEISMIC SEISMIC SHEAR TOTAL WIDTH SHEAR FROM ABOVE TOTAL SEISMIC INT.ZONE END ZONE SEISMIC WIND WIND OR LEVEL SHEARWALL WIND SHEAR WIND SHEAR TOTAL WIND WALL (� (LBS) (LBS) SHEAR(LBS) SHEAR(LBS) LENGTH SHEAR SHEAR SEISMIC (LBS) (LBS) PER FOOT PER FOOT GOVERNED ROOF L.EXTERIOR 10.75 540 0 ROOF RT.EXTERIOR 10.75 540 540 781 1166 1947 6.00 90 0 540 781 1166 1947 15.75 34 325 WIND 1081 3894 124 WIND DIRECTION: SIDE-TO-SIDE OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED MAIN: 27.00 FT DIAPHRAGM LOCATION OF TRIB SEISMIC SEISMIC SHEAR TOTAL LEVEL SHEARWALL WIDTH SHEAR FROM ABOVE TOTAL SEISMIC WIND SHEAR WIND SHEAR SEISMIC WIND ID (LBS) SHEAR(LBS) FROM END TOTAL WIND WALL WIND OR (LBS) (LBS) ZONE(LBS) SHEAR(LBS) LENGTH SHEAR SHEAR SEISMIC PER FOOT PER FOOT GOVERNED ROOF F.EXTERIOR 13.50 540 0 540 1286 863 2149 15.00 36 143 WIND ROOF R.EXTERIOR 13.50 540 0 540 1286 863 2149 1081 13.42 40 160 WIND 4-- 298 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE '-,3 SHEARWALL DESIGN: CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT MAIN: 9.00 FT(U.N.O.) ROOF: 10 PSF FLOOR: 10 PSF WALL: 10 PSF DIRECTION: FRONT-TO- BACK LABEL SHEARWALL LOCATION OF SHEARWALL ROOF TRIB UNIFORM FLOOR(S) (ON-2/3(RM)) UNIFORM TOTAL SHEARWALL RESISTING NET UPLIFT= UPLIFT ROOF LOAD TRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT FROM HOEDOWN (PLF) (Fr) LOAD(PLF) SHEAR(LB) (FT-LBS) (FT-LBS) / LEVEL SHEARWALL LENGTH(FT) WIDTH(FT) L(FT-LBS) ABOVE REQURED (LBS) SW#1 MAIN L.EXTERIOR 6.00 4.00 40 0.00 0 1947 17524 3900 2487 0 2487 1947 SW#2 MAIN RT.EXTERIOR 4.08 4.00 40 0.00 0 SW#3 MAIN RT.EXTERIOR 11.67 4.00 40 0.00 0 504 4540 2143 73 0 34 14443 12985 11886 4344 4 0 434 1947 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE L ` SHEARWALL DESIGN: CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT MAIN: 9.00 FT(U.N.O.) ROOF: 10 PSF FLOOR: 10 PSF WALL: 10 PSF DIRECTION: SIDE -TO-SIDE LABEL SHEARWALL LOCATION OF SHEARWALL ROOF TRIG UNIFORM FLOOR(S) UNIFORM TOTAL SHEARWALL RESISTING NET UPLIFT= UPLIFT ROOF LOAD TRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT (0TM 2/ FROM HOEDOWN LEVEL SHEARWALL LENGTH(FT) WIp1}{(FT) (LB) (FT-LBS)) (FT-LBS) L(FT-LBS) (PLF) (FT) LOAD(PLF) SHEAR -LBS) / ABOVE REQURED (LBS) SW#1 MAIN F.EXTERIOR 3.67 14.00 140 0.00 SW#2 MAIN F.EXTERIOR 11.33 4.00 40 0.00 0 526 4732 3237 701 0 1623 14609 11290 625 0 701 0 625 2149 SW#3 MAIN R.EXTERIOR 3.00 14.00 140 0.00 SW#4 MAIN R.EXTERIOR 10.42 4.00 40 0 480 4324 2415 905 0.00 0 1669 15018 9767 816 0 2149 0 816 905 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE LS SHEARWALL AND HOLDOWN DESIGN: DIRECTION: FRONT- TO - BACK MAX SHEAR SHEARWALL LENGTH SHEARWALL MAX UPLIFT HOLDOWN LABEL IN WALL CAPACITY SHEARWALL HOEDOWN HOLDOWN (FT) (PLF) TYPE CHECK AT ENDS TYPE CAPACITY (PLF) (LB) (LB) CHECK SW#1 6.00 325 E 350 OKAY 2487 7 3075 OKAY SW#2 4.08 124 TYP 200 OKAY 763 -- NO HOLDOWN REQUIRED SW#3 11.67 124 TYP 200 OKAY 434 -- NO HOLDOWN REQUIRED DIRECTION: SIDE -TO - SIDE MAX SHEAR SHEARWALL LENGTH SHEARWALL MAX UPLIFT HOLDOWN SHEARWALL HOLDOWN HOLDOWN LABEL IN WALL CAPACITY AT ENDS CHECK (Fr) TYPETYPE (PLF) PE CAPACITY CHECK SW#1 3.67 143 TYP 200 OKAY 701 -- NO HOLDOWN REQUIRED SW#2 11.33 143 TYP 200 OKAY 625 -- NO HOLDOWN REQUIRED SW#3 3.00 160 TYP 200 OKAY 905 -- NO HOLDOWN REQUIRED SW#4 10.42 160 TYP 200 OKAY 816 -- NO HOLDOWN REQUIRED SEE PAGE L) I FOR SHEARWALL TYPE INFORMATION SEE PAGE L-1 2- FOR SHEARWALL HOLDOWN INFORMATION SEE PAGE u 3 LII FOR SHEARWALL LOAD PATH INFORMATION 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE 0° SHEARWALL FOUNDATION DESIGN: F'c CONCRETE= 3000 PSI Fy REINFORCING = 60000 PSI DIRECTION: FRONT-TO - BACK LENGTH WALL WALL FTG WIDTH FTG DEPTH FTG WT. SHEARWALL RQD. TOP AND TRIAL T&B LOCATION PER FT. LENGTH NET UPLIFT BEYOND Mu MAX(FT WIDTH(IN) HEIGHT(IN) (IN) (IN) (PLF) (FT) (LBS) HOEDOWN LBS) BOTTOM REBAR AREA a(IN) phi Mn(Ff REINFORCING (SQ IN) LBS) (FT) SW#1 6 18 12 6 188 6.00 2487 3.20 11257 (1)#4 v 0.20 0.78 18097 OKAY SW#2 6 18 12 6 188 4.08 763 1.42 1744 (1)#4 0.20 0.78 18097 OKAY SW#3 6 18 12 6 188 11.67 434 0.00 0 I(1)#4 0.20 0.78 18097 OKAY DIRECTION: SIDE -TO-SIDE LENGTH WALL WALLFTG WIDTH FTG DEPTH FTG WT. SHEARWALL RQD. LOCATION PER FT. LENGTH NET UPLIFT Mu MAX(FT TOP AND TRIAL ARE (PLF) (LBS) BEYOND LBS) BOTTOM REBAR AREA a(IN) WIDTH(IN) HEIGHT(IN) (IN) (IN) phi Mn(Ff- (FT) HOEDOWN REINFORCING (SQ IN) LBS) (FT) SW#1 6 18 12 6 188 3.67 701 1.38 1524 (1)#4 V 0.20 0.78 18097 OKAY SW#2 6 18 12 6 188 11.33 625 0.00 0 (1)#4 • 0.20 0.78 18097 OKAY SW#3 6 18 12 6 188 3.00 905 1.82 2223 !(1)#4 SW#4 6 18 12 6 0.20 0.78 18097 OKAY 188 10.42 816 0.00 0 (1)#4 V 0.20 0.78 18097 OKAY 3/29/2014 STOTTS RESIDENCE PARTIAL LATERAL PAGE �7 West Coast Engineering , 13224 SE Comanche Court Project Title: STOTTS RESIDENCE Clackamas, OR 97015 Engineer: SMR Project ID: W14-53 Project Descr: 503-557-1600 www.westcoaste.com 1 8 -- Printed 29 MAR 2014,244PM Multiple Simple Beam File=c:lUserslWCE1DOCUME-11wCE12014J0-11W14-53-11STOTTS-1.EC6 LiC.#:KW-06006141 ENERCALC,,INC.1983-2014,Build:6.14.1.23,Ver:6,14..1.23' Description : MISC. ROOF FRAMING Licensee:WEST COAST ENGINEERING,PC Wood'Beam Design : GIRDER TRUSS (REACTION) Calculations per 2012 NDS,IBC 2012,CBC 2013 ASCE 7-10 BEAM Size 4x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending - Wood Species: DouglasFir-Larch Fb-Tension 900.0 psi Fc-PrIl 1,350.0 si Fv Wood Grade: No.2 625.0 psi Ft 180.0 psi Emend- 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Per p p 5 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 2.717 1 j fb:Actual: 3,092.74 psi at 13.500 ft in Span#1 D(0.0750) Fb:Allowable: 1,138.50 psi T + i 8(0.1250) Load Comb: +D+S+H -.V' Max fv/FvRatio= 0.484: 1 27.0 n, 4x12_ fv:Actual: 100.23 psi at 26.100 ft in Span#1 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections------- --------- i Max Reactions (k) D L Lr S W E H Downward L+Lr+S 2.261 in Downward Total 3.778 in Left Support 1.13 1.69 Right po1.13 1 69 Upward L+Lr+S 0.000 in Upward Total 0.000 in u t Live Load Defl Ratio 143 <360 Total Defl Ratio 85 <240 Wood Beam Design.: 8' HDR AT BACK WALL _ Calculations per 2,012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size 4x12, Sawn, Fully Braced : Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood : No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 80.0 psiade Eb nd-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=15.0 ft Design Summary Max fb/Fb Ratio = 0,785: 1 I �� D(0.2250)S(0.3750) fb:Actual: ` - 838.50 psi at 4.250 ft in Span#1 j Fb:Allowable: 1,138.50 psi I � Load Comb: +D+S+H Max fv/FvRatio= fv:Actual: ' 76.88 psi tat 7.565 ft in Span#1 2'5' Fv:Allowable: 207.00 psi Load Comb: +D+S+H 8.50 It, ...Max Deflections Max Reactions (k) P L Lr S W _ H Downward L+Lr+S 0.067 in Downward Total 0.108 in Left Support 0.99 1.59 Upward L+Lr+S Right Support 0 99 1.59 p 0.000 in Upward Total 0.000 in - - - Live Load Defl Ratio 1530 >360 Total Defl Ratio 942 >240 Wood Beam Design : 6' HDR AT FRONT WALL = Calculations per 2012 NDS IBC 2012 CBC 2013,ASCE 7-10 BEAM Size 4x10,Sawn, Fully Braced - Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Fb-Tension 900.0 psi Fc-Prll 1,350.0 si Fv Wood Grade: No.2 Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 180.0 si Ebend-xx1,600.0 ksi 580.0 ksi Density 32.210 pcf - Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=15.0 ft Design Summary D(0 2250 Max fb/Fb Ratio = 0.621 : 1 <� r- zz(------ fb:Actual: 771.04 psi at 3.250 ft in Span#1 Fb:Allowable: 1,242.00 psi Load Comb: +D+S+H �< Max fv/FvRatio= 0.339: 1 A A. fv:Actual: 70.10 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi Load Comb: +D+S+H 6.50 n, 4x10 Max Deflections Max Reactions (k) D L Lr S W E Li Downward L+Lr+S 0.041 in Downward Total 0.066 in Left Support 0.75 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.22 Live Load Defl Ratio 1902 >360 Total Defl Ratio 1174 >240 West Coast Engineering 13224 SE Comanche Court Project Title: STOTTS RESIDENCE Clackamas,OR 97015 Engineer: SMR Project ID: W14-53 ProrotectctDescr: 503-557-1600 www.westcoaste.corn LiC i Multiple Simple.Beam P4��ea 29MAR'014 244PM File -caUserslWCE1DOCUME-11WCE12014,10-11W14-53-11STOTTS-1.EC6 Lic.#:KW06006141 ENERCALC,,INC.1983-2014.Build:6.14.1.23,Ver:6.14.1.23 --006141 -- -- — Licensee:WEST COAST ENGINEERING,PC Wood Beam Design : 6' HDR AT RIGHT WALL Calculations per 2012 NDS,IBC 2012,CBC 2013,;ASCE 7-10 BEAM Size: 4x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DouglasFir-Larch Wood : No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psiade Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=6.0 ft Design Summary Max fb/Fb Ratio = 0.652. 1 f oto osot S(0 iso) fb:Actual: 877.42 psi at 3.250 ft in Span#1 �. ;,,,i-- , g 4i ` c Fb:Allowable: 1,345.50 psi4� 0.,,pls, �T r w . b tia._ ; -, Load Comb: +D+S+H ) Max fv/FvRatio= 0.257: 1 A fv:Actual: 53.21 psi at 6.045 ft in Span#1 � Fv:Allowable: 207.00 psi I Load Comb: +D+S+H L__— 6 5 ft, 4x6 Max Deflections Max Reactions (k) -- - --- Supporta0.31 L Lr S w E H Downward L+Lr+S 0.078 in Downward Total 0.127 in Leftht Support0.49 Upward L+Lr+S g 0.31 0.49 Live Load Defl Ratio 0 999 >360 Total Defl Ratio 0 613 >240 West Coast Engineering Project 13224 SE Comanche Court Project Title:Descr. STOTTS RESIDENCE Clackamas, OR 97015 Engineer: SMR Project ID: W14-53 503-557-1600 www.westcoaste.com Printed:29 MAR 2014,2:45PM L Multiples Simple Beam —Fiie=p:\UserSkwCE1D000ME-11INcE120�4Jo-11W14-53-usTorr-LECs LiC.#:KW-06006141 ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.1.23 Description : MISC. CRAWLSPACE FRAMING Licensee:WEST COAST ENGINEERING,PC Wood Beam;Design : 4X6 AT 48" O.C. (7' SPAN) —-- Calculations per 2012 NDS,IBC;2012,CBC 2013 ASCE 7-10 BEAM Size: 4x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Fb-Tension 900.0 psi Fc-PrIl 1,350.0psi Fv Wood Grade: No.2 Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 75.0 psi Emend- 1,600.0 ksi Density 32.210 pcf P 5 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.799. 1 o(o.oso)L(o.iso) fb:Actual': 934.30 psi at 3.500 ft in San#1 7 � + Fb:Allowable: 1,170.00 psi P i` I � � . .. . Load Comb: +D+L+H �' Max fv/FvRatio= 0.297: 1 / \ / I fv:Actual: 53.43 psi at 6.557 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H 7.0 r1, 4x6 Max Deflections Max Reactions (k) o L Jr S W E _ Left Support 0.23 0.56 — H Downward L+Lr+S 0.112 in Downward Total 0.157 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.56 Live Load Defl Ratio 750 >360 Total Defl Ratio 535 >240 . 0 PLYWOOD SHEAiRWALL SCHEDULE (SEE NOTES I-3) PANEL MIN. PANEL PANEL 54' DIAM. SILL 16d NAIL SHEARWALL NOTES TYPE SHEATHING EDGE J-BOLT SPACING AT CAPACITY THICKNESS NAILING SPACING SILL PLATES (PLF) (1" EMBED) TYP. 1/16" Sd 9 6' O.C. 48' O.C. 12' O.C. 200 O146' Sd 6' O.C. 48' O.G. 10` O.C. 260 O1/16' Sd 6 4' O.C. 48' O.C. 6' O.C. 350 O7/16' Sd g 3° O.C. 16' O.C. SEE 4' O.C. 550 NOTE 4 O l/16' 10d e 3' O.C. 14' O.C. SEE 4' O.G. 600 NOTE 4 O l/16' 10d 2" O.C. 26" O.C. 3" O.G. SEE Sl0 NOTES 4,5 NOTES: I) Sheathing, all-veneer plywood, plywood siding, except Group 5 Species. Minimum nailing shall be Sd nails e 6` o.c. at panel edges and 12' o.c. in the field of the panel, U.N.O. All Nails to be 'Common' or 'Galvanized Box' type nails. Galvanized nails shall be hot-dipped or tumbled. 2) All panel edges backed with 2x or wider framing using Douglas Fir-Larch No.2 or better lumber. Panels may be installed either horizontally or vertically. 2x stud spacing shall not exceed 16" o.c. At shearwalls with sheathing each side, studs must be 2x6 min. All anchor bolts shall have a minimum 3' x 3' x 0.229' thick plate washers. 3) Shearwall panel edge nailing shall be installed at shearwall end stud(s) where holdown is attached. If holdown requires multiple studs then install 1/2 panel edge nailing to each stud. Face nail multiple studs at holdowns together with 16d nails 6 12' o.c. minimum, U.N.O. 4) At these panels only, all Framing at adjoining panel edges shall be 3' nominal or wider, except that (2) 2x studs may be used in place of 3x or greater material when 2x studs are attached together with nailing specified in shearwall schedule for sill plates. 5) At these panels only, Foundation sill plates shall not be less than a single 3" nominal member and sill plate Fasteners should be staggered into 2x blocking and rim joist. Fasten 2x blocking to rim joist with same Fasteners and spacing, typ. 411110 SNEARWALL NOLDOWN SCHEDULE (SEE NOTES 1-6) HOLDOwN SIMPSON HOLDOWN — TYPE QUIVBRANA LENT C (LBC INSTALLATION NOTES O HDU23075 Center holdown with 4x or Dbl 2x studs(min.)and attach to stud(s)with(6) Simpson 1/4'x 2 I/2'5D5 Screws.(Attach Dbl 2x together with 16d common nails s, 4.5'o.c.)Install 5/8'Diem.Simpson '515%x24'per manufacturer's specifications. Center holdown with 4x or Dbl 2x studs(inin.)and attach to stud(s)with(10) S 1-4DU4 4565 Simpson 1/4'x 2 1/2'SD5 Screws.(Attach Dbl 2x together with 16d common nails n 3.5'o.c.)Install 5/8'Diam.Simpson '5,33'',x24'per manufacturer's specifications. - O HDU55645 Center holdown with 4x stud min.and attach to stud with(14)Simpson 1/4'x 2 1/2'W5 Screws.install 5/8'Diam.Simpson '513%x24'per manufacturer's specifications. 10 HDU5Center holdown with 4x stud min.and attach to stud with(20)Simpson 1/4'x 6910 2 V2'5D5 Screws.Install 1/8'Diam.Simpson '5B31(24"per manufacturer's specifications.(Reduce capacity to 5130 lb if installed at end of stemwall) NOTES: I) Anchor bolts shall be A301 or Std. J-bolt or Headed bolt (ASTM A36 threaded rod with double nut and washer may be substituted). Center holdown on stud(s) (minimum 3' From edge of concrete) 2) All studs at where holdowns attach shall be Douglas Fir-Larch or lumber with equivalent specific gravity. 3) Holdowns at corners shall attach to corner studs. Holdowns away From corners shall attach to door or window jamb full height studs. Holdowns must attach to studs receiving shear panel edge nailing. See Shearwall Schedule or Holdown Installation Notes For all other information. 4) IF holdowns 1 through 10 occur at Floor to Floor connection, use bolted connection from stud to stud holdowns. 5) Unless specified otherwise, install "4 continuous horizontal reinforcing bar 2' below top of concrete at all holdowns. At holdown anchor bolt place bar on side closest to edge of concrete. Bar shall extend 5' minimum in both directions From holdown anchor bolt. For extent of horizontal bars, install "4 vertical bars fl 24' o.c. with 6' hookinto Footing. Tie horizontal bar to anchor bolt prior to pouring concrete. 6) At holdowns 9, 10 attach to 4x6 studs minimum. 0 ROOF SHEAR TRANSFER NAILING SCNEDULE PANEL ROOF PANEL SIMPSON TYPE EDGE NAILING 'A35' CLIPS T Y P• 8d 57 6" O.C. 40' O.C. O 8d 6 4" O.C. 32' O.C. O 8d e 3' O.C. 22" O.C. O I0d 6 3" O.C. 16" O.C. O 10d 6 2Y" O.C. 12" D.C. 0 I0d 6 2" O.C. 10" O.C. ROOF PANEL EDGE NAILING SIMPSON 'A35' CLIPS AT SPACING PER SCHEDULE AND PANEL TYPE '44.` y ft.%.%.%.%. .% ....,_7.7... ....,_4._ ; ....... 1 1 ROOF RAFTERS / TRUSSES AND SHEATHING PER PLAN I1 SHEAR PANEL EDGE NAILING AND SHEATHING PER PLAN AND SCHEDULE ( iSkFAR TRANSFER AT RF \ 7 9/ SCALE = I' = I'-0" .:-----7----.....i..i..-----•--•-------.....______ Lt, ROOF SHEAR TRANSFER NAILING SCHEDULE PANEL ROOF PANEL SIMPSON TYPE EDGE NAILING 'A35' CLIPS TP. ad tz 6' o.C. 40' O.C. O ad 0 4" O.G. 32' O.C. 0 ad 0 3' O.C. 22" O.C. 0 IOd 0 3" O.C. 16" O.C. 0I0d 62y" O.C. 12" O.C. OIOd . 2' O.C. 10" O.C. ROOF TRUSSES AND SHEATHING AND NAILING PER PLAN ROOF PANEL EDGE NAILING ,F,",, ,, ,, " " " " " :, ,, " ,, , 1 CONTINUE SHEARWALL ,/: \ X SHEATHING AND NAILING PER yPLAN UP TO TRUSS TOP CHORD / ' PROVIDE 2X VERTICAL i MEMBERS OR BLOCKING 0 16' O.C. AT GABLE END TRUSS SHEAR PANEL EDGE _____1\r-- NAILING AND SHEATHING PER PLAN AND SCHEDULE r2 s-EAR TRANSF R AT RP E .� SCALE = I" = 1'-0' — EXISTING NEW , ,.-----------------_ i.,... , .. 1 ��_—_ _ EXt.-- EXi ERICR I \ 1 / 5,4„,..---„,......1 NEATUMG 4ND N4 INS I \ I I NO CN4rY ES REOUIREO \ TTP,4T I E4vE Trp/G,gL 1 \\ I ���� EXTERIOR I \ I ��7 DECK SNE4TNRy I \\ I �I.� 4"°NAILING I \ I norma="�- \ I ©O� m\ooa F\-__------_- \ I a%PpSTg1TN I \ \ I TTP,4T 1423A.TIEn$p \\ I GABLE tlirr TRUSS,ill.. 4iTACu TRUSSES \\ \\ \\ I ----- `,2 I WALLS/SUPPORTSioR \ \ \ l\.. I.. _ 1.1.S SIMP I TYPICAL \ \ \ \ SWEATNING ___- ---__--I \\ \ 4 n/ o: a\\ \\ 1 1 1_IAl N MEA\ \ \\ 11111 � 7a . \ I 3 I •I \ \ °I I • -4- I-_I- I---I- I I I--I 1 I 1'--1- SHEATH E%TERIOR dik TTP,AT I i ri I--I- NO CN ESQ Llp �E4� / I e,wii7��- I / I TYPICAL I // I N ! ll TTP.AT EXTER OR \ _ -7L______.___-._._...,_J_ EAVE� SNE4TNNy 1 / 1 I - I� � 1 '`�`�''.� AND NAILING / ii \ '��ua ATTACH T ers / ------I\ \ TO E%TERIpR \ \ I W NT LSpyayON°PORTS I / \ I EXlsTlf�,.EXTERIOR 'N73A'TTP,UNC. 1 _- - _ \ i I NNE4TNMG __ ---------------- \ AND NAILING L./ ---.--- I Np CHANGES REQUIRED EXISTING NEW Q MAIN FLOOR SNEARWALL PLAN 141;iiiimminiiiiiiimmenummuniummlimimm......______SCALE•Va•.p.o. NOTE,SEE A1ICNITECTURAL SHEETS ,\\\.�-./\1J) AOR MOR'14T1(.1N NOT SNgIK EXISTING NEW NOTE.AT MTERpR REARM[polis. - WITN SIM 5A OR'CCK'PoiT CAP. r. DEA ING P CAFE. i I I L axb eEAns n•I'IAx.3PANJ ® dT.10MT51 Axa POSTS(4X4 DINL T I 1 � x r caNc.PADS Ar aa•ot. WNW sus Smscc‘vEsIxsx-vs,masiss I .I Q� ,' I ice% 191 �I L r J L r • 1 � � ;i� �� II rr� .'.1 SEE OOWEL I I V NOTE.TTP. fin'/ III . II triN fl g Aga .�.' I I r 1 (10 it Existing Crawlspace r 0 A1.1 y,l II • >..� • � SIN ;; �r Existing Garage ----- —_ �11 .... on MA I NOTE.TTP.I .fir •., r I. gak EXISTING NEW ©FOUNDATION SHEARUTALL PLAN ECALE.Vs••I'•p• NOTE.SEE ARCNITEC TLINAL FOR I�OR'IATIQ�NOT Ef5