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13224 SE Comanche Court MICE ® Clackamas, OR 97015 503-557-1600 (o) West Coast 503-557-1607 (f) Engineering, PC ` 503-680-5784 (m) Structural Engineering 1-V T seanwce@gmail.com IYP 2012 IBC PARTIAL GRAVITY / LATERAL CALCULAT NR' . `967/6 PROJECT NAME: GAIL RESIDENCE PROJECT LOCATION: 13919 SW NORTHVIEW DR TIGARD, OR 97223 FOR: CRAFTSMAN CONSTRUCTION DESIGN CRITERIA: 411 RCP ULTIMATE WIND— 120 MPH �S 7eivi NOMINAL WIND—95 MPH / EXP B SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD - 25 PSF 1-7t OREGON tfF )-13, 20� AP JOB# W16-83 gN41. RAMS�� Expires 12/31/20 116 April 26, 2016 TWO-STORY LATERAL ANALYSIS GOVERNING BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS PROJECT DESIGN CRITERIA: SEISMIC DESIGN: SPEC.ACCELERATION,Ss: 0.96(SECTION 11.4.1) SITE COEFFICIENT,Fa: 1.12 (SECTION 12.4.8.1) SEISMIC DESIGN CATEGORY: D (TABLE 11.6-1) REDUNDANCY FACTOR,p: 1.3 (SECTION 12.3.4) OCCUPANCY CATEGORY II (TABLE 1-1) SOIL SITE CLASS(ASSUMED): D (TABLE 20.3-1) WIND DESIGN: SNOW LOAD: ULTIMATE WIND SPEED(MPH): 120 (SECTION 26.5) ROOF SNOW LOAD: 25 PSF NOMINAL WIND SPEED(MPH): 95 (TABLE 1609.3.1) ADD'L SEISMIC WT: 0 PSF EXPOSURE CATEGORY: B(SECTION 26.7) SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES(ASCE 7-10 CHAPTER 12): (SIMPLIFIED ANALYSIS,SECTION 12.14) DIRECTION: FRONT-TO-BACK F(TWO STORY BUILDING)= 1.1 (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) E=p V=1.3 F SDS W/R: 0.16 W (EQUATION 12.14-11) E(ASD)=E/1.4: 0.11 W (SEISMIC LOAD EFFECT) W: 54560 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 6124 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH MISC./SNO DIAPHRAGM H(i) AREA WEIGHT TRIG WALL WALL WEIGHT W WEIGHT TOTAL V(i) E V(I) LEVEL (FT) (SF) (PSF) AREA(SF) (PSF) (LBS) WEIGHT(LBS) ROOF 18 1100 12 560 10 0 18800 2110 2110 UPPER 10 1830 12 1380 10 0 35760 4014 6124 54560 DIRECTION: SIDE-TO-SIDE F(TWO STORY BUILDING)= 1.1 (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) E=p V= 1.3 F SDS W/R: 0.16 W (EQUATION 12.14-11) E(ASD)=E/1.4: 0.11 W (SEISMIC LOAD EFFECT) W: 54560 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 6124 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH MISC./SNO DIAPHRAGM H(I) AREA WEIGHT TRIG WALL WALL WEIGHT W WEIGHT TOTAL V(i) £V(I) LEVEL (FT) (SF) (PSF) AREA(SF) (PSF) (LBS) WEIGHT(LBS) ROOF 18 1100 12 560 10 0 18800 2110 2110 UPPER 10 1830 12 1380 10 0 35760 4014 6124 54560 4/26/2016 GAIL RESIDENCE PARTIAL LATERAL PAGE to WIND LOADS(ASCE 7-10 CHAPTER 28): (SIMPLIFIED PROCEDURE,TABLE 28.5-1) Ps=) Kzr Ps3o (EQUATION 28.6-1) BLDG HT AND EXP.FACTOR,X= 1.00 (FIGURE 28.6-1) NOMINAL WIND SPEED(MPH): 95 TOPOGRAPHIC FACTOR,Kzr: 1.00 (SECTION 26.8) EXPOSURE CATEGORY: B ROOF PITCH(X:12) X= 5 BUILDING PLAN DIMENSIONS: MEAN ROOF HEIGHT. H(FT)= 22.0 PLAN INT. END ZONE END ZONE FRONT-TO-BACK L(FT)= 48.0 LOCATION ZONE (PSF) NET(PSF) SIDE-TO-SIDE W(FT)= 34.0 WALL 17.23 25.87 8.65 a(FT)= 6.80 ROOF 10.00 10.00 0.00 DIRECTION: FRONT-TO-BACK (NO CHANGE TO WIND TRIBUTARY IN THIS DIRECTION) DIAPHRAGM TOTAL INTERIOR TOTAL END TOTAL INTERIOR INTERIOR P END PROD.AREA PROJ.AREA PRO].AREA WALL AREA WALL AREA END WALL ROOF AREA END ROOF AREA P INTERIOR ZONE LEVEL (SF) (SF) (SF) (SF) (SF) AREA(SF) (SF) (SF) ZONE(LBS) (LBS) ROOF 0 0 0 0 0 0 0 0 0 0 UPPER 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL DESIGN WIND FORCE= 0 LBS DIRECTION: SIDE-TO-SIDE (REAR WALL LINE WILL BE CHECKED FOR INCREASE IN WIND TRIB) DIAPHRAGM TOTAL INTERIOR TOTAL END TOTAL INTERIOR END WALL INTERIOR END ROOF AREA P INTERIOR P END LEVEL PROD.AREA PRO].AREA PRO].AREA WALL AREA WALL AREA ROOF AREA ZONE (SF) (SF) (SF) (SF) (SF) AREA(SF) (SF) (SF) ZONE(LBS) (LBS) ROOF 350 210 140 145 91 54 119 86 2757 2257 UPPER 452 310 142 399 306 93 4 49 5311 2896 8068 5153 TOTAL DESIGN WIND FORCE= 13221 LBS 4/26/2016 GAIL RESIDENCE PARTIAL LATERAL PAGE 1,1' SHEARWALL FORCE DISTRIBUTION: DIRECTION: SIDE-TO-SIDE (REAR WALL UNE WILL BE CHECKED FOR INCREASE IN WIND TRIB) OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED ROOF: 36.00 FT UPPER: 48.00 FT SEISMIC SEISMIC SHEAR INT.ZONE END ZONE TOTAL WALL SEISMIC WIND WIND OR DIAPHRAGM LOCATION OF TRIB SHEAR FROM ABOVE TOTAL SEISMIC WIND TOTAL WIND LEVEL SHEARWALL WIDTH(FT) (LBS) (LBS) SHEAR(LBS) SHEAR WIND SHEAR LENGTH SHEAR PER SHEAR PER SEISMIC SHEAR(LBS) (LBS) (LBS) (Fr) FOOT FOOT GOVERNED ROOF F.EXTERIOR 18.00 1055 0 1055 1379 1128 2507 1.00 1055 2507 WIND ROOF R.EXTERIOR 18.00 1055 0 1055 1379 1128 2507 1.00 1055 2507 WIND UPPER F.OF GARAGE 5.00 418 528 946 553 724 2531 1.00 946 2531 WIND UPPER F.ENTRY 9.50 794 528 1322 1051 724 3029 1.00 1322 3029 WIND UPPER R.OF GARAGE 15.00 1254 0 1254 1660 0 1660 1.00 1254 1660 WIND UPPER R.EXTERIOR 14.50 1212 1055 2267 1604 724 4836 1.00 2267 4836 WIND UPPER R.ENTRY 4.00 334 0 334 443 724 1167 6.75 50 173 WIND 2110/6123 5014/13221 W '�-C. l 'l P d 5 0 r ( �" +~4 110 ...)\J. (7 3 p L c L 2_o o N--t` ('�,r64 S i 14"13t /‘ d "� 69 pet 5 7- f 7` . i'--, S° + �« A.v-0 P-44410 ^.-& (C off 1$r-G+ L-�t+r b 3- A 6t .w.Ir s-Nr . 4/26/2016 GAIL RESIDENCE PARTIAL LATERAL PAGE C-3 • WCE 4, 13224 SE Comanche Court z Clackamas, OR 97015 r . West Coast ' r-��; 603-567-1600(o) Engineering, PC y'�� 603-667-1607(fl �j/' �' 603-680-6784(m) Structural Engineering �! seanwce@gmail.com DOUGLAS FIR-LARCH JOISTS SPAN TABLE DEFLECTION CRITERIA: DL(PSF): 15 ROOF: LIVE LOAD/ 240 LL(PSF): 25 TOTAL LOAD/ 180 CD: 1.15 LOAD DURATION FACTOR Fb (PSI) Fv(PSI) E(PSI) CR: 1.15 REPETATIVE MEMBER FACTOR DF-L NO.2 900 180 1600000 DF-L NO.1 1000 180 1700000 2x ROOF JOISTS No. 2 12"Joist Spacing 16"Joist Spacing 24"Joist Spacing Section LL Defl. I TL Defl. I Bending LL Defl. I TL Defl. I Bending LL Defl. TL Defl. I Bending Allowable Span (ft.) Allowable Span (ft.) Allowable Span(ft.) 2X3 6.14 5.58 4.82 2X4 8.60 7.81 6.75 2X5 11.05 10.04 8.38 2X6 13.51 12.09 9.87 2X8 17.69 15.32 12.51 r--� 2X10 21.60 18.71 -4 15.28 4-" 2X12 25.05 21.70 17.72 2X14 27.99 24.24 19.79 No. 1 12"Joist Spacing 16"Joist Spacing 24"Joist Spacing Section LL Deft TL Defl. Bending LL Defl. TL Defl. I Bending LL Defl. I TL Defl. Bending Allowable Span (ft.) Allowable Span (ft.) Allowable Span(ft.) 2X3 6.27 5.69 4.97 2X4 8.77 7.97 6.96 2X5 11.28 10.25 8.84 2X6 13.78 12.52 10.41 2X8 18.17 16.15 13.18 2X10 22.77 19.72 16.10 2X12 26.41 22.87 18.67 2X14 29.51 25.55 20.86 4/27/2016 2X JOISTS PAGE LA West Coast Engineering Project Title: GAIL RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com vc Printed:26 APR 2016,211PM Aik{ M �e dSl�e O �earnJ �,G z4 ' m W d „F� ;c usOrs�IwC* �c,01 1 Ap' ' ': a �r x;I! -. .a,. n,a it k' a ,y 1 Yw:.. int f .... .t,� .t ..,M x ..., �t ' -"r''''' ....xL--.4 1b _.$F„.',i .i.� .t��t�t,;.'e @ g'?'I ro�`li. ® �.,it: ," , .1A,'.: , s, Lic.#: KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description MISC. ROOF FRAMING I'll o Bea F °� a 1g,n H1 -2X12 � ��` .ry r.. l t',.... . ',,, .3 , , OaJc lat4bnsr Ser ND;S,P ,!C2,1lB 201 't Yt31 ;2b7 fl�7 7 tt BEAM Size: 2x12,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=12.0 ft Design Summary .0.180 s 0.30 :: Max fb/Fb Ratio = 0.067. 1 fb:Actual: 183.64 psi at 1.415 ft in Span#1 •:•:•:-:•:-:•:•:-:•:::•:::.::::::::::::::::::•'"• Fb:Allowable: 2,760.00 psi • : : Load Comb: +D+S+H 2 40 Max fv/FvRatio= 0.068: 1 A fv:Actual: 20.68 psi at 1.896 ft in Span#1 Fv:Allowable: 304.75 psi 2.830 R,202 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L L-r S w E LI Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.26 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.26 0.42 Live Load Defl Ratio 24994 >360 Total Defl Ratio 15503 >240 1�Wo a BB ,m D�" jgn 1 H2 -2X12 o� r, ',_ ,: i. Calculations,per NDS 2,0,12.IBC 12012,CBG 2Q13 A,ScEM tf BEAM Size 2x12,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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=0.1130->0.0, S=0.1880->0.0 k/ft,0.0 to 6.830 ft Design Summary - D(0.1130.0.0t st0.1880.o.ot Max fb/Fb Ratio = 0.338; 1 .• . .:: West Coast Engineering Project Title: GAIL RESIDENCE , 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com t j9 Printed:26 APR 2016,211 PM ;47 iAtig3 '41cCa�Js G` DO 1fi ° � till* „ .v. ..t.a'.s�.��' 7•e^°.4Jt vr�,e :' r e. . ;v"Bv s a ,ai a.,fi�a° : 'C4's ro�u"'f t' 'S �.cW 0, d ry•, ,. 4i• ..` 1 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC r �� 11�N � 11 R1 -2X12. n Caj latlosc,per NDS 20 2,. 0044.1..Ap0�-torp,,DE,,mo.!, BEAM Size: 2x12,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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=12.0 ft Design Summary D 0.180 S 0.s0 Max fb/Fb Ratio = 0.089; 1 ___ fb:Actual: 91.72 psi at 1.000 ft in Span#1 • Fb:Allowable: 1,035.00 psi Load Comb: +D+S+H Max fv/FvRatio= 0.014: 1 A. A fv:Actual: 2.87 psi at 1.067 ft in Span#1 Fv:Allowable: 207.00 psi 2.0 n,2x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S Al E 1 Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.18 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 0.30 Live Load Defl Ratio 399999 >360 Total Defl Ratio 39043>240 W Od B1 z� nftfi ton,, ,' R2-2X12 � ,,,. � n'4k��mx6, �„,MO x Jaz mxns ,!C e4r > BEAM Size: 4x12,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prli 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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,-2.0 ft to 2.50 ft,Trib=5.0 ft Point: D=0.140, S=0.210 k @ 7.250 ft Point: D=0.160, S=0.260 k @ 7.250 ft Unif Load: D=0.0750->0.0380, S=0.1250->0.0630 k/ft,2.50 to 7.250 ft Design Summary Max fb/Fb Ratio = 0.424 0 0.0750,0.038o)S(0 1250 0.063 1 D(0.0750j S(0.1250) •r i -T--� fb:Ao : 482.51psi at 6.300 ft in Span#2 i,:.,;.,�t:;�,,,•;. .;,L,.:,.,,.• ..:11..�:::.,: Fb:Alllloww able: 1,138.500 psi Load Comb: +D+S+H Max fv/FvRatio= 0.180: 1 fv:Actual: 37.25 psi at 2.000 ft in Span#1 :;, � ; :;::::::::::::::::';:::;:;:;: ;:::;:;:::::::::.:::::::::: :•:::::;:;:::;:;:;:::_:�:::��:::::::::;:::;::::: Fv:Allowable: 207.00 psi 2.0 ft 10.50 ft, 4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lr S W E H Downward L+Lr+S 0.052 in Downward Total 0.087 in Left Support 0.64 0.94 Upward L+Lr+S -0.028 in Upward Total -0.047 in PP Right Support 0.38 0.53 Live Load Defl Ratio 1706 >360 Total Defl Ratio 1014 >240 AiiiirialEitiKibeifitti.1,.. R3-3 1/2 X 12 GL .x+auyd ,. a lcu jatrons",per NDS`2012, C 2012,`CB 2b.130 ASCE 1401 BEAM Size: 3.5x12,GLB, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,11.830 ft to 15.670 ft,Trib=7.50 ft Point: D=0.240, S=0.120 k @ 2.0 ft Point: D=0.290, S=0.20k@4.0ft Point: D=0.340, S=0.250 k @ 6.0 ft Point: D=0.340, S=0.250 k @ 8.0 ft Point: D=0.310, S=0.210k@ 10.0 ft Point: D=0.150, S=0,180 k @ 12.0 ft Point: D=0.080, S=0.090 k,at 14.0 ft and placed every 0.0 ft thereafter Unif Load: D=0,0230->0.1130, S=0.0380->0.1880 k/ft,0.0 to 11.830 ft • West Coast Engineering Project Title: GAIL RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com t.l Printed:26 APR 2016,2:11PM 1® e l '16140104 It �s rs\(0E1p0 U 11w t1 � t' d aai.w ° ,x.,.. •..0 �.4. a ^� '. �. '`�'a `few.w , ':�' '�.�, v1 • Lic.#: KW-06006141 Licensee:WEST COAST ENGINEERING,PC Design Summary Max fb/Fb Ratio = 0.740 .. o�a.o2aa,0.1130)S(0.0380,o.18a 1 . • ,,q ns,a p`i�'bzci12srvol875) fb:Actual: 2,043.05 psi at 7.992 ft in Span#1 + * + + + Fb:Allowable: 2,760.00 psi Load Comb: +D+S+H Max fv/FvRatio= 0.367: 1 fv:Actual: 111.95 psi at 14.678 ft in Span#1 15.670 ft, 3.5x12 Fv:Allowable: 304.75 psi Load Comb: +D+S+H -- M�eflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.356 in Downward Total 0.685 in Left Support 1.44 1.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.54 1.89 Live Load Defl Ratio 527 >360 Total Defl Ratio 274 >240 Wo{ = y 41f1Q6i .. ,11 R4 4X10 _ r BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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,11.830 ft to 14.0 ft,Trib=7.50 ft Unif Load: D=0.0->0.1130, S=0.0->0.1880 k/ft,0.0 to 11.830 ft Design Summary Max fb/Fb Ratio = 0.894• 1o 0.1130)S(0.0,0.1880) j 1125 S(0.1875) fb:Actual: 1110.88 psi at 8.027 ft in Span#1 •°t° t Fb:Allowable: 1,242.00 psi •••.. :: : ::::•::::. :::. :::.•.••ae•:: :.a•. ::::;.: Load Comb: +D+S+H j .........::..'......•.:.::.•....::. :....•...>..:�:}:....:•:•::..,........... Max fv/FvRatio= 0.319: 1 Z:::: :•: : :•:•:•:::::•::•:::•:::•:•::: •:: :❖:•:::::•::::•::• :•:•:•:•:•:•:•:•2 fv:Actual: 65.95 psi at 13.253 ft in Span#1 14.0 ft, 4x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max If actions Max Reactions (k) D . Lr S W E H Downward L+Lr+S 0.260 in Downward Total 0.433 in Left Support 0.36 0.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.65 1.00 Live Load Defl Ratio 644 >360 Total Defl Ratio 387>240 ei P, etiiiiti° ,Igri R5-4X10 . . a L J tatlo? $j?en NDS 20st^2 1!BrC' i117 (�20 i j r� BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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,0.0 ft to 2.50 ft,Trib=4.0 ft Point: D=0.140, 5=0.210k@2.50ft Point: D=0.650, S=0.10 k @ 2.50 ft Point: D=0.170, S=0.020 k @ 4.50 ft Point: D=0.210, S=0.080 k @ 6.50 ft Point: D=0.290, S=0.170 k @ 8.50 ft Design Summary Max fb/Fb Ratio = 0.630. 1 o(o.oso s(o.1o) fb:Actual: 782.13 psi at 2.528 ft in Span#1 Fb:Allowable: 1,242.00 psi Load Comb: +D+S+H ::::::::::::::::?;:;:;:;:;: ;:;:;:;:%.::: :%:�:�:�:�'•:�:�:=:�:�::�:%:v?:�: "•:�:�: %'�'• Max fv/FvRatio= 0.310: 1 A fv:Actual: 64.15 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 10.250 ft, 4x10 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L i S w E H Downward L+Lr+S 0.050 in Downward Total 0.169 in Left Support 0.99 0.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.70 0.31 Live Load Defl Ratio 2462 >360 Total Defl Ratio 726 >240 West Coast Engineering Project Title: GAIL RESIDENCE , 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com L Printed:26 APR 2016,211 PM Lic.#: KW-06006141 Licensee:WEST COAST ENGINEERING,PC Wobttot-O #;'DeSigl1 w• R6-4X10 i; , T,; f i ' ., .„1.:' ;. . , �.4. C!.,19.40, 'tl? §p*0140.,,r2 4 19,1 2,.{-4 [ ....l J BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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,0.0 ft to 7.250 ft,Trib=4.0 ft Point: 0=0.440, S=0.630 k @ 7.250 ft Design Summary Max fb/Fb Ratio = 0.700. 1 D 0.060 5010 fb:Actual: 869.15 psi at 6.594 ft in Span#1 Fb:Allowable: 1,242.00 psi Load Comb: +D+S+H Max fv/FvRatio= 0.268: 1 fv:Actual: 55.49 psi at 9.498 ft in Span#1 Fv:Allowable: 207.00 psi 10.250 n, 4x10 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.106 in Downward Total 0.180 in Left Support 0.45 0.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 0.70 Live Load Defl Ratio 1156 >360 Total Defl Ratio 683 >240 `Wo d,O besi 'h R7-4X10 . .. k � 3 � • } s� rq y� `gyp^ � r� li ai tit • Il_,...t. d. .;r i,. ,44 >'a e 1107101'153 errNDS4-;042 r� 01011 7:[ ,a st"se 0-1 8 E';. 1 BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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 Point: D=0.640, S=0.940 k @ 4.875 ft Design Summary --- Max fb/Fb Ratio = 0.762. 1 fb:Actual: 945.98 psi at 4.875 ft in Span#1 Fb:Allowable: 1,242.00 psi Load Comb: +D+S+H Max fv/FvRatio= 0.183: 1 fv:Actual: 37.94 psi at 9.003 ft in Span#1 - Fv:Allowable: 207.00 psi 9.750 ft, 4x10 Load Comb: +D+S+H Max De ecti�l ons Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.085 in Downward Total 0.147 in Left Support 0.35 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.47 Live Load Defl Ratio 1370 >360 Total Defl Ratio 794 >240 i $_.„.40:4, 4Q16 1$� ,. C1 (2)2X10 ,, , v,r,J t° , ,.. 4"� ., G,'�*,01.tlops p"er Nb,S 2012�,1fHC 2012;SBC; 01O ,k50E,'40. BEAM Size: 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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 Point: D=0.260, S=0.420 k @ 11.830 ft Point: D=0.260, S=0.420 k @ 11.830 ft Point: D=0.180, S=0.30 k @ 11.830 ft Design Summary - Max fb/Fb Ratio = 0.849. 1 ,....,a`-1 fb:Actual: 966.34 psi at 11.807 ft in Span#1 Fb:Allowable: 1,138.50 psi Load Comb: +D+S+H Max fv/FvRatio= 0.416: 1 fv:Actual: 86.08 psi at 13.253 ft in Span#1 14.0 ft, 2-2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.164 in Downward Total 0.282 in Left Support 0.15 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.63 0.96 Live Load Defl Ratio 1021 >360 Total Defl Ratio 596>240 West Coast Engineering Project Title: GAIL RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com Printed:26 APR 2016,211P�M V1'7=• •- ,t'341,-.4,W 3 sjeik,3`Q1L. '•.,. Lic.#:KW-06006141 Licensee :WEST COAST ENGNEERING,PC -,�t i` pfti•th d 2X10 �II�Q �14't , r �, tt.t "p NDS �� [(BC 01 6201 ' „ 'zsf, � �' C alio s arw �7 ,< i .. .i d i �= - r , a� tr —.-. f'"�.�.ad. �,�S0.'', BEAM Size: 2x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 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 Point: D=0.370, S=0.60 k @ 11.830 ft Design Summary Max fb/Fb Ratio = 0.777. 1 " fb:Actual: 1,017.67 psi at 11.807 ft in Span#1 .• , -.r,T•___�,• " Fb:Allowable: 1,309.28 psi Load Comb: +D+S+H Max fv/FvRatio= 0.438: 1 • fv:Actual: 90.64 psi at 13.253 ft in Span#1 14.0ft, 2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.173 in Downward Total 0.296 in Left Support 0.08 0.09 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 0.51 Live Load Defl Ratio 970 >360 Total Defl Ratio 567>240 • West Coast Engineering Project Title: GAIL RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com t.%4 y� y Panted.26 APR 2016,207PM 1Yl 1t1 SW I ea 9� , g kk A r F ,F1 e c User\ C53tu E i C�t20,,1 p'"1tl ,.,:.'e-41CE '; 1a-a1/41,•:,t..3:-6,X3 �.-3,-7,1:43,, Hae .©,trA 5 m .,A3 _r .i a a , �nx ah,6k,, !''6 V ;r i' 352', a. ..,�,3N"w ° d �dti1 '.,I Lic.#:KW-06006141 �� �r ..�. ,. i� .-� . � _ �:�. ���,o: Licensee:WEST COAST ENGINEERING,PC D ,. FRAMING escrtptfon CEILING �fl,Q dia, aat D,,0SIg,n` C3 (2) 2X10 mak: , ,. ?s s.L, . , .„ . ,.;�4_. ,,;, ..,Gad`Ula;-Ipnstptr�t DSt,.to,,•IS t':1, kta o sto ittt3", ,•'ss r BEAM Size: 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi 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=0.010 k/ft,Trib=2.0 ft Point: D=0.4330, S=0.70 k @ 9.830 ft Design Summary Max fb/Fb Ratio = 0.948. 1 D(0.020) 'r,• fb:Actual: 1,078.95 psi at 9.800 ft in Span#1 Fb:Allowable: 1,138.50 psi Load Comb: +D+S+H Max fv/FvRatio= 0.251 : 1 (s :: : .:44 : •: •;•:• := : %- fv:Actual: 51.86 psi at 13.253 ft in Span#1 14.0 ft, 2-2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.175 in Downward Total 0.355 in Left Support 0.31 0.21 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.49 Live Load Defl Ratio 959 >360 Total Defl Ratio 473 >240 1V Oea � ' ', � C4- (2)2X1 0 0 :;i a' ,,, .s,., i '0:itotitattOilis,per NDS 201,2,#.IBC:2012,CBC 20')3,ASdE-z 1jT„' BEAM Size 2-2x10,Sawn, Fully Braced UsingAllowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi 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=0.010 k/ft,Trib=2.0 ft Point: D=0.3470, S=0.560 k @ 7.830 ft Design Summary - - Max fb/Fb Ratio = 0.926. 1 O) D(0.020) fb:Actual: 1,054.00 psi at 7.840 ft in Span#1 Fb:Allowable: 1,138.50 psi 3:• �:=::;:•:::%:•::•:•::::::•:• :•:•::•r:•:•:•::•:: ::: ::::•'r:•:::•::•:::: .........':. Load Comb: +D+S+H ° ••�:y: Max fv/FvRatio= 0.175: 1 fv:Actual: 36.28 psi at 13.253 ft in Span#1 14.0 ft, 2-2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D I. Lr S W E H Downward L+Lr+S 0.172 in Downward Total 0.351 in Left Support 0.34 0.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.31 Live Load Defl Ratio 974 >360 Total Defl Ratio 478>240 �1 OOd AB'earn Di�slgn '' C5- (2)2X10 • §AY ittp „� ,.., ,;. �e fla,ga f per N 0,1?,t,h 2�AINAt �e? �. W, r BEAM Size: 2-2x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi 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=0.010 k/ft,Trib=2.0 ft Point: D=0.260, S=0.420 k @ 5.830 ft Design Summary Max fb/Fb Ratio = 0.724. 1 "°'I'°•'.1 fb:Actual: 823.76 psi at 5.833 ft in Span#1 D(o.o20� 7 Fb:Allowable: 1,138.50psi :'•..';;;•:•:'•:;'.•:ti•::•:•t:.::•::•:::::::.•..::•T::••.•:•::,•••:••:••;: LoadComb: +D+S+H : ......................................... ...........:•r':.... :• Max fv/FvRatio= 0.146: 1 Q fv:Actual: 30.31 psi at 0.000 ft in Span#1 14.0 ft, 2-2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max De ect Max Reactions (k) D I_ Lr S w E H Downward L+Lr+S 0.127 in Downward Total 0.277 in Left Support 0.34 0.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.17 Live Load Defl Ratio 1323 >360 Total Defl Ratio 605>240 West Coast Engineering Project Title: GAIL RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W16-83 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com LAN Printed:26 APR 2016,2:07PM °4, r 4 r i , , , ` (N del '. •4 04y--4 qm0 ci °g'`�1 ° Cs .� > _� e ..,J,',1At`"• �i ®U 7� le to Lic.# KW 06006141 - Licensee WEST COAST ENGINEERING,PC :;'s §Tri t©i0 - M���t,� x rripL . C6 2X10 ! . �aldtf a`tldns,perENDS;2012,✓IBC 2012,'WA O C 01**#1 ff 10 BEAM Size: 2x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi 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=0.010 k/ft,Trib=2.0 ft Point: D=0.1730, S=0.280 k @ 3.830 ft Design Summary Max fb/Fb Ratio = 0.842 1 .16•a fb:Actual: 958.72 psi at 3.827 ft in Span#1 •• 0(o.o2oa Fb:Allowable: 1,138.50 psi ; •t- T; Load Comb: +D+S+H �':....................... .... ... . .... ..... ..... .'° . . . .......... .... .... . Max fv/FvRatio= 0.247: 1 fv:Actual: 51.19 psi at 0.000 ft in Span#1 14.0 ft, 2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.132 in Downward Total 0.339 in L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0 21 0.08 Load Defl Ratio 1274 >360 Total Defl Ratio 495>240 LeftSupport 0 29 0.20 Upward 9 pp Live Wa4 1B§a iDes n C7 2X10 e u CgIW I �` to�ff tPO,�0't 'BXg�`t4 , yµ�� 4'�y',t�, (P a 1�' +.1�. , at�4 -.: ,« v.m..+� i 4i k.,ria+1 ,-.-:r �„-�...' �... vn,.%����DJ,uxn�'c �f=2,t . BEAM Size 2x10,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pril 1,350.0 psi Fv 180.0 psi 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=0.010 k/ft,Trib=2.0 ft Point: D=0.0870, S=0.140 k @ 1.830 ft Design Summary Max fb/Fb Ratio = 0.408. 1 a'"Tm"a fb:Actual: 363.77 psi at 6.487 ft in Span#1 I o(0.020) Fb:Allowable: 891.00 psi •.,•,.••••.••.:...............::... ••.... Load Comb: +D+H %�: :�. %•:{ �:�:•:•'r:�:�:%•:::�:�'i=:_:_:•:: �.`%�: :;:;:;:;: :�:�_�:3 Max fv/FvRatio= 0.179: 1 fv:Actual: 36.95 psi at 0.000 ft in Span#1 14.0 ft, 2x10 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.035 in Downward Total 0.182 in Left Support 0.24 0.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.02 Live Load Defl Ratio 4867 >360 Total Defl Ratio 923>240 1 fd, d B anf{tie§l'j n HDR ATR ENTRY til't'ons BEAM Size: 4x6,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi 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 Point: D=0.380, S=0.530 k @ 1.750 ft Design Summary „ Max fb/Fb Ratio = 0.406. 1 fb:Actual: 545.97 psi at 1.750 ft in Span#1 Fb:Allowable: 1,345.50 psi •..•. ___ ____ • Load Comb: +D+S+H (`� Max fv/FvRatio= 0.173: 1 A fv:Actual: 35.89 psi at 3.045 ft in Span#1 Fv:Allowable: 207.00 psi 3.506,4x6 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.011 in Downward Total 0.018 in Left Support 0.20 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.27 Live Load Defl Ratio 3966 >360 Total Defl Ratio 2286>240 ITCE a13224 SE Comanche Court g Clackamas, OR 97015 West Coast - �'' 9`j 503-557-1600(o) 503-557-1607(t) Engineering, PC v 104 j8 503-680-5760.(m) Structural Engineering r�� seanwce@gmail.com SQUARE SPREAD FOOTING DESIGN PROJECT NAME: PROJECT NUMBER: LOCATION OF FOOTING: MISC. SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE(PSF) 1500 T PSF CONCRETE STRENGTH (PSI) 2500 ! PSI COLUMN LOAD, P: 3790 LBS ........_......................_:.....: REINFORCING STEEL STRENGTH (PSI) 60000 7 PSI COLUMN WIDTH,W: 3.5 IN SQUARE FOOTING DEPTH OF FOOTING THICKNESS, BAR SIZE PneREBAR Mu #OF a (IN) PHI Mn P MAX(LBS) WIDTH, B(FT) H (IN) # (IN) (PSF) (FT-LBS) BARS (FT-LBS) 1.50 12 4 8.75 1350 591 2 0.616 14918 3038 2.00 12 4 8.75 1350 1576 3 0.693 22275 5400 2.25 12 4 8.75 1350 2330 3 0.616 22377 6834 2.50 12 4 8.75 1350 3292 3 0.554 22459 8438 2.75 12 4 8.75 1350 4487 3 0.504 22526 10209 3.00 12 4 8.75 1350 5941 4 0.616 29837 12150 3.25 12 4 8.75 1350 7680 4 0.569 29920 14259 3.50 12 4 8.75 1350 9727 4 0.528 29992 16538 3.75 12 4 8.75 1350 12110 4 0.493 30054 18984 4.00 12 4 8.75 1350 14852 5 0.578 37381 21600 4.25 12 4 8.75 1350 17979 5 0.544 37456 23707 4.50 12 4 8.75 1350 21518 5 0.513 37522 25102 4.75 12 4 8.75 1350 25492 5 0.486 37582 26496 5.00 15 5 11.69 1313 29096 7 1.011 108066 32813 5.25 15 5 11.69 1313 33881 7 0.963 108298 36176 5.50 15 5 11.69 1313 39164 8 1.050 123286 39703 5.75 15 5 11.69 1313 44969 8 1.004 123538 42842 6.00 15 5 11.69 1313 51321 8 0.963 123770 44705 USE 2.00 FT SQUARE X 12 IN THICK FTG WITH 3 # 4 BARS EACH WAY 3" CLEAR OF BOTTOM OF FOOTING 4/27/2016 WCE-CONC SQUARE FOOTING PAGE U 7' EXISTING RESIDENCE • \ I --- -- 3 SIMPSON I cv X 'HUCQ410Z-SDS' _ C2 - 2X10 X no I (N)2X10 RAFTERS (N)2X10 RAFTERS EXISTING EXTERIOR I AT 24'O.G. ii AT 24' O.G. SHEATHING AND NAILING I� NO CHANGES REQUIRED SIMPSON GI - (2)2X10 •,ti-�� -.I ,1\--SIMPSON CI C3 - (2)2X10 .� ATTACH RAFTERS CC TO EXTERIOR 0 I (N)2X10 RAFTERS =i4 EXISTING EXTERIOR > WALLS/SUPPORTS AT 24'O.C. -1 X6 HDR SHEATHING AND NAILING 0 WITH SIMPSON X �_ _ _ — — NO CHANGES REQUIRED U 142.5A' TYP.,UN.O.�„,11 C4 - (2)2X10 ,i SIMPSON-71 I I C5 =(2)2X10 N•/ � 'N<1C410Z'JIISIMPSO �SIMPSON _ I —11.----•SIMPSON-11'LS5U210' L55U210' \�SIMPSON Q I 0 'I-IUC410Z' _ cb - 2X10 'Lu;,z1©' y I� I v Q. PT 4X4 POST r— ti+ 0 n �1/ Z LITH SIMPSONCE4Z' POST I _ Cl - TXIO n Q _J 1y/ x + ii\ ATTACH RAFTERS CAP,TP. SIMPSON TO EXTERIOR 1HUC410Z'� WALLS/SUPPORTS (N)2X10 (N)2X10 WITH SIMPSON / R4 - 4X10I I RAFTERS I I AT 24'O.C. I RAFTERS I 1-12.5A'.5A' TYP.,UN.O. / AT 24'O .C. 1 POST DOUN HIPt1 RAFTER TO EACH R1 4X10 CEILING JOIST WITH \ 2X4 STUD AND PT 4X4 POST ATTACH WITH WITH SIMPSON SIMPSON 'LTP4'AT LCE4Z' POST BOTTOM AND 'TSS' CAP,TYP. TO RAFTER ABOVE 4X4 POST DOWN FROM RIDGE WITH SIMPSON 'AC4Z' T4B A PARTIAL MAIN FLOOR PLAN0 61.0 SCALE • I/4' • r-0' NOTE:SEE ARCHITECTURAL SWEETS FOR INFORMATION NOT SHOWN. EXISTING CRAWLSPACE L J L � r � r J L J L J SIMPSCN 'ABU44Z' BASE WITH SIMPSON 'STRONG-BOL T2' r_ X 435'ANCHORS, I I (TYP.(3)PLACES) L r- r-, I ® I 1 ® 1 24'X 24' X 12' THICK W/ (3)'4 BARS EACH WAY, 3'CLEAR OF BOTTOM (TYP.(3)PLACES) B PARTIAL FOUNDATION PLAN (2) SID SCALE • I/4' • 1'-0' I NOTE:SEE ARCHITECTURAL SHEETS FOR INFORMATION NOT SNOW.