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A577,0/ce 0(13 ' l 3L1 I Z sca •S' 71.ekte CT 'ENGINEERING 03 2016 Structural Engineers L. 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0818 (F) #15238 Structural Calculations River Terrace ���,��G NFA Plan 5 60 � . Elevation D '"� I�REGiNA Tigard, OR 1-2'Gt°1 Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT EN G IN E E R I NG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)2854512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. 1 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Elevation D ROOF Roofing- 3.5 psf Roofing-future 0.0..psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. - 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling : 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF • 2x8 HDR 2x8 HCR 2x8 HCR 2x8 HC R 2x8 HDR 3B.1 O2 RB.2 RB•3 RB.4 RB.5 eT� a N ' IL I �• 1 I co N � a I 1.. 1 I tL O 1. l... ao 3-- { CC T,� AlN } ® -c 1 E. . , . . . 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PLAN 5D 2'-1• 16'-3• 1'-3' 9'-21/2" 8" 10'-61/2" PLAN 5D ab-o Foundation Plan C.) 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = l'-0" (11x17) CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6MAR 201a 1t26AM : - , n rIY, � glt t �d705tTt1i :5,T1 G&�ifila ti Mt er Y ir ` �� sa thel,o it932! l 6„ 1ye14r3t . Bam z w�„. w Lic #:KW-06002997 Licensee:c.t.engineering Description 2nd floor wall Headers Wood BealmDreslgn Typical Partial/Non-Bearing_Header(6'clear span max,6'trlb max) is n yV 4 ' t f� '¢� 6." x47 k l � ,1 ", v ° -,.Calculations e�2012 NDS;IBC 2012 CBC 2013,ASCE 710tr BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, S=0.0250 klft,Trib=5.0 ft Design Summary D 0.0750 S 0.1250 Max fb/Fb Ratio = 0.476• 1 � ��-i �� � , fb:Actual: 482.28 psi at 3.250 ft in Span#1 Fb:Allowable: 1,0013 55 psi • Load Comb III Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft.2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) LL Lr S W E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913>360 Total Defl Ratio 1196>180 WoodiB am Desigif Typical Full-width Beann' Header(4'clear span max, 23'Tnb Max) Ef t, �4.0 `#:b�"a `" .. .... �r 5 Ca C T tlPns p 2012 rilikIBC'20t2;CBG2013 /:,C 7 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design Summary0 0.3450 S 0.5750 Max fb/Fb Ratio = 0.934. 1 4., fb:Actual: 948.44 psi at 2.125 ft in Span#1 �� Fb:Allowable: 1,015.94 psiIII p i ate Load Comb: +D+S+H Max fv/FvRatio= 0.647: 1 A A fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.2500 2246 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Defl Ratio 1488>360 Total Defl Ratio 930 >180 Wood B'am Dist ;F. Header RB.5 D ' 3 i -,-;.0,,.(7, 5, '' 'Calcu citronsmer 2tt12 NDS,IBC 2012 CBC 2p13,ASCE '10, �,_,,u., ,,,,,..,,`' :' .t a,9�„.'a /0.,,,,-. . .. . '3` .... 'x.. i „,r., n.ova '� aw . �. ,�.. ..e , BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.990, S=1.50 k @ 0.670 ft Design Summary Max fb/Fb Ratio = 0.628- 1 •00750 S 01250_ fb:Actual: 639.02 psi at 0.669 ft in Span#1 Fb:Allowable: 1,017.44 psi _.,_ Load Comb: +D+S+H = Max fv/FvRatio= 0.938: 1 fv:Actual: 140.63 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) ElL Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.012 in Left Support 0.85 1.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.34 0.54 Live Load Defl Ratio 4381 >360 Total Deft Ratio 2655 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6MAR 201a 1128AM Fle :�,14051T 1010\1405tT t ,c§ e„Slmpre Beam , ,, n ° ,,ry t 1 1ERCALG INC 19832014 au�d6141:23 Ver614123 Lic.#:KW-06002997:., _ • Licensee:c.t.engineering Description : Top Floor Framing Wood Beam Destgn B 1 _ Calculations er 2012 NDS IBC 2012 CBC 2013,ASCE BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary OtZo� ) Max fb/Fb Ratio = 0.795. 1 D(.04�'Sr9 tro 101• • • fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Defl Ratio 2120 >360 Total Dell Ratio 1333>180 Wood Beam Destgn B 2 �� ,. rte. ._3 Calculations per2012 NDS;tBC 20 2 CBG 2013 ASCE 7 10 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary a�57.A , Max fb/Fb Ratio = 0.792. 1 • i D(61.1538a 9th` fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi +D+0.750L+0.750S+H Load Comb: � Max fv/FvRatio= 0.615: 1 A 0 fv:Actual: 187.53 psi at 5.763 ft in Span#1 6.501E 3.125x9 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lis W E H Downward L+Lr+S 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Dell Ratio 654 >360 Total Defl Ratio 412>180 Wood Beam Design B.3 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,1128AM �.4 .. " , z'l at m*:; .,r "W -a`t�Ni r'tagnitc e i g114PgrAiv '40514'31 EC6 , M jt�p ttpl Beam„ d % �s��a s�� tJVERCf}LI: �JCx 9832ba4,)3uild6[4123 e1_ [4'1. 3 Lic.#:KW-06002997 Licensee:c.t.engineering Design Summar .., 0 Max fb/Fb Ratio = 0.681• 1 $ +D(..1- LLQ 57e)- fb:Actual: 842.88 psi at 1.941 ft in Span#1 • Fb:Allowable: 1,237.45 psi ,LL x-s . Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.502: 1 A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 R 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 f, ,4- esmADesign -e-i-------------------- ------,wv: OS f iRI x m ,�s rx, ,: �'j$�y ,Calcula�io,)s per 20121VDS,IBC 2012,CBC 2013,/M .:44 7 10 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578. 1 �i"�'",2.,1 fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H • • Max fv/FvRatio= 0.401: 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4250q 4,10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E li Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632>180 til od Beam Deslgn B 5 (T p) ;t ,,,V*a max` Calculations per,1rm,*"q D5 IBG 3012 CBG 2013;ASCE 7 10, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.109- 1 .__ fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H 41 IIII Max fv/FvRatio= 0.092: 1 A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 27501L 22t8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S Al E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Dell Ratio 19147>360 Total Dell Ratio 9430 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,11:26AM f - ,� S r a r� a , a T lei _ Q11 51T 11Engi114051T 1 ECE 4 Mulflple Simple.Beam ' p fi . 3, ,-- A* ,r, rta az 4, SRC C_tNC 984-2014,Bald 6",1,4 1'23,,VP 61d 1,2P„ Lic.#:KW-06002997 Licensee:c.t.engineering Wood,Beam Design B 6 '.. .,.,.. ..._ , ., .. . ,.., 'z Calculationsper 2012 NDS,IBC:2012 CBC 2013 ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary - 6, Max fb/Fb Ratio = 0.520. 1 t ' fb:Actual: 606.14 psi at 3.000 ft in Span#1 ,3a P � .W?r'!: Fb:Allowable: 1,165.07 psi b..� r,..<,.I. , ,.. _ ,xw7,i, . ; Load Comb: +D+S+H Max fv/FvRatio= 0.283: 1 iv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.011,2.266 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843>360 Total Defl Ratio 908>180 Wood BeamDesign B 7 ,, ., . , _. 4 4 / . ,3 Catculatwns per 2012"NDS,IBC 2012,CBC 2013,'ASCE 7-10 x BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary .. 6 i ± Max fb/Fb Ratio = 0.292. 1 fb:Actual: 340.95 psi at 2250 ft in Span#1 , .. Fb:Allowable: 1,167.23 psi ' :.vx ,-.. _. Load Comb: +D+S+H Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.509.2-2x6 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369>360 Total Defl Ratio 2152>180 iWood Beam Destgn'` B 8 ;„ 6 .gt..sF �t .._. ,u .,; �.. `£,' P x,° §# �' T 4. w, ' Calculattonsper2012fNDS 1BC2012 CBC2013 ASCE710 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary .0.2213 10.590 Max fb/Fb Ratio = 0.277. 1 >�::: fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A Iv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50R 440 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Defl Ratio 5633>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014 1128AM ��r� * "`i'.aira�`�� �.�rx,z„�� � ,r ""1 `��g�� �� �� ," �`t7�„��"e� � ' ��=��«�q za� �;'.��'� �Fk»z4'11405tT] ngt1,i40�5�T]ECB¢ Mlil�tlt ' fYl 11~ Bea . Lii, C )j`I0 198az2c14;Bujld 5, 1 3 1 er6 f 237 r � ��` ,akis�rs��raa�. s�. �. �� T- � o._,�" -�..r �€ c ,� s.,,, Lic.#:KW-06002997 ,r Licensee:c.t.engineering LWoodpBea i Deslo,. B 9 �* xr x4 i7 „ ;; 4r 4, , aiculatlonspe4 20;12 NDS IBC 20127 CBC 2013ASCE 7 10 5 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary .0.2213 10.590 Max fb/Fb Ratio = 0.277; 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi _e_. _ 3.,. „-'+ Load Comb: +D+L+H = = Max fv/ FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 R 4e10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr. S W E i Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Defl Ratio 5633 >180 Woad tItifnfDes�gn o B 10 ' �� �4$ i Calculations er2Q12 QS BGP°20h2 CBC 20x3,ASCE 7:10', �_axi. o5 �'.,...,, k� �2.�,`{ t..�F � p,, BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fe-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 02213 L 0.590 Max fb/Fb Ratio = 0.372. 1 ._.....".0.._•......,..... .. ... ..:" ...._ fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H • . __ • Max fv/FvRatio= 0.295: 1 A A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft.1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) LL Lr S w E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Dell Ratio 1877>180 Wood Beam Desl4n 3 B 11 aR' 3r e ria �t ' s s r r ...1 " r,M Ts. 5VAPZI' '9 41 W , -Calcalatfonsiper2012 NDS,IBC eti vete 2013,ide 7 is BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 02213 L 0.590 Max fb/Fb Ratio = 0.198 1 fb:Actual: 431.05 psi. at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi 5 Load Comb: +D+L+H ����. •� • Max fv/FvRatio= 0.175: 1 A A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 6120 >360 Total Deft Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Primed 6 MAR 2014 11:28AM M1LIp(e Slmple Beam 3 € y ' 14;tl114051T V23 er6 I T.23 ,. ,,,a.>,a�. _.a.a. w. ,�. �..,•w z. r Lic.#_:KW-06002997 Licensee:c.t.engineering WoodBeam Design; B.12 - Calculations per 2012 NDS IBC 2012 CBC 2013-ASCE 7-10-. BEAM Size: 3.125x9,GLB, Fully Unbraced OR 3.125X10.5 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-Pdl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Design Summary D 0.210 L 0.560 Max fb/Fb Ratio = 0.736. 1 fb:Actual: 1,752.18 psf at 4.000 ft in S an#1 �� �� at Fb:Allowable: 2,379.75 psi Load Comb: +D+L+H :rte Max fv/FvRatio= 0.504: 1 A A fv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 8.0 n, 3.125x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Defl Ratio 632 >360 Total Dell Ratio 459>180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En 9 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014 12:05PM r=: *=:l° _. .: r a s,'f , do s e 71101''':r " 9 ¢ ' ` F F71e Q 1t4U5,T 9n 4t1 MC6 1. Anunipte�oi pte eamb.i s b 4. L� 1 4 > i`lo:tA� N , 3 .. � Ver614'. CALCIC 18 3 20 E1-4ib 6 23 Ve fi wi4 f 3: Lic.#:KW-06002997 Licensee:c.t.engineering Description : Top Floor Framing, Cont. WoodBeamDeslgn BeS13 - x ? -7z , £ ` 4 F i ' Catculatio s per 2012 NDS,IBC 2012;CBC 2013,ASCE„7 10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary �L„.• .��� m=ic Max fb/Fb Ratio = 0.422; 1 .� fb:Actual: 962.10 psi at 4250 ft in Span#1 , y Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.310: 1 A A fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.506.3.5814 Load Comb: +D+L+H Max Deflections Max Reactions (k) o L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306>360 Total Defl Ratio 1055>180 LWoodtBeam Deign, $ B 14 g ,° VM , _ ,,2 FR x; M & Calculations et�2012 NDS,IBC'2012,sCBC 2013'ASCE47:10j} BEAM Size: 5.125x18,GLB, Fully Unbraced 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 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634; 1 D 0.180 L 0.480 fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 - Fb:Allowable: 2,313.03 psia w_. ... . _.: .. .... :'� Load Comb: +D+L+H Max fv/FvRatio= 0.350: 1 • 20.250 ft, 5.125X18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E Ii Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596>360 Total Defl Ratio 433>180 Wood Beam Des`1 ,k B 15 'r' �' `t. .: , s' r> ,`, i70:� '''' W aj,onsp r�20y2rN 2012 C,,,,,,,,,,:‘..,,,,,,,,P.,201 ' C)r710 . yr. .__: i A 41 i,. ,w2 a v ,,L,,,.w>... .<. a__.wee; ,., ,.,.uz.! ,,A.,,p e.,±a .,. ,. ,. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary0 0.1425 0.380 Max fb/Fb Ratio = 0.264. 1 fb:Actual: 268.39 psi' at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psiIII • Load Comb: +D+L+H A A Max fv/FvRatio= 0.216: 1 fv:Actual: 32.43 psi at 2.400 ft in Span#1 3.o R z-zKe Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W. E LI Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403>360 Total Defl Ratio 4657 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,12:05PM MUlftp�@ 311ttp�@ BQaltt►< a 'a s ��' Fis Q)14051T AEithf4?803r1.EC6 ,... .., r�� .x.,.._ . ... ,.�.... �. � < . ,, ,y, . �.e.. __>�� <....,.w ERCALC 1I tC,1963-2014 Bu 6 141,23 Ver:614 1.23_s Lic.# KW-06002997 ,=. T Licensee:c.t.engineering Wood Beam Design ' B 16 Calculations" NDS IBC 2012 CBC 2013;ASCE,7-10'' BEAM Size: 5.125x16.5,GLB, Fully Unbraced 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-Prfl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-;,o; 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 9.50 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,9.50 to 16.50 ft,Trib=22.0 ft Point D=2.295, S=3.825 k @ 9.50 ft Design Summary Max fb/Fb Ratio = 0.887. 1 0(0.030)S(0.050) '0(0,3301 S(o.5s0) fb:Actual: 2,412.56 psi at 9.515 ft in Span#1 D(p.142511o. ) si Load Comb Allowable: 2,718.98 D+0.750L+ 0.750S+H Max fv/FvRatio= 0.538: 1 fv:Actual: 163.82 psi at 15.180 ft in Span#1 16.5o ft, 5.125x16.5 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.476 in Downward Total 0.720 in Left Support 2.84 3.14 2.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.40 3.14 5.37 Live Load Defl Ratio 416 >360 Total Defl Ratio 275>180 WOOd Beam DeSlgn B 18 Catcui ions per 2012 NDS IBC 2012,CBC 2013,ASCE 740 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.0 ft Design Summary o 0.060 S 0.10 Max fb/Fb Ratio = 0.272. 1 � s 4 fb:Actual: 276.24 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi Load Comb: +D+S+H Max fv/FvRatio= 0.159: 1 A A fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.500,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.017 in Downward Total 0.027 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 3949 >360 Total Defl Ratio 2468>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014 11:34AM *�'r :� 5«.�L � * � fi; -, a,�,,�s��:J ��. ..,���'�.ar�e„��;� � 3d�R�T1�,�';1� �#�a'.. . ''.§ I F�,�,�w������,,���'�; Fkt=`C�114051T 11Engd14051T i`EC6 q- u tIP e'Simple'-eam� *- v, d» 4; a� i:i c� il, - t x ENEkomitz Ikc sg;20;t4 U 6 414.23 1%ep6 1?Fit,` 4 Lic.# KW-06002997 Licensee rc.t.engineering Description D Middle Floor Framing rWoodiBeaiWDesign BBI ° k '4•0`01.-V. --.6,..; i�_3 � , l tski,,,1.7.-,; „ `-, Calcu`j-,,,,? er ,„„NDS,IBC 20412,,CBC2013,J;1SCE7,10 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary ,...........--, -....±..0... Max fb/Fb Ratio = 0.388; 1 _�_ fb:Actual: 417.98 psi at 2.125 ft in Span#1 Fb:Allowable: 1,076.59 psi � � . e, - _ Load Comb: +D+L+HIP 11111 Max fv/FvRatio= 0.270: 1 A A fv:Actual: 48.52 psi at 3.485 ft in Span#1 Fv:Allowable: 180.00 psi 4.250 R 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.011 in Downward Total 0.015 in Left Support 0.45 1.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.19 Live Load Dell Ratio 4557>360 Total Defl Ratio 3314>180 WpodlBeaimrDesliev BB•2 `_mm �z 'I ` : .. A g tfy t ,, A ;''.4- +,Cal Iations k T 12 N IBC 0 2,CBC12013;ASCE 7,10:;, �e.'�� ��� � �'��N a��s �^`� t. v �'' ti* Fes.�.�x ,.,.. .,.��,c.�t.,q,, d„F BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 1 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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary Max fb/Fb Ratio = 0.775. 1 �h § fb:Actual: 833.08 psi at 3.000 ft in Span#1 Fb:Allowable: 1,075.07 psi . .,,,..,..., ,� . ;us, .�:.L_._a;),:_. €" Load Comb: +D+L+H III- iii Max fv/FvRatio= 0.444: 1 A A fv:Actual: 79.91 psi at 5.240 ft in Span#1 Fv:Allowable: 180.00 psi 6.00.4810 Load Comb: +D+L+H Max Deflections Max Reactions (k) D I. Lr S W E H Downward L+Lr+S 0.044 in Downward Total 0.061 in Left Support 0.63 1.68 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.63 1.68 Live Load Defl Ratio 1619>360 Total Defl Ratio 1178>180 Woas ibeatntD'oil:0 BB 3 ,Wii, w. +`0- § ,*"4 ; u r,, ,A• .�.€.f 'V""�. �i � 40Calcula{{,,OnsTe�012 1. S IB 2SCI3V2013 ASCE7`10 0. � �_ �. rMY�!'�.cza✓__.3�__ •�.xz..�xz �,_ a.,� �, BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary .0.1536 L 0.410 Max fb/Fb Ratio = 0.319; 1 . fb:Actual: 343.09 psi at 2.250 ft in Span#.1p Fb:Allowable: 1,076.38 psi ....,_, „ „ , - - _--<.- Load Comb: +D+L+H IIIII • Max fv/FvRatio= 0.215: 1 A A fv:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.504 4010 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244 >360 Total Defl Ratio 3814 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,11:34AM Mu�tlpte�lmple�Beam s s r file Ot14051T llEn 14051T 1.EC6y ,� ... . ,fN `1963.2014.-Budil6 14.123,V Cer6.• 141.23„ Lic.#:KW-06002997 Licensee:c.t engineering Wood Beam Design BB4 Calculations;pe r2012 NDS,IBC 2012 CBC 2013,ASCE-7-10 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary .0.1538 L 0.410 Max fb/Fb Ratio = 0.319. 1 fb:Actual: 343.09 psi at 2.250 ft in Span#1 Fb:Allowable: 1,076.38 psi Load Comb: +D+L+H Max fv/FvRatio= 0.215: 1 A fv:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.50 11,4810 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Dell Ratio 5244>360 Total Defl Ratio 3814>180 Wood Beam Design BB 5 • - .;;7 Calculations per 2012 NDS IBC 2012 CBC 2013;ASCE 7-10 BEAM Size: 6x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kilt,Trib=5.0 ft Design Summary D(0.0750)L(0.20) Max fb/FbRatio = 0.624 1 Actual fb:Actual: 544.50 psi at 4.125 ft in Span#1 Fb:Allowable: 873.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.207: 1 A A fv:Actual: 35.20 psi at 0.000 ft in Span#1 8.250 ft, 6x8 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.115 in Left Support 0.31 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.31 0.83 Live Load Defl Ratio 1187>360 Total Dell Ratio 863 >180 t'Wood Beam Design BB 6 BEAM Size: 3.5x11.875,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Prll 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Unif Load: D=0.0150, L=0.040 Mt,Trib=9.50 ft Point: D=0.9160, L=2.440 k @ 1.250 ft Design Summary O., WA. Max fb/Fb Ratio = 0.591• 1 0 01425 L 0.380 fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 Fb:Allowable: 2,278.55 psi t �� Load Comb: +D+L+H . ••� ., , •�., , � : • Max fv/FvRatio= 0.599: 1 A • fv:Actual: 185.68 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.330 ft. 3.5x11.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.175 in Downward Total 0.241 in Left Support 1.54 4.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 2.26 Live Load Defl Ratio 706 >360 Total Defl Ratio 513>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,11:36AM .< �t n a r `� 9 i c R a xa a , :` i lg ira „ >k Q,941159T41.00 t051, t'E,,Cy M 1 ple 5ilrnpleBeamai�` ag x° � -. �� ;F ERCr,1}pakc,w98320 440 4`1%i 66�.rp. m Lic.# KW-06002997 Licensee:c.t.engineering Description : D Crawispace Framing �WooclBea�n`�Des�g`n�'�k CB 1 �t� " � � ; Calcuiations p r 2012N,DS;IBC 20T2,CBC 2013,ASCE 7 10 BEAM Size: 4x10,Sawn, Fully Unbraced 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 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.823. 1 fb:Actual: 88328 psi at 3.750 ft in Span#1 � tY vj Fb:Allowable: 1,073.71 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222>360 Total Deft Ratio 888 >180 TJI JOISTS and RAFTERS ___�_-_ _ Code l Code Code Suggest Suggest Suggest Lpick Lpick Lpick JLpick Joist b - d Spa. LL DL M max V max EI L fb L fir TL240-L LL360 L max TL deft LL deft. L TL360 L LL480 L max 'TL deft.TL deft.LL def] LL deft. size&grade._.__widthi1N depth1.:1 (In.) _.fpg (psf)._ (R-Ibs) _Iasi) (Psi)._ (ft.) S ____Tt:1__. (ft) (ft.)._...._._(ft .1.to1......1 .(in._)_.._.._..__._..� -._.(ft.) (ft.) ___(in,) ratio (in)._. ratio 1 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71-.,_-27.73 15.23 14.80-__ 14.71 0.661 _••__0.48 13.31 13.45 13.31, 0.44 360 0.321 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72) 0.52 14.14 14.29 14.14; 0.47 360 0.341 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.791 0.58 15.57 15.73 16.57 0.52 360 0 381 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1,40E+08 20.80 55.45 19.19 18.64 18.64 0.851 0.62 16.77 16.94 16.77 0.56 360 0.411 495 9.5"TJ1110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.641 0.51 14.27 13.97 . 13.97 0.44 384 0.351 480 9.5"T.11110 1.75` 4. 9.5' 16 40 10 ( 2500. `3220 ..1:57E+08 ".17.32 "36:60 . 17.36 16.34=_=_ 18.34;, 0.68'! 0.54'. 15.17 14!84 14.84 0.46 384 0.37 480 9.5 TJI 110.1 1.75 9.5 12 40 10 2500 12201 1.57E+081 20.00 48.80 19.11 17.98 17.98 0.751 0.60 16.69 16.34 16.34 0.51 384 0.411 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.811 0.65 17.98 17.60 17.60 0.55 384 0.44) 480 9.5 TJI 210 2.0625 9.5 19.2 40 101 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.681 0.54 15.13 14.81 14.81 0.46 384 0.371 480 9.5"TJI 210 2.0625 9.5 - 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 .16 74, 0.49 384 - 0.39 480 9.5"TJI 210 2.0625 9.512 40 10 3000 13301 1.87E+08 21.91 53.20 20.26 19 06 19 06 0.791 0.64 17 32 .� 17.70 17.32 0.54 384 0.431 480_._.._..._.._.__.__._�_».....111.1._ 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.63 0.861 0.68 19.06 18.66_ 18.66 0.58 •384_ 0.47:•--480 i 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.701 0.56 15.63 15.29 ' 15.29 0.48 384 • 0.381 480 9.5 TJI 230' 2.3125: 9.5' 16 40 10 3330. 1330 2.06E+08,, 19.99 39.90 19.01 17.89: 17.891 0.75' 0.60' 16.60 .16.25 16.25 0.51 384 0.41 480 9.5"TJI 2302.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19 69 19.69 0.821 0.66 18.28 17.89 17 89 0.56 384 0.451 480 1.11.1.._ 1.111__ r.-. .1..111_ .-._.._. -_._.._. �»_._._..._.. -•---_-.11..1...1 �._._..- _ 9.5"TJ1230 2.3125 9.5 9_6 40 10 3330 1330 2.06E+06 25.61 66.50 22.54 21.21 _ 21.21 0.88 0.71 1111.__ 19.69 1927 19.27;':__0.60 364 0.481 480 1...11..1-..1.1.11:_ 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67! 0.54 17.04 16.67• 16.67 0.52 384 0.421 480 11.875"TJI 110 1.75 - 11.875? 16 40 10 3160 .1560 2.67E+08 19.47 ".46.80 20.72 19.50': . '19.47 0.81 0.65 ( 18.10 17.72 .. 17.72 0.55 384 0.44 480 11.8875"TJI 110 1.75 11.875 12 40 10 3160 1560 2 67E+08 22.49 62.40 22.81 21.46 21.46 0.89) 0.72 19.93 19.50 19.60 0.611 384 0.49) 480 11.875"TJI 1101.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.961i 0.77 21.46 21.01 21.01 0.66 384 0.531 ---- •- _._. .1.1..1.1._..-._.._.i 480 11.875 TJI 210 2.0625 11.875 19.2 40 10 3795 16551-3.15E+08 19.48 41.38 20.61 19.39 19.39 0 811 0.65 18.00 17.62 17.62 0.55 384 0.441 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.68E 0.951 0.76 19.131.05 20 18.72 '18.72 61 .-0:59 384 0.47 .?480 11.875"TJI 210 2.0625 11.875 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.69 .61 ..20.81 0.64 384_ 0.52: 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.81 22.68 22.20- 22.20 0.69 384 -0.551 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.671 18.59 18.20 18.20 0.57 384 0.451 480 11.875"TJI 230 2.3125 11.875 ..;12 40 101 4215 1655 ` 0.781 19.76 19.34 ;- 1934€" 0.60, 384 0.48 480 11:675"TJI 230- 2.3125. 11.875 47E+08` 22.49 49.65 22.62 21.28 21.28 21.28. 0.89. 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98121.74 21.28 - 21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.051 0.84 23.42 22.93 22.93 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.821 0.66 18.28 17.89 17.89 0.56 384 0.451 480 11.875"RFP1.400 '"=2.0625 11.875, 16 40 x" 10 4315 1480 '3.30E+08' 22.76 44.40 22.24 20.93. - 20.93 0.87 1 0.70 19.43 - -19.01., .::19.01.- ,0:59 384 0.48 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.961 0.77 21.38 20.93 20.93 065 _384I 0.521 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.031 0.83 23.03 22.54. 22.54 0.70 384 0.561 480 Page 1 D+L+S CTA 14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AF&PA ND5-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buektin.Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1987 NDS Cb (Varies > Soudan 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor tactor use Stud Grade Wdth Depth Spadnq Height Le/d Vert.Load Hor.Loa <>1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' Fe perp' Fc• Fce re fc Ic/F'c lb lb/ In. In. in. It. pll psf pl1 (Fb) (Fc) psi psl psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fee) H-F Stud 1.5 3,5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 515.42 44122 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9986 1993.4 1.00 1.15 1.1 1,05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3,5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 115 675 405 800 1,200,000 854 508 966 449.95 39522 393.65 1.00 0.00 0.000 H-F Stud 1.5 3,5 12 825 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15, 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 . 425 725 1.200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 18 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1.271 508 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 825 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7,7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 18 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPE#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 14426 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Vades > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.92 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert Load Hor.Load <=1.0 Load @ Plats Cd(Fb)Cd(Fe) Cf Ci Cr Fb Fc pore Fc E Fb' Fc perp' Fc' Fee Fc fc fe/re lb lb/ In. in. In. ft. pl1 psf plf (Fb) (Fc) psi psi psi psi psi psi psi _ psi psi psi psi Fb'(l_fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3,5 12 9 30.9 1140 8.46 0.9998 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200.000 1,366 506 840 378.09 333.98 217.14 0.65 335.64 0.577 H-F Stud 1.5 3,5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28,3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515,42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.76 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091,8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243,81 0,65 361,37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 It-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1,60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969,91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132,4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18,0 3132 8,13 0.4411 3132.4 1.60 1.00 1,3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0,114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1,00 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 53123 0,60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8,46 0.9957 2091.8 1.80_ 1.00 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 _ 1.60 1,00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 _ 5.5 16 19 41.5 600 9.71 0,9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.798 Page 2 D+L+W+.SS CT#14051-4015.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckfin9 Factor D+L+W+312 c 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Nor.Load s•1.0 Load fV Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb tb/ in. in. In. 9. p11 psf pit (Fb) (Fc) psi psi psi psi psi psi Psi Psi psi psi psi Fb"(1-fe/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 988 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.80 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200.000 1,368 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 825 28.3 1430 8.13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2.033 506 1844.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 3287 9.71 0.3872 . 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF 02 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13####96 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CV/14051-4015.2 Twin Creek I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2 e 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Pb) Cf(Fe) 1997 NDS Cb (Varies > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Sparine Height Laid Vert.Load Hor.Load n.1.0 Load till Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb_Fe perp Fc E Fb' Fc perp Fc• Fce Pc fc IdF'c lb (b/ in. In. In. ft. pit psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi pot Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4,855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4. 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 066 506 966 378.09 340.90 248.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1200,000 1,366 506 968 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9980 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.386 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,386 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58- 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 508 1644.5 1011.45 837.57 508.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750. 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 588.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 4 IOW D+L+S+.7E CT#14051-4015.2 Twin Creek I LOAD CASE I (12-16) I (BASED ON ANSI/AFEPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buekling.Factor D+L+S+Ef1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Walt duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert Load Hot.Load <.1.0 Load @ Plate Cd(Pb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fe' Fee re fe fere tb ib/ In. in. in. 0. PK psf pit (Fb) (Fc) psi psi psi psi pal psi psi psi psi psi psi Fb'(l-1e/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 171D 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 26.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 35429 0.82 138.53 0.324 SPE Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 18 8.25 28.3 12113 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 825 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 3.57 0.9987 4183.8 1.88 1.15 1.1 1.05 1.15 675 425 725 1. 200 000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 SPF Stud 1.5 3.5 8 825 28.3 2670 ' H-F#2 1.5 5.5 16 7.7083 16.6 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.56 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 19 7.7083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1464.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2093 531 1454.75 1089.25 850.16 53123 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 18 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 5 • • 180 Nickerson St. C T : E. N .G I•.N E E R I. N G Suite 342 i N C. Seattle,WA 1 �P 98109 (206) Project: Date: r, ��g Wit, ��Q j (206)285-4512 Client 5)M4--E. 'M/ •"`L' i A'�•t Le9, • Page Number (206)285-0618 • . : pwotiii V& 21.9r $t6. Vhz_w5 .PSK- G 1 . L _ • C _. . e w.-4-6yp - vo w. 'e'-ids 4-' 1 M„ _ 'a P "Pr'P►f. z=t l . Li..k .. jS-a J. .,.... ............ _ , ! : ! f t-La2 -L' 'S13S. Com, s�, !(14.k.)C4.n.s.' '`:. '. IAtc .. tvv tuv_ . • L l._ .. 5PLir _.: via-.. 777 ?sr .. r lGr� , . : _. _. _ . ., 7777.. 7777 .. :.. _ _ __ lg . S� „r 30`:. 5 z /�s� l z fid. :. ; ` • ; • . : . } • G & u? t7f ONLY } = �� 1X 3,t: t I I 1 _ 7777,, i-':'-1.777777.771-:,77 77 ..., ._ t , ..,777: .,. 7777.. ...- >_...: . Y , 7 • I • f .... ...��., 777: _._. .. 7777_ ; tt� �t E t .� ..�/ .. _1.__ Y, • .. n ._n}.� .Y.,. . 7777 y :moi 3 2.3.3 ' �.t : Structural Engineers • 180 Mattson St. / C T ENGINEERING Suite 302 . Seattle,WA 98109 Project: sae---_,-- _-- y. sem' .Date: .. (206)285 4512 PAX: Client: Page Number: (206)285-0618 ' .1311... : aim), p5r. , • ., aA t5or) V-- 01-pic.) , -.,� ; )3612- C -is) -- • too.- .... 10,0 L 1 2.. cWt ( ' 3 f 1A, ‘ .Or- .6+a etiS) =.' 366 ib1fpossui, faiaft Or/374a -=te- 1 C, V - • 6 0.1-- g 601 -,5 -4-- - -- ' o 1t (15,( 2p4.7.-45-3-1.1.0‘ 45- it 4. fok e 0,, C., asre E-.. p.--, q3c' 11.' 2:n.o.i- cas t*--- Lkes • 4 43 er ' s .. —7—j qW,19v fsr- 3&' fit°1" -- M. Structural Engineers Design Maps Summary Report Page 1 of I EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I z u �.. t ▪ "rya .m I sOhOm ..... y°�B averton ,,, ,--f) ,i- -jr..-„,,,,,i ,. ..:-.: :.„411',:-- =-41-;-...-,41.-- � p 3 x • Farm�ri flan % a ; ., ` ' k wII. , � Milwaukee e s ...T +�-a to ry j , �x eak :.S "fib a.,. ,, ,-...-k....,..:,&,;.4,,,fir" z� �s � LakeLflS1�1 egoF 1.71 King Cdy 0 hamt• om€"z"" • fa �i - ?--t../(-:,11 -,--7:-..,,,--cc I {.iA r 3 y , , �,�,,.*a3 1,71 --; latlltt �,•'"P�_ S `Y � rri1U 3F1 dr >_11 ....:v.. ry ..x.. .: :,:y-`1,;--,- S�2flt35 MapCt a da�a� ,. {> gg O vtipQuest USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SOS = 0.720 g Si = 0.423 g SMl = 0.667 g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE, Response Spectrum Design Response Spectrum 0,ss 1.10 0.so 0.59 0.72 0;28 O.S3 0;77 0.56 .�' o;cc 0.4k tof to 055it 0.40 o.:ta o s2 0;33 0.24 0.22 0.16 0.11 o.oe 0..00 0.00 0.00 0.20 0.40 0.60 0:80 1.00 1.20 1.to 1.60 L00 2.00 0.00 0.20 0.40 0.60 0.80 1.001.20 1.40 1.50 1$0 2 00 Pernod,T(1;42:41.40 .*c) Period,T(sec) Although this information•is a product of the U.S..Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool s not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Elevation D Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 '; Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude='45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/h azm a ps/ http://geohazards.usos.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.5k Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= F,,*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sps= 0.72 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 SDI= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation D SDs= 0.72 h„ = 18.00(ft) .................... SDI= 0.45 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k= " 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Bps/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=501/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(1-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SOAR/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) = DIAPHR. Story Elevation Height AREA DL w; w; *his' wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.88 3.88 2nd" 8.00 10.00 10.00 1712 0:028 47.936 479.4 0.42 2.82 6.70 1st(base)` 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx = DIAPHR. F; E F; w; E w; Fpx= EFt *wpx 0.4*SDS*1E*wp 0.2*SDS*IE*w, LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Fpx Max. Fpx Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation D NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 "''30M0 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 40M . 48.0ft. V ult. Wind Speed 3 sec.Gust= 120 '120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sea Gust=Vart,Cv Lw `9d mph (EQ 18-33) Exposure= B B iw= . 1.0 1.0 N/A N/A Roof Type= ` Gable Gable Ps3oa= 28.6 28.6.psf Figure 28.6-1 PS309= 4.6' "4.6,`.psf Figure 28.6-1 P830 c= 20.7... 20.7:psf Figure 28.6-1 13333D= 4.7 4.7 psf Figure 28.6-1 X= : ,1.00 1.00' Figure 28.6-1 Kn= 1 00 1:00: Section 26.8 windward/lee= 1.00 1c00:;(Single Family Home) X*Kctel • , 1 Ps=X*Kzt*I*Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.8-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) ps o= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PS A and c average= 24.7 24.7 psf (LRFD) Ps Band D average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2*2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00' IMO 1.00; 1.00 16 psf min. 16 psf min. width factor 2nd-> IMO IMO wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA AB Ac Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 30.00 12.0 0 192 0 288 0 192 0 384 Roof 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(ns)= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 10.24 10.24 12.29 12.29 2nd 8.00 10.00 10.00 0.00. 0.00 0.00; 0.00 5.76 16.00 6.91 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(ns)= 12.39 V(e-w) 14.87 kips(LRFD) kips(LRFDL kips(ASD _ kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation D SHEATHING THICKNESS tsheathing= 7/16"- NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F, or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= Q.625 ASD F.O.S.= 2.0: •',. SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V a allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -_I 0 1 0 1 P6TN 150 150 P6 • 520: 242 730 339 P4 760 353 1065 495 P3• 980" 456 1370:. 637 P2 1280 595. 1790 832 2P4• :: 1520', 707 •.!:2130 990 2P3 ,` 1960' 911 2740 1274 2P2 25 1665 60 1190 . 3580. N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing 1/2" NAIL SIZE nail size= 1',1/4"long No.6 Type S or VV Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 • SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation D Diaph.Level: Roof ....................... Panel Height='', 8 ft. Seismic V I= 3.88 kips Design Wind N-S V I= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind N-S V 1= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)0+0.7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOLef. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Unet Ueum OTM Ro7M Unet Usum Unum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.. A.T1 416 15.0 :"46.0 . 1.00! '0.15i 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A.T2 139 5.0 46,0 ';1.00 0.15'. 0.68 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. A.T3 278 10.0 46,0 '1.00' 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 0" 0.0' 0.0 `1.00 0.00;: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - , 0.0 " 0.0 1.00 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0 0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ".0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 " 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "'i 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. .B.T1 150 5.0 ..47.0 1.00' 0.15! 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext. B.T2 300 10.0; '47.0'""""1.001"0.151 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 :'47.0 ="1.00: 0.151 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 "1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0. 1.00r 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0":1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0.0 0.0, 1.00; 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 =0.0 `0.0 "'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0, 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0,' 0.0 0.0 "" 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0' 0.0 1.00': 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ."1.00 ,0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0" 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0;0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-» -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 7.93 0.00 3.68 0.00 EVwrnd 7.93 EVEQ 3.88 Notes: denotes with shear transfer "' denotes perferated shear wall 'SS denotes iSB Shear Panel Ilk SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation D Diaph.Level: 2nd Panel Height 9;ft. Seismic V I= 2.82 kips Design Wind N-S V I= 4.46 kips Max.aspect 3.5'SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind N-S V I= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pCie 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.;; ,A.Ma. ': 621 28 0 46.0 1 00" 0 15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext.. A.Mb 235 :,11 0 46.0 1`.00'' 015: 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 !b'.0 00 x.1.,0,0 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 0 0 0 00 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, '-;0.0 00 ,1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 .00 1 00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1 00.` 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :0 0 00 •,x 1 00,I 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `''0 0 ',00 1 00;> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 '.0.0 1 00. 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ::,_,....::::. .„_:,..,...-„,..:,;:,:EE: xt: , B.Ma 571 -.10.0, 47:0 1 00;. 0.15; 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext::, B.Mb' , 285 --,5.0,.,47.0 1-.00; 0 15,: 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 0 ;'0.0: 00 11.00` 0•00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 0,- --0 0 ..00 `;1.00 ;0.00( 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 0 0 0, ,00 1 00,. 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0 0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0, „0 0 1.00":0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 .0.0 1 00,; 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 00 ' 1.001 0.00.' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0' ' 00 ' 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.. 0 0 -;.00 1.00' 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,0 0 -..00 ,1.00.,; 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1.00'' 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 "``''0.0 00 -1.00'. 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00;'.0.001; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.,"0 0, 0 0 %`1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 .:0.0 1 00:; 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 ;0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0 0 ,>.0.0 1.00` 0.00:; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00?.:0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EVwnd 12.39 EVEQ 6.70 Notes: denotes with shear transfer '• denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/rIght) CT PROJECT#: Elevation D Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.88 kips Design Wind E-W V I= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind E-W V I= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM line Usum OTM ROTM Une1 Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6. ! 8.0 40.0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb* 407.6 11.5 40.0 1.00 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83" * 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear 3.Tc* 141.8 4.0 40.0 1.00 .0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22* Rear 4.Td 0 - 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int` N/A 0 '0.0 0.0 '1.00 s; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00. 0.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 168.2 3.3 11.0 1.00 0.15 0.96 0.00 0.39 0.00 1.00 0.83 141 * * 289 3.13 1.39 0.66 0.66 7.69 1.65 2.27 2.27* Front 4.Tb ! 168.2 3.3 11.0 1.00 0.15 0.96 0.00 0.39 0.00 1.00 0.83 141 * * 289 3.13 1.39 0.66 0.66 7.69 1.65 2.27 2.27* Front 4.Tc 75.76 1.5. .9.7: 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314* * 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37* Front 4.Td 75.76 1.5 9.7 ',.1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314* * 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37* Front. 4.Te 172.6 3.4 11.7 1.00 0.15 0.99 0.00 0.40 0.00 1.00 0.85 138" * 289 3.21 1.51 0.62 0.62 7.89 1.79 2.22 2.22" Front 4.Tf f 172.6 3.4 11.7 •1.00. 0.15 0.99 0.00 0.40 0.00 1.00 0.85 138* * 289 3.21 1.51 0.62 0.62 7.89 1.79 2.22 2.22* - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; - 0.0.. 0.0 .,1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 - 0.0 1 A0 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 .-=0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ,-1.00 I' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 - 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 : 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 40.0 40.0=L eff. 9.52 0.00 3.88 0.00 EVwind 9.52 EVE0 3.88 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel law GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation D Diaph.Level: 2nd Panel Height=;' ,:9 ft. Seismic V I= 2.82 ips Design Wind E-W V I= 5.35 kips Max.aspect="I 3.5.SDPWS Table 4.3.4 Sum Seismic V i= 6.7 t kips Sum Wind E-W V I= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E�. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. Co wdl Vlevel Vabv. level Vabv. 2w/h vi Type Type vi OTM Row Une1 Usum OTM Row Unet Usum Ueum HD (sqft) (ft) (ft) (kif) (kip) (kip (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 'Rear 1 Ta" :107 6. '4.3 " 12.3 1 00 0"15" 0.34 1.20 0.18 0.49 1.00 0.94 166* • 361 5.99 1.98 1.12 0.19 13.80 2.36 3.19 3.00* Rear '2.Tb !:98 77 3.9. 12.3 1.00 0.15'; 0.3 1.10 0.16 0.45 1.00 0.87 181 " * 361 5.49 1.82 1.14 0.23 12.67 2.16 3.25 3.06* Rear 3.Tc ..158.3 ` 6 3 ";19.5 ,1.00.• 0.15j I. 0 1.76 0.26 0.72 1.00 1.00 156* * 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44* Rear 4.Td:''63:3:1]•%,....2.5.:; 19.5 1.00 0.15': 0.20 0.70 0.10 0.29 1.00 0.56 282* * 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* 0 " 0 0 0.0 1 00, 0 0. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A•„-i-1611. 5:5 5.5 1.00 0 5 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.69 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int - N/A '246.9',1:.::;7•.5•;•::.• 7.5 . 1.00: 4.15; 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.96 2.53 0.65 0.65 0.65 0 0 0 0.0 Ado . 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lit` N/ -'.--',1 ; 0.0' .1''0 1 to „ '.1534 0.40 0.7 .00 1 .0 1.00 71 P6TN P6TN 134 6.35 3.79 0.27 0.27 12.06 4.50 0.81 0.81 0.81 00 ' 0..4 :,..00.,..:!0,40. 0.04 4.00 0.+0 0.44 .0' 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Front 4 Ta':.-H125 !2 4 20.5,.....'1'.66.; 015` 0.39 0.84 0.21 0.57 1.04 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.56 16.07 2.23 7.91 10.17 ABWP Front -4.Tb., 0 ...:'0.0.-, ,,!10.0.;-:.03,0..L.„ 0.15! 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4 Tc 0 0.0,.-. ,::.. 0.0::: ,1.99-!, 0".15 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •Front 4.Td 125 2 4 .20.5.-:1:00 0.15' 0.39 0.84 0.21 0.57 1.04 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.94 16.07 2.23 7.91 11.28 ABWP on.• 4`e• '••••'8 -,2 `` 1:.7 .1 40', "0.r. 4.2: , 4 0 '.4, 00 0.44 615* * 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94* Front, 4.Tf:1 88 . !!:2,0:1".:.11.7 1:00 0.15' 0.28 1.54 0.15 0.40 1.00 0.44 615• * 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94* '0',•'•0`,:•-0.0•-•,:.-:',10'.0. i.,1.00.-..,•0:00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ',..•.0.0%'-z-.1:10,01.00:-.6.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A cc'0 0 0.0 1.00""s 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1 00, ;0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0', 0.0 0.0."1.00: 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ..x 0.0 : 0.0 1.00 O.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .' 0 0 0.0 , 1'.00.: 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0 0 , '00 '1.00'', ,0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ':o.0- ;"00 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0 ;0.0 .1'.00 .0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 -0.0 1.00, 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.rt'0.0 00 '1.00:` 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0 0 ;.,00 =1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0.0"..1.00',, 0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1710 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 EVwind 14.87 EVEQ 6.70 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB# Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Ta,4.Tb Roof Level w dl= 150 p/f V eq 783.1 pounds V1 eq= 391.6 pounds V3 eq= 391.6 pounds V w= 1921.7; pounds V1 w= 960.9 pounds V3 w= 960.9 pounds _____•.. v hdr eq= 66.3 p/f -► •H head= A v hdr w= 162.7 p/f 1 v Fdragl eq= 166 F2 eq= 166 A Fdragl w= •*7 F2 -407 H pier= v1 eq= 115.0 plf v3 eq= 115.0 plf P6TN E.Q. 5.0 v1 w= 282.1 p/f v3 w= 282.1 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= =. F4 e•- 166 feet Fdrag3 w=407 F4 w=407 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.3 p/f P6TN 3.0 EQ Wind vsill w= 162.7 p/f P6 feet 1 OTM 7048 17296 R OTM 5223 6279 • UPLIFT 164 988 Up above 0 0 UP sum 164 988 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 Hpier/L1= 1.47 ► 0 ► Hpier/L3= 1.47 L total= 11.8 feet ........_....._.._. JOB 4'. , Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Tc,4.Td ., Roof Level w dl= 150 plf V eq 352.8, pounds V1 eq= 176.4 pounds V3 eq= 176.4 pounds V w= ° 865.6 pounds V1 w= 432.8 pounds V3 w= 432.8 pounds ----> v hdr eq= 44.1 plf --> •H head= A v hdr w= 108.2 plf 1 v Fdragl eq= 110 F2 eq= 110 1 Fdragl w= 1 F2 -271 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 "A v1 w= 288.5 plfv3 w= 288.5 plf P6 WIND feet H total= 2w/h= 0.6 2w/h= 0.6 9 • Fdrag3 eq= • F4 e.- 110 feet A Fdrag3 w=271 F4 W=271 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 44.1 plf P6TN 30 EQ Wind v sill w= 108.2 plf P6TN feet OTM 3175 7791 R OTM 2396 2880 • • UPLIFT 106 670 Up above 0 0 PP sum 106 670 H/L Ratios: L1= . 15, L2= 5.0 L3= 1.5 Htotal/L= 1.13 4 ► 4 ►4 ► Hpier/L1= 3.33 Hpier/L3= 3.33 L total= 8.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Te,4.Tf. Roof Level w dl= 160 p/f V eq 803.5 pounds V1 eq= 401.8 pounds V3 eq= 401.8 pounds V w= 1971.7 pounds V1 w= 985.9 pounds V3 w= 985.9 pounds —, ► v hdr eq= 67.9 p/f --► A H head= A v hdr w= 166.6 plf 1 v Fdragl eq= 170 F2 eq= 170 A Fdragl w= , F2 -417 H pier= v1 eq= 117.6 p/f v3 eq= 117.6 plf P6TN E.Q. 5• 0 v1 w= 288.5 plf v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= ' F4 e.- 170 feet * Fdrag3 w=417 F4 w=417 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.9 plf P6TN 3.0 EQ Wind vsill w= 166.6 plf P6 feet OTM 7232 17746 R OTM 5591 6721 v • UPLIFT 147 987 Up above 0 0 UP sum 147 987 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 4 11.-,4 Hpier/L1= 1.46 Hpier/L3= 1.46 L total= 11.8 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 01.Ma 1 Mb "" Roof Level w dl= 182` p/f V eq: 1275.5 pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w- 2941.3. pounds V1 w= 1562.6 pounds V3 w= 1378.7 pounds _. v hdr eq= 106.3 pff — •H head= A v hdr w= 245.1 p/f 1 v Fdragl eq= 226 F2 eq= 199 A Fdragl w= '41 F2 -460 H pier= vi eq= 159.4 p/f v3 eq= 159.4 plf P6 E.Q. 5.0 vi w= 367.7 pff v3 w= 367.7 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= • F4 e.- 199 feet - Fdrag3 w=521 F4 w=460 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 3.0 EQ Wind v sill w= 245.1 p/f P6 feet OTM 11479 26472 R OTM 5822 6998 • UPLIFT 499 1718 Up above 0 0 UP sum 499 1718 H/L Ratios: L1= 4.3'- L2 40 L3= 3.8 Htotal/L= 0.75 4 ► 4 11,4 Hpier/L1= 1.18 ► Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.Mc,1.Md Roof Level w dl= 162 plf V eq 1369.4 pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w= 3157.9, pounds V1 w= 2255.6 pounds V3 w= 902.2 pounds --► v hdr eq= 62.2 p/f ---0- A ►A H head= A v hdr w= 143.5 p/f 1 v Fdragl eq= 589 F2 eq= 236 • Fdragl w= .58 F2 -543 H pier= v1 eq= 156.5 plf v3 eq= 156.5 plf P6 E.Q. 50 v1 w= 360.9 plf v3 w= 360.9 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 r Fdrag3 eq= :• F4 e.- 236 feet • Fdrag3 w=1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 p/f P6TN 30 EQ Wind v sill w= 143.5 p/f P6TN feet OTM 12324 28421 R OTM 19568 23522 r UPLIFT -340 230 Up above 0 0 UP sum -340 230 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 Hpier/L1= 0.80 ►f Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Me,4.Mf Roof Level w dl= 162 plf V eq 1093.6 pounds V1 eq= 546.8 pounds V3 eq= 546.8 pounds V w=; 2522.8 pounds V1 w= 1261.4 pounds V3 w= 1261.4 pounds -> v hdr eq= 96.5 plf A H head= A v hdr w= 222.7 plf 1 y Fdragl eq= 354 F2 eq= 354 Fdragl w= : 6 F2 -816 H pier= v1 eq= 341.7 plf v3 eq= 341.7 plf P4 E.Q. • 5:0'.= v1 w= 630.7 Of v3 w= 630.7 p11 P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= F4 e.- 354 feet A Fdrag3 w=816 F4 w=816 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.5 Of P6TN ''3.U"=' ' EQ Wind v sill w= 222.7 plf P6 feet OTM 9842 22705 R OTM 5190 6239 UPLIFT 436 1544 Up above 147 987 UP sum 583 2531 H/L Ratios: L1 2.0' L2 73 L3=: ., 2.0 Htotal/L= 0.79 1 0 4 0 Hpier/L1= 2.50 i o Hpier/L3= 2.50 L total= 11.3 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.La,1.Lb Roof Level w dl= 162 p/f V eq 1275.5, pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w= 3587.6 pounds V1 w= 1905.9 pounds V3 w= 1681.7 pounds ► v hdr eq= 106.3 p/f A H head= A v hdr w= 299.0 p/f 1 ;v Fdragl eq= 226 F2 eq= 199 A Fdragl w= ;,•5 F2 --561 H pier= v1 eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 448.4 plf v3 w= 448.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 . Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=635 F4 w=561 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v s//I eq= 106.3 p/f P6TN 2.0 EQ Wind v sill w= 299.0 plf P6 feet OTM 10204 28701 R OTM 5822 6998 v UPLIFT 387 1915 Up above 0 1718 UP sum 387 3633 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.67 4 0 4 0-4 0 Hpier/L1= 1.18 o Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.Lc1.Ld • Roof Level w dl= 150 plf V eq `. 1369.4', pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w= 3851.7` pounds V1 w= 2751.2 pounds V3 w= 1100.5 pounds — ► v hdr eq= 62.2 p/f •H head= A v hdr w= 175.1 plf 1:= v Fdragl eq= 589 F2 eq= 236 A Fdragl w= •,57 F2 -663 H pier= v1 eq= 156.5 p/f v3 eq= 156.5 plf P6 E.Q. • ,:5.0, v1 w= 440.2 p/f v3 w= 440.2 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= • F4 e.- 236 feet Fdrag3 w= 1657 F4 w=663 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 2.0, EQ Wind v sill w= 175.1 plf P6 feet OTM 10955 30813 R OTM 18119 21780 UPLIFT -336 423 Up above 0 0 UP sum -336 423 H/L Ratios: L1= . 6;3L2= 13.3 L3=r:' 2.5 Htotal/L= 0.36 4 0 4 04 Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet ,, jai �. rtPA . .' . ' - -e,.. . . . .. ,. ..........„..: : .. .. .._ . i TT-.100F AP RLL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. • The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®1014 APA-Vic Ensinccrcd Wood Association PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ=810#< EQ(ALLOW)= 1031# WIND= 1260#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable D• gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart"•'t(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 ' 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 r, .. , G 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) '-10roundation f r Wind or Seismic Loadingf'' •c°'31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header io jack-stud strap 2'to 18'rou h width of o enin , per wind design min 1000 lbf 9 P 9 I on both sides of opening for single or double portal I _ Pony oppjr osite side of sheathing j wall height -}•,_ - Fasten top plate 10 header it Is,with two rows of 16d sinker nails at 3"o.c.typ G mar -A,fi ••' i• Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max .^" total •.j rr Header to jack-stud strap per wind design. wall •'r, Min 1000 lbf on both sides of opening opposite height •'f: ,, side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with A . within middle 24"of portal max 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height 1 – in all framing(studs,blocking,and sills)iyp. , nailing is required in each panel edge. ••k Min length of panel per table 1Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post rig._ and jack stud).Number(kof —Min reinforcing of foundation,one#4 bar �t t jack studs per IRC tables top and bottom of footing.Lap bars 15"min. , (�, R502.5(1)&(2). } ..,. . Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA–The Engineered Wood Association l References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. • ASCE,2010,Minimum.Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • We hove field representatives in many major U.S.cities and in Canada who can help answer questions involving minty.dpetwood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.IT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code,construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Thc Engineercd WoadAssuciatlon • 180 Nickerson St. CT ENCINERING Suite 302 '}/ R H INC. pI/,(��I►�,,[— n Seattle,WA Project: Nc @ .Y, 4 z " i P ( Date: f✓( .491 ,69-- (206)9285-4512 Client: �.t�1r.�� 7_3 g3r (. ,2 ( r �5 C� 2 7 �/JPAX: 1 v i Page Number: (206)285-0618 • Ik.'16-:-. 3 : • H r6,D clop k • pKizb • l'in= -t (a{-q/z) ,j . AJ .`' � 0 " - . c J 6r L 4 . ---i .6\) it - 0 • . • . `a:. X lb``. . J2" k. t2`.. . LpeDr 6 Pres-- vq4. Tipp_ 71 i1 _ �;. � tomrDi Pm) w-... �,,. . I.`C V"-- .T)Wf Cr.-- GA1001 , t) N AS pl/16 .l . tott..--_,_ (*.93- c. --__.—i9- W‘v). * • gt.r-- ávo,-6/6,7 .._ .0, ..01-2-_ . LL' (g.9Z3)LiZ .(0 10,1) - -51� . M ,� C>jt 2)L 'L. .- s � att_1,11.• Go`' d° = 51' • • • e: x 1& ru, w/(2) }-4- of= © fig, utUr. "j?) 12xkZ L3/ 4-` "r4- Aeell — ,1 _ i x t c, eg_9 l s . . PSL Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 :/ak Table 2.2A Uplift Connection Loads from Wind i- `' • • ., . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) 'Unit Connection Loads(plf)1,2,3,115,6,7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 !,7 O psf6 36 272 298 324 380 441 506 576 650 729 856 trl Z 48 350 383 417 489 567 651 741 836 938 1100 141 60 428 468 509 598 693 796 906 1022 1146 1345 in . 12. 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231 278 328 381 437 528 rn in 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 • 24 27 45 64 104 147 194 244 297 353 444 `'{ 20 psf 36 32 58 84 140 201 266 336 410 489 616 IIY414, 48 38 71 105 177 255 339 429 524 626 788 - 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate i adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E• . multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • • Connection Spacing(in.) 12 16 192 24 48 Multiplier I 1.00 I 1.33 I 1.60 2.00 4.00 '1• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall-or wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pig for each full wall above. ii: ''• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the f ,! ',' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. c ityi T , For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. 3 t='" a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. ti rS U.;i;;. AMERICAN WOOD COUNCIL 180 Nickerson St. C T E N G I N E E R I N •G • Suite 302 Seattle ,WA Project: IVP)at s yC. 1 / A65• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 i I \?(1):0. 1+.04? .7n2.),05 ‘0:015e:P)i.));\,..) 1$! !. ; • 1/15 P P . . VtiJ,X) g eQ • MA- 3 16 •. • • Aedi tip :— 1 10- MPS- u.L-T 5 •P, DZ . I , ► :-jam• • .z, • t) • •eaktkAzo 1.1kktss: . . • 17).' ; • •••••• • • • '• (A 1 MM. ?Pe. i * • Ok.7:--7 OP. P.14,H,.:1:1:; • u :{� •: .-i��1�.. � �nen �S .. ........ ., . . . ; 1- .• • (.4)(i) 61,a) 6.4). 415,0wry oo . a _ • 6• ►(Z ,� 7-40 40 < (2 .( WO- '" • 61-6y L3/4.)(p..,-5 (0,6 :: ` lit 4- . . N9‘)196-- Cly - P do• .e64. PLY, . ( .. AL@ .70-,s- -1,9{L- • (EknA--.D 5644 OPiA)d "H Structural Engineers TRUSS TO WALL CONNECTION •;1.1 VAII►' ; II OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 11H II I f 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" 4itti ;1f)` 1 H2.5A (5) 0.131" X 2.5" (5) 0.131"X 2.5" '��6 •- Ilii 1 SDWC15600 - - Ott, .....I i...... 2 H10-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" Iii%ti a0 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 1076 2.0 2 (2)SDWC15600 - - 9/0 1.10 3 (3)SDWC15600 - - 1455 :1.15 ROOF FRAMING PER PLAN 8d AT 6" O.C. . 2X VENTED BLK'G. 0.131" X 3" TOENAIL �� `AT 6" O.C. r _ N2.5A & SDWC15600 Srn F \ Co MMON/GIRDER TRUSS -SIL.1 PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION PF VfI.UES #OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UPLIFT Fl 1 H1 (6) 0.131"X 1.5 (4) 0.131" X2.5" .900 415 1 H2.5A (5) 0.131"X 25" (5) 0.131" X 2.5" 535 [- III)_ 1 SDWC15600 - - 41:5 Ila • 2 1110-2 (9) 0.146"X 1.5" (9)0.148" X 1.5" 1070 )011--- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. i070 2211.- 2 (2)SDWC15600 • - - ffr-7.1-6-. 3 (3)SDWC15600 - - 14;55 345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC 8d AT 6' O.C. CONNEC11STYLEONS 'G ��il���i'IIIIIII1111.11\.1%*--s. ,%!. Mil I H2.5A & SOWC15600 STY'F • ICOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 1 19 TYPICAL TRUSS TO WALL CONNECTION [