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6ti 3C CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) RECEIVED #15238 MAR 2 8 2017 Structural Calculations BUILDINGDVSIION River Terrace ���$) PRO 1j Plan 5 ��� �- ; 60 • W Elevation D —� ,4,FREC2'Ne)1\1401..,_ Tigard, OR cGOV �FS 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 E N G I NEER I NG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(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. 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.) 2.7psf 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 H•- 2x8 HC R 2x8 HOR 2x8 HC R 1 2x8 H I' 'B.1 [ C) RB.2 B.3 RB-4 ( ,IFF ,41 i • v, 1 w x x „F __ . . , , , , . , T = :i' 11 ida m T = 1 N aCli \ 1 Ce z 1= a .. 1 la Ad N CD 3- N ne I -.1 1 F co7 I 1 LL O I I 7 . sai I .. ......::. ...:........ ........... ............ .:......... ..... ,■ : HDR ,1� RE 2 r (2)2x8 HDR �� GT.d4 --®®-- I RP.11 (2)2x: NOR I-- — . RB. 0 O1 PLAN 5D PLAN 5 D Roof Framing Plan 1/4"=1'-O” CT# 14051 2014.05.09 1/4" = 1' 0" (11x17) ell 0 11/7 [ j __.3 II 1 . -� L , , , , , IF 1 rh___, EL m ] — F ,: II U -- ff, F oi } F (-si C . I r 1111 K--........_ - P _ N F JI I W K.,..........4- U 1 am II F I .I . _ • Tc 4 p... Ta 4.Tb P6 4 ,i 4.Te 4. 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WCC 9 MCOMP 1� m' Cow.SLAB I - ; I ®SLOPED DOWN L_ IC__ I P•12 l'---J - '' STHD14 1HD14 , I 8 -♦ rdip S12 Ali A% var.. ♦2•-1•, 16'-3. 2'-2", 7'-10" , 11•-B. 4 ,o'-° I Plan 5D FOUNDATION PLAN 1/4•.1..0. CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618Printed 6 MAR 2014,1126AM Lic.#: KW-06002997 Licensee:c.t.engineering Descri•tion 2nd floor wall Headers #g Partial/Non Bearin Header(6'clear span max., 6 trib max.)i 'ma '1"' a s 2O'1' NI I1 2D'I2, 2tt ASG y 7Vrighilligi*tYpicat 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=5.0 ft Design Summaiv0 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: 1,013.55 psi110 Load Comb: +D+S+H III A Max fv/FvRatio= 0.245: 1 A fv:Actual: 36.76 psi at 0.000 ft in Span#1 6.50 n 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L i 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 ti f Be Typical Full width BearingHeader(4 clear span max, 23'Trib Max) 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, S=0.0250 k/ft,Trib=23.0 ft Design Summary •0.3450 S 0.5750 Max fb/Fb Ratio = 0.934; 1 fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psi "` � Alk Load Comb: +D+S+H IIIP II/ Max fv/FvRatio= 0.647: 1 fv:Actual: 97.08 psi at 3.655 ft in Span#1 azs0e z-z.e Fv:Allowable: 150.00 psi 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 • 8 am D 1lg Header RB 5 D Yi 4 s * rt2 1B+ 20�.G',,, 2O SP,.71 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=5.0 ft Point: D=0.990, S=1.50 k @ 0.670 ft Design Summary - Max fb/Fb Ratio = 0.628 .0.0750 S 0.1250 1 =___ 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 A A N:Actual: 140.63 psi at 0.000 ft in Span#1 2.750 ft,z-zxe Fv:Allowable: 150.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L 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 Defl 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:6 MAR 2014 1128AM ifWig• f t a aa,. -- ark Lic.#: KW 06002997 Licensee:c.t.engineering Description : Top Floor Framing A/V Bei B.1 3 oi4 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads 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 D Max fb/Fb Ratio = 0.795 1 D 0.04 , =2rratuttr.) fb:Actual: 983.60 psi at 2.663 ft in Span#1 701 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.588: 1 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 Defl Ratio 1333>180 wdBeam sI n B 2 ��:a 01* 1;APCiaG*IkC qtr ff 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-Pit 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 Max fb/Fb Ratio = 0.792 1D � fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 + (41s5 L( t 0}3(9.571 t#57 0; Fb:Allowable: 2,738.45 psi Load Comb: +D+0.750L+0.7505+H • ,, Max fv/FvRatio= 0.615: 1 A • fv:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 ft, 3.125x9 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 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 Defl Ratio 654>360 Total Defl Ratio 412 >180 V,-4' r ... * r, ,2 0 ,;, * CIt1ASCE 70 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-PM 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,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: Project ID: 180 Nickerson,-Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 - Fax: (206)285 06181 Printed:6 MAR 2014 112 AM �..,, . ,•• , '-.w, -' Lic.#: KW-06002997 Licensee:c.t.engineering DesMax Summary * *p� jt,° ,, 1� �!s7�. Max fb/Fb Ratio = 0.681• 1 fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H • o Max fv/FvRatio= 0.502: 1 A A N:Actual: 103.92 psi at 0.000 ft in Span#1 4.250 n 4x10 Fv:Allowable: 207.00 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 0.023 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 61410, B 4a Y\ png4t'01***13+ t' C *W "1#t,''. 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=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 �INNIMMMIIILMAIn �u fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H o 0 Max fv/FvRatio= 0.401 : 1 A A N:Actual: 83.02 psi at 3.485 ft in Span#1 4.250 ft 4x10 Fv:Allowable: 207.00 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 0.020 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 s * 6 5�Typ' ) ' ,.lcu ..,per ri,2 ?S.'iBG 01, ,GB 2ft ;ASE 10 .. .�', G. ?�.r, 1. .i. ', ,, .`.� nzt:. K0- ,:4; " 4 °,.lcu . . . .....,,•?'� � .,. .. 3 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 . Max fb/Fb Ratio = 0.109. 1 .� .annlin=" fb:Actual: 127.33 psi at 1.375 ft in Span#1 ' Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H A A Max fv/FvRatio= 0.092: 1 Iv:Actual: 15.85 psi at 0.000 ft in Span#1 2750 ft,awe Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w 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 Defl Ratio 19147 >360 Total Defl 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 2014:11.28AM . .... .. ,' , i% I {2 p `� � g� 3� rM/r% / v s , 1.1 Lic.#: KW 060029" ;iA4,,, , ji , , - _, ; , T „10,61 j, v . ;Tart.-r Licensee:c.t.engineering i Wood Beam B 6 , , ,,%-ii/ 1•,m ‘ ' '..\4' t,,',0.1011". . 1‘01.20i2 BBB,IBC 2014, C 2otWAtte700 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,Tit=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 = 0.520; 1 + fb:Actual: 606.14 psi at 3.000 ft in Span*1 Fb: Load Comb Allowable: 1,,165.07 psi Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.0k 2-2*8 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 „Midadttaith teSigli: B.7 aki ,..... t aicuu a �2 , ,$BC 20 2, 3,40E7.40.' .xs._ ice. 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, 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 = 0.292. 1 °° �41P1 fb:Actual: 340.95 psi at 2.250 ft in Span#1 � . _ _ Fb:Allowable: 1,167.23 psi ,. � �,.__�_- Load Comb: +D+S+H Max fv/FvRatio= 0.195: 1 A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.501t 2-2*8 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 Wood Beam Design B.8 • . "- ,. E3.Wc„01010001‘per 2012 BBS,IBC 2012, -" 344SC10 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary 0 0.2213 L 0.590 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 , .m�. ,:'a Load Comb: +D+L+H III" IIII Max fv/FvRatio= 0.205: 1 A A N:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.508'4410 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 Deft 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 _ �y 1o1 a sa m s ''',/,;:'-r712 t14.t�#T"1irAA 51T"E multiple 111 16 ,, : r ' k -Aue- - , , , ; _ .!C,' 101a 1 .' '' c .,elivz,, mtnmrer y_{a1390' '-. -''• ,Ite i4 4 1 v. Lic.#:KW-06002997 Licensee:c.t.engineering 3e 1m�esi#g`n B s . t ; . ...... o. r 2IBG 2012,c 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 loft,Trib=14.750 ft Design Summary 0 0.2213 L 0.590 immismirimemmormommorammomm 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 . fb Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 n,4x10 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 � $ � SlTfl B 10 _.. ? e sib i. CalculikloWPW 201Z NDS IBC2012,CBC 2013,'.ASCE 7-10 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 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 4.590 Max fb/Fb Ratio = 0.372. 1 fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H �. .. .40 Max fv/FvRatio= 0.295: 1 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) D L 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 Deft Ratio 1877>180 ►� a Beam Design" B.11 • ' ` i :.. ;4alct isr ;rer 1+1 5,tB 20 i3,CBC 2013,ASCE 7-la 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 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 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 fL 1.75x14 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 Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: M(206 , Printed 6 MAR 2014 112, 8A )285 0618 s 4 .teaz % - _ % € i= y r# r " l, ,, 7€ ytee; .''€y .,r ' wLicensee ct engineering Ltc # KW-06002997 � nB12, . 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-Pill 1,650.0 psi Fv265.0 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 00210 L0560 Max fb/Fb Ratio = 0.736. 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi q Load Comb: +D+L+H I • 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 ft, 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 Deft Ratio 632 >360 Total Defl Ratio 459>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: 206)285 4512 (Fax: (206)285 0618 Panted:6 MAR 2014,12 05PM ._Lic.#: KW-06002997 Licensee.c.t.engineering Description Top Floor Framing, Cont • ` B13 V:,%> sr202NE , BG�12, c; 1r1� 0. Wiz.,,., > w° _c ,. ,,. 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-Pill 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 Max fb/Fb Ratio = 0.422. 1 fb:Actual: 962.10 psi at 4.250 ft in Span#1 � Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.310: 1 fv:Actual: 95.96 psi at 7.338 ft in Span#1 9.5010 3.5214 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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 Del Ratio 1306>360 Total DeflRatio 1055 >180 is 8 it� 01 ;014 7 t+ 3,9 C€"710 D IF,tG �_ 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-)0( 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-)c( 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 D0.180 0 450 fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Axa Fb Allowable: 2,313.03 psi , � . 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 H 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 Del Ratio 596 >360 Total Defl Ratio 433 >180 r s a' a $ r e n B.15 M5 tW ,m vilk � � 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, L=0.040 k/ft,Trib=9.50 ft D 0.1425 L 0.380 Design Summary :: � Max fb/Fb Ratio = 0.264; 1 fb:Actual: 268.39 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.216: 1 N:Actual: 32.43 psi at 2.400 ft in Span#1 3.0 n,z-zza Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward Lr+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Del 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 f, '' '' k l ,Trsz++.:,,,-Y, .n s,.- o-na ,. rv'# 3 s ,=t x ., y y, rke f ,-,/4.(.1<,/,,f,6 =(4/';'," ;�. ,, „, •„,L.,....,;;;;,....,;....',..;.,,,, ,,,,W., i ., ,N,.;...ee<t( f/,..,,r,, vim.,rv;I [„_ rrar,, ,1' ., , l Lic.#: KW-06002997 Licensee:c.t.engineering eam BQ B 16 :..... po ` ��,,�' � a!X fr ��� ..:- Galcttlat3ans per 30'I2 NDS IBC 2012,CBC 3ti1S,. ri 7410 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-Pill 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=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 D(0.330�5(0.550) D(0.030,S(0.050) D{p 1425 L(D.s 5) I. + fb:Actual: 2,412.56 psi at 9.515 ft in Span#1 Fb:Allowable: 2,718.98 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.538: 1 • __. fv:Actual: 163.82 psi at 15.180 ft in Span#1 Fv:Allowable: 304.75 psi 16.50 ft, 5.125x16.5 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 Q+ sl1 0 p.18 ' % r uL yi Calcuta#tontsi01NS0IB2012 {i'X13A4C i , 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 D 0.060 S 0.10 Max fb/Fb Ratio = 0.272. 1 fb:Actual: 276.24 psi at 2.750 ft in Span#1 � Fb:Allowable: 1,014.63 psi Load Comb: +D+S+H 0 0 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 5.50 n,2-2,8 Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 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 Panted:6 MAR 2014:11:34AM Fu� � 1 L1c.#:KW-06002997 Licensee:c.t.engineering Description : D Middle Floor Framing !srm Design BB.1 \\ �. ?a ' ° Calciior peva ° 2 NOSASC2S12,CSC 2013„ASCE 11S 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads 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 %b!' 4+d; 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 Load Comb: +D+L+H 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 4.25011 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 Defl Ratio 4557 >360 Total Defl Ratio 3314>180 Wood Beam DesJ0,' 13E3.2 „.•..„. ••,.k� .1" cuitationslier2012 NDS IBC 20124 1013 A E 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads 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 fb:Actual: 833.08 psi at 3.000 ft in Span#1 Fb:Allowable: 1,075.07 psi •;° •, Load Comb: +D+L+H , ., . 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 6.0 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L 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 • . @M IgiV4 BP.3 k,. ... .pergtz .Y.. �. SBD itii3AscE 1-10= 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary 0 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+H110 :, . 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 4.50 a 4x10 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 W , CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed2 t , ., ?' ,cis r �� e,4 n AR 014 1I A rte..,,,.. . .,, ay. Lic.#:KW-06002997 Licensee:c.t.engineering We e1aganoosith vBB4 i` / \ --7 )cillistion$4 .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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D 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 0...m ......', 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 4.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Is 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 Deli Ratio 5244>360 Total Defl Ratio 3814 >180 'VIS Dig BB•5 C ... ) "' ,•-, %;Calc =per;2�'i2.19),,..IB 20'f2, BC 2013* GE 71t 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-PM 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 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.624. 1 D(0.0750)L(0.20) fb:Actual: 544.50 psi at 4.125 ft in Span#1 - ,,, x � 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 Fv:Allowable: 170.00 psi 8.250 ft, 6x8 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 Defl Ratio 863 >180 F <,•',' , a', l \x= eitaitat s prei4012 4DSiftq 2011 0"201*AS E 7-1 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-PrIl 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 k/ft,Trib=9.50 ft Point D=0.9160, L=2.440 k @ 1.250 ft Design Summar ,, ,,,„w Max fb/Fb Ratio = 0.591 • 1 D 0.1425 L 0.380 fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 si « -Nissimilownionic Fb:Allowable: 2,278.55 psi Load Comb: +D+L+H .599: 1 • Max fv/FvRatio= 0 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: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Fruited 6 MAR 2014 136AM • sK ar Tfi&4T to ^ I of - r g-- - '� n,' & 5u... „�' • �%` � ce A 1 t" .,,'. Lic.#:KW-06002997 Licensee.ct.engineering Description D Crawlspace framing b , � %i ig CB 1 ted�ts 1**iI 2012'CB 1043; E 11ft 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=9.50 ft Design Summary o 01425 L 0.380 Max fb/Fb Ratio = 0.823: 1 fb:Actual: 883.28 psi at 3.750 ft in Span#1 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 7.50 ft, 4x10 Fv:Allowable: 180.00 psi 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 Defl Ratio 888 >180 TJI JOISTS and RAFTERS _.._._._..__.._._._.._L_ :.._._................_._._._._..._._.._._._..__._.._._._.._._.,.._._C.._o._d._e.._._..._._C._.ode._.._..._._.C_..ode._.__..__.Suggest.__._Suggest Suggest Lpick Lpick Lpick y Lp_!c_ Joist b t d Spa. LL OL 1 M max V max I El 1 L fb L fv L TL240 L LL360 L max TL deft. i LL deft. L TL360 L LL480 I-max TL deb TL deft LL deft;LL deft. size&grade width Sin) depth Sin_? (n.) (pst) (psf) (ft-lbs) (p?si)._!._._._(ps!).._._..._._(ft)_.._..._..(ft.)._...._._(ft:)._..__.__5ft1 .n._._...._._ .._._...._._(in.)_.._. ._._._(!n_)_.._.__..__._.._(9)_._..__._.._.gt.l_._.._. (f) _.(in) .ratio S!n_? 4 ratio I 9.5"TJI 110 1.75 95 19.2 40 15, 2380 12201 1.40E+08! 14.71 27.73 15.23 14.80 14.71 0.66: 0.48 13.31 13A5 13.31 0.44 360 0.321 495 9.5"TJI 110 1.75 9.5 16 40 15tr 2380 12201 1.40E+084 • 16.11 33.27 16.19 15.73 15.73 0.72' 0.52 14.14 14.29 14.14 0.47 360 0.34 495 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 15.57 0.52 360 0.38: 495 9.5"TJI 110 1.751. 9.5 9.6 40 15 2380 1220 1.40E+08' 20.80 55.45 19.19 18.64 18.64 0.85: 0.62 16.77 1694 1677' 056 360 0.41' 495 b ._.._._._ 1 1 9.5"TJI 1101 1.751- 95 19.2 40 10j 2500 12201 1.57E+08' 15.81 30.50 16.34 15.37 15.371 0.64i 0.51 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1,57E+08, ' 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 „;14.84 0.46 384 0.37 480 9.5"TJI 1 101 1.751 9.5 121 40 101 2500 12201 1.57E+081 20.00 48.80 19.11 17.98 17.981 0.754 0.60 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 1101 1.751 9.5 9.61 40 10. 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.811 0.65 i 17.98 17.60 17.60 0.55 384 0.44: 480 1 I L , i J 9.5"TJI 2101 2.06251 9.5 19.21 40 101 30001 13301 1.87E+08 17.32 33.25 17.32 16.301 16.301 0.68'1 0.541 f 15.13 14.81 14.81 0.46 384 0.37'. 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 •••;',15.7:: 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.5 12 40' 101 3000 133011 87E+08 21.91 _ 53.20 20.26 19.06 19.061 0.79: 0.64' 17.70 17.32 17 32 054 364 0.43' 480 _.._. .......... L I_._.._._._._._..__._.._._..8_.._. _..._.._._._.._._._..__._.._. ._._._ 9.5"TJI 210{ 2.0625+ •• 9.5 .-•9.6 40_••_.-10r 3000 13301 1.87E+08" 24.49 6650 21.82 2053 20.531 0.864 0.681 19.06 18.66 18.B5G 058 384 0.47: 480 I : + 9.5"TJI 2301 2.3125 9.5 19.2 40 10]- 33301 13301 2.06E+081 18.25 33.25 17.89 16.83 16.83 0.701 0.561- i 15.63 15.29 15.29 0,48 384 0.38: 480 9.5"TJI 230 2.3125 9.5 18 40 10 3330 1330 2 06E+08 19.99 39.90 19.01 17.89 1789 0.75 0.60 16.60 16.25, ' ',1625: 0.51 384 0.41 480 9.5"TJI 230 2.31251 9 5 12 40 10 3330 13301 2.06E+081 23 08 53.20 2092 19.69 19.69 0.82 0.66 (T 18.28 17.89 17.89 056 384 0.45 480 1 9.5"T...302.31251.............9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.881 0.71 19.69 19.27 19 27.' 0.60 384 0.48 480 11875 TJI 1101 1.751 11.875 19.2 40 101 3160) 15601 2.67E+08 17.78 39.00 19.50 18.351 17.781 0.671 0.54 T 17.04 16.67 16.67 0.52 384 0.421. 480 11.87F 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 0.55384 0.44 480 11875 TJI 1.751 11.875 121 40 10' 3160 1560 2.67E+08 22.49 62.40 22,81 21.46 21.46' 0.894 0.721 19.93 1950 1950 0.61 384 0.49: 480 11.875"TJI 110 1.75 11.875 9.6 40 101 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96' 0.771 I 21.46 21.01 21.01 0.66 384 0.534 480 11575"TJI 210 2.0625! 11.875 19.2 401 101 3795 1655 3.15E+081 19A8 41.38 2051 19.391 1959 0.81; 0.651 I 1850 17.62 17.62' 0.551 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 ' •'18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795! 16551 3.15E+08 24.64 66.20 24.10 22.68 22.681 0.95: 0.761 1 21.05 20.61 20.61 0.64 384 0.521 480 ..___..._._._.. ..._... .._. 11.875"TJI 210 2.0625 11.875 9.6 40 101 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 7.02 0.811 7 22.68 22.20 22.20 0.6994 384 0.55: 480 11.875"TJI 230 2.31251 11.875 19.2 40 101 4215 16551 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.67{ 1 18.59 18.20 15.20 0.57 384 0.45: 480 11.875"TJI 230 2.3125 11,875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0,89 0.71 19.76 19.34 19„34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 12 40 10! 4215 16551 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.981 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875"TJI 230. 2.3125t 11.875 9.6 40 101 4215 16551 3.47E+08 29.03 82.75 26.81 25.23, 25.23 _1.05; 0.84 23.42 22.93 22 93 0.72 _384 0.57 480 I._ _._.._._._.._ _._..... ............. ............_.._ ._._._.._._ . 1 11.875 RFPI 400 2.06251 11.875 19.2 401 101 43151 14801 3.30E+081 20.77 37 00 20 93 19.69 19.691 0.82 0.66118/8 r 18 28 17 89 17 69 0.561 384 0.45: 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87, 0.70 19.43 19.01`;' 19111 0.59 384 0.48 480 11.875"RFPI 400 2.0625! 11.875 12 40 101 4315 14801 3.30E+081 26.28 59.20 24.48 23.031 23.031 0.961 0.771 21.38 20.93 20.93 C65 384 0.52i _4_80 11.875"RFPI 400, 2.06251 11.8751 9.6, 40 10 4315, 14801 3.30E+081 29.38 74.00 26.371 24.81, 24.811 1.031 0.831 23.03 22.54 22.54: 0.70 3841 0.561 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BucMin.Factor - D+L+S c 0.80 Constant > Section 3.7.1.5Cr Cf KcE 0.30(Constant)> Section 3.7.1.5---_1911111®®191.. -Cd{Fb) Cd Fc)-1E 97 7-1 11111Cb Cb arias Section 2.3.10 ®���® NDS 3.9.20d,, allPlat ddration duCd o factorCffactor use Stud Grad. ��• Vert.Load Hor.Loa <.1.0 oad��Plat�Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc per. Fc E FbFc perp Fc' Fce F fc h/F'c fb Po/ inin. in. ft. plf psi pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi pal Fb"(11c/Fce) 1-1-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 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 11-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 1.5 ®®���=' r°®° ®" Lis ®I®�E 800 1,200,0001 340.90 340.00 1.00 0.00 0.000 FI-F Stud 1.05 1.15 675 405 800 1 200 00 H-F Stud ®® 3 449.95 395.22 393.85 1.00 0.00 0.000 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 8.25 28.3 1550 0.9921 1993 4 1.00 1.1 5 ®1.05 1.15 675 405 800 1,200,000 506 449.95 395.22 394.29 100 0.00 0.000 H-F Stud 1.5 3.5 III 8.25 28.3 3100 0.9921 3986.7 1.00 1.151.05 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 ®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 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 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 1.10 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 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 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 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 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 0.305 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 o.odo 11111111111 18.0 3287 0.31 SPF#2 58 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 1,200,000 854 531 875.438 144.28 139.02 138.41 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 16 19 41.5 1360 0 0.9968 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 CTO 14051-4015.2 Twin Creek LOAD CASE (12-13) (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 Buckling Factor D+L+W 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 (Vedas) > Section 2.3.10 Bending Comp, Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Watl duration duration factor factor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load <.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc ic/F'c fb Po/ In. In. in. ft. ptf psf plf (Fb) ,FCL psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-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 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 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 1.60 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 26.3 1425 8.13 0.9974 2857.8 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 3986.7 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 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2788.1 1.80 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 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-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 8.48 0.5743 3132.4 1.60 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 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 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 1285 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 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 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 44/444,48 0.879 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 244.40 233.80 108.67 0.48 927.02 0.786 H-F 42 1.5 5.5 16 19 41.5 600 9.71 0.8921 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 96.97 0.44 927.02 0.796 Page 2 D+L+W+,5S CTM 14051-4015.2 Twin Creak I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1987) 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+S12 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(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade 1Mdth Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load e Plate Cd(Fb)Cd(Fc) Cf Ct Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Pc fc tc/F'c fb 1b/ in. In. In. ft. p0 psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 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 18 9 30.9 785 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9968 2657.8 1.60 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 i/-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 1,366 508 966 449.95 395.22 250.16 0.63 361.37 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 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 303.49 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 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 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 1,366 531 875.438 378.09 338.17 217.14 0.85 335.64 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 1,386 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF.Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 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 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 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 2,033 508 1644.5 1203.70 948.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 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#2 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 1089.25 850.16 531.23 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 1/4/61916 0.979 OFF#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 i H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 98.97 0.44 927.02 0.798 Page 3 D+L+S+.5 W CT#14051-4015.2 Twin Creek I LOAD CASE ] (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 Desi.n Bucldin.Factor _D+L+S+Wf2 c . 0.80 Constant > Section 3.7.1.5 --"- -_ - --_ KcE 0.30 Constant > Section 33.7.1.5 ��=��C _1997 NDS �'�- �Sec0on 2.3.10 �� -_ -�_- -- dundion Comp. Siactor Size Rep...--���- Eq. 3.7-1 -..� -____�-_.►' `1 duration Comp factor factor use LIMIR 1� Q Her.Load�' ETEEM '�IEN0 IIIIMI©111131111 ®1111E21®11111111111®111112M111111110211111111 -®®®0-111E1-INEQ'_-Q---MIEI- NMIIIIIIMMIIII1� IMIN E{�-�r�--'7--��� ENDI 1 ®®���® 0.99351111117.111111111131111 1.15 ®1I' ®� 1,200,000- 966111ELEMEEEIMIXEMI 0.403 H-F Stud ®®11611111111E ''�' ' 0.9923 IIIIIMEUM11111111,15 ®110® 875 KIM 800 1,200,000 1.-,T-.Z 340.90 INEMEE1i 0.470 H-F Stud ®®®1MILIMENIIIIRDININZU 0.9976 ®'' ®®1.05® 675 111E19111121111,200,000 1 368 IIIIIUIIIIIIIIZIIIEXKIJ 340.80 262.88 H-F Stud ®®IN 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.151.05 1.15 675 405 800 1,200,000 1,366 508 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 8.25 26.3 1680 4.065 0.9990 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 III SPF Stud 1.5 3.5 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SP ®®®����'Ee 0.9990 2789.1 - 1.15 ®�i ®�� 725 1,200,000 1366® 336.17E 0.78 167.82 0.396 _ -®1110INIUM ®'' NIM 'CE II 1.60 1.15 ®IKEI®11313111 425 ®1,200,000 11111€153111EUIEMIIKEE21111113E11111EIXIIIIICENCID0.396 SPF Stud 1.5 ® 8.25 28.3 1660 4.085 2789.1 160 .1.15 1,1 _1.05 1.15 675 425 725 1200000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 1111 ' 8,25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 Ti 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 333.97 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 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 0.082 SPF#2 ®111111/1®'' _le 3287 4.855 0.3304 3287.1 1.80 1.15 MEI 1.15 875 RIES 1,400,000 2,093®�PE 1015.45 531.23 0.52IE 0.057 ®®®�® ��EEMOI 3287.1 1.60 1.15 �i 1.15 875 1,400,000 2,093®Q� 850.18®®i CIMMINIKEW SPF#2 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 ®1.10 EINEM 1150 1,400,000 2,093®11111 1296.30 945.38 531.23 0.561110 0.059 ----®_---- -- -------_---- SPF Stud 1.5 111111111/ 50.0 255 4.23 0.9958 2091.8 1.15 ®1.05 1,200,000 1,366 139.02 64.76 0.47 MEM 1.5 ®i[��i��� 0.9925 �� 1.15 ®®®® ®®® 111 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 ®®®®® 1®1300,000 2,033 1 400 000 2 ® 1644.5 ® 2®®® 0.64 463.51 00.580 .594 Page 4 D+L+S+,7E CT#14051-4015.2 Twin Creek LOAD CASE (12-16) BASED ON ANSI/AFEPA NDS-1997 SEE SECTION' 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1112311111111:1=1ZIMEEMIMIIIIIIMIIIIIIM -------- ----_nim _-_-_-_ c 0.80(Constant)> Section 3.7.1.5 -_ _ -...-mom - C -C- 1897 NDS ■■ KcECb 0.30(Constant)V > Section 3.7.1.5 ■�� ■ ■ Cb (Nodes > Section 2.3.10 ■■ Bending Comp. Size Size Cd(Fb) Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma duration duratio factor factor 1111=111=11111=1=7.11=1113:13132110=1_ Hor.Load 11:13111EIIMIZZIEEDICd Fc1 Cf mmMii311Q=3®©- 9®-®-MII®©© in. in. in. ft. P# Psf p6 (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 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 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 988 378.09 340.90 258.51 0.75 188.85 0.430 ram' ®®®��6® 0.9937 ®®I' ®� 405 M 1,200,000 1,366- 378.09 340.90 141.63 H-F Stud 8 25 28.3 1225 3.57 0.9961 1993.4 1.60 1 15 1.05 1.15 675 405 800 1,200 000 1 366 506 ME 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud EMIR 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.05 1 15 675 405 800 1 200,000 1,366 506 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.05 1.15 675 425 725 1200,000 1,366 531 875.438 515.42 431.52 354.29 0.62 138.53 0.324 SPF Stud 1.5 3.5 930.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud EE® . 30.9 1410 3.57 0.9962 2789.1 1.60 1,15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 28.3 1210 3.57 0.9932 2091.8 1.60 1875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 ® 8.25 IMEXIIIMMEI 3.57 0.9940 _2789.1 1.60 1.15 ®®' ® 675 NIZEM®1,200,000 1,366®875.438 449.95 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 IR 8.25IR 2870 3.57 0.9987 4183.6 1.60 1.15 ®1.05 1.15 675 M®1,200,000 1,366®875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 0.071 SSPF#2 18.0 3287 3.57 0 3676 3287.1 1.60 1 15 ®�® 875 425 1150 1,400.000 2093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 ®®®® 1,200.000 139.02 72.38 0.52 0.727 SPF Stud ®®IRIR 50.0 285 3.57 0.9981 2091.8 1.60 1.15 ®�®EE® ® iiii EIZIAMIMM1111013111111111M11113111MIIIMIEMEIII 0.9910 1111CMIIIIIMIll 1.15 ®LMM®EES 1,400,000®NEMIi ® N111110.500 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 1,300000 2,033 506 1644.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 5 ENGINEERINGMEI 180 Nickerson St. Suite 302 j 1 N C. Seattle,WA r� @ C. 98109 Project: Date: - -.—,- (206)285=4512 Client: SiMt4f 111 re Li Pii(r 7,- Page Number. (206)285-0618 A .:-4, PR mPr ' . 24.9 "..v of-- . " t '. 1 .,?. eL +s5. P 'mood Gv . C.L,, 5 dr e. P 5) Pad "`1 it' "-J.- CiWIS _ SIS n : Orr IA*44 Roz., Mt.7-5)#.2 '). ,k5,^ c0 t+ t to - L Ib i - Dk-. ., i 2 ) 1z . , 8- r. e� . SLY. : ': ., ; _3; %-- - �~ ... w/o 66-km: .-----'t".. Alrizi 1W 114 IV 4 ; , 2, _ �,_ I ; -- ,.� - 15'S k. 4, i 1 .. 113 t .... i s W1.., . .S ! ,11,0- ..' )6.544. Structural Engineers A � '�FC /MI ENGINEERING 180 Magoon t. Suite 302 Seattle,.WA 98109 / Project- s Date: (206)2454512 FAX: 4 Client: Page Humber: (206)285-0618 st p gifei;CP 114451 / 0P ts444) • Ors. Ka Cr N 7-20 too, lo R- o1/4)(40-f1s 306- W-ida, MA, Wz- e 16) gs. 'bit> PVP -54t2i 20;a At Mis 1,10 240thx-64 97 psr 0)(4' sri I_ or- Jr (15,( 2. z441z-44.5-3its 45' s* e AN5t..4 (oaf- 2-70 4-,a5 ifiag'. 5cv. ?k 1"-147V. /=. 1.ptri 4 C*4 2A,S vepEl 115119 .1. kb -Fe seere7C Structural Engineers 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://earthouake.usgs.gov/research/hazmaps/ http://oeohazards.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) F8= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM, SD1= 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 Qo= 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 Son= 0.72 h„ = 18.00(ft) SD,= 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) S,= 0.43 k = 1 ASCE 7-05(Section 12.8.3) Ti_= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(SIE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (forT>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 Sl)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>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) C,x = DIAPHR. Story Elevation Height AREA DL w, w; *h;k 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 = EF;=wpx 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp 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 30.00;ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 40.0 48.0ft. V ult. Wind Speed 3 Sec.Guat= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust=r,71,4‘,,,, -t3 mph (EQ 16-33) Exposure= B B lw= 1.0 10' N/A N/A Roof Type= Gable Gable PB30 A='.. 28.8 `° 28.6:psf Figure 28.6-1 Ps30 B= 4.6 4.6'psf Figure 28.6-1 PB30 C= 20.7 20.7;psf Figure 28.6-1 Ps300= 4.7 ' 4.7 psf Figure 28.6-1 X= 1.00 *IMO I Figure 28.6-1 Kn= 1.00 1.00, Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A•Krt•I 1' 1 Ps=X•Kzt•l•ps3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) psB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) 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 a and 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 1.001 1.00 16 psf min. 16 psf min. width factor 2nd-> 1.00' IMO wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD 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-VV) V(E-W) 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(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips Page 3 I 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 1024 1229 1229 2nd 8.00 10.00 10.00 4.00 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(ns)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(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(NS) V(N-S) Vi(E-W) V(E-W) Vi(NS) 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 tst(base) 0 0 0 V(ns)= 16.00 V(e-w)= 19.20 V(ns)= 12.39 V(e-w)= 14.87 kips(LRFD) kips(LRFD) 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= 7116" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-For SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s 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 150 150 150 150 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 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W 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 I= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+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 LD'.eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Una' Ue„m OTM ROTM Unet Ueum Ueum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 416 15.0 46.0 1.00 0.15 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 0.66 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 0.00 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 Ext 8.71 150 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 1.00 0.15 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 0.15 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 18.92 -1.06 -1.06 -1.06 - - 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 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 - - 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 57.8 57.8=L eff. 7.93 0.00 3.88 0.00 EVvnd 7.93 EVEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 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+0.7 p Qe 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 v i OTM ROTM Unet Ueum OTM RoTM Unet Usum U..m HD (sqft) (ft) (ft) (kJ() (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma' 621 : 29.0 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 0.15 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 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 -1.31 0.00 0.00 0.00 -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 0.00 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 Ext 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 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 -1.42 0.00 0.00 0.00 -1.13 -1.13 - - 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 -1.33 0.00 0.00 0.00 -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 1.00 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 - - 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 - - 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 EVmd 12.39 EV EQ 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 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 LpL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Ue„m OTM ROTM Unet U..m U0Ym HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6 8.0 ,40.0 1;00 0.152 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 0.150.81 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 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 - - 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 75.78 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 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 1.00 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 - - 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 EVwlnd 9.52 EVEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-Ieftlright) 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= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.7', kips Sum Wind E-W V i= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pOe 0.6D+W per SDPWS-2008 pt= 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, C 0 w dl V level V abv. level V abv. 2w/h vi Type Type vi OTM RoTM Unet tlsum OTM Rope Unet Veum Veum 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 3.7c 158.3 6.3 19.5 1.00 0,15 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 63.31 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 0.00 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 181.1 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 7.5 7.5 1.00 0.15' 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 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 I. N/. 4 ; 0.0 1'0 0 1 h0 0.15' 1 34 0.00 0.7 •00 1 00 1.00 71 P6TN P6TN 134 6.35 3.79 0.27 0.27 12.06 4.50 0.81 0.81 0.81 - 0 0.6 0,0 .00 0..0 0.0. '.00 0..0 0.13 .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 125 2.4 20.5 1.00 0.15 0.39 0.84 0.21 0.57 1.00 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 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.06 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 1.00 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 1.0. 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.94 16.07 2.23 7.91 11.28 ABWP >dm 4'e '; 2 ' 1. 1 00 0.i. 0.2; i 4 0 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 88 2.0 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 0.0 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 0.00 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 0.0 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 - - 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 1710 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 EV wind 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 plf ► A H head= A v hdr w= 162.7 p/f 1 y Fdragl eq= 166 F2 eq= 166 • Fdragl w= ,• F2 -407 H pier= v1 eq= 115.0 p/f v3 eq= 115.0 plf P6TN E.Q. 5.0 v1 w= 282.1 p/f v3 w= 282.1 p/f 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 plf P6TN 3.0 EQ Wind v sill w= 162.7 p/f P6 feet OTM 7048 17296 R OTM 5223 6279 v 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 0 .41 01 Hpier/L1= 1.47 Hpier/L3= 1.47 L total= 11.8 feet JOB#: 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 pff 1 v Fdragl eq= 110 F2 eq= 110 • Fdragl w= 1 F2 -271 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 plf P6 E.Q. 5,0 v1 w= 288.5 plf v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 0.6 2w/h= 0.6 9T Fdrag3 eq= I F4 e•- 110 feet ` Fdrag3 w=271 F4 w=271 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 44.1 p/f P6TN 3.0 EQ Wind v sill w= 108.2 Of P6TN feet OTM 3175 7791 R OTM 2396 2880 v UPLIFT 106 670 'Up above 0 0 UP sum 106 670 H/L Ratios: L1= 1.5 L2= 50L3=` 1.5 Htotal/L= 1.13 4 • 111 1 ► Hpier/L1= 3.33 Hpier/L3= 3.33 L total= 8.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 13 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 -i _ v hdr eq= 67.9 p/f ---- A H head= A v hdr w= 166.6 p/f 1 v Fdrag1 eq= 170 F2 eq= 170 A Fdragl w= .,7 F2 -417 H pier= v1 eq= 117.6 p/f v3 eq= 117.6 Of P6TN E.Q. 5.0 v1 w= 288.5 p/f v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 . 1 Fdrag3 eq= • F4 e.- 170 feet A Fdrag3 w=417 F4 w=417 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.9 p/f P6TN 3.0 EQ Wind v sill w= 166.6 p/f P6 feet OTM 7232 17746 R OTM 5591 6721 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 Hpier/L1= 1.46 4 0.4 0. Hpier/L3= 1.46 L total= 11.8 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 1.Ma,1.Mb'. Roof Level w dl= 162; plf V eq 1275.5 pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w= 2941.3 pounds V1 w= 1562.6 poundsV3 w_____,..= 1378.7 pounds ► v hdr eq= 106.3 plf •H head= A v hdr w= 245.1 pif 1 Fdragl eq= 226 F2 eq= 199 Y Fdragl w= ' 1 F2 -460 H pier= v1 eq= 159.4 plf v3 eq= 159.4 Of P6 E.Q. 5.0 vi w= 367.7 Of v3 w= 367.7 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 • Fdrag3 eq= • F4-•- 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 plf P6TN 3.0 EQ Wind v sill w= 245.1 pit' 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= 4.0 L3= 3.8 Htotal/L= 0.75 ► i ►4 ► Hpier/L1= 1.18 i r•Hpier/L3= 1.33 L total= 12.0 feet JOB//: ID: Elevation 0 1.Mc 1.Md Elevation D SHEARWALL WITH FORCE TRANSFER Roof Level w dl= 162 p/f 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 -i -- v hdr eq= 62.2 p/f - 0. A H head= A vhdr w= 143.5 p/f 1 v Fdrag1 eq= 589 F2 eq= 236 • Fdrag1 w= =58 F2 -543 H pier= v1 eq= 156.5 p/f v3 eq= 156.5 p/f P6 E.Q. 5.0 v1 w= 360.9 plf v3 w= 360.9 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 . 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 3.0 EQ Wind v sill w= 143.5 p/f P6TN feet OTM 12324 28421 R OTM 19568 23522 • 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 0.41 ► Hpier/L3= 2.00 o•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 •H head= ^ 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 off v3 w= 630.7 plf P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 . Fdrag3 eq= .' F4 e•- 354 feet • Fdrag3 w=816 F4 w=816 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.5 plf P6TN 3.0 EQ Wind v sill w= 222.7 Of P6 feet OTM9842 22705 R OTM 5190 6239 UPLIFT 436 1544 Up above 147 987 UP sum 583 2531 H/L Ratios: L1= 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.79 I. 4 ► ► Hpier/L1= 2.50 - ► 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= 16211° 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 Of ► •H head= A v hdr w= 299.0 p/f 1 =A Fdragl eq= 226 F2 eq= 199 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 p# v3 w= 448.4 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 . Fdrag3 eq= • F4-.- 199 feet a, Fdrag3 w=635 F4 w=561 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 2.0 EQ Wind v sill w= 299.0 p/f P6 feet OTM 10204 28701 R OTM 5822 6998 ., • 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 Hpier/L1= 1.18 4 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 1.Lc,1.Ld Roof Level w dl= 150' p/f 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 A 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 pff v3 eq= 156.5 pff P6 E.Q. 5.0 v1 w= 440.2 p/f v3 w= 440.2 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8 • Fdrag3 eq= -• F4-•- 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 p/f P6TN 2.0 EQ Wind v sill w= 175.1 p/f P6 feet OTM 10955 30813 R OTM 18119 21780 • UPLIFT -336 423 Up above 0 0 UP sum -336 423 H/L Ratios: L1= 6.3 1.2= 13.3 L3= 2.5 Htotal/L= 0.36 1 O. .41 ►4 ► Hpier/L1= 0.80 o Hpier/L3= 2.00 L total= 22.0 feet i S i t� a7 yls :i•t yo e • A QAC M TT-1O0F APRIL 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 12004-59 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 ®2014 APA—772c Engineered WoodAssociedion 1 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 have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.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.TT-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 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—The Engineered WoodAssociaUun 180 Nickerson St, CT E N G I N E E R I N G Suite 302 7�11/' R�j I�N C. /i}�'�(— ��(►� � n ,, Seattle,WA Project: V" ' 061 @ �' L�"'-` pt'V lut/� Date: 8109 (206)285-4512 Client: g'4& 2.5� 3` +q`- 29-A/566,.,5,-2) Page Number: PAX: (206)285-0618 f = 3 I a� A p%sv i, • AL1-1"( `1. X lb`` )21( k tol F3t P A,RS---w K- m12- 0;011 \ .‘5177)/t4 �f r * pcsimw BUD �. k-C V� �- T11i� W-004,./ (-m�' m'{2- I /17)y I/1 P Vh.)> _ p.56tj;v, = l- )(o2 4,17) 06 I3 ( oti ( o 4 J h 6)(,2‘)//a .6e k-341-) 88 .°1,44- )c. q;, (Q.,5ate,p)) 11 Go`' 5` e X Ccs , 1A-)/(2) 4- of ©,;8P, uWu, D 12X11 Lo/d1-4--M3 112. 11� to l ., 8 AU, e(4.,90196-s 33-4 Pak-. Aeen 01%. 4.,5 Seg vu . 44- . Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 V i!) Table 2.2A Uplift Connection Loads from Wind I • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) , • Inmimmomor ..- 700-yr.Wind Speed 3-second gust(m h 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'43'4'5'6,1 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 L7 O psfe 36 272 298 324 380 441 506 576 650 729 856 z 48 350 383 417 489 567 651 741 836 938 1100 rrt Xi . 60 428 468 509 598 693 796 906 1022 1146 1345 i!tt • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 rC7rf 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 p , I 20 psf 36 32 58 84 140 201 266 336 410 489 616 !+ 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 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, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 1216 192 24 48 • Multiplier 1.00 ) 1.33 I 1.60 I 2.00 4.00 j• 9 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wallor 1: wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the `S'.1.1.- header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. `•4!'; T - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length •i ty . includes the overhang length and the jack span. r.a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. I ' iL AMERICAN WOOD COUNCIL 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA `�/'►//�►/ / ��/ INC. y`�f 98109 Project: I 1 r�s�� I U�l� '► `�✓' Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 \?41\ti)- 1`0 7144$ u 4,4 , AQP WAD g- oast, A-0\A 2,z ,A I /O o / u.cr) vv.. 15 P 1)Z , " ,( A - -/ s - 40• 1 3� +-4- 40 t C>9N�NL s .4-1;.?, g ,c)6();" T ` • Gvia)64n3o• s 2Y A 71);; , • ( N '1-%6(. 2) 12c (4)(1) .1,c) 6,0 - . G,►(Zfae I 4 ' 0 < <2 6 - cow : 14-7- *Y (0,60 - v ,r - lV& CO --r (P ev►,u d .e . fraT) -- &•@ -fl- Fes- ., = ( C ✓' Structural Engineers TRUSS TO WALL CONNECTION ';I'i \%AI lit #OF TRUSS CONNECTOR TO TRUSS TO TOP PATES rill III II PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" .100 ,I!, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5' 5�':1 itii 1 SDWC15600 2 H10-2 (9) 0.148" X 1.5" (9) 0.148"X 1.5" Two Tan .. 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131"X 2.5" EA. 100 22C) 2 (2)SDWC15600 - - ...Wil 9.511 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. W _ 0.131" X 3" TOENAIL "'� AT 6" O.C. imirl 0'`` C ._,, 1 • 1-12.5A & SDWC15600 STYI F I COMMON/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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION '-;P- VAI.UE':, #of TRUSS PUES CONNECTOR 10 TRUSS TO TOP PATES UPI.II I 1-1 1 H1 (6)0.131"X 1.5" (4) 0.131' X 2.5' 400 Il 1 H2.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" 535 L_ iii-- 1 SDWC15600 - - 4W1 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148' X 1.5" 1070 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5' EA. 1070 ,20.._.. 2 (2)SDWC15600 . - - 0711 - z.w-.. 3 (3)SDWC15600 - - 1a. ._._.-_5•'_-- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 11111111111ND011:412 STYLE 8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. 111..GrAw.V*1.44 111111.1h. it4iiii, •$- NB I H2.5A & SDWC15600 STYI F COMMON/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) 19 TYPICAL TRUSS TO WALL CONNECTION [