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CT E N GIN E E R I N G Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4 ReCrnli bF) JUN 2 2 2017 #15238 BUILDING DIvSION Structural Calculations River Terrace PRp, ,� Plan 5 �,�� 60� ��1, Elevation Afkff Tigard,iV (4REGONG, OR � T. ,GR\<s(c<c, 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 ENGINEERING 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# : CT# 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 (0.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF (2)2 c8 HDR (2)2x8 HDR (2'2x8 HDR (4 2x8 H)R (2;a2x8 HEIR / �—. —� \ 2B.1 RB.2 RB.3 RB.4 RB.5 7 1 ----_____t'>:), /�Al i W x N\ _ a 1 \\ _ _ ' / / rt } \ N a I LI ® �®-. CO 1'". W / M' ri w C---'y V O a N CO ft fi. ...__il �< \ E N W X0 Ill I ~ h a N �Q V z -_ 1 .. .... ...... ........... ......... ...... . .. . ..._.......... ......... ......._ I . .....................„ ::........ ,._. ...................:. .. .. ..... , -,,---r--- .. ..... 3. N I a " a '+ 2)2k8 HD' (2):_ HD 1 Arni n G. G2'.a3 RB.1/ RB.11 /I.: RB.13 �� I IMIIIIIIIIM RB.10 II 12.13.10 I I ®PLAN 5A PLAN 5A Roof Framing Plan 1/4"=1.-0" CT# 14051 2014.05.09 1/4" = l'_0" (11x17) 164 P4 1 1.Ta 1.Tb �� 1.Tc 11 • iiI' __;1 1 1 1 I II F II pi I E, 1 1 II 'n14 F Ii ,.:.. Q II 4- Iin E- ' IIIIM LK.,.,„._ ' 1 —.--) . 1 R .I I� IIAlt 'Pt 41?I ti E, -. Ta 4.Tb 4.Tc I r i 1 lib co dx 4.Td not used this e1e ontar (-7-- PLAN 5A P LAN 5A Top Floor Shear Plan 1/4"=1'-0" CT# 14051 2014.05.09 1/4 = 1'-0" (11x17) ay gar 14 STHD14 co0 4x10 HDR 1.Mb 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.m. 1.Ma �S =:====C==��r.C= _ r-43.I f B.2 B 3 (,_B 4 B.3 1 rt0 I I\` ITn 1 c ii1 _Ili -- -11........I. aril; - f •N __ g 1 1 I 1 3.5x14(ESIG BEAM FB 3.3x14 B BEAM FB 3.5x9 3LB HDR ��`0 �� B.11 II 12 N I I i •W E- — 4x�LR 4 HDR > ro ..<. sl I =.�C 1 \STAIR /1 _1 i 1 T,L ___g_i", i.. \FRAMINCj I ‘-x. ' S1HD14 . ji STW(p14 1, � m �1 IL-- � ST iD14 1 \ / 4 111.____-{ 1; N 1 a r f Pa a> \ / II1 \/ II i li. / \i // \\ P4 S1HD14 C"\ 1 / \ 1I ST D14 j j 1 3.5 BIG FB 5.5x16 46�D� : B.13 1411 ,i m 1r -, B.14 -a p�q_ m - I 11111111111.®®N CC0 H _ m L n E NZo a X x r- K II 8 _ � 56.1 © `_ 1 © 0 1x1 • 2 ,e HDR -' — -- �FAM:�IC_I®i�lA v 'I 5.125.d7�('1iL3HDR �1LAn 1E6144K , , _____ B s B.16 I , , (2)2x8 HDR (2)2x6 HDR 'R)2x8 iDR STHD14 STHD14 ii STHD14 B.15 STHD14 4 f P3 ® F'3 /�.,.. 2x8 HD" 1 2x LEDGER 2x LEDGER 1 '� '1'Me a 4.Mc & 4.Md not used this elevation L B.17 0 © MONO J TRUSSES VAIP giiir @ 24"O.C. O P LAN 5A PLAN 5A Main Floor Shear/Top Floor Framing 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 40'-0" i3" 4'_0" ?", r I-1-3"I T.O.S. 31/2"CONC.SLAB o -V-71/2" 1-0'-3" T.O.S. �_ STHD14 STHD14 I ' 9 >I`I L' ,� 14 '8318 j 14.•_031 1 31/4 1 ca I .I. 1-0 1/2 _ r- I O 1/2"TJI FLOOR JOISTS 9 2"„ @ INSTALL SYSTEM TO.ACLOW O C U.N O ..ADEQUATE DRAINAGE AT I ...L. ■ I CRAWL SPACE .1:.75x9 LVL. .'.r' ❑ 18 x18 x10"FTG I v UND ♦ I.' I-{( 2x6 P NY WALL FOR eO '1 1 75".WIDE LVL iOPONMATCYWtSJOIST -.:/ in ._ 1A 1 DEPTH ABOVE .'.� AL' 1l CWH I STHD14 ® STHD14 P4 F4 T.O.S. O 30 x20"x10 FTG— 1.7S"WIDE LVL TO TCH W!(3)EA WAY. �. I -h"101ST DEPTH ABo PONY 20'-6" 1 - 8-23/4"2 3WALL .. 1 - "11-31/4" I S7HD1d P4 ._STNDi4 .._i. ex i. al 18 SLAB SLOPES 31/2" /? FROM BACK TO APRON WITH GRADING PLAN I - ®,- - i' V !. 1 1. -0 3 L i _ i-- ..I. II f \ x-11 1�- .•--t • " T.O i 1 WALL _ .. .... STHD14 18 HI 1 31/2"CONC.SLAB .'.'I'. I -1'6 1/2"I S6.1 STHD14I SLOPED DOWN .1/4 :121 J,___ S61 I STHD14 STHD14 I CD lail 16 2'-1• 16'-3" 0SIM. S6.1 / / 2'-2" 7'-10" i' / 40'-0" / OPLAN 5A PLAN 5A Foundation Plan 1/4"= 1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:6 MAR 2014,9:18AM (206)285 0618 a s 98l. 1t ;....., ,.,. . .. -: . Licensee:c.t.engineering Lic.#:KW-06002997 Description : PLAN 5.A Roof Trusses Bt* GT.a1 .. ,. .: Calculations user 2012 1413S*IBC2fl12CEC ASCE 74 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 750.0 psi Fc-Fri! 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765: 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 * D(0 0450)+S(0.0750) Fb:Allowable: 697.70 psi I$ Load Comb: +D+S+H 44.0 ft, 4x12 Max fv/FvRatio= 0.568: 1 fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Deft Ratio 44 <360 Total Defl Ratio 28 <180 a GT a2 �� • � '�IG,.. � °;2*C3�lBC�tt12,:CBC 2013 ASCE 714'. BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 750.0 psi Fc-Pr!! 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765. 1 >s(o.o7so> fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 + D(o.oaso* Fb:Allowable: 697.70 psi Load Comb: +D+S+H 44.0 ft, 4x12 Max fv/FvRatio= 0.568: 1 N:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Max Deflections Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Downward Lr+L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+ S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28 <180 Wood Beath Design GT a3 , i pet 2©12 NDS,IBC 2012,Gfl,G 2413,ASCE:Sr 4 n BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 750.0 psi Fc-Pill 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,0.0 ft to 6.0 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 klft,6.0 to 20.0 ft,Trib=17.50 ft Point: D=0.990, S=1.650 k @ 6.0 ft Design Summary Max fb/Fb Ratio = 8.264: 1 0(0.2625)5(0.4375) * fb:Actual: 6,075.59 psi at 9.667 ft in Span#1 D)0.030)S(0.050 Fb:Allowable: 735.18 psi Load Comb: +D+S+H • Max fv/FvRatio= 1.475: 1 • 20.0 ft, 4x12 N:Actual: 250.69 psi at 19.067 ft in Span#1 Fv:Allowable: 170.00 psi Max Deflections Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 3.106 in Downward Total 4.970 in Left Support 2.13 3.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.71 4.52 Live Load Deft Ratio 77 <360 Total Defl Ratio 48 <180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pn4,918AM Multiple Simple Beam 11 tta1 nl�iErl 7 tMAR}�11 I t t1tC 4La�iula , sx412 ,ver s a 2 Lic.#:KW 06002997 Licensee:c.t.engineering Wood Beam Design : GT.a4 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x12,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 750.0 psi Fc-PrIl 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 5.50 ft,Trib=17.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,5.50 to 11.50 ft,Trib=2.0 ft Point: D=0.990, S=1.650 k @ 5.50 ft Design Summary Max fb/Fb Ratio = 3.016. 1 D(0.2625 S(0.4375) • + 9(0.030)S(0.050) fb:Actual: 2,239.39 psi at 5.482 ft in Span#1 t • • Fb:Allowable: 742.56 psi Load Comb: +D+g+H Max fv/FvRatio= 0.849: 1 • fv:Actual: 144.30 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 11.50 ft, 4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Li S W E H Downward L+Lr+S 0.337 in Downward Total 0.540 in Left Support 1.66 2.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.95 1.59 Live Load Defl Ratio 409 >360 Total Deft Ratio 255 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Panted:5 MAR 2014,5:00PM ftB ' 2416s1r 1E1 3.(206)285 0618 t slf " 98 , Licensee; 'f1a01 ' e1=0 2ia y Lic.#:KW-06002997 .c.t.engineerng Description PLAN 5.A Top Floor Framing Wood Beath ?e5B.1 0 , .. :, 4r1..#o�p r2112 NDS,IBC 011e CBC Z{t�t33 ASGE'10' BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb Compr 900.0 psi Fc Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,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 o.0:,,. . - Max fb/Fb Ratio = 0.795• 1 t °D o"moi 10) fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 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 0.024 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 farms +-2 t'i6--,tBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood : - Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psiGrade Ebend-24FV4 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 i1t�. � ,4s,n slw.o7sn,. Max fb/Fb Ratio = 0.792• 1 * oc�. sos�rt�a�e� fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 t Fb:Allowable: 2,738.45 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.615: 1 A A N:Actual: 187.53 psi at 5.763 ft in Span#1 6.50 ft, 3.125x9 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S i 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 iw� � . 63 .v Calcula tons se 2tf13fND6,l) 241-1-21b13 2°1-M"IE 7-10 BEAM Sizer' 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,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pr rated•5 MFR 2014,5 00PM s em- 'd �t .'". v �- .,.Ss. a.< s•, n ,,.d k�s, "• -• ' }'1( iT,--,'-?°,-,„ . 4< Lic.#:KW-06002997 ,.:-',(;-;:c74,' Licensee:c.t.engineering Design Summary o •.o Max fb/Fb Ratio = 0.681; 1 + r D( ti t$ 57 . fb:Actual: 842.88 psi at 1.941 ft in Span#1lilailfai Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H �� �,� >_. ....• • Max fv/FvRatio= 0.502: 1 A A N:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4250 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 0.023 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 Wo&i Be m egn B 4 �„� ;moi � -. .... � .- i1"ciil .<. � .. a� , '! ;Ce ., .s� , 13 ASCE,: BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species:-Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-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,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578. 1 -. fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.401: 1 A N:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250x,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 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 dm`Design B.5 (Typ-) ,... „ - + Calculations per 2012 NDS,IBC 2642,CRC 2013,;ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.109- 1 "08 . fb:Actual: 127.33 psi at 1.375 ft in Span#1 'a. Fb:Allowable: 1,169.59 psi . Load Comb: +D+S+H r l Max fv/FvRatio= 0.092: 1 L� A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750 n,2-2x8 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: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Prn ted 5 MAR 2014,5 00PM • t -,,,,,,,,,,,‘„-:,,,w---- .;., ,, f y m n It: 4, /,' ,(14, ' as �1 1S�f£+A2 y' 4051 1. s� Bs, y t f�' '.f €• ''A +p,fEXii,'y"v�,.,.-, i � A..�**+ivot.. Lic.#:KW-06002997 Licensee:c.t.engineering Wed. aThD ig B6 '1 F, CaJ la ["a ns r 2O„2 NDS,I202,SBC 21013 ASCE 7.10,; BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 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 kilt,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary ;a:10I:I Max fb/Fb Ratio = 0.520. 1 '�"s fb:Actual: 606.14 psi at 3.000 ft in Span#1 p -...„,„,...,,,,,,::„,„..., ,„„„„, ,,„,f Fb:Allowable: 1,165.07 psi • Load Comb: +D+S+H • Max fv/FvRatio= 0.283: 1 A A N:Actual: 48.83 psi at 5.400 ft in Span#1 6.01;z-se 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 0.039 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 Deft Ratio 908 >180 alca axrcine per201b fitter,1B 201 Gl 201 ,ASCE4- BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary t ;r;°,o,." Max fb/Fb Ratio = 0.292: 1 gs 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 N:Actual: 33.57 psi at 0.000 ft in Span#1 4 z zKs Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E hi 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 be. p ,, $,z t 0*!01l an ro12 p4DS� BC�2012,CBC 2013,ASCE 710, ryr y 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=14.750 ft Design Summary D(02213 L(0.590) Max fb/Fb Ratio = 0.277. 1Lalligiitellk-NIMEW11 fb:Actual: 298.66 psi at 1.750 ft in Span#1 iiiiillaliefieV.-40%110V* Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A N:Actual: 36.84 psi at 2.730 ft in Span#1 3.50 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 0.005 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 �.' ,,• nom, .: Printed 5 MAR 2014,5 00PM , tl - ` .b .H tat �' ,�. ixx 3, ab .l te" a E W �1 Lic.#:KW-06002997 . .. Licensee c.t.engineering • f; rer Zb1 [> iBC 2092,4°13C 2f1'13, SCF 710 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary Max fb/Fb Ratio = 0,277. 1 0(0.2213 L(0.590) fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 a 400 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 SSI B10 ...,�. ; ..,. � � ��,,�._ ....�....� �alC�la��s:.per2t>11.2I+i� �A�12, B�20i . 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 Max fb/Fb Ratio = 0(02213 L(0.590) 0.372. 1 zetwZMIlrAWRWWCA -24 fb:Actual: 766.31 psi at 3.000 ft in Span#1 IT Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H Max fv/FvRatio= 0.285: 1 • • A A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft.1 75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 Dell Ratio 2581 >360 Total Defl Ratio 1877>180 Ca�Iatiore#p `2© 2 i+ri3S >,, l � ,13G204 ,03C4°13r ASCI=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(01213 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 ft,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 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 ProjectEngiEngineer: irt I: Project ID:e: 180 Nickerson,Suite 302 Seattle,WA 98109 Project Descr: (206)285 4512 Fnted 5 MAR 20'4 5 OOPM., Fax: 285 0618 _ in7, 7,, ,.: , 7 „, , •:, ' ,' / 3,201File'eQuicift140,65114T772c3nrtviere405n61glin41ee:IEicr6ing , RCALC,INC_198 , Licensee: NiLici:l.1#t:!PKWie.:0860i0112 97pie ae Wood Beam Design : B.12 . Nos IBC 2012,CBC 2013,ASCE 7-10 Calculations per 2012 , BEAM Size: 3 1 p,GLB, Fully Unbraced 25 3.125X10.5 dGrade: 24F-V4 Using Allowable Stress DesignwithIBC 2012 Load Combinations,vvooMajor Axis Bending Wood Species: DF/DF psi Fv 265.0 psi Ebend-xx Fb-Tension 2,400.0 Fc-PrIl 1,650.0 psi Ft 1,100.0 psi Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi 1,800.0930.0 ksiksi Density 32.210 pcf Eminbend-xx Applied Loads Unif Load: D=0.0150, L= 17520..01480 Idpsi.ft,T = atrib41.040.0ft 0ft in Span :o:1zi:580) A k„ti Desion Summary „ •--...-:--...,,,,-„,..,...,°- •••x... -,;-.„*„,„:1,-..s._.0, :-,,,,,,ark r--4-, tx4.--4,- Max fb/Fb Ratio = 0.736. 1 11"...!:: ",ik:1%Eit A 1•,-xt,,,e4-wr",b• ,‘,: ,:: ,,,„,"-, ,-- ,, #1 1..,,,4•-.*,,,---.. <,!:,,k,...'w,--*4,,ii.--, -- - fb•Actual: Fb.:Allowable: 2+63+79L+.7H5 psi A Load Comb: Max fv/FvRatio= 0,504: 1 fv:Actual: Fv:Allowable: 133.60 psi at 0.000 ft in Span#1 265.00 psi Max Deflections 8.0 ft, 3 125x9 Load Comb: +D+L+HLLr a w_ _E hi0 000 0.000 in Max Reactions (k) 2 uDopwwanwrdaLrd÷LLr++Lsr+S 459 >180 in>360 TotalDownwDeafirdRTaotitoal 0.209 inin Left Support 0.84 2 24 Live LoadeUpward Total . Right Support 0.84 2.24. D fl Ratio 0.152632 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed. 111.11T,-..."'s a1 _ 259:28AM nt„ MAR 2014 4;', Lic.#:KW-06002997 lao Licensee:c.t.engineering Descri•tion : PLAN 5.A,Top Floor Framing, Cont. . 4,N �0 ' B13 �. -, rlur .- �,.or i =* w a: calci„„, ,per�12 NDS,IBC 2012,CBC 2073,ASc 1, 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-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=8.0 ft Unif Load: D=0.0150, L=0.10 kilt,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.422: 1 BE8:4 'Lhf 83 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 A " fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50 ft,3.5x14 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 Defl Ratio 1306 >360 Total Defl Ratio 1055 >180 Iffbevitte� t., B 14 .. BEAM Size: 5.125x18,GLB, Fully Unbraced '" t ,„ N 012,CBC 2fl1 AiC iii 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=12.0 ft Design Summary Max fb/Fb Ratio = 0.634. 1 D(0.180)L(0.480) fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 wierwr'7tv-.74r ,--Au.,-70,,,..-771.71-. ,f Filly "7- ''''''r-k, Fb:Allowable: 2,313.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0,350: 1 fv:Actual: 92.72 psi at 18.765 ft in Span#1 20.250 n, 5.125x18 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W EH Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596 >360 Total Deft Ratio 433 >180 ��° ; A = „,: + S, r 213421VDS,{BC'2072,CFSC 2013,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = D(0.1425 L(0.350) 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 0 • Max fv/FvRatio= 0.216: 1 A A fv:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-2x5 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 L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403 >360 Total Deft Ratio 4657>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Footed:25 MAR 2014,9:28AM (206)285 0618 -u,If: . . .. .; fo r��144It v. P j u, i A e` i '' ,,,4-,',,,l',_ :?,-,::'m.,',„, A &.x''1983-A1S91 �Lic.#4:KW-06002998 • 7 = . _ ', ''.: .. -. Licensee:c.t.engineering W d ea B16 4 `� j�eulations per 2012 NDS,IBC 2012, Bc2tt 1;kS E -V BEAM Size: 5.125x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 klft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771; 1 8 � �� fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi • - LoadComb: +D+L+H • • • Max fv/FvRatio= 0.369: 1 16.50 ft, 5.125x12 iv:Actual: 97.83 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Max Deflections Load Comb: +D+L+H0.760 in Max Reactions (k) g L Is S W F H Downward d L+Lr+S+Lr+S 0.000 in Downward Down d Total.Total 0.000 in Left tSupport o 1.42 3.14 0.41 Lve Load Dell 364 >360 Total Defl Rato 260 >180 Right Support 1.42 3.14 0.41 ,Ratio � .: Bea is B 18 ,. _.r : . , ' t:alculatioris'per 2012 NDS,IBC 2012,CBC 2013,ASCE 7 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 kilt,Trib=4.0 ft Design SummaryD)0060 SIC 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 A A Max fv/FvRatio= 0.159: 1 iv:Actual: 23.87 psi at 0.000 ft in Span#1 5.500,2-2x8 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+S+H0.027 in Max Reactions (k) L Lr S W E H Downward Upward L+Lr+S+S Total 0.000 in Upward Total 0.000 in Left Support 0.17 0.28 Live Load Defl Ratio 3949>360 Total Dell Ratio 2468 >180 Right Support 0.17 0.28 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Prnted 5 MAR 2314,921AM Multiple'`Simpt ;Beim 0:114051r iiBI 14051T tEa ENERCALC,INC 1983-2Ot4,Bulld a 14123,Verc814.9 3 ,,i Lic.#:KW-06002997 Licensee c.t;engineering Description : PLAN 5.ACrawispace Framing Wood Beam Design : CB.1 Calculations',per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-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 625.0psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.823: 1 D(0.1425 L(0380) �n,. 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: 1A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888 >180 TJI JOISTS and RAFTERS Code j Code I Code L.�_Su99est ISu99est Suggest Lpick Lpick Lpick 1 Lpack b d ...._.§2.!?.._,! LL ! oL_L_M max.V.max ___._EI ._._.;.,__L fb_.._.,._._L fv. _._TL240__LL360 L max .1 TL.defl,_.µ LL deft. 1..__L TL360 , L LL480 L max' TL deft.TL deft.LL deft:LL eft. Joist .. .._S.)._._.._�_._.._.( �_._.._. • 1 T 1 1 r 13A5 1131 0A4 360 2' 495 _.._ .. 2380 1 { 1 0 9.5"TJI 110 1.75+ 95 1921 40 151 1220 1.40E+OSi_._.14:71 27.73 1523 14.80 14.71 O.66µ 0.48 .�---_14.14 14 29 14 14 0.47 360 0.34' 495 9.5'TJI 110 1,75' 9.5 16 40 15 2380 12201 1.40E+08. 16.11 33.27 16.19 15.73 15.79 0.7?),..._._.0.52__ ._.7 _.._......_.._._. _.µ J 1 i__._.._._._.._..._.._._._.._............._..__._.._-__.._._..._.._._._._._.].._._._.._.0.791 0.58 t 15.57--��-.-15.73 15.57 0.52 360 0.38: 495 9.5"TJI 110• 1.75i 9.5 12 40_._._15) 2380 1220 1.40E+081 18.61 44.36 17.82 17.31 17.31 _._.._._._..__._. _._.._..._.._._._.._._._.._._._38.._._._._._._ 9.5"TJI 110; 1.751 9.5 9.6 40 151 2380 1220 1.40E+08 20.80 _.._55:451919 ._._18:64_._.._18.64]I 0.85y 0.62 . 16.77 1694: 16.77 0.56 360 0.41: 495 _.._ ._. I--- _._. .1 .._ ._._ -I_ ._. ._._ - 9.5'TJI110' 1.75, 9.5 19.2; 401 10, 2500; 1220 1.57E+08 15.81; 30.50 16.34 15.371 15.37 0.64 0.51r I 14.27113.97 1397 0.44 384 0.35: 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 1484 0.46 384 037 480 9.5"TJI 1101 1.751 9.5 12' 40, 10 2500 1220 1.57E+081 20.00 48.80 19.11 17.98' 17.981. 0.751 0.601__.1_. 16.69 16.34 16.34 0.51 384 0 41. 480 __ 9.5"TJI 110' 1.75! 9.5 9.6 401 10� 2500 1220; 1.57E+081 22.36 61.00 20.58 19.371 19.971____0.81;____.0.65 i_._.-_._17.981_._.._._17:60 17.60 0.551 384 O.44µ 480 .1 . ._... ._._ ._.._�._.._._ .._._. 9.5"TJI 21012.06251 -975. 19.2 401 101 3000 1330, 1.87E+08 17.32 33.25 17 32 16.30 16.30' 0.68. 0.541 1 15.13 14.81 14.81 0.461 384 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 0/2 0.58' • 16.08 15/4 15.74 0A9 384 039. 480 i 1_.�. ._. _._..4j 9.5"TJI 210; 2.0625T 9.5 12 40 10' 30001 1330 1.87E+081... 21.91; 53.20 _._20.26 19.061 19.061 0.79-_ 0.64i 17.701 17 32 17 32 0541 384 043 480 480 24.49 C 6650 21.82 20.53- 20.531 0.86. 0.68 i �____19:06!____18.66 18.66 0581 384 0.47: 9.5"TJI 210'1 2.0625+ 95 9.6 40) 10 3000, 1330{ 1.87E+08y................, 1 I µ 3 -- _... 9.5'TJI 230 2.31251 9.5 19.2 401 101 3330 1330 2 D6E+08� 18.25T 33.25 1739 16.83, 16.831 03041- 0.56 15.63 15.29 15.29 0.481 384 0.38' 480 9:5"TJI 230 23125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 1931 1739 17.89 0.75 0.60 16.60 16.25 16.25 0.51 ' 384 0A1 480 9.5"TJI 230.1 2.3125' 9.5 12 401 101 33301. 1339 2.06E+081._ 23 081 53.20 2032 19 691 19.691.__._._ 0.88: 0.66, 1 18.281 1739 17.89 18 29 17 29 17.89 0 561 _.384 0 45: 480 .._. .__ 84 OA51 480 9.5:TJI 2301 2.3125y._. _.._._9.5 9.6 40 101. 33301 1330 2.06E+081 25.81 66.50 22.54 21.21� 21.21 --_-__ ____ _._ _ , I _._ ._.___._._-1_._. .._ I .._. _.. ._._7. y i 480 11.875"TJI 110 1.75 11,875 19.2 40 101 3160' 1560 2.67E+081 17.78 39.00 1950 18.35 17.78, 0.671 0.54, i 17.04' 16.67 .16.67 0.521 384 0A21 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19,50' 21.47 0.847 1 0 751 i 18 5 10 17.72 17.72 0 17 72 17 72 0 55 384 0 44 480 384 0A4 480 11.875"TJI 110 175 11.875 12 401. 10 3160 1560 2.67E+08 22.49• 62.40 1 2._._. 1 _._ 11375'TJI 110 1.751 11.875 961 40� 10j 31601 1560f_2.67E+OSy 25.14 78.00 2457 23.121 23.121 0.96; 0.771-1 21.461 _ 21.01 21.01 066 384 0.53: 480 ao 11,875"TJI 2101 2.0625! 11.875 19 2' 40 10! 3795 16551 3.15E+08! 19.48, 41.38 20.61 19.39 19.39 0.61` 0.651 , 18:66! 17.62 17.62 6-.8-6 364 -6.44 4 11.875"TJI 210 2:0625 11.875 16 40 10 3795 1655 `3.15E+08 21.34 49,65 21.90 2031 20.61 0.86 0.69 19.13 18.72 18.72 0.59. 384 0A7. 480 11.875"TJI 2101 2.0625, 11.875 121 401 101 3795; 1655 3.15E+08' 24.64 6620 24.10 22381 22381 0351 0.761 2135 2031 20.61 0.64.1. 384 0521 480 11.875"TJI 210 2.06251 11.875 9.61 40 101 37951 16551 1 3.15E+08 27.55 82.75 25.96 24.431 24.43 1.021 0.811 22.68 22.20 22.20-' 0.69 384 0.551 480 I I I 11.875"TJI 230, 2.31251 11.875 19.21 40, 101 4215 1655', 3.47E+08 20.53 41.38 21.28 20.031 2033; 0.831 0.671 1859 18.20 18.20 057 384 0A5 480 11.875'TJI 230 23125 11375 16 40 10 4215 1655 3.47E+08 22.49 49.65 2232 21.28 21.28 0.89 0.71 19.76 1934 1934 030' 384 0A8 480 11.875"TJI 2301 2.31251 11.875 12 40 101 42151 1655, 3.47E+081 25.97 66.20 24.89 23.421 23.421 0.98 0.78! 1 21.741 21.28 21.28 0.671 384 0.53! 480 11.875'TJI 2301 2.31251 11.875 9.6, 40 101 42151 16551 3A7E+081 29.03 82.75 26.81 25.231 25.23 1.051 0.84` , _.2342 2233 22.93 032 384 057 480 rt i , _.._ .._ ._._ .,._.. _ .__....__._._.--_._. ._. .6 11.875'RFPI 400 2.06251 11.875 19.2' 401 10,, 4315 1480 3.30E+08 20.77 37.00 20.93 19.69, 19.69 0 82'. 0.66 18.28, 17.89 17.89 0 561 384 0 48 480 384 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 0.66 18.28 17.89 17.89 0.56 .. . 11.875"RFPI 400n� 2.0625! 11.875 121 401 101 43151 14801 3.30E+081 26.28 5920 24.48 23.03 23.031 0.96: 0 77, , 21.381 20.93_ 20.93 0.65 384 0 52. 46080 11.875"RFPI 4001 2.0625; 11.875 9.61 40 101 4315. 14801 3.30E+081 29.38 74.00 26.37 24.811 24.81 1.031 0.831 1 23.03) 22.54 22.54 0.701 384 0.56': 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek LOAD CASE (12-12) (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+S c 0.80(Constant)> Section 3.7.1.5 _ KcE 0.30 Constant > Section 3.7.1.5 -------...__..._.__._ _.__- _-__ - Cr _ Cb (Vedas) > Section 2.3.10 Cf(Pb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wa0 duration duration factor factor use Stud Grade Width De•th S•acin• Hei.ht Le/d Vert.Load Hor.Loa c.1.0 Load•..Plat Cd Fb Cd(Fc) Cf Cf Cr Fb Fc per - E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb lb/ in. in. in. ft. •If •f •If Fb Fc •si •si •si psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 515.42 441.22 439.37 1.00 0.00 0.000 H-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 H-F Stud 1.5 3.5 12 9 30.9 1785 0.8947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,201000 854 506 966 378.09' 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 ' 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508, 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9, 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 - 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531'875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 I-I-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 ' 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 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 I 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 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 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek LOAD CASE (12-13) BASED ON ANSIIAFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ Ke 1.00 Desi.n Bucklin.Factor __M .2F2? _.-_-.. ___- =c 0.80 Constant > Section 3.7.1.5 __ _�-Cr __um_KcE 0.30(Constant)> SecBon 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOSCb (Varies Section 2.3.10 MIN Bendin. Corn._Size Size11111111111111111111111111 Cd b•Cd Fc E..3.7- ��.�_ ____-_1.� j.. M duratiofactor tactor ���_�__-- _- EICIE=IMMICIIIIMQ om'®1EXIIE.-..J Nor.Load S}',' , Load i Plat:[E Cd Fc Cf Cf INIIIIMIKMMINMENNI111111111112911MENIIIIMMIIIINIIIIILMIIIIINNIIINNIINIMMUI ®®® MMI_MEMIN .11 ..rFb Fc) 111=11111=1 .si .si Will --i ���I'��_��Fb"1-fcFce ®®�� �� �-..1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.84 376.78 0.586 SLEXI®®mE®' ® 0.9942 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 0.685 H-F Stud ®®®NINI®"'®'_ 0.8898 INEENNIMEIIII 1.00 ®11111® 675 ®' 800 1,200,000 •1013 �r ''''_®'' 381 64 MEM N-F Stud _®m���"�'_ 0.9943 1.60 1.00 ®I® 675 1,200,000�� _ 0.500 H-F Stud ® ® �__ '_" -�' 1.80 1.00 ®1.05®�E 800 1,200,000 ��''��" ManihmaEMEENEENEMMILIE 0.9981 1.60 1.00 1.05®�� 1.zoo oo0�� 299.05 180.69 0.394 __�_�_-_� ._ �__________-___- SPF Stud ®®� � 1060_ 0.9071 1.60__ TA0 ® ' ®��®1,200,000 ®���5III ��r OFF Stud ®®U�®"' 700 MOM 0.5115 1.60 1.00 ®IE3 1.15 MININEMINIZMI 1.200,000®IENSEMMEM_II �r- ' SPF Stud ®®®11111113®" 11251111111003 0.9831 MIMI 1.80 1.00 1.1 1 05 1.15 111301111E1111211 1,200,000 ®MIMM�`'- E110®' SPF Stud 1.5 � � 960ME 0.9970 2091.8 1.60 _ 00 1_1_ 1.05®� ' ®1.200,000 ®� �� 371.07 0.490 SPFStud 1.5 im®� ®" + 0.9952 2789.1 1.60 __pp 1.1 1.05 1.15 _.675 425 725 1,200,000 1,366®ftig'- � T0-1 170.69 0.383 SPF Stud 1.5 ®�� ]®' 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366®� � 0.78 ��� �___- _ -��______-_ �- H-F#2 ®m ®_ 0.3909 �� 1.00 ®UU® 850 ��1,300,000 ®" 969.91 506.18�EEM H-F#2 ®®1611111111E1111111®_�' MIMIENNIMMEIMMEN�®i 850 1.300,0001' ®''��' M ''' �"-' �� 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300 H-F#2 1.5 5.5 . ,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF 92 1.5 5.5 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 mam® 5.5 m���i _ 0.60331 1.00 ®1.10 1.15 875 �®' 1,400,0001® 1285 808.081103E1 °MIMI 0.169 M® 5.5 SIM 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 ®ER1®® 1150 1,400,000E®®® 884.69 531.23 0.60 r 0.118 ®®Ef____�■��.__ _ ___■_ ��■■�___�■a0_ SPF Stud 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1111 1.05 1.15 675 lii 725 1,200,000 531 iiiiiiii 138.14 17.78 0.13a 0.979 SPF#2 1.5 NajournmumENNEMMElea 0.9941 MUM 1.60_._.,,.7_00 1.3 1.10 1.15 875 425 1150 1,400,000 531 10 106.67�� 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 827.02 0.796 Page 2 D+L+W+.5S CT#14051-4015.2 Twin Creek LOAD CASE (12-14) •(BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1_ 3.7.1 Ke 1.00 Design Bucidin Factor D+L+W+S/2 c 0_80(Constant)> _ KcE 0.30(Constant)> ___..___-_._._...._._....._.___.__._.__ Cr Cb (Nadas) > Section 2.3.10 Bending Com Size Size Re _ Cf(Fb) Cf(Fc) 1997 NDS ---"--- ._L p• Cd Fb Cb Cd Fc E..3.7-1 NDS 3.9.2 Maz.VVaill duration durationfactor factor use - MIMI - Stud Grade Width Depth Sparine,Height Le/d Vert.Load Hor.Load <=1.0 oad- Plat.Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb fb/ in. in. in. ft. ptf psf plf (Fb) (Fe) psi psi psi psi psi H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 X506 i P 966 515.4215 psi675 278.10 0.63 378.78 Fb'(1 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 I 1.60_ 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2857.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 "405 •0 1,200,000 H-F Stud 1.5 3.5 12 8.25 28,3 1445' 8.13 0.9959 2857.8 1.80 1.15 1.1 1.05 1.15 1,200,0001 1,366 506 966 449,95 395.22 250.16 0.63 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13. 0.9980 3986.7 1.60 1,15 1_1 1.05 1.15 675 405 800 tft r rii r 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.40 1,366 506 NEM 449.95 395.22 303.49 0.77 180.89 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 1,386 531 875.438 378.09 336.17 193.02 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 1,386 531 875.438 378.09 336,17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 2I31111.1111MMEMEMEM 2091.8 1 1.60 1.15 1.1 1.05 1.15 675 425 _ 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64_361.37 0.588 SPF Stud1.5 3.5 12 8.25 26.3_1430 8.13 0.9952 2789.1 1.601.15 1.1 1.05 1.15 675. 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 ---- il 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438449.95�� 299.88 0.77 180.69 0.396 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 1.60 _1.15 1.3 1.10 1.15 1111110.11M11.1010 1,300,001 2,033 506 1644.5-1011.45 837.57 5 .18 0.80-181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60_ 1.15 1.3 1.10 1.15 850 405 _ 1300 1,300,000 2,033 506 1644.5.1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 3287 9,71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 SPF 02 1.5 5.5 16 9 19.6_ 3287 8.46 0.5595 3287.1 _ 1.60 1.15 1.3 1.10 1.15 r000 093 531 1454 .75 1484.89 1015.45 531.23 0.52 152.58 0.114 0 1,400,000 2,093 1454.75 1089.25 850.16 531.23 0.62 181.23 0.1 SPF#2 1.5 5.5 16 8.25 18.0 3287 8,13 0.4342 3287.1 160 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 0,1168 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 # 0.979 SPF#2 1.5 5.5 16 19 41.5 660; 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CT#14051-4015.2 Twin Creek LOAD CASE (12-15) BASED ON ANSItAFSPA NDS-1997__SECTION: 2.3.1 2.3.1 3.7.1 3.7.1 Ke 0.00 Desist Buckling Factor _- Cr ��== 1111111111 IIIIIIMIIIIIIIIIMIIIIIIIIIIMIIIMIIIIIIIIIIIIIII c 0.30 Constant > Section 3.7.1.5-- == Ct b _[f1�]_1997 NDS ___ KcE 0.30 Constant > Section 3.7.1.5-_� �� �_ �Section 2.3.10 --- Bendine Com•.LI �___ ���J_Q®_ 111111111.11M111111111111111111111 __ ___��-.•duration duras"E� (����______- 1-_- ��JY11Q I'J�� Hor.Load Load Qt Piat.Cd Fb d cJmQa�Era 1111011111.10.1111 1.-®® ft. .If ��- H-F Stud 1.5 3.5 H 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 00.470 .403 H-F Stud 1.5 3.5 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 246.35 0.72 223.76 0.403 H-F Stud ® 3.5 ®��"''�� 0.9976MIMI 1.60 1.15 1.1 1.05 1.15 405 800 1,200,000 1,366 968® 395.22���1 340 ® 0.406 H-F Stud ®®��:� ___'' 0.9980 1.15 ®�' ®� �"n 1,200,000 320.00® 0.343 16806 0.9990 ®'' 1-1s ®�® i� 1zo0,000�� 00.261 H-F Stud ®® �� 0.9999 3986.7 1.15 � 1.200,000 066 H-F Stud ®���"` 1111111111111.N111111-___�_--___ �_______-�-- 1,200,000 ®i[���®� o.asm � 1.Bo__ _.i.1s ®1.os_t.ts��® �®�EE�33�3��1t�il SPF Stud M® EEMENEMEOD 9656 0.9970 2091.8 1.60 1.15 ®1.05 1.15 ENEKEEMINES 1,200,000 ® M' 13706' 0.9990 1.60 _1.15 ®Na®�ti�®1,zoo,000® � 260.95 Q;� 0.396 SPF Stud ®®�� r, 0.9922 1.60 1.15 ®�®��®1,200,000 ® EIMEMEISE 299.88 8569 0 396 0.334 SPF Stud �®m8�®''_ 1 SPF Stud 1.5 3:5 8.25 28.36 4.065 0.9969 2789.16 .601 115 ®1.05 1.15 675 425 725 1.200,000 1,366 531 �,®'- 8: 316.19 - 135.5 SPF Stud 1.5 3.5 8.25 28.3 2630 4.085 0.9969 4183.8 1.60 1.15 1.05® 1.15 675 425 725 1,200,000 1,388 531®® 388.13 333.97 0.88 90.34 0.257 H-F#2 1.5 HIM 7.7083 16.8 3132 4.855 0.3001 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 76.29 0.059 H-F#2 1.5 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1.300,000 300 000 2 033 506 1644.5..5 10' ' r"' ® 0.082 5 837 57 506.18 0.60 90.61 0.089 H-F#2 ®� � '' ' _1.15 ® ®--�®" �______--� _�_________--`'�' � 1111111111111111111111111111111111 SPF#2 1.5 ®�7.7053 ]_�� 1.60 1.15 ®1.10® � ' 1,400,000 ® S• 1.5 ®m 9�__ r 1.60 1,15 ®1.10 1.15 875 425 1150 1,400 000 2,093®1454.75 531.23 0.62 90.61 0.085 SPF#2 1.5�®�� 18.0 3287 4.065 0.3750 3287.1 1.B0 1.15 Illi 1.15 875 425 1150 1,400,000 2,093®1454.75 1296.30 945.38 531.23 0.58 0.059 Era _�__-_--_ -__ ___________- ®®11133111111323 ®1•1119 0.9959 2091.8 ®�' ® �®1,200,000 ® �ii�' �i�� _ ���-_-� -____ __----___4 - �_����__ 0.9925 1.60 _1.15_ 1.3 mop 875 425 1150 1.400,000 2,093 531�. ''®®�''�. H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 4 D+L+S*.7E CT#14051-4015.2 Twin Creek I LOAD CASE I (12-18) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin,Factor D+L+S+EN.4 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30 Constant > Section 3.7.1.5 - ---- - ------- -- --- -- Cr Cb Cl Fb ---'- ( �Section 2.3.10 ____Bending Com..�EDa _��m��_�®-__- ��EM® NDS 3.9.2 i.Waa duration duratio factor factor use��� ®�®® Stud Grade Wdth e=. Vert.Load Hor.Load =1.0 Load�3 Plat-Cd Fb Cd Fc Cf Cf Cr E H-F Stud ®®iii 7.7083 28.4 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 ES 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 9 30.9 1010 3.57 0.9960 1993.4 1.60 _1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 256.51 0.75 188.85 0.430 ®®®�I°1-_']'® 0.9937 1.80 1.15 1.1 �® 675 600 1,200 0001111110111113 966 340.90 � �ic. �i�®®�� ®® 0.9961 1.60 .1-16 muumairai 675 IIMOINI31 1,200.0001111=11111211INIMM®INXI ®®®INIMINECEININOM]'® 0.9947 MIMI 1.60 ®®IJ 1.15 675 MAI 600 1,200,000 506 966 325.71 11111EILIBIMINEW H-F Stud 1.5 3.5 8.25 28.3 2700 3.57 0.9986 3986.7 1.80 1.151.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 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 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud IIIMINEUSIEDIIIIIIIIEMEZI 1000® 2091.8 1.60 1.15 ®am® 875 531 378.09 253.97 �� SPF Stud ®®®��''�M'® 0.9962 2789.1 1.60 -T1-0-113111111111111111113111®®t 200,000® ®®0��_'®�''-'EM�r' ,»'' ® 1.05®� 426 ®i,z00000�i"®® �®V�'®®' ® BPF Stud 1.5 ® 28.3®. .® 0.9940 2789.1 1.80 1.15 1.05���®1200,000 531 • . 449.95 388.13 321.90 0.83 _0.306 SPF Stud 1.5 ®�� 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.05 1.200,000® 531® 449.95 388.13 338.05 0.87 Ili 0.238 H-F#2 ®®m�' ®® 3.57 ®®®® Iiiiiiiiiiiiii '�°0 3132.4 1 60_ 1.15 1.10 110111113111133111E1:31 1,300,000®i ®'' 506.180. ]6 NINIKEZI H-F#2 1.5 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 0.80 76.47 0.075 111.11111 H-F#2 1.5 �� 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 1644.5 1203.70 948.77 506.18 0.53 64.26 0.055 MIIIN _MIIIII__-_-_ -- 11111111111111111111111111111111111111111111111111111110111111111111N1011111111111111111N1111111111111111111 IINEMINNLININCE 16.8 ® ..r�. 3287.1 1.60 1,15 ®®'®NIMNIZON®' 1,400,000 ®®m� 19.6 ®�...r 3287.1 1.15 ®1.10® 875 NM 1150 1,400,000 ® �®� �Z�®®��®°'��® � 1^15 ®1.10® 875 1150 1,400,000® 8so.1s®®i ��i r� - 1111111111111.1111 11111111111111111111 MIN _____��__---_ �®�1296.30�®�' '-t��'',� NININIIIIIIINININININ SPF Stud MIN ail 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.05 1111 675 1.11®1,200,000 ® 1111 139.02 72.38 0.52 0,727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 180 Nickerson St. Ira ENGINEERING Suite 302 �} Seattle,WA I— }I � N Gey 981Ci9 Project: i {,If tK1 Date: (2 28S-4$12 ¢,,� � Client: SiM PAL" I'1P - Page Number: FAX: (206)285-0618 ' ~gip : woo" .. ; . l ' ' f S'elA ) 7• 1 ' 4 w- 8 r,. m 6 } aa ]) l '=. 0 x Pik. 4-• . / 9 )t. Lz 0 8 PS L ' S, i2 () — -,'i. ,r.- ;ie s,, n (L.4_0,4' '� / t -5---4--- i 1.-) . 2' �-- - S. : .(, tom; v41 r ... } , .5t it irk" '"!t '1 1E:~+ structural Engineers , .. ISO Nickerson Sr. Suite 302 / Project: T*-- --- Seattle.WA 98109 * --- - (206)2354512 Client; PAX: Page Number; (206)28S-36113 /40 P *P.A., 4 A941"C7 P5r 1146) ( /50D . ..v.- hisizs) ...„:„ .„ 2)(15* Williet- Ft -- -2- 644)mm-is ....= 35 Wkil, -r_ 1 00 041/4_, Zit'lis) Z. znI 440 0 .541 2triagfiV is- Psr V IitZ. Lott ziNi464-15)-1-10t3 ,r.-, crio . 0 Sa -4. (:l54-srcos 45: _ 44,, *, e .4. - p 7._ 4/3z: aig. 5a-5. ?-k• ...... ....n. 3....c. Strneturst Engineers . . Design Maps Summary Report Page 1 of 1 EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III t" ��1� � .N.,.....' y k ' F ''''' ''''''';'-'1)f4--''''''''' ' -' 411'-'7'''''' --litt ] � ke�i1a- j♦ �' � ...�4 ', f Lake t}sregc Tualatin uest n. 1 ►Nap; i".,,. ? „v ..., USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S, = 0.423 g SM, = 0.667 g So, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MC rt Response Spectrum Design Response Spectrum coo 1.14 . 9 0.12 01 a. a. • 0.77 G.S 0-0S a .ss X40 ' x.44 0. 2 0,24 X22 i.14A Cuta. 0.00 0.20 0.40 0.41 0.60 1.00 1.20 1.40 1_61.1/0 2. 0.l* I110 0.40 0. D. i_ 1.2.0 1.44 1.541 LSO 2.00 Periods PerT(vat) P� t{4e Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 5A 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 S,= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) httc://earthquake.usqs.gov/research/hazmaps/ http://earthquake.usds.covidesidnmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 Stns= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,= F„`S, SM,= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 Sip,=2/3*SM, Sip,= 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 SDC, = 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 X20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Cip= 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#: CT#14189:Plan 5A SDs= 0.72 h„ = 18.00 (ft) SD1= 0.45 x = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.110 W ASCE 7(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 SMR/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cy),= DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof --- 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.79 3.79 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.75 6.54 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.54 E=V= 9.34 (LRFD) 0.7*E= 6.54 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F1 E F1 w1 E w1 Fpx = EF, *w,„, 0.4*SDs*IE*Wp 0.2*SDS* IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Fp, Max. Fp, Min. Roof 3.79 3.79 36.7 36.7 5.26 3.79 10.52 5.26 2nd 2.75 6.54 47.9 84.6 6.88 3.71 13.76 6.88 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 I ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 5A N-S E-W F-B S-S 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 48.0 ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed ssac.a„i= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3OA= 28.6 28.6 psf Figure 28.6-1 Paso a= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7: 20.7.psf Figure 28.6-1 Psso o= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kz,= 1:00 1.00 Section 26.8 windward/lee= 1.00 1,00(Single Family Home) A'K,t'I : 1 1 Ps=A'Kzt*I`poo= (Eq.28.6-1) Psa= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 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 o 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 S ) (E-W)width factor roof---> 1.00 1.00 `1.00` 0.50 16 psf min. 16 psf min. Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor 2nd---> 1.00 1.00 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-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 192 Roof --- 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 9.2 6.05 6.05 6.27 6.27 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 16.35 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1008 16.0 16.1 V(n-s). 14.64 V(e-w). 16.35 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 5A 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 0.001 0.00 0.00 0.00 10.24 10.24 6.27 6.27 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76 16.00 10.08 16.35 1st(base) 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 16.35 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM I 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 8 10 10 10.24 10.24', 6.27 6.27 6.14 6.14. 3.76 3.76 2nd 10 0 0 5.76 16.00 10.08 16.35 3.46 9.60', 6.05 9.81 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 16.35 V(n-s)= 9.60 V(e-w)= 9.81 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# : CT#14189: Plan 5A SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia. X 2.5"long STUD SPECIES SPECIES=;H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 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) I (for ASD) (for ASD) --- 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#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.79 kips Design Wind N-S V i= 6.14 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.79 kips Sum Wind N-S V i= 6.14 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 ell. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usun, OTM Row Unet Usue, Usttn, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1416 15.0 46.0 1.00 0.15 1.53 0.00 0.95 0.00 1.00 1.00 63 P6TN P6TN 102 7.57 26.13 -1.30 -1.30 12.27 31.05 -1.31 -1.31 -1.30 Ext. A.T2 139 '' 5.0 46.0 1.00 0.15 0.51 0.00 0.32 0.00 1.00 1.00 63 P6TN P6TN 103 2.53 8.71 -1.43 -1.43 4.10 10.35 -1.44 -1.44 -1.43 Ext. A.T3 278 10.0 46.0 1:00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 63 P6TN P6TN 103 5.06 17.42 -1.32 -1.32 8.20 20.70 -1.34 -1.34 -1.32 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.T1" 150 5:0 '47.0 1.00 _.0.15 0.55 0.00 0.34 0.00 1.00 1.00 68 P6TN P6TN 111 2.73 8.90 -1.42 -1.42 4.43 10.58 -1.42 -1.42 -1.42 Ext. B.t2 300" 10.0 47.0 1.00 0.15> 1.11 0.00 0.68 0.00 1.00 1.00 68 P6TN P6TN 111 5.46 17.80 -1.32 -1.32 8.85 21.15 -1.32 -1.32 -1.32 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.53 0.00 0.33 0.00 1.00 1.00 68 P6TN P6TN 110 2.60 8.54 -1.44 -1.44 4.22 10.15 -1.44 -1.44 -1.44 B.T4 240 8.0 47.0 1_00 i 0.15 0.89 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 111 4.36 14.24 -1.35 -1.35 7.08 16.92 -1.34 -1.34 -1.34 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 r- 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=Leff. 6.14 0.00 3.79 0.00 EVwgnd 6.14 EVEQ 3.79 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#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind N-S V i= 3.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kips Sum Wind N-S V i= 9.60 kips Min,Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 of. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R U YP YP OTM U net sum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (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 1.25 2,23 1.00 1,37 1.00 1.00 82 P6TN P6TN 120 21.34 50.51 -1.03 -2.32 31.33 60.03 -1.01 -2.32 -2.32 Ext, A,Mb 235 11.0 '46.0 1.00 0.15 0.47 0,84 0.38 0,52 1.00 1.00 82 P6TN P6TN 120 8.09 19.16 -1,07 -2.50 11.87 22.77 -1.05 -2.50 -2.50 Ext 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 -1.00 0.00 0.00 0.00 -1.00 -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 0.00 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 1,15 2.05 0.92 1,26 1.00 1.00 218 P6 P6 320 19.62 17.80 0.20 -1.23 28.81 21,15 0,82 -0,60 -0,60 Ext. B.Mb 285 5,0 47.0 1.00 0.15 0.58 1,02 0.46 0.63 1.00 1,00 218 P6 P6 320 9,80 8.90 0.21 -1.11 14,39 10.58 0.88 -0.44 -0.44 Ext• 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 -1,35 0.00 0.00 0.00 -1,34 -1,34 - 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 -1.00 0.00 0.00 0.00 -1.00 -0,00 0 0.00 0,00 0.00 0.00 0.00 0.00 0,00 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 - - .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 0.00 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 - 0r 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 1712 55.0 55.0=L eff. 3.46 6.14 2.75 3.79 1.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwind 9.60 EVEQ 6.54 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#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.79 kips Design Wind E-W V i= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.79 kips Sum Wind E-W V i= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi,- 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Cow dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Line Usum OTM RoTM Unet Usum Usum HD Wall ID T.A. Lwall Loi eft. (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 283.6 8.0 40.0 1.00 0.15 0.64 0.00 0.64 0.00 1.00 1.00 81 P6TN P6TN 80 5.16 12.12 -0.95 -0.95 5.12 14.40 -1.27 -1.27 -0.95 * rear 2.Tb 407.6 11.5 40.0 1.00 0.15 0.92 0.00 0.93 0.00 1.00 1.00 81 P6TN P6TN 80 7.41 17.42 -0.92 -0.92 7.36 20.70 -1.23 -1.23 -0.92 * rear 3.Tc 141.8 4.0- 40.0 1.00 0.15 0.32 0.00 0.32 0.00 1.00 1.00 81 P6TN P6TN 80 2.58 6.06 -1.04 -1.04 2.56 7.20 -1.39 -1.39 -1.04* 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 s 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 0.0 100 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 -- Front 4.Ta 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59 * Front 4.Tb 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.Tc 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.Td 166.6' 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59 * Front 4:Te 166.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05* Front 4.Tf 166.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 * 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 - 01 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 1666 36.0 36.0 =Leff. 3.76 0.00 3.79 0.00 EVKInd 3.76 EVEQ 3.79 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind E-W V I= 6.05 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kip- Sum Wind E-W V I= 9.81 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. ..Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv. V leve' abv. 2w/h v i Type Type v i OTM ROTM Unet Us= OTM R U U U OTM net sum sum HD (sqft) (ft) (ft) (klf) (kip) (kip) (k'<.' (kip) p (plf) (pif) (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 0.38 0.41 0.17 0,48 1.00 0.96 159 P6 P6 199 5.87 2.00 1.06 0.11 7.70 2.38 1.46 0.20 0.20* rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.35 0.<3 0.16 0.43 1.00 0.87 175 P6 P6 200 5.34 1.82 1.09 0.17 7.02 2.16 1.50 0.27 0.27* rear 3.Tc 158.3 6.3 19.5 1.00 0.15 0.56 .4.70 0.25 0.70 1.00 1.00 152 P6 P6 199 8.61 4.65 0.70 -0.34 11.30 5.53 1.02 -0.37 -0.34* rear 4.Td 63.31 2.5 19.5 1.00 0,00 0.22. 0,28 0.10 0,28 1.00 0.56 274 P4 P6 200 3,42 0.00 1.87 1.87 4,50 0.00 2.45 2.45 2.45 * 0 0.0 .0,0 1,00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 ##### N.G. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int 181,1 5.5 5.5 1.00 0.00 e.64 0.00 0.29 0.00 1.00 1.00 53 P6TN P6TN 116 2.62 0.00 0.54 0.54 5.76 0.00 1.19 1.19 1,19 int 246.9 7,5 7.5 1.00 0.00 '0.87 0.00 0.40 0.00 1.00 1.00 53 P6TN P6TN 116 3.57 0.00 0.52 0.52 7.85 0.00 1.15 1.15 1.15 0 0.0 0.0 1:00 0.4'. 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 428 10.0 10.0 1.00 ...0 1,51 0.00 0,69 0.00 1.00 1.00 69 P6TN P6 151 6.19 0.00 0.66 0.66 13.61 0.00 1.46 1.46 1.46 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_•! 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 - Y +.0 1 0 1.01 %.00 0..0 0.., 1.0. 100 1.11 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 117.1 2.4 20.5 1.00 0.15 0.41 0.51 0.19 0,52 1.s+ 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP Front 4.Tb' 0 0.0 20.5 1:00 0.15r 0.00 0,00 0.00 0.00 1,0" 0.00 ##### N.G. P6 214 0,00 0.00 0,00 0.59 0.00 0.00 0.00 0.38 0.59 Front 4,Tc 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.01 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4,Td 117,1 2.4 20.5 1.00 0,15' 0.41 0.51 0.19 0.52 1.;f 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP Fro+t ,,T- 9:.91 7.0 11 ,0. 115 0. 4 0.4 c 16 0.+3 1.01 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5,33* Front 4. f 96,91 2.0 11.7 1.00 0.15' 0.34 0.43 0,16 0,43 1.00 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* - - 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 48.8 48.8=Leff. 6.05 3.76 2.75 3.79 E V wind 9.81 E V Eo 6.54 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 A ID:Elevation A 4.Ta,4.Tb.4.Tc__. Roof Level wd1= 150 Ph'eq> 1163.6' pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855.5.. pounds V1 w= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds ► v hdr eq= 56.8 Of •H1 head=I v hdr= 139.3 plf H5 head= r` 1 c, Fdragl eq= 123.0 Fdrag2 eq= 123.0 Fdrag5 eq= 123.0 Fdrag6 eq= 123.0 1 A Fdragl w= '1.8 Fdragl , 301.8 Fdrag5 w= '1.8 Fdrag•w= 301.8 H1 pier= vl eq= 155.2 Of v3 eq= 155.2 ff v5 eq= 155.2 H5 pier= p 5.0- v1 w= 380.7 plf v3 w= 380.7 pff v5 w= 380.X:. 4.0 feet feet H total= 2wlh= 1 2wRi= 1 2w/h= 1 9.0 v Fdrag3= .0 Fd.. - 123.0 feet A Fdragl w= 301.7979 Fdragl w=301.8 Fdrag7eq= 3.0 Fdrag8e• 123.0 A P6 E.Q. Fdrag7w=301.8 Fdrag8w=301.8 P4 WIND vsill eq= 56.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 139.3 plf H5 sill= 3.0" EQ Wind 30t feet OTM 10472.8 25699.3 R OTM 14159 17020 v UPLIFT -200 470 v Up above 0 0 Up Sum -200 470 H/L Ratios: L1= 2.5 12= 6.5 L3= 2.5 L4= 6.5 L5= 2.5 Htotal/L= 0.44 0 4 ►4 ►/ 0-4 ► Hpier/L1= 2.00 L total= 20.5 feet Hpier/L3= 2.00 Hpier/L5= 1.60 _ 0.90 L reduction JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Te;4.Tf Roof Level w dl= 150 plf V eq 775.8 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6' pounds V1 w=______+.951.8 pounds V3 w= 951.8 pounds v hdr eq= 64.6 plf -11. •H head= A v hdr w= 158.6 plf 1V Fdragl eq= 210 F2 eq= 210 ♦ Fdragl w= ' 6 F2 -516 H pier= v1 eq= 141.0 Of v3 eq= 141.0 plf P6TN E.Q. 5.0 v1 w= 346.1 plf v3 w= 346.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= I F4 e.- 210 feet • Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.6 plf P6TN 3.0- EQ Wind v sill w= 158.6 plf P6 feet OTM 6982 17133 R OTM 5391 6480 v UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.8 L2= 6.5 L3= 2.8 Htotal/L= 0.75 o op Hpier/L1= 1.82 4 ► ► Hpier/L3= 1.82 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A:1.Ma,1.Mb Roof Level w dl= 150 plf V eq " 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds __, - ► v hdr eq= 106.3 plf A H head= A v hdr w= 245.0 plf 1 v Fdragl eq= 226 F2 eq= 199 Fdragl w= -.1 F2 -459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 - Fdrag3 eq= • F4 e.- 199 feet A Fdrag3 w=521 F4 w=459 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= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 s. • UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 4 0 4 ►4 ► Hpier/L1= 1.18 ► Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Mc,1.Md Roof Level w dl= 150 p/f V eq "`1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds ► v hdr eq= 62.2 plf ► A H head= A v hdr w= 143.5 plf Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 -543 H pier= v1 eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0 v1 w= 360.8 plf v3 w= 360.8 plf 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 plf P6TN 3.0 EQ Wind v sill w= 143.5 Of P6TN feet OTM 12320 28413 R OTM 18119 21780 UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2,5 Htotal/L= 0.41 Hpier/L1= 0.80 iii. ►� IP. Hpier/L3= 2.00 L total= 22.0 feet ► JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4Me,4Mf Roof Level w di= 150 plf V eq 1094.8 pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8 pounds V1 w= 1254.9 pounds V3 w= 1254.9 pounds __I, > v hdr eq= 96.6 plf A H head= A v hdr w= 221.5 plf 1 v Fdragl eq= 354 F2 eq= 354 Fdragf w= o F2 -812 H pier= v1 eq= 342.1 plf v3 eq= 342.1 plf P4 E.Q. 5.0 v1 w= 627.4 plf v3 w= 627.4 plf P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= F4 e.- 354 feet • Fdrag3 w=812 F4 w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.6 plf P6TN 3.0 EQ Wind v sill w= 221.5 Of P6 feet OTM 9853 22588 R OTM 4805 5777 UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.79 4 0 4 10•41 ► Hpier/L1= 2.50 ` ► Hpier/L3= 2.50 L total= 11.3 feet : A PA 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 T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—Thc Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ= 810#< EQ (ALLOW) = 1031# WIND= 1260#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart°'8(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 W1ND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 112" 10 (a b c Q31 EQ(1444 WIND) oundation for Wind or Seismic Loading ' ' (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame - (one braced wall panels) Header to jack-stud strap 1.k 2'to 18'rough width of opening per wind design min 1000 lbf 9 I on both sides of opening for single or double portal opposite side of sheathing Pony : •, wall height . l ■ Fasten top plate to header 1 ' $ 4,.. •,0,0 with two rows of 16d i» h „, 4 ''',1 '" sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing maxtotal rHeader to jack-stud strap per wind design. •wall Min 1000 Ibf on both sides of opening oppositer slice edes het ht .� If needed anelP 99 side of sheathin .P9• shall occur over and be ommon blockin10' ^�Min.double 2x4 framing covered with min 3/8" nailed to c g max thick wood structural panel sheathing with titwithin middle 24"of portal • height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. 4 Min length of panel per table 1 / Typical portal frame ` 3 �. construction X.Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Lfjack studs per IRC tables Y Min reinforcing of foundation,one#4 bar y_-.X t top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). l4 ti: , 7 j 5. Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association 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: AM 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@opawood.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 Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 ,, �J' Noy-- scacue,wn - -1217111361 R i t't�K T i111 y- /�/c^71� 98109 project: �' "'" (\ Date: � . (206)285-4512 FAX )/ , 1 , L ( (/J5 C� 2V I6,.5,ZJ Page Number: (2 6•)285-0618 Client: �l�"� - 6'0 OTAD i t a,,5tl Pi `` 'Z't ki2" L ?fm 6ft(zs____tAl)x_K_ For2- 0 )-11-t)� T1v� ?►1 f�fiAD / ('� i X))116 (z)(0,2 _ .�� 5���� 4=• � ico,-Ly 60_ 0,31-a (5 g /3)(1z) >)C42,Vcot (,8 .- ,,322) Atp))11--- tel 5( S XCom , w/(2) 4- 0[-= 0[ ©,;g6u.RU, /2 ,02 ' '/ 4" 112. °A-4- D)N6., BAIL >pPVIV6S „ 6 Aee..„) y 4.,5 I cA) A44 • Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 03 I Table 2.2A Uplift Connection Loads from Wind • , •• • . (For Roof-to-Wall,Wali-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 1.80 195 Roof/Ceiling Assemblyi z a,4s,6 Design Dead Load Roof Span(ft) Unit Connection Loads(plf) ' 12. 118 128 140 164 190 219 249 281. 315 369 rn 24 195 213 232 '272 315 362 412 465 521. 612 0 O psfa 36 272 298 324 380 441 506 576 650 729 856 '2 rn 48 350 383 417 489 567 651 741 836 938 1100 Fri Al . 60 428 468 509 598 693 796 906 1022 1146 1345 iRi . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 iiiii 10 psf 36 152 178 204 260 321 386 456 530 609 736 N GS 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12, 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 _ 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 { 20 psf 36 32 58 84 140 201 266 336 410 489 616 `.i 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 12 1619.2 24 48 Multiplier 1.00 1.33 I 1.60 I 2.00 4.00 '1 ' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wallor i1 wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 Of) 'I 1 • for each full wall above. s1' ' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the fs,!a! header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ``` ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. .1.::•- s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. i:-Zig-t. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite 302 �Vf /�1 )L11/ Y,.+�� S98109 eattle,WA Project: �1 �`��1` �`►vc� c t41 ` Date: (206) (20G)285-9512 FAX: Client: Page Number: (206)285-0618 1 ,51 - kPP 14, 11) :(4A-1145 vOsr; MA-Ninth -A ..c 2,2 - r lui.1) i ,, o -ipz_ ' 24_ • tO CavtAm -Thss j ------- 17)1 . t '. 6,. .."-Z-3-'4----47... ,,I:e:_, -; (AMIN lit //� 0` =-• 6-00-1 2` 0,6)(o,- (0,6) =--__ )f3p4i-- _ ,b1LH t--. 1417:17: 5 y= -1 1Niov: -nil: cpQi -5 2Y 1 % AM3 & --3--k ._ --i-TyC w - t-6` 2) 1'z ul--. (4)(_7_) (1,o) 'oh) -_,_. z 41, , z),-K_ _ r , (41 6)1 Kftr E 1, ' n70 < (2 ( 2, >6,r.: w1 IA---- (1-6y 1-12/7)(0,756,,,,, . -, 4-m4;1_ by__ 615t1\161‘1- 1Vc CO -pre d &th . 4P4-t'. - ::-...> stN _OH- R .e- -TVP Nio . di e -eLas_ -22 ,,t,15(L_ .' 4i-- 2-- (e nP1-1) .---- 6.4.-AF D,Tyl,,xi i .,--, . Structural Engineers TRUSS TO WALL CONNECTION ';I'I \ii\l l If'; OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES ll'I It I I 1 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" d(ici ,I' 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5;s!; Itii I SDWC15600 - - I ti_.. I' _... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/(i MU 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. liici . ... 7.'1i 2 (2)SDWC15600 - _-.. 3 (3)SOWCI5600 .'' 31:. ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED 13LK'G. re ". 0.131" X 3" TOENAIL .112, AT 6" O.C. H7.5A & SDWC15600 STYI F \ COMMON/GIRDER TRUSS SIL--- 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) 114 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION 5PF VA!U I- #OF TRUSS CONNECTOR TO TRUSS PLIES TO TOP PLATES UPI WI r1 1 H14U 1 1 - - (6) 0.131" X1.5• (4) 0.131" X 2.5" 415 1 1 H2.5A (5) 0.131" X 2.5" (5) 0.131• X 2.5" 55I10 1 SDWCI5600 - - 411' ii` 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11)70. jun ! 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 111711 -n 2 (2)SDWC15600 - - .. 3 (3)SDWC15600 - :1MI 2.tU ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE Sd AT 6" O.C. CONNECTIONS IIIIIIIIIL IIIIIII ��'' c, & % 2 i I i i H2.5A & SOWC15600 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) 1 19 1 TYPICAL TRUSS TO WALL CONNECTION [ • i''':---'''' Roseburg PL151N1 2-]6-15 3:51pm rail'A Forest Products CornpamJ5 1 of 1 CS Beam 4.11.26.1 IanBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 .:a "arma 14 0 0 / 14 8 0 / 208 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 509# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 387#(242p1f) 98#(61plf) 2 1130#(706p1f) 339#(212p1f) 3 403#(252p1f) 106#(66p1f) Design spans 13' 9.375" 14' 5.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1551.# 2820.# 54% 22.67' Even Spans D+L Negative Moment 2075.# 2820.# 73% 14' p Shear Total Load D+L 745.# 1220.# 61% 14' Total Load D+L End Reaction 509.# 1151.# 44% 28.67' Even Spans D+L Int.Reaction 1469.# 1775.# 82% 14' Total Load D+L TL Deflection 0.2689" 0.7224" L/644 21.95' Even Sans D+L LL Deflection 0.2261" 0.3612" L/766 21.95' p Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115°/ Roof=125% Wind=160% SIMM.ON All product names are trademarks of their respective owners KAMI L HENDERSON .StrougTie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is def ned as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer orf design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663