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Specifications (28) (5 tao 1 - oot 337 AU 3 1 Teir. EIENGINEERING structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations Lq ) P . FI AI) Riiii,DING MV;S1ON River Terrace �o PRO, i Plan 5 60 �1. Elevation B ♦ 41ff �� Tigard, OR EGiN 4(fs 1_2 ,0 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 P h: 42 5.454.7130 Fax: 425.646.0945 C T E N G I N E ERI NG INC 180 Nickerson St. 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 (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF (2)2 08 HDR (;)2x8 I-5R (2S 2x8 HDR RP./ RB.2 RE.3 RE.4 2B.5 : iI uIGT 1 \ 1 i i 1 II 'H I ! 1 • I I ITN I I p I I I ry N1 . I I I I I i i ET,. = ri T: I c6 1 -2.,..W- 2x 3 1 N 1 .4tCF'JS. (. , L- -, T I II R I ". ncr T" v M 10, .,(4 (,. , I I , , , , , , 4 I I I I I ROOF TRUSS d 24"O.0 I I I I 8 I I I p , O ® GTT.b2 i i i = R 1� Elf H _ �h- H • RB.13 -p GABLE END TRUSS RB.1 ' - 1 lRE 17 f 1B.10 1.lFz510l 4. I/ (SRI F FNn TR1ISS GABLE END TRUSS PLAN 5B PLAN 5B Roof Framing Plan 1 1J4"= 1'-0" CT4 14051 2014.05.09 1/4" 1'-0" (11x17) 0 P4 i pmmomms =ZOE ,,... c, i........,c ii, l f OL ----- 1 _____, ----- , -l___, ,- U I — m H –____Ini uaimummaimanaae (7--- 1 1W L > � C j 1 '''•-•-: I111 P , aL7 c,1 cliL K.„,_ ri -, 1 -I on rr 0 ___,//) ti E-+ 11 • WAMMEMMEMEIBEMEEMErm E-4 4. a 4. . W P4 //" Tc 4. ,d 4.Te 4.T, Alb / L MEI P4 / (P4/) ell i \O PLAN 5B PLAN 5B Top Floor Shear Plan C2 1/4"=I-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) AM 0 ‘11P NW 11:10 41110 14 STHD14 1.Ma 4x10 HDR 1.Mb 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.Md i : ====== 4.1 B.2 B X3.4 b.3 1 J o I / in" r' 11 / I N / I i C � �-s __ _moi; 'EDI .. • 1 c5 1- o irli 11 1I qN I I II N II r ++- - 3.5x 1*i3IG BEAM FB _ 3.5x14 B BE• FB, 3.5x9}LB HDR Z --- -- -t - ' -416,11116/0"UMW IIIIINISMIN, -- Ir'- irN i B"11 'II 3.12 -- I II i q I ! 1 I E- ----- ------ 43C0a3HDR 4 I HDR ,' 1 I B 91 i\STAIR / _I 11 q I SfHD14 .1 j, STW h14 'Ipr \FRAMIN9 -,-.< n \ 'I I---__-i I'--SI❑TI . ST-ID14 \ / r-.. ' qcV r- P4" r P4 \ / cv jI \/ I II II /\ H / \ P4 / \ I / \ \ STHD14 \ I I / \mSTHD14 \ 3.5 •BIG BEAM FB ' 5.5x18 IAB HDR r - pL - -- — -13- 16 x 14 i S9. = I q 1 r �-- - c. Il _,_ . 1 rreg v - rI - -r I ,y IlO 2 qv I IF _, (2)2x8 HDR I�j+3 0 x J B.1' d' Ili Ir r ,, 1� I o ,� __ 55x12 GLB HDR ix S 3.5x14 BIG B: . �.■ — _ =EC � �,— - i - T--- it `' • 4.M•. 18P • ©� © 4x10 10R B.16 ,,,...,.. P3 STHD14 -- . -- 1e �L�P3 N.-MSTHDI4 B.15+S1 u m 2x LED, - ..:...... ®SIM. 0 4.Mc & 4.Md not used this elevation w[OF :: _,::::: 4x8 HDR B.19 B.19 ® � MONO TRUSSES 1111- @ 24"O.C. 10 PLAN 5B PLAN 5B Main Floor Shear/Top Floor Framing 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) „i3” 4'-0" 3"�A .' 1'3" N.T.O. 31/2"CONC.SLAB o #1.1.01-0'-7 1/2"1 'v 1-0'-3"1 T.O.S. STHD14 STHD14 IImo_ 1i-. ... •i 1 -.4/2'TJI FLOOR JOISTS.@ ... INSTALL SYSTEM TO.ALLOW.- 1. 9.2"O.C.TYP U.N.O ADEQUATE DRAINAGE AT.- : .'.'.'.' .'` �. 1 I ��.'.'....'. ...- Q .. ��, CRAWL SPACE _ ... . ..c� .. ..'.'.....1.' iciy I ._I..:.:.....:.:.... ..... .. n 18"x18"x10"-FTG. I .-. ....... 1.' 1 o i W/(2)#4 EACH WAY TYP I ... 1-1'-01/21.' L I '.L''''''.':.'. .... ... .... x U.N.O. ... ... ... - ... .... ... .. ....... .. I. I ... I _I .'1'.'... ................ ......�,..:.'.:..`.. �./�.'.'.'.':.'.'.'.'.'.'.'tj!._0.4j�'!.'.'.'.:....'..'.'.'.'.'. ...'�r_.�'.'.'`._r_sw'.........'...'.....8:0.1'.,'.'.'.'.':.'.'.'.'.'�':•�N 1�"I • 1 .'�'. .. ........ ... .. 11.75 WIDELVL.TO.MATO. I JOIST.. 1 DEPTH ABOVE PONY WAL S. L I 1,-0 1/2". LSTHDI4. - ___...... ..'.'....._.... ili - - -.. ... " •. 1 � �;�.... ii I. `` 1. I Y ..... . STHD14 STHD14 ,,. , o I P4 T.O.S. P4 i 1 x \ I I I I `� i 1.75"WIDE LVL TO ATCH..i. 1 1 I 1 I ..-. .'W/(3)EA.WAY.'... I ...I JOISTDEPTH AB.VEPONY I 1 .'WALL.. 1. I I 8' 23/4. 11'-31/4" ... _ �1 I F'... ..STHD141 P4 STHD'.4 I I I I I... ....... I 1 21 V 31/2"CONC.SLAB a\--1-1.-01/21 SLAB SLOPES 31/2" I -1.-0 1/2-1 FROM BACK TO APRON i I 1 1-1'-0 2 I ........ .I f VERIFY GARAGE SLAB HEIGHT I I r I WITH GRADING PLAN L.. T6 _ 1 1 1 1 i I S6.0 ... 1 ( D1 I I 1 I I L i, I-1'-0 4/2" 1 19'-10" / / I /l 2x4 PONY WALL .. k1 I I I -0'-5" I l ... ...... ... I I • 1— E T.O.S. I u� -0-3" ® I 1 1 1 18 STHD14 I-1'-6 1/2"I STHD14 i m L._ .�.'_.'^...^ ........... �^ Wilir 36.1 P3 1 P3 I \_smD14O O STHD14 I 31/2"CONC.SLAB SLOPED DOWN P3 I 1/4 :12 1 1 1 1 \ �stCs Js r da a. /2-1•/ PLAN-5B �2'-2", 7-,0• PLAN 5�-6" 40'-0• r 1/4"=1,-0" CT# 14051 2014.05.09 ,i/4" = 1'-0" (11x17) / CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 06188 Primed.26 MAP 2014,429P Ml1�tl �e Simple Beam File p P ENERCALC,INC.1983-2014,Build:6.14.123,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.8 Top Floor Framing Wood Beam Design : B.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-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 klft,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 D.D:• . D.04��... �'.d+il''J rlukiC ) Max fb/Fb Ratio = 0.795: 1 D �,o) fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi ":"5111,10111111111 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Defl Ratio 2120 >360 Total Defl Ratio 1333 >180 Wood Beam Design : B.2 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 klft,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 ao.-,,.==, D 0?8� Max fb/Fb Ratio = 0.736: 1 • • D o -5-s j,0 ; + fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi wiitha Load Comb: +D+0.750L+0.750S+H �` Max fv/FvRatio= 0.511 : 1 • • fv:Actual: 182.08 psi at 5.352 ft in Span#1 Fv:Allowable: 356.50 psi 6.50 ft, 1.75x14 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 in Downward Total 0.104 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 1187 >360 Total Defl Ratio 748 >180 Wood Beam Design B.3 Calculations per 2012 NOS,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 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc Perp 625 psi Ft 575 psi Eminbend-xx 580 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 ..,2d 26 W-P 2314,4.29PM File=Q;114051T-11Engr114051T-4.EC6 Multiple Simple Beam ENERCALC,INC.1983-2014, Buitd:6.14.1.23,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Design Summary ' I Max fb/Fb Ratio = 0.681 : 1 t *oc,1s = tt 5$ (4.s+so) fb:Actual: 842.88 psi at 1.941 ft in Span#1 ,r " nr: Fb:Allowable: 1,237.45 psi : i �� Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft, 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 Wood Beam Design : B.4 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 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 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 Summary0080 Max fb/Fb Ratio = 0.578: 1 < _ :..._. ., rz fb:Actual: 715.19 psi at 2.125 ft in Span#1R Fb:Allowable: 1,237.45 psi s , Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.401 : 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4250 ft.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 Wood Beam Design : B.5 (Typ.) Calculations 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-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary .,.8. Max fb/Fb Ratio = 0.109: 1 i ij fb:Actual: 127.33 psi at 1.375 ft in Span#1 or` W : Fb:Allowable: 1,169.59 psi .. : . Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750 ft 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L D. S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147 >360 Total Defl Ratio 9430 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 -•!n Ed 26 Vi-,,,2014 420PM Multiple Simple Beamile=0:114051T-11Eng 14051T-4.EC6 p p ENERCALC,INC_!NC1983-2014,Build:6.14.1.23,Ver 6.14.1.23 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.6 Calculations 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Desiqn Summary f i CA1320,e T __ T Max fb/Fb Ratio = 0.520: 1 fb:Actual: 606.14 psi at 3.000 ft in Span#1 " . Fb:Allowable: 1,165.07 psi i:,, t W Load Comb: +D+S+H Max fv/FvRatio= 0.283: 1 A 2 fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 60f,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S WE 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 Wood Beam Design : B.7 Calculations 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary • Max fb/Fb Ratio = 0.292: 1 ��.�-,Aur:.,.�..,.:;,� fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi Load Comb: +D+S+H 0 Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi -0 5011.2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369 >360 Total Defl Ratio 2152 >180 Wood Beam Design : B.8 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 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 2 0.590 Max fb/Fb Ratio = 0.277: 1 5� L3 4 fb:Actual: 298.66 psi at 1.750 ft in Span#1 ` rr. Fb:Allowable: 1,077.23 psi :a2,. x • Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.500.4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAP 2014,429PM File=0:114051T-1Enc114051T-4.EC6Multiple Simple Beam ENERCALC,INC.1983-2014, Build:6.14.1.23,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.9 Calculations per 2012 NOS,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 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 :gnu Max fb/Fb Ratio = 0.277: 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi ,,, ; , Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 fL 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 Wood Beam Design : B.10 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.372: 1 erfr � fb:Actual: 766.31 psi at 3.000 ft in Span#1 girailatiatiONENdiaiingatelitata Fb:Allowable: 2,062.40 psi ` M ;,� ` Load Comb: +D+L+H ._xr4?-: : . -. • Max fv/FvRatio= 0.295: 1 A AA fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft, 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877 >180 Wood Beam Design : B.11 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D(0.2213 L(0.590) Max fb/Fb Ratio = 0.198. 1 fb:Actual: 431.05 psi at 2.250 ft in Span#1 , 4 4 Fb:Allowable: 2,180.79 psi t Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 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 1-1-1 S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed.26 MAP 2014,4.29PM Multiple Simple Beat11 File=0:114051T-11Eng1114051T--4.EC6 Multiple ENERCALC,INC.1983-2014,Budd:6.14.123,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design B.12 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.125x9,GLB, Fully Unbraced OR 3.125X10.5 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-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=14.0 ft Design Summary 0 0.210 L 0.560 Max fb/Fb Ratio = 0.736; 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1p". 5 L ; ` Fb:Allowable: 2,379.75 psi _�� >.. .;,.,, . .,,y. _ta � _ Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.504: 1 A A fv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 8.0 ft, 3.125x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Defl Ratio 632 >360 Total Defl Ratio 459 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAP 2014,4.26PM Multiple Simple Beam File=t1:114051T-11Engr114651T-4.EC6 p p ENERCALC,INC.1983-2014,Build:6.14_1.23,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee c.t.engineering Description : PLAN 5.B Top Floor Framing, Cont. Wood Beam Design : B.13 • Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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 klft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.422: 1 • fb:Actual: 962.10 psi at 4.250 ft in Span#1 � Fa Fb:Allowable: 2,280.40 psi tr, . :j:,v4;: ;,: Load Comb: +D+L+H : • ,a 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 6.50 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 Wood Beam Design : B.14 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634: 1 D(0.180)_L(0.480) fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 • + ;" . Fb:Allowable: 2,313.03 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 ft, 5.125x18 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWE H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596 >360 Total Defl Ratio 433 >180 Wood Beam Design : B.15 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 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 klft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary D845 5) Max fb/Fb Ratio = 0.893: 1 . ft):Actual: 876.94 psi at 4.375 ft in Span#1 rr g Fb:Allowable: 982.26 psi Load Comb: +D+L+H Max fv/FvRatio= 0.411 : 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 8.750 ft, 4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr S W E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172 >360 Total Defl Ratio 831 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnn.ed:26 MAR 2014,428PM M u lti le Simple Beam File=Q:t14051T-1\Engr114051T 4.EC6 l� P ENERCALC,INC.1983-2014,Buijd:6.14.123,Ver 6,14.1.23, Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.16 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771 : 1 W.f?' 15S ? fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi Load Comb: +D+L+Ha Max fv/FvRatio= 0.369: 1 fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364 >360 Total Defl Ratio 260 >180 Wood Beam Design : B.17 Calculations 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 psi Fc-Pill 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Design Summary ; D(0.123%L(0.330) Max fb/Fb Ratio = 0.312: 1 � fb:Actual: 317.25 psi at 1.750 ft in Span#1a 0 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.241 : 1 - fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE_ H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377 >180 Wood Beam Design : B.18 Calculations per 2012 NOS,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-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=8.250 ft Design Summary D(0.1238 L(0.330) Max fb/Fb Ratio = 0.312; 1 :A w fb:Actual: 317.25 psi at 1.750 ft in Span#1c.ARC, :- � Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.241 : 1 fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWE H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Painted:26 MAR 2014,428PM Multi le Simple Beam File=Q:114051T--11Engrt14d51T'-4.EC6 p P ENERCALc,INC.1963 2014,Build:6.14.1.23,Ver.6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.19 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x8,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 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.593: 1 D 0.05250 S 0.08750 fb:Actual: 791.49 psi at 5.375 ft in Span#1 ��,, r , wx ; a¢ Y ,� � Fb:Allowable: 1,334.07 psi t gr ,.f,° Load Comb: +D+S+H A• = Max fv/FvRatio= 0A92: 1 fv:Actual: 39.74 psi at 10.177 ft in Span#1 10.750 ft, 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.149 in Downward Total 0.238 in Left Support 0.28 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 867 >360 Total Defl Ratio 542 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 29'4, ',N File=a114051T-11Enc 114051T-1.EC6Mufti le Simple BeamNERCALC,INC.ENC1983-2014, Build:6_14.123,Ver:6,14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5-B 2nd floor wall Headers Wood Beam Design : Typical Partial/Non-Bearing Header(6' clear span max., 6'trib max.) Calculations 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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Design Summary D(0.0750 S(0.1250) Max fb/Fb Ratio = 0.476: 1 fb:Actual: 482.28 psi at 3.250 ft in Span#1Stain a :•... Fb:Allowable: 1,013.55 psi r m Load Comb: +D+S+H . • Max fv/FvRatio= 41245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft. 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913 >360 Total Defl Ratio 1196 >180 Wood Beam Design : Typical Full-width Bearing Header(4'clear span max, 23'Trib Max.) Calculations 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-Pit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design Summary D(0 3450 S(0.5750) Max fb/Fb Ratio = 0.934: 1 fb:Actual: 948.44 psi at 2.125 ft in Span#1ziogR3 Fb:Allowable: 1,015.94 psi Load Comb: +D+S+H Max fv/FvRatio= 0.647: 1 fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.250 n,2-2=8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Defl Ratio 1488 >360 Total Defl Ratio 930 >180 Wood Beam Design : Header RB.9.B Calculations 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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=1.010, S=1.680 k@0.50ft Design Summary ,,t,,,GM: Max fb/Fb Ratio = 0.597: 1 D(0.0750 S(0.1250) fb:Actual: 696.61 psi at 1.348 ft in Span#1 Fb:Allowable: 1,166.16 psi ,.,_ =' iZ ;, :.,V Load Comb: +D+S+H 0 0 Max fv/FvRatio= 0.265: 1 A A fv:Actual: 45.67 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft, 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.060 in Left Support 1.11 1.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.49 Live Load Defl Ratio 1671 >360 Total Defl Ratio 1044 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 P ited 6 MAR 2914,9,51AM Multi le Simple Beam Fite=0:114051T-1lEngr114051T-1.EC6 P ENERCALC INC.1983-2014,Build_6.14.1.23,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design :` Header RB.17.B Calculations 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 k/ft,Trib=5.0 ft Point: D=0.90, S=1.50 k@0.50ft Design Summary Max fb/Fb Ratio = 0.556: 1 I D(00750)S(0.1250) fb:Actual: 648.22 psi at 1.488 ft in Span#1 z Fb:Allowable: 1,166.16psi 3j., 'skit `` Load Comb: +D+S+H ._.. .,mEWA.. �,�. _ .,<. Max fv/FvRatio= 0.254: 1 fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft, 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Deft Ratio 1774 >360 Total DO Ratio 1108 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2314,922A Muhl Ie Simple Beam File=Q:114051T-11Eng114051T-1.EC6 p 1I p ENERCALC,INC_1983-2014,Budd:6.14.123,Ver:6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Crawlspace 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-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 Unit Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary + D(0 14251L(0 380) { Max fb/Fb Ratio = 0.823: 1 i k fb:Actual: 883.28 psi at 3.750 ft in Span#1 ,T fi .. 1, Fb:Allowable: 1,073.71 psi , _-' , . ... ,. ..: Load Comb: +D+L+H • GP Max fv/FvRatio= 0.403: 1 A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 n, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E FI 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 1 1 1 i _.i. ... Code 1 Code 1 Code 1 Susgeast Sp.99e.st Suggest Lick 1 Lpick Lick i 1p_ick 1 Joist i b 1 d §Ra. LL DL 1...M max 1 V max; El 1 L fb 1 L N L TL240 L LL3601 L max 4. TL defl.--1- LL defl. L TL360 L LL4E10 L max TL defl.111 del. LL dellITLL defl. ----, sizeNtrade widdlir9 1 d.e.2thIn.) (in.) Is!). kF.Isf)i Aft-ibs) (ps.1).. 1 (p.s1)_ ; Qt.). 1 qt.) qt.) Qt.) 1 (ft.) 4 0,2) .i. al ....o.) ...(1).. (ft.) -1 ratio Va..)._...1....ratio_._ l'• - r .. . 9.5"TJI 110 1.75; 1 9.5 19.2 40 151 2380' 1220i 1.40E 08. 14 71[ 27 73 15.23 14.80 14.711 0.651 0.48 t- + 1 . . 13.31 13.45 13.31 0A4 360 0.321 495 9.5"TJI 110 1.754 9.5 16 40 15r: 2380.! 1220_1._1.40E+081_ 16.11 33.27 16.19 15.73 15.731 0.721 0.52 14.14 14.29 14.14 0.47 360 0.341 495 9.5"TJ1 110 1.751 9.5 12 40 15f. 2380E-12201 1.40E+081 18.61 44.36 17.82 17.34 17.311 0391 0.58 15.57 15.73 15.57 0.52 360 0.381 495 ...... .1 9.5"TJI 110 1.751 9.5 9.6 40 15 23801 12201_1.40E+081 20.801 55.45 19.19 18.64i 18.644 0.851 0.62 16.77 16.94 16.77 0.56 360 0.411 495 _, 4. 1- i i i 1 i 4 4 • • 9.5"TJI 110, 1.751 9.5 19.21 40 101 25001 12201 1.57E+05 15.51r 30.50 16.34 15.371 15.371 0.64! 0.51F 14.27 13.97 13.97 0441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.38 16.34 16.34 0.68. 0.54 15.17. 14.84 14.84 0.46 384 0.37 480 9.5"TJI 1101 1.751 9,5 12 40 101 2500! 12201 1.57E+081 20.001 48.80 19.11 17.98 17.981 0.751 0.601 16.69 16.34 16.34 0.511 384 0.411 480 9.5"TJ11161 1.751 9.5 9.6 40 101 25001 12201 1.57E+081 22.361 61.00 20.58 19.37 19.371. 0.511 0.65 17.98 17.60 17.60 0.551 384 0A41 480 -1-- r 1 1 _._,.• _..... _...... .L. i : 9.5"TJI 210 2.06251 9.5 19.2 40 101 30001 13301 1.87E+081 17.32 33.25 17.32 16.30 16.301 0.68! 0.54 15.13 14.81 14.81 0.46 384 0.37! 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330. 1.87E+08. 18.97 39.90 18.40 17.32 17.32 0.72. 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210! 2.0625! 9.5 12 -4010130001 13301_1.87E+08.1 21.91 53.20 20.26 19.06 19.061 0.791. 0341 17.70 17.32 17.32 0.541 384 0.431 480 9.5"TJI 211 2.062-51. 9,5 9._6_, 40 10 30001 13301 1.87E+0-81 24.49 66.50 21.82 20.53 20.5i1 0.86:1 0.68_,.. 19.06 18.66 18.66 0.581 384 0.47:1 48-6 -- -- - -1 1 r -1--• i • .....t. 9.5"TJI 2301 2.31251 9.5 19.2 40 101 33301- 133012.06E+051 18.25 33.25 17.89 16.83 16.831 0.70! 0.56 15.631 15.29 15.29 0.481 384 0.35-1 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75. 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.5 12 40 101 33301 13301 2.06E+081 23.08 53.20 20.92 19.69 19.691 0.821 0.661 18.28 17.89 17.89 0.561 384 0.45! 480 -.4 9.5"TJI 230 23125.L. 9.5 9.6 40 10_, 33301 13301 2.06E+081 25.81 6630 22.54 21211 21.211 0.881. 0.71 19.69 19.27 19.27 0.60 384 048: 480 ...... ,.. 11.875"TJI 1101 1.751 11.875 19.2 40 101 31601 15601 2.67E+081 17.78 39,00 19.50 18.351 17.781 0.67i 0.54 17.041 16.67 16.67 0.52 384 0.4it 480 11.875"TJI 110 1.75 11.875 16 40. 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81. 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12 401 101_ 31601_ 15601 2.67E+08; 22.491 62.40 22.81 21.461 21.46j. 0.891 0.72 19.93 19.50 19.50 0.61 384 0.491. 480 11.875"TJI 110 1351 11.875 9.6 40' 10,_ 31601_ 15601 2.67E+08; 25.14 78.00 24.57 23.121 23.12' 0.96.1 0.77 21A6 21.01 21.01 0.661 384 0.531 480 1 1- --i 1.- .j. 11.875"TJI 210 2.06251 11.875 19.21 40 101 37951- 16551 3.15E+081 19451- 41.38 20.61 19.391 19.39 0.811 0.65 f 18.00 17.62 17.62 0.55 384 0.441 480 11.875"TJI 210 2.0625. 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 121 40 101 3795 16551 3.15E+081 24.641 66.20 24.10 22.68! 22.68' 0.951 0.76 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.6 40 101 3795 16551 3.15E+081 27.551 82.75 25.96 24.43 24.43 1.021 0.811 22.68 22.20 22.20 0.69 384 0.551 480 • . • 11.875"TJI 230 2.31251 11.875 19.2 40 10 4215 16551 3.47E+081 20.531 41.38 21.28 20.03, 20.031 0.831 0.67 18.59 18.20 18.20 0.57 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.3125, 11.875 121 40 101 42151 16551 3.47E+081 25.971 66.20 24.89 23.421 23.421 0.981 0.78! 21.74 21.28 21.28 0.671 384 0.531 480 11.875"TJI 230 2.31251 11.875 9.6 40 101 42151 16551 3.47E+081 29.031 82.75 26.81 25.23 25.231 1.051. 0.841 23.42 22.93 22.93 0.721 384 0.571 480 I- --1 1- ...1. , ; 1 I I- 1- -r• --f- I- -,?- I I , 1 i-- 4. --i :4 -4- -i- 11.875"RFPI 4001 2.06251 11.875 19.2 401 101 43151 14801 3.30E+081 20.77- 37.00 20.93 19.691 19.691 0.82! 0.66r 18.281 17.89 17.89 0.56 384 0.45! 480 11.875"RFPI 400. 2.0625 11.875 16 40 10 4315 1480. 3.30E+08. 22.76. 44.40 22.24 20.93 20.93 0.87. 0.70 19.43 19.01 19.01 0.59 384 0.48. 480 11.875"RFPI 4001 2.06251 11.8751 12 401 101 43151 14801 3.30E+081 26.281 59.201 24481 23.031 23.031 0.961 0.771 21.38 2093. 2093. 0.65 384.1. 0.52! 480 11.875"RFPI 4001 2.06251 11.875 9.6 40 10, 43151 14801 3.30E+081 29.38 74.00 26.37 24.81 24.811 1.031 0.83 23.03 22.54 22.54 0.70 384 0.561 480 Page 1 D+L+S CTO 14051-4015.2 Twin Creek I LOAD CASE (12-12) (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 BucklingFactor , D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep_ Cd (Fb) Cb Cd(Fc) Eq.3.7-1 _ NOS 3.9.2 Max.Wall duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <-1.0 Load g Plate Cd(Fb)Cd(Fc) Cf Cf Cr Pb Fc perp Fc E Fb' Fc perp' Fc" Fce Fc fc fc/F'c fb fb/ in. in. In. ft. pit psf pif (Fb) (Fc) psi psi -psi psi psi psi psi psi psi psi psi Fb'"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 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 F1-F Stud 1.5 3.5 12 9 30.9 1785 0' 0.9947 2657.8 1.00 1.15 1.1 1.05 115 X675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 _1_00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 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 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854_ 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.251 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200.000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 OFF Stud 1.5 3.5 16 7.7083 26.4 1695, 0_0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.481.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 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 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 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 8.2528.3 2030 0 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 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 00.2408 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 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 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 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 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 0.3158 3287.1 1.00 1,15 1.3 1.10 1,15 875 425 1150 1,400,000 1,308531 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 FISPF#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 IH-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 I I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 • Ke 1.00 Design Buckling Factor 1D+L+W -- ---- --- - c 0.80/Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NDS Cb -(Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Leld Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc - E Fb' Fc perp' Fc* Fce F'c fc fc/F'c tb fb1 in. in. in. ft. plf psf plf (Fb) (F9.) psi psi psi psi- psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46, 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,0001,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665' H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1,60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8,25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214,29 0.65 335.64 -0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,0000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25, 28_3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 , 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9' 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8,25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0,60:146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 ' 1.00 1.1 1.05 1.15 675 425 725 1,200,0001,366 531 761.25 144.26 138.14 17.78 0.13***PM 0,979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0,46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 6001 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 96.97 0.44927,02 0.796 Page 2 D+L+W+.SS CT#14051-4015.2 Twin Creek LOAD CASE (12-14) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1,00 Design Buckling Factor D+L+W+8/2 c 0.80(Constant)> Section 3_7.1_5 C r KcE~ 0.30(Constant)> Section 3.7.1.5 - - - - ............... --- Cf(Fb) Cf(Fc) 1997......._._-- ( ) ( NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd)b) Cb Cd(Fc) Eq,3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Leld Vert.Load Hor.Load <-1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf- Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ In, in. in. ft. plf psi plf (Fb) (Fc) psi psi psi psi psi psi psi ps1 _psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 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 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1,05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 219.05 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 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 381.37 0.596_ H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 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 1,366 531 875.438 515.42 431.52 274.290.64 376.78 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 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335,64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 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 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10'1.15 875 425 1150 1,400,000 2_093, 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 6609.71 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 0.798 Page 3 D+L+S+.SW CT#14051-4015.2 Twin Creek I LOAD CASE I (12-15) I SBASED 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+W/2 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS _ Cb (Varies) > Section 2.3.10 _ Bending Comp_Size Size Rep. --- Cd(Fb) Cb Cd (Fc) Eq.3.7-1 I NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load fg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb fb/ in, in. in. ft. plf psf pit /FL)) (Fc) Psi ypsis1l_ psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.70831 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 ' 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.085 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 515.42 431.52 333,97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531-875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0,78 167.82 0.396 SPF Stud 1.5 3.5 16 8,25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531,875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1378.83 1031.581 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1644.5 1011.45 837.57 508.18 0.80 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287, 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945,38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 -1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 8651 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 LOAD CASE (12-16) (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 Desi n Bucklin Factor D+L+S+El1.4 c 0.80(Constant)>......Section 3.7.1.5 _-_- 9�.._P_._.._..... Rep. _.._._.._.... CrK Ccb 0.30 Vanes) > Section 3.7.1.5 CfSection 2.3.10 NDS 3.9.2 Max.Well Bdending Comp. Size i er Size factor ee Cd Fb CfFb) d(Fc) 1 Eq. NDS Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 41 Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. in. In. tl. plf psf plf (Fb) (Fc) psi psi - psi psi psi psi psi psi _psi psi psi Fb"(1-fc/Fcel H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675_ 405 800 1,200,000_ 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9i 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 376.09 340.90 270.48 0.79'141.63 -0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 ' 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3_2700 3.57 0.9966 3986.7 - 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60_ 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.76188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 307.30 0,79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28,3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 _ 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58' 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 76.47 0.075 H-F#2 - 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 64.26 -0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366, 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 FI-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 MB E N G I N E E R I N G 1813 Nickerson 5t Suil:e 302 -7 #N C. Seattle, Project WA P nate: '(81139 i _...,.._.. (206)-285- 512 C� Client: �✓ +6. �� Page Number t 206)285-0618 . : pi mprtv6 A ... Vhf t-- -77k6L4y., ix' -._ cbtex s _ eye P s'ih 1.-ier, P‘jf-- lirf---A --, Le A - i,kis ,s4 . r g zi ? 7 i k'.L 1 ao L 9 tR F 411:- ),675' ° e---. 1--)-4v p\F . - P , - '"' "PIT- , -nip it.,%' kApi5 .r-Th ,---z.› .,-.77sD — 16.- -psf- fr------ Dk- - I .._ ,‘ . . 3ov 5 (t 4,..) 1 2.,;46P ''— I 7-.,S .r.... .:_ slk J z ,ie X)es ? - '` ', (i1Ywry+ edr ' ' �. r w/a - o -- - A.07124 ed4(12F-- ] p i : iv , ' - : .f.,;ie, ,,.... 0,),_,3zst-g 7.77s y,,,,ic) 'A A _. 4 M. ritr.t t4 • , ' Ao-r6,.. 405tkfit. froPAN) feA Lltfrkein4-- iiVefiti& S ' 11,0k. )554 t:. Structural Engineers 180 / Nickerson St.11113011 ENGINEERING Suite 302 i ..,,r Seattle,WA / * , 98109 / Pmect; t- .....-ii-- -::— ar---...--1, . , - -Date: , _ (206)285-4512 FAX: client: Page Number: (206)285-0618 • _ • .04 I* r AMY P5r 04 ( i ' OVA, 4 )egt*St Katf (200, 0-5kis) -.7----#20 Fig- 2,-. eia,t)Mot/5 ), vc 365- 1 op =. 366 ,„ iopi> 0-* -5t2i govalif 144 1% rtP --- 4,- ...... ...- )97.4)PSr V • --Wri...—v ,. . . fv. e.,.... i P..., q439. 4-- 2:Afo4,619c. 1 443 41....r. .r....., 3,6 i : . , . ..:..: ; .....____ Structural Engineers Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I. j B averto7 • .:.. Farmington"=` ; • "�F `"} Mi#waukie Lake.Oswego NORTH �3f soils A x" k 4 King City 0 ha r . AMERICA T :latin �,,; 0 y 11,4:1,4b Y xtymoq' uete @ S lam'. tea@"'pAA ? @ MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sews = 0.720 g Sl = 0.423 g SMS = 0.667 g Sews = 0.445 g For information on how the SS and S1 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. MICE*Response Spectrum Design Response Spectrum 099 1.10 040 013 0.23 0.44 0:71 0,54 o► 044 'a 01 0.55 a 0.4at 044 0.32 0 32 0,24 0.222 0.16 0.11 0..00 0,00 000 0.00 0.20 0.40 0.40 0.80 1.00 1.20 1.40 1..40 1.00 2.00 0.00 020 0.40 0.40 0.20 1.00 1.20 1.40 1.60 1.90 2..00 Period,T(site) Peflod,T(sac) 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#: Elevation B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE = II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.qov/research/hazmaps/ http://geohazards.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,= F.,*Si SM,= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 Sp,=2/3*SM, Sp,= 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 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 2 2012 IBC EQUIV. LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation B SDS= 0.72 h„ = 18.00(ft) SD,= 0.45 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDS/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w„ *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) 1'w; *h;J' Vi DESIGN Vi Roof - 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38 (LRFD) E/1.4= 6.70 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F. = DIAPHR. F, 5 F, w, 1:, w, Fpx = F; *w p, 0.4*SDS*IE*wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) _w; FpX Max. Fp„ Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 3 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation B 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 ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30 A= 28.6 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 P530 o= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 KZt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*lc,*I : 1 1 Ps=A*Kzt*I'p.30= (Eq.28.6-1) PS A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps B = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and 0 average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2'2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 1.00 1.00 16 psf min. 16 psf min. 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 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips Page 4 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation B 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) V(E-VV) V(E-W) Vi(N-S) V(N-S) V(E-W) V(E-VV) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 10.24 10.24 12.29 12.29 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76 16.00 6.91 19.20 1st(base) 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(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 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 12.39 V(e-w)= 14.87 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 5 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: Elevation B 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) (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#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind N-S V i= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind N-S V i= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wnd 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U5um OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A,T1 416 15.0 46,0 1.00 0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A.T2 139 5.0 46.0 1.00 0.15 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. A.T3 278 10.0 46.0 1.00 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150 5.0 47.0 1.00 0.15 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext. B.T2 300 10.0 47.0 1.00 0.15 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8 =L eff. 7.93 0.00 3,88 0.00 V wind 7,93 1:VEQ 3.88 Notes: denotes with shear transfer ""' denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.82 kips Design Wind N-S V i= 4.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.70 kips Sum Wind N-S V i= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wnd 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum sun, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 29.0 46.0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 ,-,V wind 12.39 V EO 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind E-W V i= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind E-W V i= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0,7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usun, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6 8.0 40.0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* * 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb* 407.6 11.5 40.0 1.00 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83* * 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear 3.Tc* 141.8 4.0 40.0 1.00 0.15 0.81 0.00 0.33 0,00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22* Rear 4.Td 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 148.7 2.5 11.0 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03 * Front 4.Tb 148.7 2.5 11.0 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03 * Front 4.Tc 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277 * * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43 * Front 4.Td 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43* Front 4.Te 148.7 2.5 11.7 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99 * Front 4.Tf 148.7 2.5 11.7 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 ZV,vrnd 9.52 �VEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height. 9 ft. Seismic V i= 2.8 kips Design Wind E-W V i= 5.35 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6 0 kips Sum Wind E-W V i= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind ..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 eff. C 0 w dl V level V abv level V abv. 2w/ft v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (k.. (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta 107.6 4.3 12.3 1.00 0.15 0.3, 1.20 0.18 0.49 1.00 0.94 166* * 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00 * Rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.1 1.10 0.16 0.45 1.00 0.87 181 * * 361 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.06* Rear 3.Tc 158.3 6.3 19.5 1.00 0,15 $.50 1.76 0.26 0.72 1.00 1.00 156* * 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44* Rear 4.Td 63.31 2.5 19,5 1.00 0.15 0.20 0.70 0.10 0.29 1,00 0,56 282* * 361 3.52 1,85 0.91 0.91 8.12 2.19 3,23 3.23* - - 0 0.0 0.0 1.00 0.01 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 181.1 5.5 5.5 1.00 s.15 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A 246.9 7.5 7.5 1.00 0.15 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.95 2.53 0.65 0.65 0.65 - - O 0.0 0.0 1.s. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 nt • 4 8 10 I 0.0 $0 0. .3, a 00 0. 0 0.01 00 1,00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 - 0 3.0 0.1 1.0. $.00 0.30 0.03 .00 0.•0 1.11 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 117.1 2.4 20.5 1.00 0.15 0.37 0.89 0.19 0.62 1.‘, 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 ABWP Front 4.Tb 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.1 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.01 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20.5 1.00 0.15 0.37 0.89 0.19 0.62 1..' 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP ro, T- 9% 91 0 11 ' • 0$ I 5 0. I ..4' • 16 0 '5 1.0,, 0.44 569* * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99 * Front 4.Tf 96.91 2.0 11.7 1.00 0.15 0.30 1.49 0.16 0.35 1.00 0.44 569* * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99 * - 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 - - O 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 - O 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 - O 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 - O 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 - O 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 48.7 48.7=L eff. 5,35 9.52 2.82 3.88 -'vwind 14.87 >_:1/EQ 6.70 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Ta,4.Tb Roof Level w dl= 150 plf V eq 692.6 pounds V1 eq= 362.3 pounds V3 eq= 330.3 pounds V w= 1699.7 pounds V1 w= 889.1 pounds V3 w= 810.6 pounds v hdr eq= 63.4 p/f •H head= A v hdr w= 155.7 plf 1 v Fdragl eq= 183 F2 eq= 166 • Fdragl w= .,8 F2 -408 H pier= vi eq= 127.9 plf v3 eq= 127.9 p/f P6TN E.Q. 5.0 v1 w= 313.8 p/f v3 w= 313.8 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= : F4 e.- 166 feet A Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 plf P6TN 3.0 EQ Wind v sill w= 155.7 plf P6 feet OTM 6234 15297 R OTM 4461 5363 UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2.8 L2= 5.5 L3= 2.6 Htotal/L= 0.82 ► A ►-4 ► Hpier/L1= 1.76 Hpier/L3= 1.94 L total= 10.9 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation 8 4.Tc,4.Td Roof Level w dl= 150 plf V eq 554.1 pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w= 1359.7 pounds V1 w= 679.9 pounds V3 w= 679.9 pounds —� ► v hdr eq= 58.3 plf A H head= A v hdr w= 143.1,plf 1 y Fdragl eq= 160 F2 eq= 160 1 Fdragl w= '4 F2 -394 H pier= vl eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. 5.0 vl w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 97 Fdrag3 eq= s i F4 e.- 160 feet • Fdrag3 w= 394 F4 w= 394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 plf P6TN 3.0 EQ Wind v sill w= 143.1 plf P6TN feet OTM 4987 12238 R OTM 3379 4061 v • UPLIFT 182 926 Up above 0 0 UP sum 182 926 HIL Ratios: 1.4 L1= 2.0 L2= 5.5 L3= 2.0 Htotal/L= 0.95 0-41 10-41 ► Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 9.5 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Te,4.Tf Roof Level w dl= 150 plf V eq 692.6 pounds V1 eq= 346.3 pounds V3 eq= 346.3 pounds V w= 1699.7 pounds V1 w= 849.8 pounds V3 w= 849.8 pounds v hdr eq= 60.2 plf I. A H head= A v hdr w= 147.8 plf 1 u Fdragl eq= 196 F2 eq= 196 • Fdragl w= •;0 F2 •-480 H pier= vi eq= 138.5 plf v3 eq= 138.5 plf P6TN E.Q. 5.0 v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= s• F4 e•- 196 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 p/f P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 T v UPLIFT 118 863 1 Up above 0 0 UP sum 118 863 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 • 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 11.5 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 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 ♦H head= A v hdr w= 245.0 p/f 1 Y Fdragl eq= 226 F2 eq= 199 • Fdragl w= -.1 F2 -459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 p/f P6 E.Q. 5.0 v1 w= 367.6 p/f 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 p/f P6TN 3.0 EQ Wind v sill w= 245.0 p/f P6 feet OTM 11476 26465 R OTM 5391 6480 • • 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 I.-4 __ _ _---0-4 F Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1.Mc,1.Md Roof Level w dl= 150 plf 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 p/f H head= n v hdr w= 143.5 p/f 1 v Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 •-543 H pier= vl eq= 156.4 p/f v3 eq= 156.4 plf P6 E.Q. 5.0 vl w= 360.8 p/f 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 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 v v 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 4 0 4 0 4 0 Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Me,4.Mf Roof Level w dl= 150 p/f V eq 1011.7 pounds V1 eq= 505.9 pounds V3 eq= 505.9 pounds V w= 2305.8 pounds V1 w= 1152.9 pounds V3 w= 1152.9 pounds i ► v hdr eq= 89.3 plf ► •H head= A v hdr w= 203.5 p/f 1 Y Fdrag 1 eq= 327 F2 eq= 327 • Fdragl w= •6 F2 -746 H pier= vl eq= 252.9 p/f v3 eq= 252.9 p/f P4 E.Q. 3.0 v1 w= 576.5 plf v3 w= 576.5 p/f P3 WIND feet H total= 2w/h= 1 2w/h= 1 7 Fdrag3 eq= F4 e.- 327 feet A Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 plf P6TN 3.0 EQ Wind v sill w= 203.5 plf P6 feet OTM 7082 16141 R OTM 4805 5777 T + UPLIFT 213 972 Up above 118 863 UP sum 332 1835 HIL Ratios: L1= 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.62 4 ► .4 1,4 - ► Hpier/L1= 1.50 Hpier/L3= 1.50 L total= 11.3 feet . •. .-�p •:: �i:j;.0 ,�•..ii eT • ;fir ' A.•A PA tJ 'j •i i� ryt • TT- 10OF 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 Wails far 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—The Engineered Wood Association 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.) ) Sheari°•f)(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 WIND) 0.38 2.88 24 , •T'• a 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 31 EQ(1444 WIND) foundation 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 not a 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 jock-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t 4 . = opposite side of sheathing Pony - wall . I height " V I _ 1� Fasten top plate to header . . Min.3"x 11-1/4"net header b1 with two rows of 16d • •d steel header not allowed t 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 max total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' '.Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with - within 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. Min length of panel per table 1 Typical portal frame ` construction Min(2)3500 lb strap-type hold-downs 4 (embedded into concrete and nailed into framing) -?'' Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar ,� v 1 jack studs per IRC tables ' top and bottom of footing.Lap bars 15"min. :th R502.5(1)&(2). IBS 7 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 Min(1)5/8"diameter anchor bolt installedper IRC R403.1.b— concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 2 0 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: APA HEADQUARTERS:7011 So.19th St.■Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.Tr-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 PA 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 Seaulc,WA R �,ISN1r�1C. ,,��// �, l,�c'1 98109 Project: ' t �1 e 1r A-7, " k � �� Date: f'li��. 1 (2 06)285-4512 ?„5 ,3 2 U55 G 23 5 2FAX: Client: r 1 . Page Number: (206)285-0618 6'9 a-M-) o C&S'L A V17-Mn(A— d=z6 x 16` aZ" k 2({. (l P C_ t P K.s 71,12 ?�f �5T off_ �( �� B ,,Dii , . �b� 14( ) `dl M60,2. _ t (D,-6/60) a92_ U n— (240,1) 0,00) - ' h Cl)(,2)oae) (e 66 ,9, - Yls ��► _ ��,, �, {�► LO`' 5 S X LC 4— I 0,;66 6-Nutt), RA 112. c(4-4-- ,��, ` 'D ., t is I LC� pV i Aep)4) ---- 01‘' 4}-,5 Structural Engineers • WOOD FRAME CONSTRUCTION MANUAL G3 1 • • )...) Table 2.2A Uplift Connection Loads from Wind - Wall-to-Foundation) (For Rood-to Wall,Wall-to-Wall,and 700-yr.Wind Speed 7.7.0 115 120 130 140 15-01 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly2,2,3,4,.G,7 _ Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 ill 24 195 213 232 .272 315 362 412 465 521 612 0 0 psfe 36 272 298 324 380 441 506 576 650 729 856 2 t' 48 350 383 417 489 567 651 741 836 938 1100 rrt 71 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231 278 328 381 437 528 MI 10 psf 36 152 178 204 260 321 386 456 530 609 736 -- 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 V 12 46 56 6892 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 li.4i. 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 S22 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. rii 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.) 12 16 19.2 24 48 4Multiplier 1.00 1.33 1.60 2.00 4.00 • Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or ` wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) For each full wall above. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the .) header/girder span (ft.). Cripple studs need only be attached per typical uplift requirements. '.7 '<`:.: ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length '. ;r _ includes the overhang length and the jack span. V.; e Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. :yi,• 4, t iYr•1. ; ;. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ) / INC. ,-�,LAi.n�1 !/ Seattle,WA Project: 1VPkL 5/l\o 7 �"t4I Llf� Ris• Date: 98109 f (206)285-4512 FAX: Client: Page Number: _ (206)285-0618 \?(I) Igh(8 ;7}- U- JAZ&� 1' W7DD Mvr6ovosr, MA-0/1141 W) I l n, 1''tP u.LT . g111,44,,,:--13 5 DL . • ; II4P .TPL tk • ComitAco 79\ktss - 17)1 111 '36 417 t MP 1p8 l/(e --.:- 617c7-47(.04)(0,7 (0,6) t LLT ) A 47-0171067E , )\10r6-:. -/Y/9, emeErenci0 '.(*.A04 171446 (*OA . 'of . ( 4)(7_) 0) 6,0 a 4, Ayov6- 6ADErE !, J 4-0 (2 ' ;rFP-444' 11 7- (14 '2/i (p.,--5 Co,Co Vb 49.\16'.7 K046-- Cly --(p GvioRneto . p4y, t ' ---13)-4*eAryD -r49, e=7,Agilr,et. � A-awl-nes ;v t0)—. (5YnA-1) -- elit4 Structural Engineers TRUSS TO WALL CONNECTION ',Pi VA,lirt-; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES i ll'I II I 11 PLIES 1 Hl (6) 0.131" X 1.5" (4) 0,131" X 2.5" 400 1,1i) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `>:,'' 11n 1 SDWC15600 -- - 4W, I i', 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" iit/ti /G - 2 (2)112,5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. IWO 2.1i 2 (2)SDWC15600 -- - ,i%ti-.... ...2>n 3 (3)SDWC15600 - - I'I :41' ROOF FRAMING PER PLAN 8d AT 6" 0.C. 2X VENTED BLK'G. 00,.._. 0.131" X 3" TOENAIL •. AT 6" O.C. ...IP gr - _... H2.5A & SDWC15600 STYLE COMMON/GIRDER TRUSS -ii-: 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"= 1r-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ` PI- VA).Uf:'.s #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IPT 1-1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 90(1 41 1 HZ5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" -535 [ 110 1 SDWC15600 -- - 4P.', 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1070- 7rlfl 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1070 !11 2 (2)SDWC15600 - - si if 7.10 3 (3)SDWC15600 - - 1455 545 ADD A35 ® 48"O.C. ROOF FRAMING PER PLAN FORSDWCH2STYLE.5AAND • 8d AT6" O.C. bilk..-..... .• CONNECTIONS444,414 2X VENTED BLK'G. 1 _ 11111111111.1iiiiiiii H2.5A & SDWC15600 STYLE iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNEC ION 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) ri9i TYPICAL TRUSS TO WALL CONNECTION [ PL14-90 3-31-14 R O S E B U R G J5 MAIN 9:04am lofl CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 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 , Tis 14 8 0 14 0 0 9 0 ° 28 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" 509# -- 2 14' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# -- 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 403#(252plf) 106#(66plf) 2 1130#(706p1f) 339#(212p1f) 3 387#(242p1f) 98#(61 plf) Design spans 14' 5.375" 13' 9.375" 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% 6' Odd Spans D+L Negative Moment 2075.'# 2820.'# 73% 14.67' Total Load D+L Shear 744.# 1220.# 60% 14.66' Total Load D+L End Reaction 509.# 1151.# 44% 0' Odd Spans D+L Int. Reaction 1469.# 1775.# 82% 14.67' Total Load D+L TL Deflection 0.2689" 0.7224" L/644 6.72' Odd Spans D+L LL Deflection 0.2261" 0.3612" L/766 6.72' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L. HEN DE RSON � EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined 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 LAKE OSWEGO,OREGON design must be reviewed by a qualified designer or design professional as required for approval This design assumes product installation according to the manufacturer's specifications. 503-479-3317 PL 15-52 2-16-15 Roseburg MAIN 3:52pm Win A Forest Products Comixtny J6 1 of 1 CS Beam 4.1 l.26.1 kmBeamEngine 4.11.26.1 Materials Database I516 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 'R' 'C.`f f` / / / 14 0 0 14 8 0 9 0 28 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#(61 plf) 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' Total Load D+L Shear 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 Spans D+L LL Deflection 0.2261" 0.3612" L/766 21.95' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong•Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined 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 or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663