The URL can be used to link to this page

Specifications (164) vv\s-rati - 0031, ( Sci3 5L,J V\ CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 R C IV D Structural Calculations JUN 2 2 2017 CITY UI :"IGARD BUILDING DIVISION River Terrace aEo PRp. �� GINE Plan 50 - • 0,- Elevation B d N�Tigard, OR ��.trREG�i _,,, 2T2'cV`v Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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 r (2)28 HDR ()2x8 FOR (2 2x8 HtR 14——�. —� A--��—., ® ——6 :-: RB.1 RB.2 RB.3 RB.4 .12.5 ct I g T. I u T< l' — N ""N I QI N1 l� V u u u u W u W Y .I I� iGT bl q,� GT 1 II l I I11 1 I 1 1 � o T- 1 1 I IN L 1 I N 1 I ET F, ,i 1 WIC I I 1 !:.,i,., : I AECESS`J I I T L ❑ I ... I N N nT� I l a _ •�i� C I I 1 L_ 1 I I I I IROOF TRUSS(g2,24"0 1 1 1 II1 1 8 i 1 X O 1 ❑ T.b2 11 1 = I GT 1 1 i M1 1,-, N Q N.. I c op IF,9 : �'.®.. 1 i i RB.13 I 1 -p 7 :..— 22.1 GABLE END TRUSS RB.1. gB1 END TRUSS GAM F FNn TRI ISS OPLAN 5B PLAN 5B Roof Framing Plan 1/4"=1'-0" CT'-# 14051 2014.05.09 1/4" = 1'-0" (11x17) 40 41111 -- . . ._ . ._.__.. ....=,Of .. , .--- II E I I cq , , , , — M F ] , , 4 i) H LII 1111 I oJTf 1111 as, R i .:,1 ._ 1,1c, _ _ L 1 i r1 N F 1111 II cq P4NIIIIIIIIIIF //J - 4 Te 4.T..T dab gar 4 / Mb 4113\ / Filr ®PLAN 5 B PLAN 5B Top Floor Shear Plan 1/4"=1.-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) D D 0 0 14 STHD145x9 1.Ma 4x10 HDR 1 Mb 3. GLB HDR 1 Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.Md 4.1 `t ,i B.2 B. (_B.' B.3 II ( ) j li � fcC 1 11 c7 1 0 iv i{ s -�ir l ---- Lil ..Z --I -U Sit -� -- - --�rl� ' O •..'. • Kt inaai Viii nifuiA 1W� urt IN� ii I N 1 3.5x Is,IG BEAM FB 3. = B FB 3.5x9 GLB HDR 1.. ++----L1r_--_- 1 ®� - �r • i.,:. -am-��r.sirr-rrr�t ------1i �0:: / ..I B.11 1 6.12 1 v - - ---- \ n i --I- 43;jFHDR 4 1 HDR J ' w� -I I �N / i B 91 'I\STAIR / > 1 i , � S1HD14 0,j 1 Witt 1 \FRAMINCj x I1 F----. -.S-114C ST 1014 \ / . r-0� � 1 \/ I .. I /\ I 11 / \ Pa / \ I / \ / \ S1HD14 / \ I ST 014 , I\ I I 3.5 BIG BEAM_FB r• ..., 5.5x-8 4B NOR : __ __}l� ' pCI17�iigil1K%iii7 _ B I6ile i 16 xo — rao i _ — - It 11 1 II 1 • -- -- --------- � • ct ❑ S Kt -J - J v Q)2x8 HDR i i o X cc - B.1' _ k K `- 1.0 r 18 1 II 'o 55x12 GLB HDR _-_ v --_ S6.1 3.5x14 BIG B ;: i. mB.I6 4.M� 4x10 DR STHD14 _ ii B'J4A110 r r yill 0 I ____,..�•--.15.. . P3 m 2x LEDot'K • :Q `�� STHD14 ®SIM. 4.o-HDR 0 B.19 4.Mc & 4.Md not used this elevation .� ...... � I.>:�::q:�.�;.:�;::�..... B.19 - - - 17 MONO TRUSSES 135. @ 24"O.C. P5B PLAN 5B Main Floor Shear/Top Floor Framing O ' I'F" 1/4"= 1-0" CT# 14051 2014.05.09 1/4" = l'-0" (11x17) • 413" 4'-0" 3"_ - 1-1.-3"1 '„1 -1-3"1 T.O.S. 3 1/2"CONC.SLAB o -0.-71/2" •ice 1-0'-3"I T.O.S. 105 STHD14 STHD14 , __\,____ej, -. 11 n 1 175x96 L !. I I o 1/2 LIIFLOOR JOISTS(� .... INSTALL SYSTEM TO.ALLOW N 9 2'O.�U.N.O ADEQUATE DRAINAGE.AT I` CRAWL:SPACE , o I18 x18 x10.FTG 1 m o i W/(2)#4 EACH WAY TYP I 1'-0 1/2I I ?' 175"WIDE LVL TOMATC I.JOIST ,I r , DEPTH ABOVE PONY WAL S. I -`4 Id 1 ...t Ir WH`�) STHD14 STHD14ES I = A P4 T.O.S. P4 ix I ar I 305:20"x10"FIG. I 1.75"WIDELVL70 TCH I. I .. W/(3) WAY'.'.'.. I I JOIST DEPTH ABo VE PONY I I C. I STHD14 - II )STHD 4 3 - 1 31/2"CONC.SLAB SLAB SLOPES 31/2" I - 1 13 -1'-0 1/2"I FROM BACK TO APRON VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN / D1 j .,.I.. (\ 19'-10" II / t .. 9 0 .. .'.11 2 .. .- 1 _ ( II --- t I I -0'_5" .4 .i-, • 1 wt, T.O.S. STHD14 1.1..6.1/2.141211 STHD14 m - P3 36.1 , P3 W L . L �STHD14 _ STHD14 31/2"CONC.SLAB SLOPED DOWN P3 1/4 :12 1.L C® �10 �- 0 Ur z'-1^ 1s'-3•• r-z^ r-,o" PLAN JLC r PLAN 5B 40' " CT,', 14051 2014.05.09 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 0618 Printed 26 MAR 2014 4.29PM e , fe0: 4O51T 13En t51T-4:EC6 iAUi#1 .,fie ttinp(�„��ant ..,,.., ,.. . ,.. ., =.,:�N�t�cnLc�r1c'f983.2U14 BuH14;6.14 123 1r�r6 14 Lic.#•KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B 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-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,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(0.0 ,NS sNs74o) Max fb/Fb Ratio = 0.795; 1 * D(004x0(9 . io)+ • + fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb +D+0.750L+0.7505+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 R,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 per2012 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 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary °(0'.;s4s sWs7fo) Max fb/Fb Ratio = 0.736 1 + + D(0.}5 .L••.• a �' fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi =-f 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 R, 1.75x14 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 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 ns Printed:26 MHP2�a a 29PM Iniiii,Wrike , Y '� , �,, € &0$ a • „ ' a a;• Lic.#: KW-06002997 Licensee:c.t.engineering Design Summary Max fb/Fb Ratio = 0.681; 1 . .pi, r�.„ W 574,501 fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Millint111111111 Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.502: 1 2 A N:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 5, 4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 ilif?. . ri!pa'1t ©esi{gii p.4 �' 7 '%l ..• ... IIS 04100 12 414k T CIti 1 dale 2010SCE 7 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=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary D 0 0801 Max fb/Fb Ratio = 0.578: 1 fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi 4 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.401: 1 A A N:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.2508 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 0.020 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 Wo. of S16ii B 5 (Typ g .,.._ "4*... k,-7.7 amu. r2b*14CtS i 2 CC X13 lSCE Z40., BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary .,, > Max fb/Fb Ratio = 0.109. 1 fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Ile".4-iiialliar: MP Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 A A N: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 Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147>360 Total Defl Ratio 9430 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2014,4.29PM Multlple Simple Beam 1 QM-40514 1.En r'i1405114.t23 E1tEEtgl[1.C, NC-..1383-2f11!,Byiftie_1d1:23,0 814.123 Lic #:KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.6 Calculations per 2012 NDS,IBC 2012,CBC 2013,,ASCE 7.40 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 wA`6 m, , 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 ,a. ••gra Load Comb: +D+S+H • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.0 n,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843 >360 Total Defl Ratio 908 >180 Wood 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Desiqn Summary 6 , Max fb/Fb Ratio = 0.292: 1 fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psit . ... r Load Comb: +D+S+H • Max fv/FvRatio= 0.195: 1 A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.50 ft 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.012 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,ASCE7-10 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 x(0.2213 u0.590) Max fb/Fb Ratio = 0.277; 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H 0 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 re,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 MAR 2014,429PM MuItiJ Simply Bel e i fl114851 41EngfS14O517 t. fi .. ,- ,1.,... ,,, _.>,, ENERGALCx1NC1983-2014,BLicensee1..e.t.engineering Lic.#:KW-06002997 Wood Beam Design : B• .9 . Calculations per 2012 NOS,IBC2012,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 L(0.590) Max fb/Fb Ratio = 0.277. 1 ,y fb:Actual: 298.66 psi at 1.750 ft in Span#1 - -a 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 ft,4,10 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-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D(0.2213 L(0.590) Max fb/Fb Ratio = 0.372. 1a fb:Actual: 766.31 psi at 3.000 ft in Span#1 s, 4 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H ii Max fv/FvRatio= 0.295: 1 A A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft, 1.75,14 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-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D(02213 L(0.590) Max fb/Fb Ratio = 0.198: 1 fb:Actual: 431.05 psi at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H ss Max fv/FvRatio= 0.175: 1 A . A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2014,4 29PM Q'114051# 1 1t051T-4 ultlsle Simple Elft[1vALC,ItiC #983 2fl1�4,Bv :fi,14#2 ;"Ue€S#4 '; tic.#:KW-06002997 Licensee:c.t.engineering Wood Beata Design;; B.12 Calculations per 2012 NDS,IBC 2012 CBC2013,',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 D(0.210)L(0.560) Max fb/Fb Ratio = 0.736; 1 �'"" fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 - s Fb:Allowable: 2,379.75 psi '4;„ Load Comb: +D+L+H 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 6.0 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 MAR 2014,4.28PM MfIijp1e Simpie.Beam _.__7. r; 0aa4U51r 4 ns1T- 8 ,, ENERCALC,INC 1983-20.14.,Bi, 5:14.123,r verb 14 4 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Desiqn Summary 88:9x°169ii8; Max fb/Fb Ratio = 0.422: 1 fb:Actual: 962.10 psi at 4.250 ft in Span*1 ; Fb:Allowable: 2,280.40 psi 3 Load Comb: +D+L+H __ Max fv/FvRatio= 0.310: 1 A fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft,3.5,14 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634; 1 D(0 180)L(0.480) fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Fb:Allowable: 2,313.03 psi Load Comb: +D+L+H n „,;` . -NI -7, - � : .. .,,, ' Max fv/FvRatio= 0.350: 1 20.250 n, 5 12518 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Desiqn Summary Dj30Y5 85:1%7 Max fb/Fb Ratio = 0.893; 1a ', fb:Actual: 876.94 psi at 4.375 ft in Span#1 • 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 6.750 ft, 4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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 Printed 26 MAP 2314,4.28PM . 11 '- 2t,11d#5Mui#Ipl "Simple BeamENERC INC 1983-20U Bud,-.6.14L3VecSA41_23 „_ Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.16 Calculations per 2012 NOS,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-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771 : 1 OR>c. '-15SI3% fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi r Load Comb: +D+L+H • • 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 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 psi Fc-PrIl 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 0.1238 L 0.330 _ Max fb/Fb Ratio = 0.312. 1 �: fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi "--',r"' Load Comb: +D+L+H Max fv/FvRatio= 0.241 : 1 A A 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 W E 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.1 s 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fe-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 �� fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H A = 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,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 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 Pinted:26 MAR 2014,428PM File f}114051T 11En 14fl51T-"tEC£r UnlIAe Simple.Bltt e ' " rac .� _.. , � � ..., ,.. '_ � „_-_-ENERisA1..C,t -1943-2014„Bu .8'141 23;w�s'}4.'t� .. Lic.#.KW-06002997 Licensee.c.t.engineering Woad 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-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, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.5932 1 D(0.05250)S(0.08750) fb:Actual: 791.49 psi at 5.375 ft in Span#1 e ;,,t• Fb:Allowable: 1,334.07 psi Load Comb: +D+S+H Max fv/FvRatio= 0.192: 1 A A 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: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 s ., � ^, ,_ Pr�t� 5 MAR 2014,9:51AM Fde fl 840517 1t gt114051T 1 E 8 , U,77ipe Sit1 p e earn E.e ._s ENERGALC INC_ 983 201 a :8.141. ;Vers 14 Ai3 Lic.#:KW-06002997 Licensee c.t.engineering Description : PLAN 5.9 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-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 klft,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#1 - Fb:Allowable: 1,013.55 psi ' Load Comb: +D+S+H Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.506, 2-2x6 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 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=23.0 ft Design Summary D 0.3450 S 0.5750 Max fb/Fb Ratio = 0.934: 1 _a fir twq:, �i, fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psi • • Load Comb: +D+S+H A 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 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 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-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 klft,Trib=5.0 ft Point: D=1.010, S=1.680 k @ 0.50 ft Design Summary 0001,..., 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 . Load Comb: +D+S+H 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 Li 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 Prated:6 MAR 20':4,9.51AM Mt i rple SimpleBe�rrn f .;;;,,,,,Z, i p1140s1T 1SEt)0,14O51T 1.E08 __ ENERt 1C,8$C_,1983-2014,Buad 6.14"1 23,ver 614':1,23 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : Header RB.17.B Calculations per 2012 MDS,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=1.50k@0.50ft Design Summary DEO.m,..w, Max fb/Fb Ratio = 0.556; 1 0(0.0750 S(0.1250) fb:Actual: 648.22 psi at 1.488 ft in Span#1 Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H Max fv/FvRatio= 0.254: 1 A 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) 2 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 Defl Ratio 1774 >360 Total Defl 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 Prlied 6 MAR 2O'4s 22A.M fsa�`5gr Fife D i14051T 1iEo 14O51T 1.E Multi Slmpl- 8i[il , ENERCALC,INC 198g12G14 Buid;t14123, A41i3'_ 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 1-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.1425 L(0.380) Max fb/Fb Ratio = 0.823; 1 fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi Load Comb: +D+L+H 11111A Max fv/FvRatio= 0A03: 1 fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S IN E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888 >180 TJI JOISTS and RAFTERS i ........................................L Code Code Code 1 Code 1 Suggest Suggest Suggest Lpick Lpick Lpick.i Lpick Joist b 1 d §_p.a.1 LL DL L M max[V max 1 El L fb L fir L TL240 L LL360 L max TL defl. 1 LL defl. 1-I L TL360 L LL480 L max TL defl.TL defl.LL defl.1LL defl. 4 4 sizelgrade •..#dth.Sir2...)1dep.th(i.n.).. In:.)_lief) Jpsf) _...(ft-lbs) 1 (psi) 1 (psI). .._T.) jft.) ..._(1). (ft) (ft.) Pl...) .4 gri.).. t I o.) .(ft..)_. (ft.) ...(ip.). ratio 21_1 ratio 9.5"TJI 110 1.751 9.5 19.21_ 40 15 2380 12201 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.661 0.48 1 13.31 13.45 13.31 0.44 360 0.321 495 9.5'.TJI 110 1.751 9.5 16 40 123 5 80 12201 1.40E+081 16.11 33176. s5 , o2 5I 14.14 14.29 14.14 0.4 360 0.341 495 119 in 173 0• .721 4.. • 4 9.5"TJI 110 1.751 9.5 12 40 15 2380 1220) 1.40E+081 18.61 44.36 17.82 17.31 17.31 0.791 0.58, I 15.57 15.73 15.57 0.52 360 0.381 495 9.5"TJI 110 1.75i 9.5 9.6 40 15r 2380 12201 1.40E+08.1 20.80 55A5 19.19 18.64 18.64, 0.85!, 0.62 L.I. 16.77 16.94 16.77..--.T.86-...iiii.- igi.1-4i6. 9.5"TJI 110! 1.751 9.5 19.2,1 40 10!-- 2500) 1220 1,57E+081 15.81! 30.50 16.34 15.37 15.371 0.641 0.511 1 14.271 13.97 1397 044! 384 035 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 18.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110.1 1.75! 9.5 121_ 40 101.. 2500 1220 1.57E+08; 20.001 48.80 19.11 17.98 17.98 0.751 0.601_1, 16.69 16.34 16.34 0.511 384 0.411 480 9.5"TJI 1101 1.751 9.5 9.6) 40 10 2500 1220 1.57E+081 22.361 61.00 20.58 19.37 19.37 0.811 0.651 .1. 17.98 17.60 17.60 0.551_ 384 0.441 480 I 1 I I ..? r I 4 L ' 1.. i I ...; ... 9.5"TJI 2101 2.06251 9.5 19.21 401 101 3000 1330 1.87E+081 17.32f 33.25 17.32 16.301 16.301 0.681 0.541-I 15.13 14.81 14.81 0.461 384 0.37, 480 9.5"TJI 210 2.0625 9.5 16, 40. 10 3000, 1330 1.87E+08 18.97 39.90 1840 17.32. 17.32. 0.72. 0.58 , 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.5 121 401 101 30001 1330 1.87E+08 21.91 5320 20.26 19.061 19.081 0.79 0.641 1 17.70 17.32 17.32 0.54 384 0.431 480 9.5"TJI 210 2.0625195 951 40 101i: 3000[ 1330 157E+08 2449 6650 21821 20531 2053 0.86 i 0.681 I 1956 1856 1866 0581 384 0471, 480 , 1 i . _,. 4 4- 9.5"TJI 2301 2.31251 9.5 19.21 401 101 3330' 1330 2.06E+08 18.25i 33.25 17.89 16.83) 16.83' 0.70 0.561-T 15.63, 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 23125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 1901. 1759 1759 0.75 0.60 16.60 16/5 16.25 051 384 041 480 9.FTJI 2301 2.31251 9.5 12! 401 10-,.. 3330 1330 2.06E+08 23581 53.20 20.92 19.691 19.691 0.821 0.661 1. 18.28 17.89 17.89 0.56 384 0.45- 480 9.5"TJI 2301 2.31251 9.5 9.61 401 10L 3330 1330 2.06E+08 25.811. 66.50 22.54 21.21i 21.211 0.881 0.7 ir I 19.69 19.27 19.27 0.60 384 0.481 480 ------- 4 .._.-------........_...........1_______1........._.._. ....__._1_....._._1_...........L._................_._................ .............._........_.1.___......_........ ._____...... ._.1.........._._. .1 T1. ......................._..._........._....._._....... 11.875"TJI 1101 1.751 11.97-5- -19.21 .... 101 3160 1560 2.67E+08 17.781 39.00 19.50 18.351 17.781 0.671-----6:8-4r i 17.04) --...16.67 16.67 0.52! 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 1947 46,80 2072 1950 1947 0.81 0,6518.10 17.72 17.72 0.55 384 044 480 , 11.875"TJI 1101 1.751 11.875 121 401 10 L 31601 1560 2.67E+081 22.49 62.40 22.81 21.461 21.46 0.891 0.72 19.931 19.50 19.50 0.61 384 0.49: 480 . 11.875"TJ1 1101 1.751 11.875 9.61 401 101 31601. 1560 2.67E+081. 25.14 7850 24.57 23.12 23.12 0.961 0.77 21.46 21.01 21.01 0.66 384 0.53: 480 .... 11.875"TJI 2101 2.06251 11.875 19.21 401 101 37951 1655 3.15E+081 19A8) 41.38 20.61 19.39 19.39 0.811 0.65 18.00 17.62 17.62 0.55 384 0.44; 480 - 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21,34 49.65 21.90 2061. 20.61 0.86 059 19.13 18.72 18.72 059 384 047 480 11.875"TJI 2101 2.06251 11.875 121 40! 101 37951 16551 3.15E+081 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0.641 384 384 0.521...... 480 11.875"TJI 210 2.06251 11.875 9.6, 40 101 37951I 16551 3.15E+081 27.55 82.75 25.96 24.43 24.43 1.021 0.814 22.68 22.20 22.20 0.69 384 0.551 480 1 , • . • 1'- 11.875"TJI 2301 2.31251 11.875 19.2 401 101- 4215,I 16551 3.47E+08 20.531 41.38 21.28 20.031 20.03 0.83: 0.671 18.59 18.20 18.20 0.57; 384 0A51 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 1934. 0.60 384 0,48 480 11.875"TJI 2301 2.31251 11.875 121 401 101 42151 1655 3.47E+08 25571 66.20 24.89 23.421 23.421 0.98 0.781 21.74' 21.28 21.28 0.671 384 0.53! 480 11.875"TJI 2301 2.31251 11.875 9.61 401 101 4215' 1655 3A7E+081 29.031 82.75 26.81 25.23 2513 1 .05 0.841,i 23.42 22.93 22.93 0.72 384 0.571 480 ....-1 -' 1 f I- 1 r 1 I- "I -1-. I-4- I i I 1 1- 1-. -I-- 1 , - 4 11.875'.RFPI 4001 2.06251 11.875 19.21 401 10, 43151 1480 3.30E+08 20.771 37.00 20.93 19.691- 19.691 0.82' 0.661 1 18.28 17.89 17.89 0.561 384 0.45! 480 .., ' 11.875"RFPI 400 25625 11.875 16 40 10 4315. 1480 3.30E+08 22.76 4440 22.24 2053. 20.93 0.87. 0.70 1943 1951 1901. 0.59 384 048 480 , , 11.875"RFPI 400 2.0625! 11.875 121 40', 10! 43151 14801 3.30E+081 26.28 59.20 24.48 23.03, 23,031 0.961 0.77 I 21.38' 20.93 20.93 0.651_ 38 . 0521 480 11.875"RFPI 4001 2.0625i 11.875 9.6 40 10 4315 14801 3.30E+08) 29.38 74.00 26.37 24.81 24.811 1.031 0.831 1 23.031 22.54 22.54 0.701 384! 0.561 480 • Page 1 D+L+S CT#14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+S c 0.801Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 _ NDS 3.9.2 Max.Walt duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Loa c=1.0 Load @ Plato Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb hi/ in. In. in. ft. pti put pit. (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 515,42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 988 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.85 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 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 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3805 3287.1 1.00 1.15 1.3-1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2081.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875,438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5,5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek LOAD CASE (12-13) (BASED ON 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 Bucklinh,Factor D+L+W -- c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Cpm Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.8.2 Max.Waliduration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load Plat'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. pit put plf (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 28.4 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 0.588 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 1,200,000 1,368 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 , 9 30.9 1140 8.46 0.9998. 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.08 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 870 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 248.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03, 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 640 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 -'_1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 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 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13, 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 _ 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 OFF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 _1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 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 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1484.89 940.30 531.23 0.58 152.58 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 1089.25 808.08 531.23 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 1285 1296.30 884.69 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1,00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 1991866 0.979 SPF#2 1.5 5.5 18 19 41.5 660 9.71 0.9941 3287.1 1,60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40' 233.80 106.87 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 96,97 0.44 927.02 0.796 Page 2 D+L+W*.5S CT#14051-4015.2 Twin Creek LOAD CASE (12-14) (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•_Factor D+L+W+812 c 0_80(Constant)> Section 3.7.1.5 _ _ Cr _ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp, Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max,Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c Po lb/ in. In. in. ft. pit pst Of (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 785 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 0.874 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 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 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 1.801.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 988 449.95 395.22 303,49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2759.1 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 0.85 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 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 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0,3593 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 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 1203.70 946.77 508.18 0.53 148.34 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###N## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3_1,10 1.15 Mal 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 41.5 800 9.71 0.9901 3132.4 1,60 {1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 Page 3 D+L+S+.SW CT#14051-4015.2 Twin Creek I LOAD CASE 1 (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2 c 0.80.(Constant)> Section 3.7.1.5 ...__-_ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf b Cf c 1997 NDS Cb (Varies) > Section 2.3.10 Bending Corn.. Size Size Re.. Cd b Cb Cd Fc E..3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc (c fc/F'c fb fb/ in. in. in. ft. pit psf plf (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 28.4 1335 4.855 0.9935 1993.4 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 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 1,366 506 966 378.09 340.90 246.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 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 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud , 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 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 1,386 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 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 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.601.15 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 28.1 2630 4.065 0.8969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.86 90.341 0.257 H-F#2 1.5 5.5 16 7.7063 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 ' 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 0.082 SPF#2 1.5 5.5 18 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 18.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 OFF 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 1.601.15 1.3 1.10 1.15 875 ' 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 4 D+L+S+.7E CT#14051-4015.2 Twin Creek I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ka 1.00 Design Buckling Factor D+L+S+El1.4 _. c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1987 NDS Cb (Vales) > 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 Laid Vert.Load Hor.Load e..1.0 Load g Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb 8r/ in. in. in. rt. plf 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 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 515.42 441.22 359.37 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 1,368 506 968, 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 , 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.83 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 1,366 506 986 449.95 395.22 311.11 0.79 158.68 0.376 I+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 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 449.95 395.22 342.88 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 OFF Stud 1.5 3.5 18 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 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85, 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 288.57 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 1,366 531 875.438 449.95 388.13 307.30 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 2670 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 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 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 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 1011.45 837.57 506.18 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 1644.5 1203.70 946.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 18 '7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 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 58.10 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 0.62 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 H-F#2 1.5 5.5 18 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 1844.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 5 C T E N G I N E E R I N G Suit Nickerson St. Suite 302 JF E N C�(y y� Seattle,WA Project: ,1.{L F Q 11 •✓ 98109Date: ao6)285-4512 Client: ) f) k4)4' .+. i 4QS Page Number: SAX: (206)285-0618 ...1N1 - PW5't.4111") Ate'". a t- - ' t t ►, .. ci4tex 3 ` ?o. G alkss ASit 2 C ; �- . .. - . 7-3p itir ... ..� 3...sa .. t tA.71 .... '' 179 t i. - . . i, t t 30 Q . , U P;I?"e . N�.Y '= 166'P (141-1,,Y‘� = .' z- --" /8'*` jr.rt„ Y J 14. i VVV £ _ ^ a 2,3:3t..: 15/.( • ` Structural Engineers . 180 Nickerson$t. r Suite 302 Seattle,WA / 9S109 /^ Project: .~n i _ -_ .. Date: (206)28S-3512 PAX: C ent: Page Number: (206)285-0618 . VISIL A PI" M OA ( 1 °4? 4` A `,. Kok' N;`)0-5 4--. g) ----":124;* Vis. i) s , 3 ftik- ‘ W2--- (41716) --':' 'VS_..,.___ . ....... I f I z t 2 AV 014 *t T, SMV ..--- , *Az. .-- IA- 170 tot= gr#004,15)-1-10c3 iir.-- .. e( 9, ;,,i .u4F . . .15Y( 5 _ 4. e0c.., .. .. asre , ,. ..'' ' e- 4 ip.o;... q3a. 4- zni2 4-- b . y )1"-----1 1,19PP frY, -- ..°F, ---- 2. lb( 3e Seere- r16. , Structural Engineers Design Maps Summary Report Page 1 of 1 ZUSGS 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 x. iib I S&€111tH _ 1 e - x ', °� Milwatlkie "^ Y- f '"i S• 3 X" 3 2 ! S� „,,,,i-,),,--,,x,,,,,,-,...,,'...-f-,,:.,,,,-:;:-.,:',4,1;iiki),:;,,., 0: ,:;,_, 0 72,--"4":1, ,,:kp,::;,,,,,i. ;i'h � �, � � ,:, rJ /ice , s; : C.a M l I C Vest �. , J :: 014.44....t USGS-Provided Output S5 = 0.972 g SMS = 1.080 g Sr* = 0.720 g S1 = 0.423 g SMS = 0.667 g SD,. ''.--- 0.972 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. oo Mc R Resp e Spear m Design Response spectrum . � , 0,72, OSA 0,11 0.88 a.77 0. {t. c 3A 0,77 :ss i' 4 a.4ta ill f6.+t8.: 0.32 0,33 #,3t 00 o.az e a . 433 0 00 000 tt, k 0*0 O. RI Q_£4 033 1. 1-20d.t t 0 I. 3 A, 040 i1. # td> 1• l'201*40 3,4U1. 9 . P.r 1 C iR fi x+ec} 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 S1= 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://qeohazards.usgs.qovklesiqnmaps/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= F.*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMS= F,,*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SMI Sol= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 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 = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) la= 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=SDI/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TL)/(1-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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) Ew; *h;k Vi DESIGN Vi Roof - 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F; E F, w; E w, FPX = EF; *w, 0.4*SDs*IE*WP 0.2*SDs*IE*wP LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. F. 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 48.0ft. V u/t. Wind Speed 3 sec.Gust=` 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec Gust= ;, 93 .- 93 mph (EQ 16-33) Exposure= B? B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30A= 28.8 28.6 psf Figure 28.6-1 PS30 a= 4.6 `' 4:6 psf Figure 28.6-1 Ps3oc= 20.7 20.7 psf Figure 28.6-1 PS30 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) X*Ka*I 1 1 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS A and C average= 24.7 24.7 psf (LRFD) Ps 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 Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-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) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(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 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(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 tsheathin9 = 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 sallowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) __I 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 ' 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall 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 U.„., OTM Row Unet Unum U.rn HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 416= 15.0 '46.0 1.00 0.15 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 0.150.66 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 r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 EVwind 7.93 EVE0 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueum OTM RD-HA Unet Usum Unum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 29.0 46.0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 - 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0f 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15'_ 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 >' `0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0_= 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EVi,,.fnd 12.39 EVEQ 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation 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 perSDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Us„R, OTM RoTM Unet Ueten User, HD (soft) (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 0.005 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 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 4.7f 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 EV„,,,d 9.52 EVEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-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 pt= 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 eft C o w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Unum 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 6.50 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.'1 0.00 0.00 0.00 0.00 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 5.15 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 0 0.0 0.0 1.6 0.00 0.00 0.00 0.00 0.00 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 • • 8 10 6 0.0 60 0. .3• •00 0. 0 0.06 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 - I 3,0 0.6 1.0. 1.00` 0.+0 0.0J .00 0.60 1.0 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 117.1 2.4 20.5 1:00 0.15 0.37 0.89 0.19 0.62 1.6` 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 1.65 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 r• T- ` 9-91 0 11 On f 5 0. 6 .4` 6 16 0 '.5 1.0t 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 - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0_,' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0,0 >0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.7 48.7 =L eff. 5.35 9.52 2.82 3.88 EVwind 14.87 EV Eo 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 i -► v hdr eq= 63.4 plf 0- A A H head= A v hdr w= 155.7 plf 1 u Fdragl eq= 183 F2 eq= 166 • Fdragl w= 8 F2 -408 H pier= v1 eq= 127.9 plf v3 eq= 127.9 plf P6TN E.Q. 50 v1 w= 313.8 plf v3 w= 313.8 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 v 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 • v 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 ► ► Hpier/L1= 1.76 ► Hpier/L3= 1.94 L total= 10.9 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 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 •H head= A v hdr w= 143.1 plf 1 v Fdragl eq= 160 F2 eq= 160 Fdragl w= •4 F2 -394 H pier= v1 eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. 5,0 v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 ♦ 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 3.0EQ Wind v sill w= 143.1 plf P6TN feet... OTM 4987 12238 R OTM 3379 4061 IF 1r UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L1= 2.0 L2= 5.5 L3= 2.0 Htotal/L= 0.95 4 ► 4 104 ► 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 A H head= A v hdr w= 147.8 plf 1 Y Fdragl eq= 196 F2 eq= 196 Fdragl w= =0 F2 -480 H pier= vl 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 v Fdrag3 eq= .• F4 e.- 196 feet . Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 plf P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 • • UPLIFT 118 863 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 0•4 ► Hpier/L1= 2.00 P. 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 p/f 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 plf 1 Y Fdragl eq= 226 F2 eq= 199 Fdragl w= -.1 F2 --459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 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 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 Of V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1' pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds v hdr eq= 62.2 plf A H head= A v hdr w= 143.5 plf 1 v Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 -543 H pier= vl eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0 vl w= 360.8 plf v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 e.- 236 feet • Fdrag3 w= 1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 .., 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 ► A 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 plf 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 ► v hdr eq= 89.3 plf i H head= A v hdr w= 203.5 plf 1 V Fdragi eq= 327 F2 eq= 327 A Fdragl w= •6 F2 -746 H pier= v1 eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 3.0 v1 w= 576.5 pif v3 w= 576.5 Of 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 Of P6 feet OTM 7082 16141 R OTM 4805 5777 v v UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 2.0L2= 7:3 L3= 2.0 Htotal/L= 0.62 Hpier/L1= 1.50 ► Hpier/L3= 1.50 L total= 11.3 feet APA r r �� Topics ,4 nic • TT-700F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—The Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/21: EQ= 810#< EQ (ALLOW)= 1031# WIND= 1260#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable D- gn Val. -s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart•'fl(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 s 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1 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 jack-stud strap 1' 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening ? l y _ opposite side of sheathing ppg- Pony " 1 wall height . -. •- 1 Fasten top plate to header 1 with two rows of 16d 'jy s sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' r ag galvanized box nails at 3"grid pattern as shown panel sheathing max -1 ',. total •• Header to jack-stud strap per wind design. y wall •r Min 1000 lbf on both sides of opening opposite heightside of sheathing. If needed,panel splice edges •„ i.I. 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 ;;^i' height . 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. r . in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. 4 Min length of panel per table 1 Typical portal frame ` \ construction l Min(2)3500 lb strap-type hold-downs �, (embedded into concrete and nailed into framing) ! r Min double 2x4 post(king and jack stud).Number of Min reinforcingof foundation,one#4 bar i i jack studs per IRC tables '�` `�` R502.5(1)&(2). € top and bottom of footing.Lap bars 15"min. tHi ft f A' t. u, . Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 02014 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,Mininnun 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 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:het Form No.TT-100F p@apawood.org 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 snake any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—The Engineered Wood Assoc talion 180 Nickerson St. CT ENGINEERING �Q Suite 302 7.7�'n 1/ (� -7�I 16. Adire---UW- �j ©+ SeatNc,WA Protect: �v" + ►N�l �)t+v'�"" Date: %t/��7, I , (:06)285-4512 T✓� 2,5 e�+ S5 v4� � � Page Number. (206)285-0618 V10 6'f? 61013 1, , ` X C6`` )2" k ` ( Apri)77nw?Ap Pif°11)) (5 ((. WL.-3)(10,) V = (40:1) 0,0 ( ())C,? (iaa , e .— '4 o8 b°1 - q;, (es 11 Got' c{ _ 5( f X L& r13, )/(2) -- ��.- ©,;66Lu 11/14,1 , )12_. °14-4- 1"D'/., 5 t1 BAIL ,�QvIYs aV„ Pa c�= 0, oe M _ 1 .° Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 • t Table 2.2A Uplift Connection Loads from Wind i ,; , , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . r 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assemblyi,z,s,4,sa,7 Design Dead Load Roof Span(ft) Unit Connection Loads(pif) 12. _ 118 128 140 164 190 219 249 281. 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 O psfe 36 272 298 324 380 441 505 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 m . 60 428 468 509 598 693 796 906 1022 1146 1345 m . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 —+ 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 #f' 20 psf 36 32 58 84 140 201 266 336 410 489 616 -404,.1 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. • • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings . located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. a 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 Multiplier { 1.00 1 1.33 I 1.60 + 2.00 ( 4.00 '! • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or ' 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 si*, iS':�1 header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. f .. ` ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. c :s � a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. it 3_`K4. {s,i:'.0k. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 t//��/ �/ / INC. I ,f�� Seattle,WA Project: 1Y1 ICkL 5)1UC i L ACJ• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \)0 01VR.1- - 14 ,0 7) i /o MP ( uey ip, E. 1-I„ „.73 r ,,, I ,► o -rei. 2� 0Coc A ) QCs ),--r--- 1 , 36 T. 74.",, a EVIA 'Pe i/(eiH .. t) -•-• 6-0.0- 2' 0,6)(0;-)- (0,6) ----= )5v .4". br—. .. f----._ _14_,T-. 455 . i u : r/?. con n 4G i s 2Y i014,Am0 0. ` K- - C c 0 17--6( (2)- i2` U= ( 4)(2) (1,e;. 0.0 z - „----61dL Pw o 1-4-7- (1-6-y 1-0/z)(0.-1-5 (0,� � = 4-11 Vb - - -j - -& 41 e -f-41,ce- -0 ,1,5(L_ ' tc- rt, (5Y 7ems) --, - e3,1,-A, Dv,,,,,,,, ,,--- . Structural Engineers TRUSS TO WALL CONNECTION ',i,i Vigil til`' #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 0'1111 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 401 ,v, 1 H2.5A (5) 0.131' X 2.5" (5) 0.131" X 2.5" 5,',:, noii 1 SDWC15600 - - ll 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" Info lilt 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131' X 2.5" EA. Ill/ii 2.'11 2 (2)SDWC15600 - - hl1) 2.v) 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. z s � 0.131' X 3" TOENAIL I ' AT 6" O.C. _ - -0 ---0--- \ H2.5A & SDWC15600 STY,F COMMON/GIRDER TRUSS -_F- PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION '-')PF VAI-Ur, #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI Fi PLIES 'I.I- --- 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 1011 '05 1 H2.5A (5) 0.131' X 2.5" (5)0.131" X 2.5' 555 I 110 1 SDWC15600 - - AP,', 11 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5 10/0 TOO 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131" X 2.5" EA. iom 7 r1 2 (2)SDWC15600 - - :1,711 7.SU 3 (3)SDWC15600 - - 1.1',', ,,i') ADD A35 ®48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND Bd AT 6" Q.C. . SDWC STYLE CONNECTIONS 2X VENTED BLK'G. • lit H2.5A Sc SDWC15600 STY,F i COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4 "= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ PL 14-90 3-31-14 J5 MAIN 9:04am „'"` R O S E B U R G 1of1 CS Beam4.605 kmBeamEogme 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 1T T / 14 8 0 14 0 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#(252p1f) 106#(66p1f) 2 1130#(706plf) 339#(212p1f) 3 387#(242p1f) 98#(61p1f) 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" U644 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 trademar s of their resile ive owners KAMI L.H ENDE RSON M..,..,,. EWP MANAGER StrOfl. 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 OSW EGO,OREGON design must be reviewed by a qualified designer or design professional as required far approval.This design assumes product installation according to the manufacturer's specifications. 5503-479-3317 M15-52 2-16-15 r::',41 Roseburg MAIN 3:52pm ,.,.°` A.Forest Pixxlucts('ompa i J6 I of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 fi} T` / 14 0 0 / 14 8 0 / 9 ° 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 pit) 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 StarongTie Copyright(C)2013 by Simpson Strong-Te 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