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Specifications (13)
MST 2.617- O©o©Lit6,61A 1;-(r, RECEIVED CT ENGINEERING SEP 1 2016 stn.,--ural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF TIGARD 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations 4', DG,NRO 41River Terrace r1jefr, .. •soPlan 4 . Elevation A463y(RE I.► � Tigard, OR ,pfS 4_2 '��`�� �6 0111 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(U LT); 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: (Note- Dual reference for Plan 3 also includes Plan 3713) 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# 14189 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 19 0 S9.1 I- +�2 2x10 HDR♦ +(2 2x10 HDR+ RB.al RB.a2 D L J t J j i 16 \ L 16 � U e59 .1 kn Iv o tet ]Qb b ...\ Q DEI EI P m w al -Irn I�m • (ten c6 al zi i c4 crL - 20 S9.1 - ii ENHANCED ELEV. 122'x30 I I ATTIC I !ACCESS I L- J D2 L J Ci • 4N 1 SCISSOR TRUSS i :1; : J 4:12 BOTTOM CHORD 4':.7::::%\ =� ig,..... /• €�I...'.:..�:r.' n �!`: :!•: : :: 3a1.: . (2)2x8 HDR .. . .... ...... v''16. I `\ RB.a 5 J RB.a4&BLE�END C`RUSS 19 Ak LS9.1 `\ CONNECT TO ROOF FRAMING BELOW C:# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 8 S1.2 0 . L J \ L\s, / ---:f C- J r L. 1 /, � 1 3 O 1 11 e 0 rL e4110 9 I I J } (2) / d 01 wJ 0 CIO • e 7 .0 8 P6 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL 1 18 el 4:12) S6.1 STHD14 �� 1x14 OSB RIM B al .NE� STHD14 .:::. . moi" p 7;.-" , ,:::,:-T' — - — J -- m -- i 7X16 X'22'Big BE'M '� - SSP. NGJOIST SPACING HERE ON 'UP •• U O o' V: U- CO I- H i 0 {? 0 r i' ?i I • . FIXTURES ( AIL I I ABOVE • H STHD14 it I `/ : 4 OS" 40, `� r -;t 5,1 B � 1 ,....__ S D14 _-•.BLX.i .... • G N I cn E--- .li BIG 1 .. -O I ©` 1Y1 /G I/' • ' � 2)2x6 HD 0 I SIM. .. t • Cli x I II • II (410 I_-- 1.75"x14" _ _4 1 LVL FB !. a:.::_:::.::::::::.:. :• 4x4 POST i�- ___ TAIR I 1.75"x14" LVL FB 1\FRAMING/ 3 o 9 i 14' FLOOR TRUSSES=® 19.2" OtC:µ-TYP. ro I \t I o 1 " 1 B 6 m TOP OF (2) 2x8 FB r I 2) 8 Ft:. ' AT +34Yz" A.F.F. ;,1aM. 2x8 @ 16" O.C. 44-POST— ;:111111111111111101; SO RAISED PLATFORM 1 x, .0,• /Mtn FRAMING 2x ROOF r-- WALL TOP +34Yz" A.F.F. FRAMING A,+34Yz" 5 IIMMIL M., FACE OF GT AT 24" O.C. 1 ' \ I ;; GIRDER TRUSS 2x8 LEDGER \ I ;a • 1T51,81/14 TOP AT +341" A.F.F. _ 1 I �, _:�1. II II , o !> RS I I i cia I:I 1 ? I II FIXTURES ABOVE I�I� L ii 00 ;, �._..... „i= 111 ::!,,,, ti (, i '�os �.:-- B a13 ti = 1 75."x14.:.-LVL FB '- "N B.all GT ABOVE '- GT GT ABOVE , _ ,, _— 4x8 HDR MONO TRUSSES ` 1x14 OSB RIM MU HDW4B.a./ '1 I1 HDU4 --- CONNECTS TO ROOF -- A' p-� -�I 8 G FRAMINABOVE L---'- A:1-B.a14 nulr3--'j S12 P2 TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE LOWER LEVEL SHEARWALLS SEE SHEET A9 FOR PLAN 4A UPPER LEVEL FLOOR FRAMING WINDOW HEADER HEIGHTS. 1/4"-1.-0" ENGLISH REVIVAL 22.-0" ! i'-1012" 16'-3" J, 3'-10)12" s • • C--)t- STHD14 .STHD14 STHD14STHD14 Ni I /\ - 1 1 co n i1 n ' 1 a----��, 42/ 1$ fi - (\ 4 cS S6.1 14 ® I 14 S6.0 • p ■ 14 cc o * CONC. SLAB o J 1 v' ` VERIFY GARAGE SLAB HEIGHT - Mv • WITH GRADING PLAN In 14'-9" 3'-4" 3'-11" • ! I i All VARIES MIN. - + ` -3" FROM TOP OF �IM STEM WALL ENTIRE SIDE i' 5T1-1014 e C.PThDe i STHD14 e I I. I I- -1214" � �--{ 1---N--1 I •-1 FURNACE I3st aligns) 1 ABOVE / with rim I ,, 17 L ___ ,-PLUMBING 11 156.0 FIXTURE S6.0 e ABOVE *. i 8'-0" I-121/4"t• , I\-/J .I. rte• - . 1 a, trl L■ / S6.0 9)" I-JST ® 19.2" O.C. ■ - Via CONC. TYPICAL •v ,N PAHO SLAB o 'z I - SLOPE • ' IW IL ---1--T---------'t ■ -16"� 2" DN FINISHED FLOOR P.T. 4x4 POST J n I-14" AT +0'-0" It TYP. I � L. 40 ll ■ k 3 -9Y r ENTIRE SIDE � I 11 11. > ` io 0 0 ! M j 6 0 al r 10 v ® I 1® 56.0 _ • I 18"x24" SLOPE T I L- �:DN I 2x4 PONY WALL SPACE I 1 AT HIGH FDN. N-■ ACCESS 1-121/4"H-1._ (j : a-1 I I- i o i / L+J i -iiI T- - - - Ma 13'4" x 9)" LVL .i-- - ■ 1 3.-93/4 4 � 3 I _ 1 1 1 GO I 18"x18"x10" FTG. / 0 I I,�W/ (2) #4 EW "' ®i I I-1 TYP. U.N.O. I. •-H-1214"� II --1� I ` SIM. �-- 1 4- x 934" LVL --i --L J t 9'-33/4" r S6.D .a i 1 ? I 4418" FTG. EXTENSION, TYP. / I In 6,1 `O i 18"x18" FTG. EXTENSION - �S In' START FRMG. / S6.0 r- 6xB PT POST, ALIGN-- 1 1-1) S1 L ®SIM. 11 LW/ ABOVE 7 _ 'Ts- _ 1-r- a a L \\I'''''l • _ HDJ4 -IT —2x4 PONY WALL �' HDU4 �0 1®�I -5' �I ee WNW 8 I SIM. SIM. W) I In 51.2 e '4a cowAil -61/4" TOP OF SLAB eL SLOPE 114" -I I -121/4" TOP OF ��N[ L J STEM WALL .y M I • 4'-0" 3'-312" + 1 7-314" ! 1-5Y4" 4` ♦ CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Descriptiorr Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4A Timber Member Information ;ode Ref: NDS IBC11 RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 GT.al Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x8 2-2x4 LVL:3.500x14.000 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 9.250 9.250 3.500 3.500 7.250 3.500 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 310.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span DataII Span ft 4.50 4.50 5.50 3.50 3.00 3.00 13.00 Dead Load #/ft 390.00 390.00 60.00 60.00 390.00 60.00 390.00 Live Load #/ft' 650.00 650.00 100.00 100.00 650.00 100.00 650.00 Results Ratio= 0.6867 0.6867 0.8084 0.3274 0.4554 0.2405 0.8624 11 Mmax @ Center in-k 31.59 31.59 7.26 2.94 14.04 2.16 263.64 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 6.50 fb:Actual psi 738.4 738.4 1,185.3 480.0 534.2 352.7 2,305.9 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,173.0 1,466.3 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 84.0 84.0 56.3 33.6 64.6 27.7 170.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs, 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 @ Right End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 111 Center DL Defl in -0.014 -0.014 -0.089 -0.015 -0.006 -0.008 -0.202 UDefl Ratio 3,860.3 3,860.3 744.5 2,889.0 6,273.1 4,587.6 772.2 Center LL Defl in -0.023 -0.023 -0.148 -0.024 -0.010 -0.013 -0.337 UDefl Ratio 2,316.2 2,316.2 446.7 1,733.4 3,763.8 2,752.5 463.3 Center Total Defl in -0.037 -0.037 -0.236 -0.039 -0.015 -0.021 -0.539 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 6.500 UDefl Ratio 1,447.6 1,447.6 279.2 1,083.4 2,352.4 1,720.3 289.6 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 6:02PM, 29 OCT 14 Description: - Scope: SFR Lligs3.2oo3ENEACALCEnineerIngSoftware Timber Beam & Joist 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg Trusses_Plan 4A(1 of 2) Timber Member Information11 B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Datail Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 490.00 160.00 Live Load #/ft 650.00 100.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.6698 0.6523 0.0404 0.0335 0.7242 0.1410 0.3455 111 Mmax @ Center in-k 690.15 23.40 11.60 4.45 96.25 1.89 15.89 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 2,310.8 763.2 101.5 77.9 1,683.7 143.8 371.5 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 156.9 57.7 12.1 6.8 139.0 17.4 45.8 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _ReactionsIIII @ Left End DL lbs 5,280.00 270.00 281.25 135.00 775.23 60.00 568.75 LL lbs 8,662.50 705.56 750.00 360.00 2,061.82 150.00 945.00 Max.DL+LL lbs 13942.49 975.56 1,031.25 495.00 2,837.04 210.00 1,513.75 @ Right End DL lbs 5,280.00 265.00 281.25 135.00 769.77 60.00 568.75 LL lbs 8,662.50 694.44 750.00 360.00 2,048.18 150.00 945.00 Max.DL+LL lbs 13942.49 959.44 1,031.25 495.00 2,817.95 210.00 1,513.75 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.203 -0.010 -0.000 -0.000 -0.076 -0.001 -0.004 UDefl Ratio 975.2 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 9,845.3 Center LL Defl in -0.333 -0.025 -0.001 -0.001 -0.203 -0.003 -0.007 UDefl Ratio 594.4 2,129.0 44,519.5 51,051.4 651.4 12,232.5 5,925.4 Center Total Defl in -0.536 -0.035 -0.001 -0.001 -0.279 -0.004 -0.011 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 369.3 1,540.3 32,377.8 37,128.3 473.3 8,737.5 3,699.1 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description: Scope: SFR - Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T ' Description Floor Frmg_Trusses_Plan 4A(2 of 2) Timber Member Information erode Ref: NDS IBC B.a8 B.a9 B.a10 B.all B.a12 B.aL3 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Han Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Fir,No.2 Douglas Fr- Truss Joust- Larch,No.2 MacMillan, Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 Dead Load #/ft 160.00 160.00 160.00 160.00 60.00 490.00 Live Load #/ft 100.00 100.00 100.00 100.00 100.00 650.00 Start ft End ft Results Ratio= 0.6820 0.7052 0.1763 0.1478 0.1203 0.8885 Mmax @ Center in-k 51.33 32.44 8.11 6.80 4.96 151.87 @ X= ft 3.25 2.50 1.25 1.75 1.75 4.50 fb:Actual psi 799.9 758.2 189.6 158.9 161.8 2,656.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 72.9 81.4 22.4 19.6 18.3 256.2 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions0 @ Left End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 @ Right End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.032 -0.018 -0.001 -0.002 -0.002 -0.107 L/Defl Ratio 2,417.2 3,377.0 27,015.6 16,840.7 24,580.1 1,013.4 Center LL Defl in -0.052 -0.030 -0.002 -0.002 -0.003 -0.150 LJDefl Ratio 1,498.6 2,032.4 16,259.4 17,776.3 12,290.1 721.9 Center Total Defl in -0.084 -0.047 -0.003 -0.005 -0.005 -0.256 Location ft 3.250 2.500 1.250 1.750 1.750 4.500 LJDefl Ratio 925.1 1,268.8 10,150.4 8,647.9 8,193.4 421.6 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description : _ Scope: SFR LkRev: 580006 User: 2997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003a.2oo3 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information erode Ref: NDS IBC B.M 1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No _Center Span Data0 Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 _Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK ReactionsII @ Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 Deflections Ratio OK111 Center DL Defl in -0.027 UDefl Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS I 1 ___ 1 ___ ! _ 1 Code J Code I Code_ Suggest Suggest Suggest Lpick Lpick Lpick • Lpick 1- b width 1 d Spa.t LL DL I M max V max El L fb L fv L TL240 L LL3601 L max 1 TL deft. LL deft. • L TL360 L LL480 L max TL defl.;TL deft. LL deft.LL deft size&grade 1 (in)1 depth(in.) (in.) 1 (psf) (psf) 1 (ft lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) ; (ft.) 1 (ft.) (in.) ; (in.) (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio r i- 9.5"TJI 110f1 75! 9.5 19.2; 40 15 2380 1220; 1.40E+08 14.71 27.73 15.23; 14.8014 14.71L_ 0.661_ 0.48 13.31 13.45 13.31 0.44; 360 0.32 495 9.5"TJI 1101 1.751 9.51 161 40 15 2380 1220; 1.40E+08 16.11 33.27 16.19; 15.731 15.731 0.72 0.52 1 14.14 14.29 14.14 0.47; 360 0.34! 495 9.5"TJI 1 101 1.751 9.51 12! 40 15 2380 1220! 1.40E+08 18.61144.36 17.82! 17.311 17.311 0.79 0.58 15.57 15.73 15.57 0.52; 360 0.38 495 i 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 12201 1.40E+0 20 8 4 19.191_ 1 4 1 1 77 4 1 41 I 8 0 55. 58.6 8.64 0.85 0.62 6. 16.9 6.77 0.56 360 0. 495 9.5"TJI 1101 1.751 9.51 19.21 40 101 2500 12201 1.57E+08 15.811 30.50 16.341 15.37; 15.371 0.64 0.511 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 1.751 9.5 12 40 10 2500 1220: 1.57E+08 20.001 48.80 19.111 17.981 17.981 0.75! 0.60 16.69 16.34 16.34 0.511 384 0.41 480 9.5"TJI 110- -- --- - -- +9.5"TJI 110 1.75 9.5 9.61 40 10 2500 12201 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.81 0.65 17.98 17.60 17.60 0.551 384 0.44 480 1 1 9.5"TJI 210 2.06251 9.5 19.21 40 10, 3000 13301 1.87E+08 17.321 33.25 17.32; 16.301 16.301 0.681 0.54 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+0S 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 48C 9.5"TJI 2101 2.06251 9.5 121 40 101 3000 13301 1.87E+081 21.91 i 53.20 20.261 19.06' 19.061 0.791 0.64 1 17.70 17.32 17.32 0.541 384 0.431 480 9.5"TJI 210 2.06251 9.51 9.61 40 10 3000 1330; 1.87E+081 24.491 66.50 21.82 20. 53; 20.53; 0.86; 0.68 1 19.06 18.66 18.66 0.581 384 0.47 480 I 1 1 I 1 I 9.5"TJI 230 2.31251 9.51 19.21 40 10 3330 1330; 2.06E+08 18.251 33.25 17.89; 16.831 16.83; 0.701 0.561 1 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.5 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.921 19.69 19.691 0.821 0.66 18.28 17.89 17.89 0.561 384 .0.45 480 9.5"TJI 230 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.21 40 10 3160 1560' 2.67E+08 17.78 39.00 19.50. 18.35 17.781 0.67 0.54 17.04 16.67 16.67 0.52 384 0.42 480 r 11.875"TJI 1101 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 " 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.8751 12 40 10 3160 15601 2.67E+08 22.49 62.40 22.81; 21.46 21.46! 0.89 0.721 19.93 19.50 19.50 0.61 I 384 0.49 480 11.875"TJI 110 1.751 11.8751 9.6 40 10 3160 1560; 2.67E+08 25.14 78.00 24.57! 23.12 23.12! 0.96 0.77 21.46 21.01 21.01 0.66; 384 0.53 480 I 1 I ' 11.875"TJI 2101 2.06251 11.8751 19.21 40 10 3795 16551 3.15E+08 19.48 41.38 20.611 19.39] 19.39; 0.81 0.651 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 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12:__ 40 101 3795 1655;_3.15E+081. 24.641 66.20 24.101 22.68: 22.681. 0.95.1 0.761 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.0625; 11.875 9.61 40 10 3795 1655; 3.15E+081 27.551 82.75 25.961 24.431 24.431 1.021 0.81 22.68 22.20 22.20 0.691 384 0.55 480 11.875"TJI 230 2.31251 11.875, 19.21 40 10 4215 16551 3.47E+081 20.531 41.38 21.28; 20.031 20.03; 0.831 0.67 1 18.59 18.20 18.20 0.571 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 121 40 10 4215 16551 3.47E+08 25.971 66.20 24_894 23.42_ 23.421 0.981 0_78 21.74 21.28 21.28 0.671 384 0.53 480 11.875 TJI 230 2.3125 11 875 9.61 40 10 4215 1655 3.47E+08 29.03! 82.75 26.81: 25.231 25.231 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 11.875"RFPI 400 2.06251 11.8751 19.2 40 10 4315 14801 3.30E+08, 20.771 37.00 20.93; 19.691 19.69; 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11,875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"RFPI 2.06251 11.8751 431 1480! 3.30E+08 26.28 59.2 0.52 480 11.875"RFPI 400, 2.06251 11.8751 9.6, 40 10} 4315 1480'' 3.30E+08 29.38 74.00 26.37' 24.811 24.81' 11.03 0.831 23.03+ 22.54 22.54 0.701 384} 0.561 480 Page 1 • D+L+S CT#14189-Betahny Creek Falls 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 Buckling Factor D+L+8 c 0.80 Constant > Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(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©Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb fb/ ' In. in. In. ft. pit psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fciFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993,4 1.00 1.15 1.1 1,05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.32 1.00 0.00 0.000' H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 .2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1,05 1.15 675 425 725 1.200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30,9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449,95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.8 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 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 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 19.8 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15' 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0,3158 3287.1 1.00 1,15 1.3 1.10 1.15 875 425 1150 1,400.000 1,308 531 1454.75 1296.30 945,38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80_ 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80'(Constan1)> Section 3.7.1.5 T_ Cr _ KcE 0.30 Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <-1.0 Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in, In. In. ft. pit psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 ' 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 449.95 376.35 294.80 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 i 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05'1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 68##F#f# 0.971 i SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15' 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 A A A , D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+S/2 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 frg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb Vol in. In. in. ft. plt 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 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 ' 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30,9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8,13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1844.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 148.34 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 0.56 148.34 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 1,366 531 875.438 144.28 139.02 17.76 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls LOAD CASE (12-15) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 • Ke 1.00 Design Buckling Factor D+L+8+W/2 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 Is Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb ,Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. In. in. ft. plf psi 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 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 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 508` 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0,77 180.69 0,406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 4 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,386 506 968 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.436 378.09 336.17 245.08 0.73 223.76 0.468_ SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 4 425 725 1,200,000 1,386 531 875.438 449.95 388.13, 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.601.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 ' 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089' H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 4 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 78.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 4 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 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 0.64 483.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls 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 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 _ c 0.80(Constant)> Section 3.7.1.5 _ Cr _ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(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 a Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb lb/ In. In. in. R, ptf 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 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 , 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 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 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 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 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60_ 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1!1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 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 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 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 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 4051300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 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 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 18 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1088.25 850.16 531.23 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 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 /WEI ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 /- Project: 4-str - - _ (206)28,S-4512 FAX: Client: Page Number: (206)28S-0618 ay. KatP 04)(2,6k-is) -..-120 Latiet, 64/0(415- 366- 4/ML, loa 0 hop fAY- geapriti mg pa, ra, • .700, ) f150 V LO Z[N404v'15)-f--/Oc3 cric> le' S4 437 44. e ofc.. oct 2:40 ki- azs, Log-. 5c4,5 1—'1-47E1 =. 1.tiv 4 -, 3,543 ----F .= 2. 16' 3eSftf.r----(7py -7, flA • Structural Engineers V. -- 440/14 NMI 180Nickerson St. E N G I N E E R I N G Tune 302 Beattie,WA Project: I P F N A4-3 98109 Date: (za;) 285-4512 • Cheat: IM6 d� `,�te�LV4—,PVIPLCIL Page Number: FAX: (206)285-0618 atm3 cnv.+6)Po PEF Gym 11=, N)(7,5ri -7-- 7-7v i . ! vI,20 . ,rz.,e,2_ 614)(40i--) \ ---- . t:ss- , (Nt4Dos -:- 79-‘,L L1)v lot) i,lo5'0 + Z`-'_ i--1' PIF 3t41Y- w -1-47 119'1 tAAP6 -F12-5 ---.---- ,2-....7731..) ....,. i - --- L.,...--- „' ” ... . 1 t5 ' '.6.54' 45) J L K_ 2,4-' / )t (2 8 .0 3o' ' 5 IQ (e 4.) 1. 2--02 ---. i t. 4 . . 36 S. J2-. 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' 15477 .1,J 4 - -10 6s _ _� • • s _ "'(, •HX• :4-)1,..., x w 7P o, L bl _ ' o,�-z � Ii�� - _ . --. • • •v� i _ 1 ii . j i 1 t ;-'7-'7-; • , i ; . :: . ._...-_...i..„ ,....; i i__,;‘,_ ,...j„ ! .! ' ! 2 ii • CID—;- 1' 104). 4*: : 1 - 1 ' • ; I 0 • kiV.' . .2. i , , ! -: : -,7i Q ' i .;/(.17---3(0 i • 1 , i .., ,-ivtimyi ......1.1_ ,. : r ; 1 I ... ._ ,, r • 1, ; - , ! y! : : i : , 24 ' '-: ,. , , .,. i • , i : . f _ .Tr .. -,}` - , ,. : t- I 4 4 �.. ice.1._j -- - 646 /-,CJ. ',.- - R. , . 1 4 • /67q(, e/f,• !I F !2: 1341'6 Ct • , !til- �_- . a i : _ . :011,- . . , gfr,),,,,. „it, _5i/1_1:c_ Structural Engineers ((,_eLd 'VV 4---, .?� 6,¢ 3 '57 't Design Maps Summary Report Page 1 of 1 IIISGS 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 1- 12 - B averton s r t3fl't} id31" M' 4 ',. ,,,, ,.,:- "'• 1..,44,,,o,,,,,,,,,,,,,,,r, , ilwaukio ' 0 A c iilip ..,,a r f - - - Lake Oswego .., 1 Schoiax ": ra O R 1:::,!!'r,:,4*,,,,; o; 0 King City ._.. D •horn a' ° ': • AMERICA E 14 :,, T =latink. 4 t @201 Mapt u; ...•" Maps �trt USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SDi = 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. NICER Response Spectrum Design Response Spectrum 0.29 1.10 0,20 0.12 0,72 0:22 0,c4 o:77 0.56 0 0. a 0.40 F 0.44 0.22 0 24 0;24 0.22 0.14 0.11 0.02 0 00 900 0.00 0.20 0.40 0.60 0.20 1.0 3 1.20 1.40 1. 0 1.20 2-00 0.00 0.20 0.40 0.40 0.20 1.00 1.20 1.40 1.4.0 1.20 2.00 Period.T(vac) Period.T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&Iatit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14189: Plan 4A 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= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude = Varies N Longitude = Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.qov/research/hazmaps/ httpa/earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMi= Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - -- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 - 2012 IBC EQUIV.LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189: Plan 4A SDS= 0.78 h„ = 19.00 (ft) Sp,= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S,= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SpS I(RITE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD,I(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sp,*TO/(T2*(RITE)) (for T>T3 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Zvi; *h;k Vi DESIGN Vi Roof - 19.00 19.00 1140 0.022 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00 11.00 1100 0.028 30.8 338.8 0.42 1.94 4.68 1st(base) 11.00 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68 (LRFD) 0.7*E= 4.68 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F . = DIAPHR. F, Y,F, w, Y w, Fpx = 1'F;"w? 0.4*SDS*IE*Wp 0.2*SDs*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) `w; F„ Max. Fp„ Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 4A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- -- Building Width= 22.0 50.0 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec Gust= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6 psf Figure 28.6-1 Ps30 a= 4.6 4.6 psf Figure 28.6-1 Ps30 c= 20.7 20.7 psf Figure 28.6-1 P530 D= 4.7 4.7 psf Figure 28.6-1 i\= 1.00 1.00 Figure 28.6-1 Kzt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Krt'I : 1 1 Ps=X'Kit'I'p630= (Eq.28.6-1) PSA = 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSA and C average= 24.7 24.7 psf (LRFD) PS a and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 10 38 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 0.50 16 psf min. 16 psf min. width factor 2nd--> 1.00 1.00 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height A8 A8 Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft) (sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 33.00 14.0 0 168 0 140 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6,3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 AF= 1 109 j 9.7 17.7 V(n-s)= 8.86 V(e-w)= 17.28 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 4A 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-)A) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0.00 0.00 0.00 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 9.68 V(e-w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM 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 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68 V(e-w)= 17.74.V(n-s)= 5.811V(e-w)= 10.65 kips(LRFD) kips(LRFD)I kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio - Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: CT# 14189: Plan 4A SHEATHING THICKNESS tsheathing = 7/16" • NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind N-S V i= 3.80 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V i= 3.80 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL efr. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM Roan Unet Usum Usum 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. left 1 298 22.0 22,0 1.00 0.15 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0,57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. left 3 272 20.0 22.0 1.00 0.15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.26 19.80 -0.65 -0.65 -0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 Ext. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 V wind 3.80 ,'V EQ 2.73 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 kips Design Wind N-S V i= 2.01 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind N-S V i= 5.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd 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 Row Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 63 3,5 8.0 1.00 0.15 0.11 0.22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. left 2 90 5.0 8.0 1.00 0.15 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext. left 3 397 22.0 24.0 1.00 0.15 0.72 1,37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 58 5.0 24.5 1.00 0.15 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0.63 -1.40 -1.21 Ext. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 492 42.0 22.0 1.00 0.15 0.90 1.70 0.87 1.22 1.00 1.00 50 P6TN P6TN 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0,00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1,00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0.00 0,00 0.00 1,00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=L eff. 2.01 3.80 1.94 2.73 1.00 V wind 5.81 ?:V Ea 4.67 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind E-W V i= 6.09 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V i= 6.09 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.30 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 r OTM Ron/ Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 4.5 12.9 1.00 0.15 1.71 0.00 0.77 0.00 1.00 1.00 222 P6 P4 380 7.98 2.16 1.52 1.52 13.67 2.62 2.88 2.88 2.88 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 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 Bath* 250 7.1 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 110 P6TN P6 189 6.24 2.39 0.60 0.60 10.68 2.89 1.21 1.21 1.21 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fam1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fam2* 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0,00 0,00 0,00 0.00 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 Din 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Kit 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR2/3 570 14.0 22.0 1.00 0.15 3.04 0.00 1.37 0.00 1.00 1.00 127 P6TN P6 217 14.22 11.43 0.21 0.21 24.35 13.86 0.79 0.79 0.79 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 garl 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 gar2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 1140 25.6 25.6=L eff. 6.09 0.00 2.73 0.00 `P V wnd 6.09 E V EQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED SHEET TITLE: LATERAL E-W(side to side-left/right] AS PART OF DOUBLE PORTAL FRAME GARAGE CT PROJECT#: CT#14189: Plan 4A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 ips Design Wind E-W V i= 4.56 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4. kips Sum Wind E-W V i= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.30 Table 4.3.3.5 Wind Wnd E'A. E.Q. p- 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM Row Unet Usum Usum HD (soft) (ft) (ft) (klf) (kip) (kip (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.52 0.00 0.00 0.00 2.88 2.88 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bath* 0 0.0 0.0 1.00 0.00 0 A0 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.60 0.00 0.00 0.00 1.21 1.21 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 LR* 275 7.0 15.4 1.00 0.35 1.14 3.04 0.49 1.37 1.30 1.00 345 P4 P3 597 21.71 9.34 1.95 1.95 37.62 11.32 4.15 4.15 4.15 Front entry 0 0.0 0.0 1.00 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 $.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - 0 0.0 0.0 1.0! 0.00 0.00 0.00 0.00 0.00 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 Kit 675 14.0 14.0 1 00 0.15 2.80 0.00 1.19 0.00 1.00 1.00 111 P6TN P6 200 13.96 7.28 0.50 0.50 25.18 8.82 1.23 1.23 1.23 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.1 1.00 0.00 0.00 0.00 0.00 0.00 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 BR2/3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.21 0.00 0.00 0.00 0.79 0.79 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00+ 0.00 0.00 0.11 1.01 $.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GAR ABWP 50 2.0 11.0 1.00 0.15 0.21 1.01 0.09 0.46 40 0.44 798 2P3 P3 609 6.38 0.82 4.17 4.17 10.96 0.99 7.47 7.47 7.47 G•R .B P 104 4.0 1 .0 1.00 1.1 0 41 2.42 0.1' .91 1.u0 0.89 398 P3 P3 609 12.75 1.63 3.33 3.33 21.91 1.98 5.98 5.98 5.98 - - 0 0.0 0.0 .00 0.00 0.01 0.00 0.00 0.00 .00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 27.0 27.0=L eff. 4.56 6.07 1.94 2.74 V.„d 10.63 EVEQ 4.68 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14189: Plan 4A ID: Front Upper BR* Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds ► ► v hdr eq= 59.6 plf ► A H head = A v hdr w= 132.4 plf 1.083 u Fdrag1 eq= 251 F2 eq= 251 A Fdragl w= ' •7 F2 .- 557 H pier= v1 eq = 190.1 plf v3 eq = 190.1 plf P6 E.Q. 5.0 vi w= 380.0 plf v3 w= 380.0 plf P4 WIND feet H total = 2w/h = 0.9 2w/h = 0.9 8.083 Fdrag3 eq= • F4 e.--,-251 feet • Fdrag3 w= 557 F4 w= 557 2w/h = 1 H sill = v sill eq= 59.6 plf P6TN mudsill 2.0 EQ Wind v sill w= 132.4 plf P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1= 2.3 L2= 8.4 L3= 2.3 Htotal/L= 0.63 1 I. iii ►4 0 Hpier/L1= 2.22 Hpier/L3= 2.22 L total = 12.9 feet ► JOB #: CT# 14189: Plan 4A ID: Front Upper BA* Floor Level w dl= 150 plf V eq 600.0 pounds V1 eq = 389.5 pounds V3 eq = 210.5 pounds V w= 1330.0 pounds V1 w= 863.3 pounds V3 w= 466.7 pounds ► ♦ v hdr eq= 65.8 plf ► H head = v hdr w= 145.8 plf 1.083 V Fdragl eq= 85 F2 eq= 46 A Fdragl w= =9 F2 ,- 102 H pier= vi eq= 84.2 plf v3 eq = 84.2 plf P6TN E.Q. 3.0 vi w= 186.7 plf v3 w= 186.7 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq= :. F4 e.-- 46 feet • Fdrag3 w= 189 F4 w= 102 2 w/h = 1 H sill = v sill eq= 65.8 plf P6TN mudsill 4.0 EQ Wind v sill w= 145.8 plf P6TN mudsill feet OTM 4850 10750 R OTM 5620 4163 UPLIFT -94 802 UP sum -94 802 H/L Ratios: L1= 4.6 L2= 2.0 L3= 2.5 Htotal/L = 0.89 ► 4 ►4 ► Hpier/L1= 0.65 -41 Hpier/L3= 1.20 L total = 9.1 feet ► JOB#:CT#14189:Plan 4A ID:Rear Upper BR23` Roof Level w dl= 150 plf V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds ► v hdr eq= 68.5 plf ► ► • H1 head=W v hdr= 151.9 p/f IH5 head= I 1.083 _ Fdragl eq= 83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 1.083 A Fdragl w= ;5.7 Fdragl ,• 236.3 Fdrag5 w= 6.3 Fdrag•w= 185.7 A H1 pier= vi eq= 114.1 plf v3 eq= 114.1 p/f v5 eq= 114.1 H5 pier= 5.0 vi w= 253.1 plf v3 w= 253.1 Of v5 w= 253.1 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= .. Fdra..- 106.5 feet A Fdragl w= 185.699 Fdragl w= 236.3 Fdrag7eq= 1..5 Fdrag8e. 83.7 v P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND v sill eq= 68.5 Of H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 151.9 Of H5 sill= 2.0 EQ Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 'y UPLIFT -122 464 v Up above 0 0 Up Sum -122 46.4 H/L Ratios: L1= 3.7 12= 4.0 L3= 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.40 i I. 4 li f ►-4 II.4 o Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction JOB#: CT#14189:Plan 4A SHEARWALL WITH FORCE TRANSFER _ ID: Front Lower LR* Roof Level w dl= 150 Of V eq 1860.0 pounds V1 eq= 597.9 pounds V3 eq= 1262.1 pounds V w= 4180.0 pounds V1 w= 1343.6 pounds V3 w= 2836.4 pounds ► . v hdr eq= 120.6 p/f A H head= A v hdr w= 271.1 plf 1.083 v Fdragl eq= 326 F2 eq= 689 A Fdragl w= .•4 F2 •- 1549 H pier= vi eq= 295.2 plf v3 eq= 265.7 plf P4 E.Q. 5.0 vi w= 597.1 Of v3 w= 597.1 plf P3 WIND feet H total= 2w/h= 0.9 2w/h= 1 9.083 v Fdrag3 eq= • F4 e.- 689 feet • Fdrag3 w=734 F4 w= 1549 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 120.6 p/f P6TN 3.0 EQ Wind v sip w= 271.1 plf P6 feet OTM 16894 37967 R OTM 8755 10695 v UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 HIL Ratios: L1= 2.3 L2= 8.4 L3= 4.8 Htotal/L= 0.59 Hpier/L1= 2.22 Hpier/L3= 1.05 L total= 15.4 feet • ��, t .. A PA . . . . o TT- 1O0F APRIL 2014 A Portal Frame with Hold Downs for p� Engineered A. lications 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 Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 112"): EQ = 550#< EQ (ALLOW) = 1031# WIND = 1220#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(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 r 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1031 EQ(1444 WIND) roundation for Wind or Seismic Loading�'•b'`' (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) I' 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t Header to jack-stud strap opposite side of sheathing ,• ;_!.� _ Pony ,, i wall height :" a .1117: ti' Fasten top plate to header s s.s. Mn 3 X11 1/4 tbeader with two rows of t��`, i steel h -flotO OWed 4 ••* "r sinkernails at 3"obc typ J. Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' , galvanized box nails at 3"grid pattern as shown panel sheathing max r j•; totalj. j.,. Header to jack-stud strap per wind design. •. wall Min 1000 lbf on both sides of opening opposite height ";, side of sheathing. ' If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" -- nailed to common blocking max 4 thick wood structural panel sheathing with :-••/‘ twithin middle 24"of portal height 8d common or galvanized box nails at 3"o.c. � height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. 4• A• .• Min length of panelper table 1 9t Typical portal frame ` i construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of et', Min reinforcing of foundation,one#4 bar __ __,_fir_ jack studs per IRC tables ' '�` top and bottom of footing.Lap bars 15"min. '1` - R502.5(1)&(2). t t_ t J V\_\_ I • Min footing size under opening is 12'x 12".A turned-down • Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16'plate washer into framing) 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the APA.Portal Frame, APA Report T2004-59, APA--The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,\VA. ASCE, 2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So. 19th St.•Tacoma,Washington 98466■(253)565-6600■Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apowood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application PA of,and/or reference to opinions,findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—Tree Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 Project: --. 171,-T1 _177��1 Nr1 e .13R 66 , w A4 L Date: '10,e , D I , '1-- S9c81 11 09c ,WA (206)285-'1512 Client: r -0-`315,6,..5.,-i-)2 ( C>S5 Page Nunibcr. (2UG)285-0618 M- 30-17\ V-:-10 .-:I I &Q Ct--- VI) o. CSVle:b : qn"----A-A)(A-6v,) A----: , Q r@--i ;g r, A Li' 6\)15' ? — ' ', • -4-- `., x lb`` )Zi` x v2`1 P A ----m,C-K- f2--. 0.11f) �k7 17M44 oil-Q--i r 1 m t IU' );1 . _ t6,k`r)v�y - , ) - Awk -me A 1)I 4/6 J of _ (z o,'L _ .0_ J p.. 6 ,-,y, 4 Y (1V0,-61_62Y 0, 3.61-2_ '5 ( y6 g /3)(!Zi Voi ) 'v h (�)(,2J( �� . e .- - `MM (60 1- -� ___ 66 01,4-4- ) . i -, - --- ? 3, 67 t.5 )ii-, r At11= Go` A ,_ 51 ' ax1m kaA-4- [-,-. (94;86 6-Nutu, 7) /1, Z t3/ 4'`M3 RA ))2__ 6'14.4- ,\-, 1 D Al ., ,i „rAt6 eg_ovi)96-s " 3/,.., PL-42-f- i 1:k- Aep-)-11 --,_ oi'' A= 4}-is P?'-t5--hiiib6,,. _ � 0,503 1 ov ,e1. V\, Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 . IN,Ak Table 2.2A Uplift Connection Loads from Wind Wall-to-Foundation)• . (For Roof-to-Wall,Wall-to-Wall,and ) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) I Unit Connection Loads(plf)1,z,3,4,5,6,7 _ Design Dead Load 12. 118 128 ' 140 164 190 219 249 281 315 369 M 24 195 213 232 '272 315 362 412 465 521 612 0 0 psfs 36 272 298 324 380 441 506 576 650 729 856 z M 48 350 383 417 489 567 651 741 836 938 1100 Rt 7/ . 60 428 468 509 598 693 , 796 906 1022 1146 1345 d . 12 70 80 92 116 142 171 201 233 267 321 Q 24 111 129 148 188 231 278 328 381 437 528 m 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 180221 310 405 508 618 734 858 1057 . 12 22 32 44 68 94, 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 -? II• 48 38 71 105 177 255 339 429 524 626 788 1 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 8 with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, l 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 1 19.2 1 24 1 48 • Multiplier 1.00 1.33 1,60 2.00 4.00 `:i b Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) 1,, 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 -0 '=Iti.:: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' 't\F:i ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length-The jack rafter length r includes the overhang length and the jack span. 1 ti?Y a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. i:: i :. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite 302 Seattle,WA 1 L4 . Date: 98109 1 (206)285-4512 FAX: Client: Page Number: (206)285-0618 VI) 1-*OttO `'" UP)‘R/-* LITP.)/4 7)7 'WAIL 60,M IZZ57)Cikj U.5V- -4)1\ WDDD - �Mvr& -osr, MMJ\AM24 W) I l0 MP u.Lr Vv, ..33 5 P`5 DZ • I ,• I, 112L2A- • CoKikA N TPAss e- 6 414. l°8 1/ , 6/70-k eco,c)(0.,- (0,6) )57744--. . t - LLL- M465 • ( Nt— ,� 6 2,1 12— t ( )(Z) (I,0)( 0,0 11(P, A5A 4, -- (1-6y (-12/7)(0,75 (0,6 =- 4-0 \ , c P • stt- - ,r,1D c -D - TVI A,Nilri--� Ari--rompec •�� as " , 1- ,= Y n 0 -- fi - .� Fes �� � �� �ux�l ►� Structural Engineers TRUSS TO WALL CONNECTION ';(ri VAI(11-.:; - # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES Ul'I III I I PLIES 1 H1 (6) 0,131" X 1.5" (4) 0.131" X 2.5" 00 f,l!i 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `).;'i 1111 1 SDWC15600 - •ail(','. .....l H. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" til/[i Mii 2 (2)H2.5A (5) 0.131" X 25" EA. (5) 0.131' X 25" EA. liiiii 2.'0 2 (2)SDWC15600 - - 'WI 2.1(1 3 (3)SDWC15600 - - l I , :11', ROOF FRAMING PER PLAN 8d AT 6" 0.C. 2X VENTED BLX'G. "�irj 0.131" X 3" TOENAIL AT 6" 0.C. .... II! ''' '►� I H2.5A & SDWC15600 STYLE COMMON/GIRDER TRUSS ---�- PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WAIS_ PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION !-,P[ VAI.UE`,� fi OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IIT f-1� PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5' 400 115 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 535 HO 1 SDWC15600 - - 48!, 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11)70 71101 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131' X 2.5" EA. 100 12.11 2 (2)SDWC15600 - - i'ln 2.W 3 (3)SDWC15600 - - -1^,),?-_...-1:i,�-- ADD A35 @ 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND8d AT 6" O.C. alba......',...,..,......11114N SDWC STYLE CONNECTIONS 2X VENTED BLK'G. Jib. .141% -•., Milli* _tel `••... -0- - 111i I i I H2.5A & SDWC15600 STYLE ; 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 [ POLYGON 10-26-12 .7 R O $ E B l,J R Gi 4ABC 11/2012 12:30pm J1 MAIN 1of1 KeyBeam®4.600d kmBeamEngine 4.600s1 Materials Database 1381 -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: KYB1 'Ih 11 0 0 11 0 0 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- 2 11' 0.000" Wall Douglas-Fir-Larch 3.500" 3.500" 1121# -- 3 22' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 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 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarks of their respective owners KAMI L.BELWOOD EWP MANAGER Keymairk.. Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is definedd ass 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 LAKE OSWEGO,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 specif cations. 503-479-331 7 BM4-Quick Beam PACIFIC LUMBER Page 1 Project: 15:55:49 09/25/14 Job: 4ABCD Designed by: kamibH Client: POLYGON Checked by: Input Data Check of 7 1/4"x16" 30E-2.1E-Balanced Layup-APA IJC-SP V Left Cantilever: None Main Span: 16'6" Right Cantilever: None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load: 0 psf Live Load: 0 psf Snow Load: 0 Allow. LL Deflection: L/360 Allow.TL Deflection: L/240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi Fv: 270 psi Fb: 3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf plf Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 V 69 V 50 10" 88 1 68 V Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing Support Location Min. Bearing Reaction ft in lb 0' 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 V%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005