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Specifications (6)
13UYI S !?.Z . ,._, RECEIVE CT ENGINEERING MAR 1 4 2016 : Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. ( 206285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace c,o PRO <���G I N���� Plan 4 ,,� 60 ' ' , 4., Elevation D I `, �REG�iNI.� Tigard, OR it 22,\9�` �`' �,£ST. c ' Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force° procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD;;LOAD SUMMARY CT PROJECT#: CT# ._.......___.. . ROOF Roofing. 3.5;psf Roofing-,future :0.0 psf 5/8"plywood (O 5.8.) 2.2 psf Trusses at 24",a c 4.0 psf Insulation psf (i)5/8"gypsum ceiling 2.8 psf Misc.IMech. 15'_psf ROOF DEAD LOAD 15.0 PSF FLOORf190 finish *16.-6i136.; 4.0.'psf rTm concrete 0 0 psf -314 plywood:(C?S B)" 2.7 psf foist at 12 2.5 psf ;Insulation t:U:psf (1) 1/2 gypsurrm ceiling 2.2!psf Misc 2.6 psf FLOOR DEAD LOAD 15.0 PSF 00 - --- --- (2)2x'0 HDR --- _-- (2)2x11 HDR '_- SI4 Ib . 44 . ANN • T.dl ® p' If N�Y iJ C7 1 1 1 1 I /Oh eh I 19 I 59.1 tl 1i{1N I' llJlY ° 6i v O [Y Qm TRI.ISES AT 24" O.C. TYP. m Isis, CO W N c�� a C, X m a N N ^r"' rit . L Y i. I 122 z30 1 I ATTIC I I ACJ Ell 'r �_ 4:12 BOTTOMI I CHORD. TYP. 19 r -I.A, I 59.1 I ::A. I EA !:ii:•r ::.i, 1 i 1 I / I b • I ' * :1. I p2)2X8(H2DxR6 CH K '� `moi 5� . i -S , (3)2x8 ND (CONT.) . I -(2)-2X8-FtDR-0IE -- 19 45 59.1 19 119 59.1 TOP PLATE IS +8'-1" ABOVE 2ND RN. FLOOR UNLESS NOTED OTHERWISE CT# 14199 2014.09.19 1/4" = l'-0" (11x17) SEE SHEET A9FOR TOP OF PLAN 4DWINDOWS HEIGHT. ROOF FRAMING PLAN FRENCH REVIVAL 8 St.2 P6 / ---'''''' C'7 t f J ( 1 L ri 0 11 IJ\ o ■ CO r L ■ L C J 9® I 1 d '''''''' \\s 1 0 \Ism MI6CSI6 / P4 8 P4 SU CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D UPPER LEVEL SHEARWALLS 1/4'=1'-0" FRENCH REVIVAL wSTHD14 + STHD1 1x14 OSB RIM B.dl .M� ` M .' TYP. JOIST 7X 6 j BI'. = SPACING HERE ON • n 11.9.0 i 1L :UND._STUDS BUND STU1 S - "0VE OR c'r ABO FOR GT 0 CO '1 'I N • O 7 N7. A Alh rill Q VD ; iF; I FIXTURES �� 1 w. CI ABOVE �k 4 OS • STHD14 imp Illi �. • D14 �• c36L 'Li - •• <--- nir!riii! 1 „Eh!Elf . ,, .. 0 ;, 2)2x6 HD' mg S'M. rte. ix cl n = 11 0 11 Q I — 1 \\ v Imo- I .1 CIL 6)t L__ 1.75"x14• ��4 LVL FB ,.A` 1. 4x4 POST ic TAIR , a 1.75"x14• LVL FB %FRAMING/ g w i € S9.0 ii 9 • a LD coR AIM . 0 ii ii •(V ; Bug 14" FLOOR 1TRUSSES) 19.2" Off• TOP OF (2) 2x8 FB �, ��j_ AT +3414" A.F.F. 1 / 2x6 ®16" O.C. • HOPI; / RAISED PLATFORM ING FRAM 2x4 NORM r1 : FRAM1" A.F.F. WALL TOP s.‘.; +343 r-- I " IT. roti'. FACE OF GT 2x8 LEDGER IFi '''.4) GIRDER TRUSS- " (1 ;.8,214 1'�-. * © TOP AT +3414" A.F.F. I . � o BUND. STUDS BUND. STUDS lit) = m ABOVE FOR GT E-� ABOVE FOR GT _' o 1 1 , I FIXTURES ABOVE 1 i 2x ROOF _ I I i FRAMING , i r!-Ara ���i)1 ,T2 1 ®24" O.C. -' B.d13 RSo ' I 'L:� B.dl l IUB ,. _: ��; LV �, EXTEND FLOOR 1ilt 4x131-IDR ‘4" p SHEATHING TO RIM 1 "�� --- EXTEND 1 i.;: �:W:'•. Oji D B FOUR SIS— s - I' �H9` ' �I TOP CHORD -s • -- 1 1x14 RIM BOARD sz L/ v® 0 --- 0 c�4x68.4 ■ 0 TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4D UPPER LEVEL FLOOR FRAMING T/4'=1'-0" FRENCH REVIVAL I•-1 oy2" i 16'-3" 3'-10y 42!. STHD14 STHD14• STHD14 P3 STHD14 r - . it_i_J :0? n `n 1 J 1 I 14 ® n S6.0 � a cc �� o o Vi" CONC. SLAB -v- 0 0 ;-7;"' 'VERIFY GARAGE SLAB HEIGHT I 7In WITH GRADING PLAN N n 14'-9" 3'-4" 3'-11" 70 VARIES : MIN. 1..I J I S6,p 3" FROM TOP OF s- w,v.� ENURE SIDE IM STEM WALL �STHDI4 e P4 STHD14 :� '-� B ® 'st ali.nsl ' L_- J '�: FURNACE Wi rim I ABOVE _ a L__ 0 I tel � L 11 • - 1 PLUMBING S6.0 e ti r 1 ABOVIXTUE E � ABOVE „� 8•-0" -121/4 i\ i 1 ♦�� .n '1- .■ �' I rn u� 91/1" I-JST 0 19.2" O.C. vi � ' (ANG TYPICAL I PAHO sole '� ' . I -t6' aN SLOPE 0 (--1 2"DN I - ill- ------ �. FINISHED FLOOR L J 14" r AT +D'-0" r- 1 P. 4x4 POST I I } 3-91 I ENTIRE r SIDE i 3'-0. 1(5(1.) r o I-7", _ 6 0 , o 1 at>� 6O� { • 18"x24" { 1%"Ix+ 2x4 PONY WALL �1 CRAWL 1 AT HIGH FDN. v" SPACE I-12Y4" 1 (! f 1 ACCESS L J 1 -+-- 1 1�" x9)f" LVL I a -T--'—'_'_--_ ---��_ __ } 3-g1/ 413) I o DI I o i in ! 18"x18"x10" FTG. , ' dm®' 1 K/(2) N4 EW 1 Ft TYR U.N.O. -12K1 SIM. I 11 m --II _X•921" LVL L-J j 11 p T"^ ---�-' t 9'-3" 56.0 Ei J.3 II 1 1 I 4"k18" FTG. EXTENSION, TYR. I 1 I , ' B.1 1 18x18" FIG. EXTENSION I , I 1n START FRMG.1 , -,f'. ,,,i-o ®'. lt,, r STHD14 STHD14 I , 1 "' ® I L . . 1 os i HDUBE ALIGN , •:OVE 4j 1 =m i HDUB 0ii���i�ii - , tiDt -�S�=�L�C I 70 -� HDUB 12 7- I1/2121: � 1 A71 S6.0 LS6.0e �� 11'-3y' . `--_. N. SIN. qq a =a -r SLOPE 1) .j' 12-:,-. -- -- TOP OF SLAB _SW' ',. ' (ANG SLAB 480- �� TOP OF 8" -121/4` , STEM WALL N = 1i 6D' W-0/2" CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D FOUNDATION PLAN FRENCH REVIVAL LA Dsgn:r:PTRE4 Date: 5:18PM, 18 Job SEP# 14 Ti DesctleriptionN:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Page 1 Rev:580006 & (c)198 2003 ENERVer CALC Engineering Software Timber Beam Joist 14189_Pian 4ABCD.ec..ROOF FRMG Description Roof Frmg_Plan 4D Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.dl RB.d2 RB.d3 RB.d4 RB.dS RB.d6 limber Section 2-2x10 2-2x10 2-2x8 2-203 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.0003.000 7.250 7.250 in 9.250 9.250 7.250 50 50 Beam Depth 0.00 0.00 0.00 5E TUnbracedGra Length ft Fir,.00 Timber Grade Kern No.2 Tian Fir,No.2 lien Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 item Fir,No.2 level,LSL i.s 850.0 850.0 850.0 Fb-Basic Allow psi 850.0 50.0 150.0 1850 0 150.0 150.0 150.0 50.0 -Basic Allow psi 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,10 50 1,300.00 1.150 1.150 1.150 1.150 Sawn Loader Type Factor Sawn Sawn Sawn Sawn Member Type Sawn No No No No Repetitive Status No No Center Span Data 3.00 ft 4.50 4.50 5.50 3.50 3.00 Span DeadLoad195.00 75.00 90.00 195.00 Live #/ft 90.00 90.00 Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 3.24 7.02 3.59 3.67 Mmax @ Center in-k 7.29 7.29 2 2.59 @ X= ft 225 2.25 . 1.50 1.50 psi 170.4 170.4 897.8 139.8 123.3 267.1 fb:Allow 1,173.0 1,173.0 1,173.0 1,173.0 Fb:Allowable psi i g OK.3 Bending ox 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK 19.4 15.8 14.9 32.3 ts/ 77.3 172.5 F:Actual psi 19.42 172.5 172.5 172.5 172.5 Fv:Allowable psi Shear OKS Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 1500.010 60 .00 780.00 3 360.00 292.50 @ Right End DL lbs 202.50 202.50 536.25 238 25 135.00 487.50 LL lbs 337.50 337.50 893.75 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center l Deo in 78 727. 0.003 -0.032 -0.002 -0.001 -0.003 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12'546'6 Center ll Dein -0.005 -0.005 -0.054 -0.003 -0.002 UDefl Ratioo 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7�0?008 -0.0097.7 -0.086 -0.005 1.500 Center Total Defl in -0.00950 2.250 2.750 1.750 1.500 Location ft 2.2.9 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR 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 4D (1 of 2) [Timber Member Information &dl B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section Prllrn 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 Timber Grade osboro, ,No. Bigbeam Douglas Firo- Rosboro,Bigbeam ILevel,LSL 1.55E Revel,LSL[SSE Herr Fir,No.2 Hem Rr,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 Data 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 175.00 Live Load #/ft 125.00 295.00 Start ft 325.00 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= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 i Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 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 78.9 57.7 12.1 6.8 139.0 17.4 64.9 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 [Reactions @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DULL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job# Dsgnr:TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 AIB/C/D Washington County,OR Scope: SFR Page 1 Rev: 58000814169 Plan 4ABCD.ecw FLOOR FRi nc W lFLe T (c)1963-220-00.3ENERCALC Engineering Software Timber Beam & Joist Description Floor Frmg Trusses_Plan 4D (2 of 2) Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.d8 B.d9 B.d10 B.dll B.d12 B.d13 B.d14 Timber Section 2-2x10 2-2x10 2-2x10 4x8 LVL•1.750x14.000 4x8 Beam Width in 4.500 3.000 3.000 3-2x1° 9250 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 0.00 0.00 0.00 0.00 ft 0.00 0.00 0.00 Truss Joist.0- Douglas.0 Le:ITimUnber Grade LengthlardNo- Timber Han Fir,No.2 Hem Fir,No.2 Han Fu,No.2 Han Fr,No.2 Douglas No.2 MacMillan, 850.0 900.0 2,600.0 900.0 psi .2 850.0 850.0 850.0 285.0 900.0 FbFv-Basic Allow , 150.0 150.0 150.0 180.0 1,800.0 1,600.01 -Basic Allow psi 150.0 1,600.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1 150 1 150 1.150 1.150 1.150 1.150 1.150 Sawn Load Duration Factor Sawn Sawn Sawn Sawn Manuf/Pine Sawn Member Type Sawn No No No No No Repetitive Status No No Center Span Data Span 9.00 6.50 ft 6.50 5.00 2.50 3.50 3.50 #/ft 150.00 165.00 165.00 30.00 30.00 30.00 60.00 Live Load #/ft 400.00 80.00 100.00 Dead Load 440 00 440.00 80.00 80.00 205.00 Dead Load #/ft 295.00 220.00 295.00 205.00 1 60.0000 105.00 Live Load #/ft 325.00 200.00 325.00 175.00 Start ft End ft 345.00 Point#1 DL lbs 488.00 345.00 LL lbs 812.00 7 .00 0 X ft 0.250 Point#2 DL lbs 661.00 LLIb- 1,103.00 @ X ft 4.750 Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.2458 9.00 4.96 62.33 10.14 in-k 74.15 43.04 11.`8 1.75 4.39 3.254 Mmax 0 Center 2.52 125 1.75 0)X= ft 3.25 161.8 1,090.3 330.7 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,345.5 OK OK Bending OK Bending OK Bending OK Bending OK Bending 1 K.3 Bending OK Bending 25.1 31.8 26.0 103.6 fv:Actual psi 105.22 172.597.7 172.5 207.0 327.8 207.0 172.5 Fv:Allowable psi ���pK'S Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions lbs 1,44625 1,459.15 575.00 411.25 157.50 1,383.33 195.00 Left End LL lbs 2,356.25 2,426.55 956.25 446.25 315.00 1,690.56 325.00 Max.DL+LL lbs 3,802.50 3,885.70 1,531.25 857.50 472.50 3,073.89 520.00 Right End LL LL lbs 1,446.25 2,688 45 956.25 575.00 411.25 157.50 1,076.67 195.00 446 25 315.00 1,179.44 325.00 Max.DL+LL lbs 3,802.50 4,303.30 1,531.25 857.50 472.50 2,256.11 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.014 3 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 5,7 6.22 in -0.075 -0.040 -0.003 -0.003 -0.003 Center fl Defl12,290.1 1,937.5 3,453.7 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.000 -0.005 -0.106 -0.036 -0.122 -0.064 -0.004 .000 4.464 3.250 Center Total Defl in2.500 1.250 1.750 Location ft 640.4 193.4 1,019.0 2,158.6 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8, Title: PLAN 4 Job# Dsgnr:TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:Kw-D6W-06 Page 1 o2997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist g (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Ar- Larth,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 Data 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 Reactions U @ 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 LDeflections Ratio OK Center DL Defl in -0.027 UDefi Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefi Ratio 725.8 TJI JOISTS and RAFTERS Code I Code Code Sugg st Suggest Su9Qed1 L Ick_ Ick Lpick_ Lplck Joist b d Spa. LL DL M max V max El L fb Liv L TL240 L LL360 L max TL deft. LL deft. L TL380 L LL480 L.max '.TL deQ.TL de1L Ll.del LL e. size&grade width(In.) depth(In.) (In.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (tt.) (ft.) (ft.) (In.) (In.) (ft.) (ft.) (it) (In.) ratio (In) ratio -2 -- +- 9.5"TJI 110 1.75 9_5-19.2 40 15__-2380 1 1220.1.40E±08 14.71 27_731 5.23 14^80 14,71 0.66__ 0.48- _ 13.31____13.45 13 31 0.44_-360-0 32____49_8. 9.5"TJI 110 - 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14.29 1414: 674-7 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73ER 15,157 0.52_-360._..-0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0_62 16_771_ 16.94 1177 0.56 360 0.41 495 9.5"TJI 110 1.75 9,5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14 27 .3.97::;:: 13 07 0.44 384 0.35 480 6A 9 .TJI#10 1'.7;5 9';5, 16 40' '.10 2500: 1220 '1:570+08 :17.32 36 60 17:38 :'16.3;4 16.34• 0:68 •0;54. :15 17 . 1;484 0:46 384;,' 0 37 480 9.5"TJI 110 1.75 9.5 12 4010 2500 1220 1.57E+08^20.00 48.80 19.11 17.98_-_ 17.98 0.75 0.60 16.69 16.34 ,i6 34 0.51 384 0.41 480 480 --------- 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 iiiiin1117,60i, 0.55 384.._._,0.44......_.__._,_._ 9.5"TJI 210 2.0625 9.5 192 40 10 3000 1330 1.87E+08 17.32 3325 17.32 16.30 18.30 0.68 0.54 15 13 4 81 148 0;46, `384:;,,0 39 ::;'480 9 5'7J1 210 .2.0625 9,5 '16 40,,, '10 3000;' 1880 '187E+08 =;18.97' ;39 90 118;40 , ;(.7.32 '17.32 -'0.72, 0.58 " --- _ - -- 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 1?3P. 0 54� 3 384 0.43 480, 9.5"TJI 210 2.0625 9.5 9.8 40 10 3000 1330 1.87E+08 24.49 68.50 21.82 20.53 20.53 0.86 0.88 19.06 18.66 18 66' 0.58 384 047 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15 63 ,"11729 9 15.8 0!481 384! 0 38 �..480' 9:5"1JI.230 2'3125. 9 6 16' 40 10 3330;; 1330"2 080+08 19.09' 39.90 ' 19,01 17 89, . 17.89 0.75 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 7 89 __.056._..._„384 0:45__._.._480. 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19 27 0.60 384 0.48 480 0.52 384 - --1 1-- --- - - 11.8755"TJI 11010 1.75 11.875 19.2 40 10 3160 1560 2.67E+01-17.78 39.00 19.50 18.35 17.78 0.67 0.54 17.04 16.67 ` '1667 0'55 884.,<0 44 iiiii480 11:875"TJ#.110 ,1775 ,11875 16 iI40. ,10,, .3160;,..1560 r2'67E+08 ,;0,19.47• .46:80 2072 ' 1,9:50 19:47 0;81, . 0:65;: 18 10 ,;'1772 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 :. .....19.5O.. 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 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 01 066 . 384 0.53 480 11.85"-T.11 210 2.0625 11.875 19.2 40 10 3795 16551 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18 00 17 62 17 62 0 55 384 044 11.875•• 480 ",TJ{21.0; 7 .=20;8# ' 20:61,,.a„0 :386 0:69 ,, =19 13 18 72 A e 1159 „384„ 0 45' ;480. 2.0825 ,11:875 .16;'. 40:"� ib`:': 3795 -'1655 3 150+D8 21;34 "'49,65� 7190 ____.__ 11.875"TJI 210 2.0825 11.875 1.2 40_ 10 3795 1655 3.15E+06__ 24.64 66.20 L .__-24 10�22^68 22.68 0.95 0.76 - 21.05 20 61 `§b 61- 0.64 384 0.52 480 -2:0625 - --- -- - --- Z2 20. 0.69 384 0.55 480 11.875"TJ1210 2.0825 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 0.67 18.59 18.20 16 20 57 384 , 0 48 480 .21:28, -.., 119 76 0 it,11.875 TJf 330 ,2;3:1.25 '.11.975,.-.'.16' 40 10 4215 1,655,;3 d7E+08 ;.22.49 (49,65 2�62 21,:28 0,89 0,7,1 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0078 21.74 21.28 21 28 0.67 384 0.53 480 ---1T87-g" ------- JI230 2.3125 -__--_--_--____------8 --_-.__- 22 93 0.72 384 0.57 480 11.875"TJI 230 _2.3125 11.875 9.6__40 _ 10- 4215_ 1655 3.47E+08 .__29.03 82.75 26.81 25.23 25.23 1.05 0.8423.42 22 93 11.875"RFPI 400 2.0825 11.875 19.2 40 10 4315 148013.30E+08 20.77 37.00 20 93 19.69 19.69 0.82 0.66 1828 17.89 '17.89 0.56 384 0 45',` '480 .:. .. 0.87 . .0 70 18 43 :.1901 1. . 11;875RFPI.4Q0 .2.0525 11";875 "16':1 40< 10,: -431b ,1480:,;33DE+08 :� 22.76 ';44;40:. 2224�..,20393;.•,'20i93 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93!!!;',I!!!!20.11.1; 065 384 0,52 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.5422.544 0.70 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Crack Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-199 Ke 1.00 Design Budding Factor I D+L+g n SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 Bending Comp. Size Size Rep. Cf(Fb) Cf(Fc) 1997 NDS Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.8.2 Max.Wali duration duration factor factor use Stud Grade NAdth Depth Spacing Height La/d Vert.Load Hor.Load <.1.0 ,Load CO Plate Cd(Fb).Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc tc/F'c 1b Sr/ In. In. in. ft. plf paf pif (Fb) (Fc) psi pal psi psi psi psipspsi psl psi H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9916 1993,4 1.00 1,15 1,1 1.05 1.15 875 405 800 1,200,000 854 508 966 515.42 441.22 439.37 1.00 00..00 Fb'•(1-f 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9988 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 0.9847 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 18 8.25 28.3 1550 0,9921 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 900 1,200,000 854 506 988 449.95 395.22 393.85 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 1,200,000 854 508 968 449.95 395.22 394.29 1.00 0.00 0,000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1.200,000 854 508 988 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1095 0.9852 ' 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 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 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.0 1780 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 338,17 335.24 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 1.15 875_ 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 508.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 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 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1,5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5,5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 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 5 0.9013 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 18 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 18 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 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTM 14189-Betahny Creek Falls I I LOAD CASE (12-13) (BASED ON ANSI/AF6PA 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 Cr c 0.80(Constant)> Section 3.7.1.5 Ci(Pb) Cl(Fc) 1997 NDS KcECb 0.30(Constant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Pb)- Cb Cd(Fc) Eq.3.7-1 Cb (Nadass)) > Section 2.3.100 NDS 3.9.2 Mez.WaB duration duration factor factor use Stud Grade Width Depth Spadng Height La/d Vert.Load Hor.Load s>1.0 Load 0 Plate Cd(Fb)Cd(Fc) (Pb)fCl) Cr Pbsi FcperpFcI E Fb'psi Fc perppsi Fcpd• Pei psi psi f c/F c lbi Fb"(1bGFce) In. In.16 7. pit pcf p c H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,788 508 840 515.42 427.08 273.02 0.84 378.78 0.588 H-F Stud 1.5 3.5 18 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,360 506 540 378.09 333.99 11.75 0.57 447.52 0.865 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2857.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 378.09 333.99 2197.14 0.85 335.64 0.577 H-F Stud 1.5 3.5 12 8.25 25.3 1425 8.13 0.9974 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 80 1,200,00 1,368 506 840 449.95 384.57 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 5.25 28.3 2355 8.13 0.9981 3958.7 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 58 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 18 7.7083 28.4 180 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 575 425 725 1,200,000 1,388 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 1.5SPF Stud 1.5 3.5 18 9 30.9 700 8.48 0.9115 1.80 1.00 1.1 1.05 1.15 675 426 725 1,200,000 1,388 531 761.25 375.09 328.30 177.78 0.54 447.52 0.618 3.5 12 9 30 9 1125 8.48 0.9931 2780.1 SPF Stud 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,38 531 761.25 378.09 328.30 214.29 0.85 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SSPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2759.1 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 761.25 449.95 370.35 267.62 0.71 271.03 0.490 PF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.00 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 294.80 0.78 18089 0.383 HH-F 02 1.5 5.5 16 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 2,033 505 1430 137.83 969.91 506.16 0.52 152.58 0.119 -F#2 1.5 5.5 18 7.7083 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 58.18 0.83 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 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 5 5 18 7.7083 SPF#2 1.59 19.6 3287 8.48 0.8033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,40 00 2,093 531 1265 1089.25 806.08 531.23 0.0 181.23 0189 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 1205 1296.30 564.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 18 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 1,38 531 761.25 144.26 138.14 17.78 0.13 NNW 0.979 108.67 0.46 927.02 0.758 SPF#2 1.5 5.5 16 19 41.5 880 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 H-F#2 1.5 5.5 18 19 41.5 00 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300 1,300,000 2,033 506 1430 226.94 219.02 8.97 0.44 927.02 0.798 Page 1 D+L+W+,55 CT#14189-Betahny Creak Falls I LOAD CASE (BASED ON ANSI/AFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklic Factor L+W*) D+L+W+812 c 0.80(Constant)> Section 3.7.1,5 KcE 0.30 Constant > Section 3.7.1.5 Cr Cb wades > Section 2.3.10 Cl b Cf c 1997 NDS BuodiComp. Size Sizo Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Stud Grad- NDS 3.8,2 Mex�.Well duration duratlo factor factor use P p Width Depth Spadm Height Le/d Vert.Load Hor.Load <>1.0 oad P1st Cd(Pb)Cd Fc, Cf Cf Cr Pb Fc perp Fc E Fb' Fc er Fc• Fce F tc fc/F'c fb ib/ In. In. In. 8, p# pri! H-F Stud 1.5 3,5 18 7,7083 28,4 1095 9.71 0,9962 1993.4 1,60 1.15 (1.1) 1.05 1.15 675 405 800 1,200,000 18366 c) psi psi psi psi ip 508 X966 515.42 411.22 278 .10 0.63 376.78 psi psi Fb•(1 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.80 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 378.09 340,90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9989 2857.8 1.60 1,15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 986 378,06 340.90 219.05 0.64 335.64 0,584 H-F Stud 1.5 3.5 16 8.25 28.3 965 8.13 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 986 449.85 395.22 250.16 0.83 381.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 868 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9980 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 986 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 515.42 431.52 274.29 0.64 376,76 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.8988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 378.09 338.17 193.02 0.57 447.52 0.889 OFF Stud 1.5 3.5 12 9 30.9 1140 8,46 0,9944 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 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 0.9152 2091.8 1.80 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 675.436 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1,5 3.5 12 8.25 29.3 1430 8.13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.8822 4183.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 448.85 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 8.71 0.3593 3132.4 1.80 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 0.49 152.58 0,119 H-F#2 1.5 5.5 18 8 19.8 3132 6.48 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 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8,25 18,1 3132 8.13 0.4100 3132.4 1.80 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 02 1.5 5.5 18 7.7083 18.8 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 19.8 3267 8.46 0.5585 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 8.48 0.8955 2091,8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 144.26 139.02 17.78 0.13#10#4#/# 0.879 SPF#2 1.5 5.5 18 19 41,5 880 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 96.97 0.44 927.02 0,786 Page 1 D+L+S+.5W CTM 14189-Betabny Creek Falls I LOAD CASE � (12-1 b) I (BASED ON ANSIIAFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor 1 D+L+S+W)2 Cr c 0.80(Constant)> Section 3.7.1.5 C((Pb) Cf¢c) 1997 NDS Cbb (Vades) 0.30(Constant)> Section 2.3.100> Section 3.7.1.5 -Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.92 Mex.Well duration duration factor factor use fb lb/ Stud Grade Wtdth Depth Spadng Height Le/d Vert.Load Hor.Load u.1.0 Load @ Platt Cd(Fb)Cd(Fc) Cff) (C`) Cr FPbb Fcsi ppaerp PFaci EpsPb'Pb' Fc perp', Fc• o psi pal tciF c psi Fb"(1-1dFce) in. 3.5 16In. 7 pit p4f pit H-F Stud 1.5 H-F Stud 1.5 3.5 18 7 7089 30.9 1970 335 44 23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 13 8 58 986 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 18 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 1,386 506 9968 449.95 395.22 303.49 0,77 180.69 0.406 HH-F Stud 1.5 3.5-F Stud 1.5 3.5 12 8.25 28.3 2665 4.065 0.9999 3988.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95. 395.22 338.41 0.8 190.34 0.267 SSPE Stud 1.5 3.5 PF Stud 1.5 3.5 16 7.708 9 26.4 30.9 1965 315 44.23 0.9970 2091.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200 000 1,388 531 875.438 376.09 338.17 245.08 0.73 223.76 0.486 .1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 376.09 336.17 260.95 0.76 167.82 0.398 SSPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 PF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091,6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200 000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 00.334 .396 SPF Stud 1,5 3.5 8.25 28.3 1660, 4.085 0.9973 2759.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.436 449.95 388.13 318.19 0.81SPF Stud 1.5 3 5 18 8.25 283 2830 4.065 0.9989 4163.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,38 531 875.438 449.95 388.13 333.97 0.88 190.34 0.257 1644.5 137.83 508.18 0.49 78.2 0.059 H-F 02 1.5 5.5 18 7.7083 19.6 3132 44.23 0.4544 . 3132.4 1.80 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 50.3001 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 08 1644 .5 1011.45 1837.57 506.18 0.60 90.81 0.069 H-F 02 1.5 5.5 18 8.25 18.0 3132 4.085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5,120330 946.77 506.18 0.53 73.17 0.82 SPF 02 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 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 78.29 0.057 0 2,093 531 1454.75 108025 650.16 531.23 0.62 90.1 0.085 SPF 02 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 0.58 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 144.28 139.02 84.76 0.47 588.43 0.779 SPF 02 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 244.40 235.32 151.11 0.04 46301 0.580 454.75 H-F#2 1.5 5.5 18 19 41.5 865 4.855 0.9970 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2 033 506 118445 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/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+13+E/1.4 c 0.80(Constant)x Section 3.7.1.5 Cr KcE 0.30(Constant)c Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Vades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.92 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadnq 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 Pc fc fc/F'c lb N/ in. In. In. ft. p8 psf plf (Fb) (Fc) psi psi pal psi psi pal psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 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 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 1375 405 800 1,200,000 1,368 506 988 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 8 30.9 1420 3.57 0.9937 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 378.09 340.90 270.48 0.79 141.63 0.384 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9981 . 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 449.95 395.22 311.11 0.79 158.68 0.378 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.80 1.15 1.1'1.05 1.15 675 405 800 1,200,000 1,388 508 988 449.95 395.22 325.71 0.82 119,01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9988 3988.7 1.80 1.15 1.1 1.05 1.15 875 405 BOO 1,200,000 1,388 508, 988 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 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 18 9 30.8 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 B 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 18 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 386.13 307.30 0.79 158.88 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1890 3.57 0.9940 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 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 4183.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 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 B50 405 1300 1,300,000 2,033 508 11344.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 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 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 108925 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 2,083 531 1454.75 1296.30 845.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 15 19 41.5 1020 3.57 0.9910 3287.1 1.80 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 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 . • /M111 ENGINEERING , '; 180,Vckersort St. / lilt , SeattiSuite eWA- 9SID9 tojectS. _ bate:ii : • - * - - ; . i Matt: PAX NIP Nualber: (206)28S-018 iltAL 1 0050 ' - ' P5r hrS15) . 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Fri¢,. y ' i L y t : ` �f}y F _ P E $@ -- • £.. ,p s {ma JIV � j }$ , E r tr„ _ .q .w E 8 ..; ia t � ° � 11 s 147t.6. i Structural Engineers f" • . 180 Nickerson St. , Suite 302 CT ENGINEERING /� p .f:= �; Seattle,WA Project1 41)1 r" ^� 40 ® � Date: %�t7Z'�• �p • (206)285-4512 • FAX: �p,,� 1 Q-19 6 i) S �yj6 WS Page Number: (206)285-0618 Client: 2072 N/�<{ • i i '•-�. - }- vV } ���}' f� S�Vi� i • j ! t t � r • f f _ I ' -:-...i.--1.....!,...-; 4tIti-i:___' -_-1.----4.-47-4;,;-',.-±.- ; g ! 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RISK CATEGORY TYPE=IIINIMelindiR Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE=litOffii!iiaiiligillliligilll Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.=011111111iiiMiliiiIIIi 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=iirlAGNIiiiniligiiiIII Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si 0 54 Figure 1613.3.1(2) Figure 22-2 Latitude=Man.p. migniiii N Longitude Varies W :11N/A...,_...._,._... : (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.gov/research/h azmaps/ http://earthquake.usqs.qovidesignmaps/us/application.Phri 6. Site Coefficient(short period) Fe 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=F.*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM.'=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SEs=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM, 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 SDC1 D -. Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC13 Max. Max. 11. Wood structural panels x.,,. - N/A Table 12.2-1 12. Response Modification Coef. R 6 5 N/A Table 12.2-1 13. Overstrength Factor Ho= 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- xE N/A Table 12.3-1 16. Vertical Structural Irregularities - NO` N/A Table 12.3-2 17. Permitted Procedure quay Latei#1 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 4D SDs= 0.78 h„ = 19.00(ft) SDI= 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) Ti_= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,"TO/(TZ"(R/IE)) (for T>TIJ 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 Sl)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if SI>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) Cyr = DIAPHR. Story Elevation Height AREA DL w; w; "h;k wx "hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Dv; "h;k Vi DESIGN Vi Roof - 1 ;00; 19.00- 1140 022! 25.08 476.5 0.58 2.73 2.73 2nd 8.0011'.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 FPx = DIAPHR. F, E F, w, E w; FPx= EF; ib w,x 0.4*SDs"1E"wp 0.2*SDs"1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx 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 4D N-S E-W ASCE 7-10 F-B SS 2012 IBC Ridge Elevation(ft)=iiiIIM3t00 3 (XI ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.00 25.00 ft. - Building Width- 22 C ? 50 0 ft FI 26,5-1A thru C V ult. Wind Speed 3 s.a o,=t 120. 120;mph Figure 1609 g• V asd. Wind Speed 3 s.a God=; ° .551 mph (EQ 16-33) Exposure=iiilir4gPigirti Iw i, 10.' 10 NIA N/A Roof Type=` Gable Gable• P93aA- 25 7 X5.7:psf Figure 28.6-1 Ps30e=i fl8:, 1iB;psf Figure 28.6-1 ps3a c= 20 4 20;4':Psf Figure 28.6-1 Figure 28.6-1 Ps30 o= 140 14:0 psf Figure 28.6-1 N= 1 0th i 1 0(Y Kn= 1 00 1.00 Section 26.8 windward/lee= 1 00„; 1,00(Single Family Home) X•K81•1 _..- 1 1 Ps,,N*I< "I"P.3a' (Eq.28.6-1) PsA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf (LRFD) (Eq.28.6-1) pe c= 20.40 20.40 psf (LRFD) (Eq.28.6-1) pen= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A And c N=.g. 23.1 23.1 psf (LRFD) Ps B=,d o average= 15.8 15.8 psf (LRFD) a= 3 3 Figure 28.8-1 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. X;00; d�50 G:btl, 16 psi min. 16 psi min. width factor 2nd-> 1 00 1 00„; wind(LRFD)wind(LRFD) DIAPEAA As Ac Ao AA As Ac Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL h Elevation Height Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.R)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) VI(N-S) V(N-S) VI(E-W) V(E-W) 31.00 12.0 0 144 0 120 0 72 0 228 Roof 19.00 19.00 4.0 48 0 40 0 48 0 152 0 5.6 8.0 6.26 6.26 8.79 8.79 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.8 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 561 AF= 975 9.0 15.6 V(n-s). 11.13 V(e-w)., 19.09 klps(LRFD) kips(LRFDL 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 4D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 , 0.00; 0 00 (1.00': 0.00 626 6.26 8.79 8.79 2nd 8.00 11.00 11_00 0.00; 000 - 4)00 0.00 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(na)= 11.13 V(e-w)= 19.09 kips kips kips(LRFD) kips(LRFD) • DESIGN WIND-MinJPart 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(NS) V(NS) Vi(E-W) V(E-W) Vi(NS) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.26 6.26 8.79 8.79 3.76 3.76 5.28 5.28 2nd 11 0 0 4.87 11.13 10.29 19.09 2.92 6.68 6.18 11.45 1st(base) 0 0 0 V(nap 11.13 V(e-w)= 19.09 V(na)= 6.68 V(e-w)= 11.45 kips(LRFD) kips(LRFD) 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 4.3A CT PROJECT#: CT#14189: Plan 4D SHEATHING THICKNESStsheathing 7116" NAIL SIZE nail size=ip:01100.1N-,-.,,,z; ,,:jjOlg STUD SPECIES SPECIES=I.I114Fliti.(SPIF4Iiiiii:ilifgiqi!:111ii!, SPECIFIC GRAVITY S.G. 03 ANCOR BOLT DIAMETER Anc.Bolt dia. b 625 ASD F.O.S. 2 D: 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 1501 150 P6 ... ..,, 520 242 73 339 iEFAuliFiEP4 60', 353 1065; 495 P3 itif:!:41iiiligi!IllildliPliVilig#801 456 EiiiiminaliNimizeilia13701. 637 P2 1280 595 3790; 832 2P4 352 ; 707 2'130, 990 2P3 1980,; 911 2740 1274 2P2 2560; 1190 ' 3580', 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing=lininliniiWiiNiTNNiailFinaffaiiiiiiiiiElieiHiffplilEiniiInti 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-.(front fo back-up/down) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: Roof ................. Panel Height , 8,;ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.76 kips Max.aspect=n-tl.is.j SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind N-S V I= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 Wnd Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Line Veum OTM ROTM tine Usum U.um HD (soft) (ft) (ft) (df) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext :r left 1„, 298 220 22 0 : 1,00,g,0-1'5' 0.98 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.86 21.78 -0.65 -0.85 •0.57 Ext :"left2 0 0 0 ,'0 0 : 1:00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left3 272.': 20 0 ;22 0 1,00 0 15 0.90 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16,34 -0.57 -0.57 7.17 19.80 -0.85 -0.65 -0.57 0 0 0 0 0 1.0'0 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 0 0 0 0 0 `1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 A 0 140 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0 0, '0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: '0 0 1:00 0 00 000 0.00 000 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 ;0 :'1'.00 0.00'i 0.00 0.00 0.00 0,00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 ;1,00 0'00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 040 Ext, right 265 20.0 '25 0 1,00...::::.:0-.15, 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 22.50 -0,77 -0.77 -0.68 Ect: right 0 0,0 l0 0 : 1.00 4.00: 0.00 0.00 0.00 0.00 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 '.204 25 0 1,Q0 0,15' 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 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 Q 0.0 0 0 100 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -0.0 n 0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; , 0 0 ;,1,00 , 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 ";0 0 -1;00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 040' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 040 0 0 0 '0.0 :1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0 0 '0 0 1:00 0,00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 040 0 0 0 i ',( 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'! '0.0 ''0 0 , 100 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '0 0 1.00, :0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 040 0 n.0' ,-`0 0 1.00. Y 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0" 0,0; ".'0 0 1.00. 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 i0 0 :1.00 ` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 040 0 0.0 0 0'.;1.00 i 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 040 0 0.0 0 0 '.1.00 0.00!. 0.00 0.00 0.00 0.00 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. 3.76 0.00 2.73 0.00 EVwind 3.76 EVEo 2.73 Notes: denotes with shear transfer 'e denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd Panel Height. 9;ft. Seismic V I= 1.94 kips Design Wind N-S V I= 2.92 kips Max.aspect=11i124.4SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind N-S V I= 6.68 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 LOL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U.um OTM RoTM Unec U.,,m Li.. HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Emit left 1 63 . 3 5 8.0 1 00= 0.15; 0.17 0.22 0.11 0.16 1.00 0.78 99 PSTN P6TN 110 2.41 1.04 0.49 -0.09 3.45 1.26 0.77 0.12 0.12 Ext, .,left2' 90 50 80 1.00; 015; 0.24 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 109 3.45 1.49 0.45 0.45 4.92 1.80 0.72 0.72 0.72 Ext.gleft.'3 397 22 0 :24 0 1.00' 11 15:! 1.05 1.36 0.70 0.98 1.00 1.00 77 P6TN P6TN 110 15.17 19.60 -0.21 -0.78 21.89 23.76 -0.10 -0.75 -0.75 0 0 0 .'0 0 1.00; 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0 0 0 0 1 00 ,0 00.; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00! 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1',00! 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 fl 0 0 0 1.00: 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 fxt. right 58 '' 5 04 5 0 00, 015: 0.15 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 71 2.23 4.55 -0.54 -1.21 3.19 5.51 -0.54 -1.31 -1.21 Ext. fight`; 0 x 0 0 .0 0 1 00 0 00: 0.00 0.00 0.00 0.00 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 : 2 0 `22 0 1 00' 0 15 1.31 1.68 0.87 1.22 1.00 1.00 50 P6TN PSTN 71 18.80 34.30 -0.37 -1.05 26.88 41.58 -0.36 -1.13 -1.05 0` `. 0 0 ,b 0 1.00: 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :> 0 0 , :0 0 1`00;; 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1:00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 o -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1;00, 0 Q0; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 tt 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .3 0 0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 100 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 1 00 0 00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NRENERRillimur0 0 0 0 01 00 0 00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 0 0 00 1. o 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0., 0 0 0 0- 1'.00', 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '00 00 1,00: 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIPRIVERROVOMF0>`'i 0 0 d 0 1.,00 b 00 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 , 0 0 1 00 0100 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..'. 0.0 ;0 0 1..00 0 001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..w 0 0 '0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0. , 0 0 1: 00 0 00 0.00 0.00 0.00 0.00 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. 2.92 3.76 1.94 2.73 1.00 El/wind 8.68 EVEQ 4.67 Notes: * denotes with shear transfer ** denotes perferated shear wall ISE denotes ISE Shear Panel SHEET TITLE: LATERALE-W(Side-to -left/right) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: Roof ..................... Panel Height= 8,!ft. Seismic V I= 2.73 kips Design Wind E-W V I= 5.28 kips Max.aspect= '.'..'3,..5,SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind E-W V I= 5.28 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 Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIt) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front " BR': 320,.•:.:- 6.9 12,9- 1.00•:,:E..0,15'; 1.48 0.00 0.77 0.00 1.00 1.00 111 P6TN P6 214 6.14 3.32 0.45 0.45 11.85 4.02 1.25 1.25 1.25 0"" 0,0" 0 0 ' 1.00 0.00: 0.00 0,00 0.00 0.00 1.00 0.00 °- -- 0 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Front Bath,* '250:"1.:•:::6.6 91 1.00 0.151.16 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 176 4.80 2.22 0.44 0.44 9,26 2.69 1.11 1.11 1.11 0 '': 0 0 ,.0.0 1.00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FromFam1" 0 i 0.0 0,0 ';1,00 0.00: 0.00 0.00 0 00 0.00 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 Fame' .'.•..::0" .:..0.0. 0.0..-1.00 0.001 0.00 0,00 0.00 0.00 1,00 0.00 0-- --- 0 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0 0 0 , 0.0 .1.00 .0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0- 0,0 1.00: 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 BR213 570` .14.0 22,0 1.00': 0.15i 2.64 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 188 10.94 11.43 -0.04 -0.04 21.10 13.86 0.54 0.54 0.54 ' EXt" 1". 0.0 0.0 i,o0 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0, 0 0.:t.00 '0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 .0.00' 0.00 0.00 0.00 0.00 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 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 , 0 0 0 " .0,o.--....1.00 0,00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 "'d n 0" 0.0 ,::.0.0.. 1.00 0.00; 0,00 0.00 0.00 0.00 1.00 0,00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 "'•0 0 " 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0 0.0 0 0 -1.00 0.00. 0.00 0.00 0,00 0.00 1.00 0.00 0 --- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00,""0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0. 0.0 '6:0!.-.'1.00 ;0.00'. 0,00 0,00 0.00 0.00 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',11.00;:,::0.00. 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- o 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0 "0,0 :.0 0 '1.00 0,00: 0,00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0 " 0.0 ''0,0,,..:i:.1:,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 .",0.0 1.00 0.00. 0.00 0.00 0.00 0.00 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 27.5 27.5=L eff. 5.28 0.00 2.73 0.00 EV,„nd 5.28 EVEQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall 1SB denotes 1SB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd _...__._........... Panel Height-,14WRiit ft. Seismic V I= 1.94 kips Design Wind E-W V I= 6.18 kips ..._........... Max.aspect= ,3.5:SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind E-W V I.. 11.45 kips Min.Lwall= 2.57 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 LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v I Type Type V/ OTM RorM Unet Usum OTM Rout Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa 0 "0 0 0.0 1 00 ..0.001 0.00 0.00 0.00 0.00 1.o0 0.00 0 --- -- 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 1.25 1.25 0 o a ,:00 1 00.: ;X7.00 0.00 0.00 0.00 0.00 too o.00 o -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* a ,,fifl 0 00, 1.00' .0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.44 0.00 0.00 0.00 1.11 1.11 0 0 0 0-0 1.00- 0.00 0.00 0.00 0.00 0.00 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*- ._,188 6 5 8'.0 i 00 0 35 1.08 1.86 0.33 0.98 1.00 1.00 199 P6 P4 448 11.82 4.50 1.22 1.22 28.20 5.48 3.56 3.56 3.56 Front entry,: 86 2 8 4 0 1 00 0 35 0.48 0.79 0.15 0.41 1.00 0.61 332 P4 P4 481 5.02 0.95 1.95 1.95 11.41 1.16 4.92 4.92 4.92 0 0 0 00 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 n 0 :0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Intl 0 0 0 0'.fl .. tt0 0 00 0.00 0.00 0.00 0.00 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; 3.79 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 271 10.75 7.28 0.26 0.26 34.14 8.82 1.90 1.90 1.90 A 0 0„ 0!0 100' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0 0 , 0'.0 1.00 0 00; 0.00 0.00 0.00 0.00 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 . Q 0 0.0 1.00 6 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.54 0.54 Ext o <f a 0.a 1 00} o 00, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 .- fl 0.0 0.0 1 60; x00:; 0.00 0.00 0.00 0.00 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 ABWPii 50 .f 2. „11";.0 t 156:1P!,0410i 0.28 0.88 0.09 0.46 1.00 0.44 811 2P4 P3 581 4.89 0.82 3.06 3.08 10.45 0.99 7.09 7.09 7.09 } GAR ABWP 100, 4 0 1 i»0 1 00- 01* 0.56 1.76 0.18 0.91 1.00 0.89 306 P4 P3 581 9.78 1.63 2.44 2.44 20.90 1.98 5.68 5.68 5.68 b. 0 0 0 0 1 00; 0,00,; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0,0 0-.0,, 1 001 0.00:. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 gROERAMORIEg*IlAk0040t7E1i4A-i:oiliiiitaltil0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 fiF 0 b 0 ,`00 1 00;: .0 001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q x 0 0 .00 1 006 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ' 0!0 1 00' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 a0 1 00: 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :0,.0 1 00-i 000.: 0.00 0.00 0.00 0.00 too o.00 o -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 n 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 _i 0 0 A:0 1.00:; 0.00!, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0 0 0 0'0 1 00,; 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0;.54A,0 00 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1099 29.3 29.3=Leff. 6.18 5.28 1.94 2.73 EVtwnd 11.46 EVEQ 4.67 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall ISB denotes ISB Shear Panel JOB#: QT# 1;4189: Plan',4D ID: Front Upper BR* , Floor Level w dl150;; plf .......................................... V eq 770.0' pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1480,0 pounds V1 w= 740.0 pounds V3 w= 740.0 pounds i v hdr eq= 59.6 plf ► •H head = A v hdr w= 114.6 plf 1:083. v Fdrag1 eq= 179 F2 eq= 179 ___....._._.......::.... A Fdrag1 w= ,4 F2 ,- 344 H pier= vi eq= 111.3 plf v3 eq= 111.3 plf P6TN E.Q. 61') v1 w= 214.0 plf v3 w= 214.0 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= • F4 e•- 179 feet A Fdrag3 w= 344 F4 w= 344 2w/h = 1 H sill= v sill eq= 59.6 plf P6TN mudsill ........__.......................... 20 EQ Wind v sill w= 114.6 plf P6TN mudsill feet OTM 6224 11963 R OTM 11261 8341 v UPLIFT -433 312 UP sum -433 312 H/L Ratios: L1= .:'. .5 L2= 6.i} L3= ,-'r. ` 3.5 Htotal/L= 0.63 4 10 4 01 0 Hpier/L1= 1.45 Hpier/L3= 1.45 L total = 12.9 feet JOB#::CT# i:d189 Plan 4D ID:io*toioreomailm,Illipimailiill,iiiiaignmigalloFloor Level w dl=IMENIDRIK plf V eq -:6170 0; pounds V1 eq= 334.4 pounds V3 eq = 265.6 pounds V w= 1,160:0, pounds V1 w= 646.5 pounds V3 w= 513.5 pounds ► v hdr eq= 66.1 Of •H head = A v hdr w= 127.7 Of 1 083 y Fdragl eq= 147 F2 eq= 117 A Fdrag1 w= '5 F2 .- 226 H pier= v1 eq= 118.0 Of v3 eq= 118.0 plf P6TN E.Q. 3.0 v1 w= 228.2 Of v3 w= 228.2 Of P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq=i, ' F4 e•- 117 feet A Fdrag3 w= 285 F4 w= 226 2w/h = 1 H sill= v sill eq= 66.1 Of P6TN mudsill glin4MINIVA EQ Wind v sill w= 127.7 plf P6TN mudsill feet OTM 4850 9376 R OTM 5569 4125 i v UPLIFT i -88 642 UP sum -88 642 H/L Ratios: L1 2„$: L2= - 4 0 L3 2;3; Htotal/L= 0.89 4 0 41 1011 Hpier/L1= 1.06 Hpier/L3= 1.33 L total = 9.1 feet JOB#:ICT#14189:Plan 40 , II ID:Rear Upper BR23' . Roof Level w dl=. 150 p11 V eq 1370.0 pounds Vi eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 2640.0 pounds V1 w= 806.7 pounds V3 w= 1026.5 pounds V5 w= 806.7 pounds v hdr eq= 68.5 plf -> •H1 head=' v hdr= 131.9 p11 H5 head= W 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 I 1.083 'i. A Fdragl w= 1.3 Fdragl , 205.2 Fdrag5w= X5.2 Fdra. w= 161.3 A Hl pier= v1eq= 114.1 plf v3eq= 114.1 plf v5eq= 114.1 H5 pier= vl w= 219.8 plf v3 w= 219.8 plf v5 w= 219.1 5.0 feetfeetH total= 2w/h= 1 2w/h= 1 2w/h 1 8.1 y Fdrag3= Fdra• -106.5 feet A Fdragl w= 161.2649 Fdragl w=205.2 Fdrag7eq= .•.5 Fdrag- • 83.7 V P6TN EQ. Fdrag7w=205.2 Fdrag8w= 161.3 A PS WIND vsileq= 68.5plf H1 sill= (0.6-0.14Sds)D 0.6D v srll w= 131.9 p11 H5 sill= EQ Wind feet OTM 11073.7 21339.1 feet R OTM 13275 16216 y UPLIFT -122 284 v Up above 0 0 Up Sum -122 284 H/L Ratios: L1= 3.7 L2= :' 4.0 L3= 4.7 L4= ,', 4.0 L5= 3.7 Htotal/L= 0.40 t 0 4 04 ►4 ►4 ► Hpier/L1= 1.36 L total= 20.0 feet HpiedL3= 1.07 Hpier/L5= 1.36 0.90 L reduction Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearon(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadine'`,dl (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=2;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 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening t l' opposite side of sheathing Pony "' 11111 height g ,, - Fasten top plate to header with two rows of 16d sinker nails at 3"o.c.typ Y ,• Fasten sheathingto header with Sd common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing maxL. total j.i l., Header to jack-stud strap per wind design. 1 wall r Min 1000 lbf on both sides of opening opposite :- height height ,, rr,rside 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 Y thick wood structural panel sheathing with ,.• r ` within middle 24'of portal hei ht �' C 8d common or galvanized box nails at 3"o.c. y height.One row of 3"o.c. g in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of --Min reinforcing of foundation,one#4 bar _ I _ jack studs per IRC tables top and bottom of footing.Lap bars 15'min. R502.5(1)&(2). 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 0 2014 APA—The Engineered Wood Association