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Specifications (3) Azts f--a c2 4 1 /7-94} RECEIVED CT ENGINEERING Structural Engineers JUN 2016 l' 6 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) CITY OF TIGARp BUILDING DIVISION #15238 Structural Calculations River Terrace NF4zo, Plan 4w 64*.iiffVeg Elevation A REGI N�& Tigard, OR e z, 9 �� S zT \F 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 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I NG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish4.0'psf NO gypsum concrete 0.0'psf 3/4"plywood(0.S.13.) 2.7'psf joist at 12" 2.5'psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2-2 last Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF 19 S9.1 r -1 :2)2x10 HDR-i- .1(2 x10 HDR+ RB.al I RB.a2 I ? =, I C- J 7 E \ E 16 I 59.1 ® 16 59.1 I -I to j \ o LSI kr: L b b a q m• w co —� m a ix a cg • - r L - 20 S9.1 ri ENHANCED ELEV. r---1 122"x30"I I ATM I !ACCESS I L_ J -J t- +. A.::1- I SCISSOR TRUSS !•:^.'•:^•; J 4:12 BOTTOM CHORD ' _��.::.\ ri ,,.•: .:.:•..•..•::.J:::.::::':::::: ::.\ .a3: 7 y\ (2,2x8 HDP 1:1:k•.17:7'.471,?&;:*.7.*:.Lt.tDr:74:1%::: : ::::.13, , +..........+, / Q I0 \ B.a5 ❑ r I J RB.a4 OABLE:END RUSS 19 L 59.1 CONNECT TO ROOF FRAMING BELOW CT# 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 I � ( J pAn igE 00 o t J P6 S1.2 8 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL ® 18 S6.1 STHD14 mial, 1x14 OSB RIM B.al .�� STH014 �...�� , m - --- I -- E TYP. JOIST 7X'8 X122 BI1 ;BE'M d� SPACING HERE ON 43- ' , •i I 0 d • N of pp . U- � : En 'I O —I I O LT_ LI t al 11 s�i� a [1 AI FIXTURES I. ABOVE I ^�� I w ti rU c is t 4OS: , li 62 STHD74 �� I , " i,Nti G.fi. E „... e..,, ,„ __ ___,_____11. 11 I ' � • • I ” G. , •______ SIM. 2)2x6 HD' o I-T k_ 1 i ro. Vi� i 4110 E - 1.75"x14" 4 LVL FB f C• 1 -- --. 4x4 POST LL-- �::.-.__._:.:::_-:'_:_----j TAIR ,';} 11 1.75"x14" LVL FB 11FRAMINGI w L\--- 59.D 1 , 9 1 Lo Po , 14" FLOOR TRUSSES` 19.2" 0A.=1YP. Pc _.` 1 O --- -t —'/ a B. 6 co TOP OF (2) 2x8 FB : I` ) 1,8 F^_ AT +34)i" A.F.F. 1i -2x8 © 16" O.C. •I`xF1'uJ !i : t _______--RAISED PLATFORM fx4-POKY 1 'r 1 FRAMING 2x ROOF r-_ WALL TOP 1 . +3444" A.F.F. FRAMING 1 ._." .m1 _ `FACE OF GT AT 24" O.C. 11 — GIRDER TRUSS ' J 51.81714 —2x8 LEDGER 1 o I 5 751 ■• I i-7- TOP AT +3414" A.F.F. Ire. cc I o N ro1 11 � FTI. 1 I-se.— 11 R. I-,..........t 0 1 IIP 1 11 E 11 _ r FIXTURES ABOVE LLS._l J ,c `,,I c„. ,1.,, ......F,0 ,.., ". , , ,,,,x.,. ,), roo s . \ B.a13 \,,, ,-_ +,, 1 X h N 1.75"x14"LVL FB ,, , c:, ,_ © B.all am ABOVE ' . :`,.3 ,, GT ABOVE "I p = O 4x8 HDR 1 MONO-TRUSSES \ HDU4 1x14 OSB RIM IIII! HDU4B.a12� 1.1" I CONNECTSTOROOF �- A 1-"Np"1$ $ _ I 8<, FRAMING ABOVE- I` B.a14 nut --'I 51.2 P22 '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'-10)/2" 16'-3" 3-10)2" r e atSTHD14 STHD14- STHD14 P3 STHD14 1 . i co co I I I a I I "-----,"7"-\+. I �\ / -------,_—_—_—_ ( 18 . J i 18 \`6 a S .1 I- k, n 14 ® I 014 S6.0 p S6.0 cc o 0 3N' CONC. SLAB I " VERIFY GARAGE SLAB HEIGHT '? WITH GRADING PLAN In 14'-9" ; 3'-4" 3'-11" • r Q VARIES : MIN. 1,--f- L { % -3" FROM TOP OF 6 WALL �IM STEM WALL ENTIRE SIDE "' P4 Y I n I ,STHD14 STH014 - __ I b r 1 r 12y4 1jssaligns L---‘1'--I i FURNACE ABOVE I with rim I L___ / I o 17 L PLUMBING 11 ® ;o S6.0 I �� FIXTURE S6.0 r ABOVE �.' i t I ••i� I. 6'-0" I-12y41 • - t � ` /J 1----•—o' { i6 m n r L-}--J S6.0 A n 9 " I-JST ® 19.2" O.C. 3r CONC. TYPICAL 'C'•4- y PATIO SLAB I I I-- 16" I SLOPS W L J F- T_ - - - + 2" DN FINISHED FLOORCD -14" I . 4x4 POST j AT +0' 0" rVP.rTYP. I I---TY__ I 3'-9Y4 ENTIRE SIDE I L 8 J • I -3" �! 0 0 ® I 9 0 m� [ JA m -a ;� 56.0 e M J 18"x24" YQ- I CRAWL �"as T 2x4 PONY WALL SPACE . r-JJ AT HIGH FDN. ACCESS I-12V4" r I t- I F 1 o i L f J i 1 -1- -1- \ I 13" x 9)i" LVL-._.1- _ 4 , 3-9Y4'' I 1 o O fill I 18"x18"x10" FTG. Q j �(r '2) #4 EW '� I. I-12ya") ®' 1 I- TYP. U.N.O. SIM. � rn 11 S. L�..1.- 134:_9Yz" LVL-�-- -- 1' 9 334 56.0 J oA 4 4"k18" FIG. EXTENSION, TYP. 6.I)..... m 18"x18" FTG. EXTENSION I • 10 in \START FRMG. / ®56M. 6x8 PT POST,rALIGN--- .1 `ol ° L IM. =y11- 1 LW/ ABOVE I J - -•• N ,\, "1 , \ ` L -'T _HD 4 -1 -1'T 2x4 PONY WALL % • \NDU4 ® 7 56.0 I S6.0 eI " I -5I �� •''8 I SIM. SIM. I in S1.2 P2 -61/4" TOP OF SLAB ID + SLOPE 1Y4"� CONC. SLABI -12y4" TOP OF STEM WALL ` �\ '�r� -\ } 4-0" I 13'-3Y" T-3Y4" 1-SY4" 4 4 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# Dsgnr: TRE Date: 5:18PM, 18 SEP 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:ROOF FRMG Description Roof Frmg_Plan 4A Timber Member Information :ode Ref: NDS IBC RB.a1 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 Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fur,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 Data il 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 ■ 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 II @ 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 II 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# Dsgnr: TRE Date: 6:02PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(1 of 2) LTimber Member InformationII B.a1 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,Bgbeam Douglas Fur- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 Hem Fr,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 ISkenter 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 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 LLL Results Ratio= 0.6698 0.6523 0.0404 0.0335 0.7242 0.1410 0.3455 ■ Mmax @ Center in-k 690.15 23.40 11.60 4.45 96.25 1.89 15.89 a @ 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 [Reactions @ 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 111 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# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR _Rev: 580006 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 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 code Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 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 Hem Fir,No.2 Hem Fir,No.2 Hein Fir,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- 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 DataIII 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 0.888511 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 Reactions11 @ 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 [eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK11 Center DL Defl in -0.032 -0.018 -0.001 -0.002 -0.002 -0.107 UDefl 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 UDefl 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 UDefl Ratio 925.1 1,268.8 10,150.4 8,647.9 8,193.4 421.6 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-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information ;ode Ref: NDS IBC B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- 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 LReactions @ 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 OK 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 Code Code 1. Code Su est Suggest Suggest L ick Lpiok L ick Lick - - - -1.-- -.1 - I - - - - 99 g P_ p p Joist 1 b 1 d Spa. LL DL M max V max; El L fb L N L TL240 L LL360 1 L max TL deft ! LL deft. L TL360 L LL480 L max TL defi.1TL def. LL deft:LL deft. size&grade !width(in.)1 depth(in.) (in.) (psi) (psf) (ft-lbs) (psi) I (psi) (ft.) (ft.) (ft.) 1 (ft.) 1 (ft.) 1. (in.) 1 (in.) (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio 1 95 TJI 1101 175 9.5. 192 40 15 2380 1220 1 40E+08 1471 2773 15.23: 14801 1471: 0.661: 048 1331 13.45 1331 0.44 360 032 495 9.5"TJI 1101 1.75 9.51 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.191 15.731 15.731 0.721 0.52 14.14 14.29 14.14 0.47 360 0 341 495 9.5"TJI 1101 1.75 9.51 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.314 17.311 0.791 0.58 15.57 15.73 15.57 0 52, 360 0 381...._495 __.__ I0.85' 0.62 16.77 16.94 16 7Z 0 56. 360 0 41' 495 9 5 TJI 1101 1 75 9.5, 9.6 40 15 2380 1220L1 40E+08 20 80 55 45 19.19 18 64 18.64 _1 1 9.5 TJI 1101 1.751 9.5, 19.2; 40 101 2500 12201 1.57E+08 15.81 30.50 16241 15.371 15.37 0.64 0.51( 1427 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 157E+08 17.32 36.60 1726 16.34 16.34 0.68 0.54 15.17 14.84 1484 0.46 384 0.37 480 9.5TJI" 500 1220 1.57E+08 20.001. 48.80 19.11 17.981 17.98 0.751 0.601 16.69 16.34 16.34 0.51' 384 0 411 480 9.5"TJI 110 1.751 9.5 9.61 40 101 2500 1220. 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81, 0.651 ! 17.98 17.60 17 60' 0.55 384 0.44 480 1 9.5"TJI 2101 2.06251 9.5 19.21 40 10' 3000 1330, 1.87E+08 17.32 33.25 17.32 16.30 16.30, 0.68 0.541 i 15.13 14.81 14.81 0.46' 384 0.371 480 9,5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1..87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 , 1574 0.49 384 0.39 480. 9.5"TJI 2101 2.06251 9.51 121 40 101 3000 1330, 1.87E+08 21.911 53 20 20 26 19.061 19.061 0.791 0 64 _ 17.70 17.32 17.32 0.54 384 0.43J 480 9.5"TJI 2107 2.0625! 9.5' 9.8 40 101 3000 13301,-1.87E+08 24.491 66.50 21.82 20.53' 20.53r0.86 0.68 19.06 18.66 18.66 0.581 384 0.471 480 i 11 9.5"TJI 23012.31251 9.51 19.21 40 10 3330 1330 2.06E+08 18.25 33.25 17.891 16.831 16.83 0.70 0.56 ' 15.63 15.29 15.29 0.481 384 0.38 480 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 1825 0.51 384 0.41 480, 9.5"TJI 230; 2.3125 9.51 121 40 10 3330 13301 2.06E+08 23.08 53.20 20.92; 19.691 19.69, 0.821 0.661 ( 18.28 17.89 17.89 0561. 384 Q. '............480 9.5"TJI 2301. 2.31251 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21i 21.211 0.88 0.711 19.69 19.27 19./7 0.601 384 0.48 480 11.875"TJI 110: 1.751 11.875 19.21 40 101 3160 1560. 2.67E+08 17.781 39.00 19.50 18.351. 17.78 0.67 0.54 17.04 16.67 16.67 0.527 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 31601 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 1101 1.75' 11.8751 121 40 10' 3160 1560 2.67E+08 22.49 62.40 22.81: 21.46 21.46! 0.891 0.721 19.93 19.50 19.50 0.61: 384 0.49 480 11.875"TJI 1101 1.75 11.8751 9.6 40 10 3160 1560! 2.67E+08 25.14 78.00 24.571 23.12 23.12 0.96 0.771 i 21.46 21.01 21.01 0.661 384 0.53 480 1 11.875"TJI 2101 2.0625 11.8751 19.2 40 10 3795 16551"3.15E+08 19.481 41.38 20.611 19.391 19.391 0.81' 0.651 1 18.00 17.62 17.62 0.55 384 0.441 480 11.875"TJI'210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 `21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.7241' .18.72 0.59 384 0.47 480 11.875"TJI 210j_ 2.06251 11.8751121 40 10 3795 1655 3.15E+08 24 64 66.20 24.101, 22 68 22.681 095_ 0.761 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 210! 2.0625! 11.8751 9.61 40 10[ 3795 1655; � 3.15E+08 27.55 82.75 25.96: 24.43{ 24.43' 1.02 0.811 22.68 22.20 22.20 0.691 384 0.55 480 11.875"TJ1 2301 2.31251 11.8751 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03, 20.031 0.83 0.671 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 19.78 19.34 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.3125 11 875 121 40 101 4215 1655 3.47E+08 25.97 66.20 24.89 23.421 23.421 0.98: 0.78f 1 21.74 21.28 21.28 0.671 384 0.53 480 11.87F TJI 2301 2.3125 11.875 9.61 40 10 4215 1655 _3.47E+08 29.03 82.75 26.o1: 25 .231' ___25.23 1.051 0.84 i 23.42 22.93 22 93 0.721 384 0.57 480 11.875"RFP1 400 2.06251 11.8751 19.2; 40 10! 4315 1480' 3.30E+08 20.77 37.00 20.931 19.691 19.691 0.82 0.661 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 1901 0.59 384 0.48 ' 480 11.875"RFPI 4001 2.06251 11.8751 121 ) 4315 14801 3.30E+08 59.20 24.481 23.031 23.03 0.961 20.93 20.93 11.875"RFP1 400, 2.06251 11.875 9.61 40 101 1 4315 14801 3.30E+08 29.38 74.00 26.371 24.811 24.81! 11.031 0.831 1 23.03 22. 54 22.54°' 0.701 384 0.56 480 Page 1 D+L'rS IIII CT#14189-Betahny Creek Falls ] LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+LAS c 0.80 SConstant)> Section 3.7.1.5 __ C_r KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Ch Cd(Fc) Eq.3.7-1 NDS 3.9.2 Man.Wati duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Her.Loa <-1.0 Load 0 Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' 'Fc perp' Fc' Fce Pc fc fc/Fc fb fb/ in. In. In. ft. plf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 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 18 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2081.8 1.00 1.15 1,1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 388.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9857 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1,00 0.00 0.000 H-F#2 1.5 5,5 16 7.7083 18.8 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 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 18 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 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 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(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wali duration duration factor factor use Stud Grade VMdth Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb ib/ in, in. in. ft. plf psf pit j (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28,4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 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 1200,000 1,368 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.5 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1200,000 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 1,386 506 840 449.95 384.87 299.05 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 1,366 531 781.25 378.09 328.30 214.29 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 28.31405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 267.62 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 1,388 531 761.25 449.95 3786.355 29 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 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 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 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 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 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#11##p# 0.979 SPF#2 1,5 5.5 16 19 41.5 660 9,71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.798 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-141 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 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 (Vales) > Section 2.3.10 Bending Comp.Size Size Rep, Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wail duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load <=1.0 Load ell Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fb fc fc/F'c lb lb/ in. in. in. ft. pit psf pi( (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 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 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 966 378.09 340.90 219.05 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 0.63 361.37 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 0.9980 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 449.95 395.22 303.49 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 1,366 531 875.438 378.08 336.17 217.14 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 1,366 531 875.438 449.95 388.13 247.82 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 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 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 18.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,003 531 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 1206.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 668666 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ka 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 I 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 @ 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 psf plf _n)_(Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fca) H-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.085 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966, 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 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 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.80 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 0.64 463.51 0.594 Page 1 D+L+S+,7E CV/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+Lag+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 Bendinj Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Well duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load(g Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb tb/ in. in. in. ft. pit psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 258.51 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 1,366 506 866 378.08 340.90 270.48 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 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 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 1,386 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 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 2670 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 I+F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 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 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF 02 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1,5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 72.38 0.52 484.93 0.727 SPF#2 1.5 5.5 16 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 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 11131111 ` ' - �.% ! 180Nickerson SL Sane 302 m Seatrie WA 9$I09 bate: j _.�._r._ ,. 0)283-#SI2 / FAX Client: Page Number: (206)285-0618 OP-41., A AM, P5r 041 ( l' ,z) iv..- tik;42) ,... . 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PftrI� • 180 Nickerson St. CT ENGINEERING Suite 302 • _ Seattle,WA I��N�.�C, / � n Project 1 1/406l� _7 'STC. ` z D �' ®OG Date: o21. og• (206)9285-4512 Client: 2012 ; /c/ �0`� iDP`'v5 WS Page Number: (2 6)285-0618 11 I '� 42x4- .$.) } ., AL,... .., r. . , ' ,. , ' ,,'-' i l:, . j4-, 2 • i CJ k. 1 +: - _ . 2<< 3� L. ems.. - a _ • Z,,. `I S3 i1.` 24S \7 - rb: rte. _ _ 9 6t6 1( • t-Z314 > r k° • - q.v 12�L = . ; I ,, _ , ! r �yrT� f�Nl s 'yt -9 a5 Thi :�.!_.. , - o (_ _1 ,, , , l, 51115l z !�� kk,-C . • • ,_ �,- i3 - . v'.y .._ I - i. yam_ . • MSP• i : • t, 3Z i Sp 2 `1 f� 1 ., - -. �r..rr_ a_ Fx 1. '� ;. ' 2 Y X4 L.Z .w - n. Structural Engineers C 1' 4-,3.6 4 3 ` 1 .1����1 .r) & 0 t r� Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category.- ategory I/II/III I , , B avi rton ' 3 r �f Ott t i . s � Fdrmi �' ,,q OSS it laukie take Oswego ,` �� ,,, ing City' 4 $ -;„--'-';',2,.;:.:401 .,---- ,� ai _ r N� � gg C a ,,,' ", --,);''',-,'',?•::-.',%',,,,,, ,v,-,,7;777-';',--7,;;;V/ i! ork "--:',,:‘/-1.,:-'- ' ' N „ USGS-Provided Output S5 = 0.972 g S„5 = 1.080 g SDS = 0.720 g S3 = 0.423 g S„1 = 0.667 g S°: = 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. MCEResponseSpectrum Des ResponseSpectrum o.29 1.3td . #.SS t 72 o.as 0.. 4 0,11 0.50 . c S 0-44 7.41 0.32 22 0.24 o,z2 014 41 41$5 oil to m 0.00oott 0 0 40 0.400.04) 1, 1.20 1.40 1.4 1, a LD 0.00 0,200,40 0•4° fl: 1 "X$ 1.20 1.40 1. 1,4422 iP'er I($44P+E1ksd. {ft�lC Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/20 15 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= H 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 S1= 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://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmads/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 SM1=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 SD1=2/3*SM1 SD1= 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 = 0 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 flo= 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 Sps= 0.78 h„ = 19.00(ft) SD1= 0.50 X = 035 ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6'ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD1 I(T*(R/IE)) (for T<T L) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(T2*(RITE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S1>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) C,x = DIAPHR. Story Elevation Height AREA DL w, w; *h,k wX *h5k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *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 Fps = DIAPHR. F1 E F, w1 E w1 FPX = EF 1 *w 0.4*SIDS*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPX 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 4A NS 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 u/t. Wind Speed 3 Sec.Gard= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Bee Got= E 93 x......,93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type=j, Gable Gable PS30A= 28.8 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps30C= 20.7 20.7'psf Figure 28.6-1 Ps3o D= 4.7 - 4.7 psf Figure 28.6-1 A= 1.00 1.001 Figure 28.6-1 Kn= IMO 1.00 Section 26.8 windward/lee 1.00 1.00;(Single Family Home) A•Krt»I 1 1 Ps=A`Kzt*I*Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Pseendoaverage= 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 26 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 A5 AB AC AD AA AB A0 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= 1109 9.7 17.7 V(ns). 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(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 634 6.34 10.14 10.14 2nd 8.00 11.00 11.00 4.004 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(ns)= 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(ns)= 9.68 V(e-w)= 17.74 V(n-s)= 5.81 V(e-w)= 10.65 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 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 wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 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 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 Ue,,n, OTM RorM Unet Ueum 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) 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 rr20.0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw,nd 3.80 EVEQ 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 Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eR. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum U..„, 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) 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 2.01 3.80 1.94 2.73 1.00 EVwind 5.81 EVEQ 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/rightl 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 klps 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 perSDPWS-2008 pt= 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.151 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 0.001 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 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 1.001 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 Int Din 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 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 6R2/3 570 ':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 x0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00f 0.00 0.00 0.00 0.00 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; 0.00f 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwlnd 6.09 EVEQ 2.73 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: 2nd Panel Height r 9 ft. Seismic V i= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 4.68 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 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 vi Type Type vi OTM RorM Unet UBum OTM ROTM U,t Us,,„ Us„m 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) 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 0.00 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 0.001 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 1.00 0.44 798 2P3 P3 609 6.38 0.82 4.17 4.17 10.96 0.99 7.47 7.47 7.47 GAR ABWP 100 4.0 11.0 1.00 0.15 0.41 2.02 0.18 0.91 1.00 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 1100 27.0 27.0=L eff. 4.56 6.07 1.94 2.74 EV„,,,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 ► •H head = A v hdr w= 132.4 plf 1.083 'v Fdrag1 eq= 251 F2 eq= 251 A Fdrag1 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 A 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 0 1 0 4 O 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 Fdrag1 eq= 85 F2 eq= 46 • Fdragi w= t 9 F2 -- 102 H pier= v1 eq= 84.2 plf v3 eq = 84.2 plf P6TN E.Q. 3.0 v1 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 2w/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 Po A Hpier/L1= 0.65 0 Hpier/L3= 1.20 L total = 9.1 feet JOB#.CT#14189:Plan 4A '.'. ID:Rear Upper BR23• Roof Level _... wdi= 150 p/f 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 i vhdreq= 68.5 p/f ► ► A H1 head=W vhdr= 151.9 plf IH5head= W 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq=83.7 1.083 A Fdragi w= - .7 Fdragi , 236.3 Fdrag5 w= •.3 Fdra••w= 185.7 A H1 pier= vi eq= 114.1 p/ v3 eq= 114.1 p/f v5 eq= 114.1 H5 pier= 5.0 v1 w= 253.1 p/f v3 w= 253.1 pH v5 w= 253.11 ;:5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 y Fdrag3= ;.. Fdra. - 106.5 feet A Fdrag1 w= 185.699 Fdragl w= 236.3 Fdrag7eq= ••.5 Fdrag8-• 83.7 y P6TN E.Q. Fdrag7w=236.3 Fdragdw= 185.7 A PS WIND v sill eq= 68.5 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 151.9 p/f H5 sill= 2.0 EQ Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 ♦ y UPLIFT -122 464 y Up above 0 0 Up Sum -122 464 H/L Ratios: I L1= 3.7 L2= 40 L3= 4.7 L4= 4.0 L5=± 3.7 Htotal/L= 0.40 ► ►4 i 4 ►, ► Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet 1 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 pff 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 pff -- - 4, •H head= v hdr w= 271.1 pff eq 1.083 = 326 F2 eq= 689 Fdragl w= =4 F2 - 1549 H pier= vi eq= 295.2 plf v3 eq= 265.7 pff P4 E.Q. 5.0 v1 w= 597.1 plf v3 w= 597.1 plf P3 WIND feet H total= 2w/h= 0.9 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 689 feet A Fdrag3 w=734 F4 w=1549 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 120.6 pff P6TN 3.0 EQ Wind v sill w= 271.1 plf P6 feet OTM 16894 37967 R OTM 8755 10695 UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 H/L Ratios: L1= 2.3 L2= 8.4 L3= i 4.8 Htotal/L= 0.59 4 ► 4 ► ► Hpier/L1= 2.22 Hpier/L3= 1.05 L total= 15.4 feet 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) Shead°' (Ibf) 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 Loadingf'"k"d1 (a) Design values are based on the use of Doi u9 or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t I ` _• opposite side of sheathing Pony .. 1 wall height . � ,. a,;f - irs.cy.yv Fasten top plate to header ' ' `x.1 ret lt d, /with two rows of 16d " a floodlit 1 8 ,.-48,,,,,, 4'..,i�'7 ✓' �, sinker nails at 3"o.c.typ • . Fasten sheathing to header with 8d common or . Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown t /panel sheathing max •total .t Header to jack-stud strap per wind design. / wall Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' '...E t j.: Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with within middle 24"of portal het hf :. 8d common or galvanized box nails at 3"o.c. �" height.One row of 3"o.c. g in all framing(studs,blocking,and sills)typ. nailing is required in each 1.4 - panel edge. Min length of panel per table 1 \ . Typical portal frame kik 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 "1 Min reinforcing of foundation,one#4 bar it_ 1 jack studs per IRC tables 'I' top and bottom of footing.Lap bars 15"min. , t R502.5(1)&(2). s, t : t { 6%lam Min footing size under opening is 12"x 12 A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min 1 5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed ( ) into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association 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',7114"x16"30E-2 E.Balanced 1:i'''''y, p APA IJC-SP Left Cantilever:None Main Span:01 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: U360 Allow.TL Deflection:U240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fp:3000 psi User Defined Loads Load Case Load Dristan s to Load" ce( ) , Load at r a Load at I Type Start Length do ,-,, Start E»d" 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 sig,,,,, LL Dei TL Def psu`�, . .. PSI . in ,,, iii 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 69 10* 50 V 88 V 68 I Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing Support Location min Bean a Reaction _.. 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 6,%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 Ib(Left)and 14544.8 Ib(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005