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Specifications (48) S 7t-v/7 -r2o5y RECEIVED s s--3-0 CT ENGINEERING SEP 1 2016 Structural EngIneers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations PRG „�,�! River Terrace Plan 4anItrd Elev i diRE on B ,•�9A�< 01 Tigard, OR SFS T.22G�1f X1 0 Design Criteria: 2012 IBC (ORSC, OSSC) 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 I 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: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawispace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. • SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT#14189 ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8'psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish .0'psf NO gypsum concrete 0.04 'psf 3/4"plywood(O.S.B.) ZJ psf joist at 12" 2.5J psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 0 19 S9.1 (2)2 10 HD• 1(2)2x1C HDR 1 ` EB.b1 ii::. • 4RGT.b1 > •`i,-' � � 41 II ,1 rr I I I I e 1 • S99 1 \ Y J.\\ Y C) o o o _ m TRUSSES AT 24" 0.C. TYP. w =® „ X 20 X ' 'a Cs1 S9.1 " a 04a ? I ix 2 oL =YY m, m f.N, N `-1' r 1111 ( r22'x31"-1 I I Arm 1 L ACCESS J L J I '-----I 4:12 BOTTOMI ' is CHORD, TYP. 1 J 19 T -14,1,, k.:.� ss.1 I ::; ::1 : r_____. i • GT. C5 ♦ c� ♦ I • r . , (2) XB HDt OK 1T 3x2x8 HD 1 , - �Is ♦♦ RB.aS • (3)2/5.HDR • ��r II Y • RB.a4(2)2XB FOR OK 1 ID '® CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 51.2 P6 n t- • 1 €E 1§ ) P\ I 0 12)J 0' all. dab S12 P6 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN P3 STHD14 ® ® _ S1HD14 - 1x14 OSB RIM B.b/ 1� « ---- ,'7.777--:7;;;;;; - M -- -- M II -1 T1P. JOIST 7 Et: M 'lb - SPACING HERE ON • 1 • • 1 OOe OO GT ABOVE GT ABOVE o i ft I `t L 1 1 ! AS Ile FIXTURES 1 ,. I _ f. 11 ABOVE �. i Is lx . - I STHD14 I ) IS D14 e ! E l�f' ®f1 r1- (1[R BIG BEA Al,L G. 1x14 OS \: x. H x SIM. 0 N = A o I r' N ��Y' • on-- --) BACKGROUND CHANG -1 •_, ® SEE SHEET ® I I L---.' 1.75"x14" 4 LVL FB f� l I. J __.._...__._ 4x4 POST i. ;p 1.75"x14" LVL FB -FRAMING, 3 I m F • 9 AEP rc Lk .Q I. ci -0 1 I n j 14' FLOOR TRUSSES W 19.2" 0. . I B..6 �• TOP OF (2) 2x8 FB , :::... I? MillAT +34Yz" A.F.F. 2x8 C 16" O.C. 4k8F POST..... _ u �R / RAISED PLATFORM FRAMING I 2x4 FONT +34)4" A.F.F. _ WALL TOP I7 _;tea : , FA E OF GT 1 IM II-- —2x8 LEDGER GIRDER TRUSS I . --_`' E�S1.81/14 ■ GT TOP AT +34kz" A.F.F. t ``I o 1 1 " I • 1 . m 2x ROOF i I 0 I i i� FIXTURES ABOVE c FRAMING € I--- ®24" O.C. L_ I __..............._..__.... cr r-ix I £ •i I '1 B.b13 ;,_ , B.bI1 I5"x14 VL FB ` N (2 2x10 HDR 1:21nI I 14x8 HEIR ' I EXTEND FLOOR .. .__R1 __R SHEATHING TO RIM IEXTEND HDU4 1 r HD 4 =b • • HDU4 TOP CHORD 1x14 RIM BOARD 1 AI lir P2 RO•F TRU`•ESA 24" 0. IIIII S i - I -- 1 = 4x4 4x10 HDR 4x11 HDR W ACE4 4x4 TOP PLATE IS +9'-1" / L --- -- - ------- --- --- - - --- --- --- -- --I W/ACE4 ABOVE LOWER FIN. EACH SIDE 4x4 EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE EACH SIDE CT# 14189 2014.10.2 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4B UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1'-0" AMERICAN MODERN -10y2y 16'-3" S-1Uy2 STHD14 -0 STHD14 STHD14 P3 ,--STHD14 1 :L�44, —� ^ - -- _ '-.--F.,H �. .I _..... 1" 1 ,:g- 1 I r h I 1 1 I I 1 + f1$�.l ' f 1 / 111$ I 'S d `S. 6 l) GT ABOO,6VE-\l ` '✓' 14 ® ®0 14S6.0 S6.0 O a 3�r CONC. SLAB ,.• 0 0 VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN to 14'-9" 3'-4" 3•-11" 10 VARIES : MIN. _I ` P6TN r -3" FROM TOP OF 6" WALL S6.0 IM STEM WALL ENURE SIDE 2 - 1-sTHDI4 Di c'4D / STHD14 %� / A LFsa • I _ T___ - I h I-- I-12V"I !11st alignsI L__"=j I ~—r-FURNACE / 1 with nm I L__l V/ 0 17 L , i PLUMBING 11 ® io 156.0 C FIXTURE 56.0 t 1 1 ABOVE • ��.•` 8' 0" I-12Y�'•I t � • " ' 16 \ /J I -1 �''''\ vii t r L1--1 S6.0 I - 1.1 974" I-JST a 19.2" O.C. ; I 3i' CONC. TYPICAL ' PATI SLAB o j I---I SLOPE '13:1 Lir,--- 7 j ---r-T--------4 1 2" DN FINISHED FLOOR I 1 L1(- I 41:0 i Il P.T. 4x4 POST -14" AT +0'-0" I a I tHf TYP. I 3-914 ENTIRE SIDE I I I k • 3" 7 F1 0 1 3 6 ' 0I I • 18"x24" I. a ;!3 ® D1 S6.0 lo oe X"SLDN 11 roI L. CRAWL X"DN T 2x4 PONY WALL SPACE • F'� AT HIGH EON. IACCESS ` -12Y4"j--1- 1-1 __l,I I- -1 I 13'4" x 974" LVL-� -_-- ' 1 3-9Y4� I � � IGT 1 18"x18"x10" FTG. le / I ABV 0 i .1 8"(2) #4 EW In ®' r1 TYP. U.N.O. • 1-121/4"1 co SIM. I 4-y ' I 11 0 L�J 9-33 1 J I 13'4" x 974. LVL �4560 „It. 1 4"418" FTG. EXTENSION, TYP. 1 © 6,1 I 18"x18 " FIG. EXTENSION 1 � In START FRMG.� V �6.0 `0 6x6 P.T. POST, ALIGN W/ / o i. I 3-L SIM. ABOVE T I bo ,J-I N:1 L _J 4..... . • OD I IN I _• ` - _ "• 1\ HDU4 l HDU&l HDU4 HDU4 Oett 1 , P3 P2 � � 57.2 $'Iy�-.$�M 17 -6Y" TOP OF SLAB SLOPE 1Y"1 3W' JbN�i. SLAB 1n 4x4 I -121/2"TOP OF 8" POST \ L L--_ _-SFEMjiMAei. 4x4 POST 4x4 POST J 19 —�• ' -_ • ® Mi II 1 6'-0" ; II 1'-SY2" 3y # 13'-1" , 8,-4" Xi3Y2" 22'-0" t 4. CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description: Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist III (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B GT Reactions Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ GT.b1 GT.b2 GT.b3 GT.b4 Timber Section 3.125x13.5 3.125x13.5 4x10 4x10 Beam Width in 3.125 3.125 3.500 3.500 Beam Depth in 13.500 13.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade glas Fur,24F- Douglas Fir,24F- Douglas Fur- Douglas Fir- V4 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 900.0 900.0 Fv-Basic Allow psi 240.0 240.0 180.0 180.0 Elastic Modulus ksi 1,800.0 1,800.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type GluLam GluLam Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 22.00 22.00 8.00 13.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 45.00 75.00 Live Load #/ft 75.00 125.00 Start ft 13.000 5.000 End ft 8.000 Point#1 DL lbs 608.00 488.00 LL lbs 1,015.00 815.00 @ X ft 13.000 5.000 Results Ratio= 0.5542 0.7403 0.8017 0.8179II Mmax @ Center in-k 145.20 193.94 43.22 50.70 @ X= ft 11.00 13.02 4.99 6.50 fb:Actual psi 1,529.7 2,043.1 865.9 1,015.8 Fb:Allowable psi 2,760.0 2,760.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.7 88.4 65.2 53.5 Fv:Allowable psi 276.0 276.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 661.57 345.19 487.50 LL lbs 1,375.00 1,103.30 575.94 812.50 Max.DL+LL lbs 2,200.00 1,764.86 921.12 1,300.00 @ Right End DL lbs 825.00 1,011.43 607.81 487.50 LL lbs 1,375.00 1,686.70 1,014.06 812.50 Max.DL+LL lbs 2,200.00 2,698.14 1,621.87 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.343 -0.404 -0.036 -0.130 UDefl Ratio 770.2 653.2 2,693.3 1,195.5 Center LL Defl in -0.571 -0.674 -0.059 -0.217 UDefl Ratio 462.1 391.6 1,613.9 717.3 Center Total Defl in -0.914 -1.078 -0.095 -0.348 Location ft 11.000 11.528 4.256 6.500 UDefl Ratio 288.8 244.8 1,009.2 448.3 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description: Scope: SFR Lk 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 4B LTimber Member Information )ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Revel,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No enter Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live 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 0.2277111 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK 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 1,430.00 350.00 360.00 780.00 @ Right 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 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 1 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description: Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg Trusses_Plan 4B(1 of 2) Timber Member Information B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Hem 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 Center Span Data II 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 175.00 295.00 Live Load #/ft 125.00 325.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 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 il @ 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.DL+LL 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#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description: Scope: SFR LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 II (c)1983-2003 ENERCALC Engineering Software 14189_Fan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B (2 of 2) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 4x10 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- Douglas Fir- Larch,No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span DataII Span ft 6.50 5.00 2.50 3.50 3.50 9.00 13.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 75.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 125.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.25 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 [Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.8179 ■ Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 50.70 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 6.50 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 1,015.8 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 53.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactionsil @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 487.50 LL lbs 2,356.25 2,426.79 956.25 446.25 315.00 1,690.56 812.50 Max.DL+LL lbs 3,802.50 3,885.94 1,531.25 857.50 472.50 3,073.89 1,300.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 487.50 LL lbs 2,356.25 2,688.46 956.25 446.25 315.00 1,179.44 812.50 Max.DL+LL lbs 3,802.50 4,303.31 1,531.25 857.50 472.50 2,256.11 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.130 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 1,195.5 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.217 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 717.3 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.348 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 6.500 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 448.3 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description: Scope: SFR Rev: 580006 Page 1 Use:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)19983-2003 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 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- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107111 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 @ 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 UDefi Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefi Ratio 725.8 TJI JOISTS and RAFTERS h 4 _'_-_Code Code Code Suggest Sug_gest Suggest' Lpick Lpick Lpick Lpick Joist 1 b d Spa.C LL DL I M max V max', El L fb L fv L TL240 L LL360 L max TL dell. LL deft. L TL360 L LL480 L max TL deft.TL deft.LL deft. LL deft. size&grade width(in.) depth(in.); (in.) I (psf) (psf) (ft-lbs) (psi) ; (psi) (ft.) (ft.) (ft.) (ft.) 1 (ft.) I (in.) (in. (ft.) (ft.) (ft) (in.) ratio (in.) ratio 1 f1 -- --- 13.31 9.5"TJI 110 __1.75 9.5' 19 21 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 _ 14.80j 14.711. 0.66 0.48 13.31 13.45 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220; 1.40E+08 16.11 33.27 16.191 15.731 15.73 0.72 0.521 1 14.14 14.29 14.14; 0.47 360 0.34 495 9.5"TJI 1101 1.75 9.5 121 40 15 2380 1220 1.40E+08 18.61 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110 1.751, 9.5 9 61 40 15 2380 12201 1 40E+08 20.80 55 45 19.191 18.641 18.64.4.. 0,85 0.62 16.77 16.94 16.77 0.561 360 0.41 495 I 1- I 1 l I 9 5"TJI 1101 1.75; 9.51 19.2 40 10 2500 1220'' 1.57E+08 15.811 30.50 16.341 15.371 15.37' 0.64 0.511 14.27 13.97 13.97 0.441 384 0.35 480 9..5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 117 32 36.60 17.36 16.34. 16 34 0.68 0.54 15.17 14.84"' 14.84 0.46 3841 0.37 480 9.5"TJI 1101 1.751 9.5 12 40 10 2500 1220 1 57E+08 20 001. 48 80 19.11 17.981. 17.98 035 0.6 ' 16.69 16.34 16 34 0.511 384 0.41 480 9.5"TJI 110 1.7519.5 9.61 40 10 2500 1220'; 1.57E+08 22.361 61.00 20.581 19.37, 19.37 0.81 0.64 17.98 17.60 17,60 0.55--t- 384 0.44 480 9.5"TJI 2101 2.06251 9.51 19.2; 40 10 3000 1330; 1.87E+08 17.321 33.25 17.32 16.301 16.30; 0.68 0.541 I 15.13 14.81 14.81 0.461 384 0.37 480 9.6"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 ''' 16,74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9 5 121 40 101 3000 1330 1.87E+08 21.911 53 20 20.261 19.06 19.06! 0.791 0.64 I 17.70 17.32 17,32 0.54; 384 0.43 480 9.5"TJI 2101 2.06251 9.5 9.61 40 10 3000 1330 1.87E+08 24.49 66.50 21.821 20.53 20.53 0.861 0.68 19.06 18.66 18.66 0.58 384 0.47 480 1 I 9.5"TJI 2301 2.3125! 9.51 19.2! 40 10 3330 13301, 2.06E+08 18.25 33.25 17.891 16.83 16.83; 0.701 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•.,' 16,25 0.51 384' 0.41 480 9.5"TJI 2301 2.3125) 9.51 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.92; 19.691 19.69 i 0.821 0.661 18.28 17.89 17.89 0.561 384 0.45 480 9.5"TJ12301 2.3125; 9.51 9.61 40 10 3330 1330: 2.06E+08 25.811 66.50 22.541 21.21 21.21 0.88 0.711 19.69 19.27 19.27 0.60 384 0.48 480 I- - --------I- 1 I 1 11.875"TJ1110! 1.751 11.8751 19.2) 40 101 3160 1560: 2.67E+081 17.78) 39.00 19.50; 18.351 17.78 0.671 0.5.+1 17.04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1,75 11.875 16 40 10 3160 1560 2.67E+08 19.471 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 110101 1 751 11.8751 121 40 3160 15601 2.67E+08 22.49 62.40 22.81! 21.461 21.46! 0.891 0.72 19. 93 19. 50 19.50 0.611 384 0.49 480 11.875"TJI 110! 1.751 11.8751 9.61 40 101. 3160 15601 2.67E+08 25.14 78.00 24.57! 23.12 23.12! 0.961 0.77 21.46 21.01 21.01 0.661 384 0.53 480 11.875"TJI 2101 2.0625) 11.8751 19.21 40 101 3795 1655;3.15E+08 19.481 41.38 20.611 19.391 19.39; 0.81 0.651 1 18.00 17.62 17.62 0.55, 384 0.44 480 11.875 TJI 210 2.0625 11.875 16 40 10 3795 1655 315E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384' 0.47 480 11.875 TJI 210 2.06251 11 875 121 _ 40 10. 3795 1655 3.15E+08 24.641 66.20 24.10 22.68 22.68:,.__ 0.951 0.761 21.05 20.61 20.61 0.641. 384 0.521 480 11.875"TJ1 210 2.0625 11.875 9.61 40 101 3795 16551 3.15E+08 27.551 82.75 25.96 24.43 24.43! 1.021 0.811 22.68 22.20 22.20'. 0.691 384 0.55 480 11.875"TJI2301 2.3125 11.875, 19.21 40 101 4215 1655 3.47E+08 20.531 41.38 21,28 20.031 20.03 i 0.83 0.67 18.59 18.20 18.20 0.571 384 0.45 480 11.875 TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.481. 480 11.875 TJI 2301 2.31251 11 875 121 40 194_ 4215 1655 3.47E+08 25.971 66.20 24.89 23.42 23.42:__ 0.981 0.7134.1_ 21_74__- 21.28 21 28 0.67 384 0.53 480 11.875 TJ1230 2.3125 11.875 9 6: 40 10 4215 16551_3.47E+08 29.03 82.75 26.81 25.231 25.23 1.05) 0.84 23.42 22.93 22.93 0.72 384 0 57 48.0 11.875"REP'400; 2.06251 11.875 19.2; 40 101 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 1 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 1801 0.59 384', 048 480 11.875"REP'400! 2.06251 11.875' 121 40 101 4315 1480; 3.30E+08 26.281 59.20 24.48!23.03' 23.03, 0.961 0.77 21.38 20.93 20.93 0.651 384 0 52 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 101 4315 1480, 3.30E+08 29.381 74.00 26.37! 24.811 24.81! 1.031 0.83 23.03 22.54 22.54 0.701 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 33.,33 Cr 3333 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.Wali duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Loa e.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fe fc tc/F'c fb fb/ In. in. in. ft. pit psf plf (Fb) (Fc) psi psi psi __psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) . H-F Stud 1.5 3.5 16 7.7083 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 16 9 30.9 1340 0.9968 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 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 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 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 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 _ 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 ' 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 .1133 .0.1-. 200 _.. 44_.. .._.1336 __.00 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 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 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 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 1484.88 1015.45 531.23 0.52 0.00 0.000 311.1.. 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 0.8913 2091.6 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 1644.5 228.94 220.14 219.80 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 Bucldin.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 CbMEN Sec6o9 2.3.10 _-_ CM=Com•.MMIZZILDa___ M:11117J-Cd Fc_[ ®-__- NDS 3.9.20d©Plaa.Wall duration duratio factor factor . p p� 1111 Stud Grade Width Depth Spedn!,Height Vert.Load Hor.Load cS 1.0 Load©P1st Cd(Fb)Cd(Fc) Cf Cf Fc er Eri Fc perp' Fc' Fce Ib/ in. in. In, ft. .11 .-f .11 Fb (Fc sl .si si I .sl Fb"1-fc/Fce H-F Stud ®®IIIMI 7.7083 1075 0.9951 1.00 1.1 1.05®M1011®' ®" 1,200,0001111EDIIIMMIIIIIIIHILHISMICEMZOIMMIIIIMIEUMM111111��,, MILI ®®IMMIIIIIE®''' 755 MIEZIMILECIAMMELMIIIIMIMEGIMMIEN 1.05®11:011®i 1,200,000�...� ��i 0.665 ® H-F Stud ®®�� 114531 0.9998 1.60 ®�®� 405 800 1,200,000 - 378.09 �`i�� H-F Stud ®® 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 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 12 8.25 28.3 1425 8.13 0.9974 2857,8 1.60 1.00 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 MIAMLIIIIIMMIIIMM 8 8.25 ®MMIEB 0.9981 3986.7 1.801.-__00 ®' ®�M :.i 1_200,000�� MM_ 0.78 180.69 0.394 __��--_- .- ... --�� IMIIMIHHIIIIhmommIIIIIIMIMIMIIIIIIIIIMHIIIIIIIIMIIIIIIIII E ®®IMUM�' 1060 0.9971 MOM 1.60 MELIMMILLIMEMEHMICEMIIIHMI 1 200 0001111111111EIEWIEMENZEIMINSIMINIEISMICEMEEKIIIIIIIMMI ®®MIIIIIIIMMIEI '� 1.60 1.00 ®�ji ®® 425 ®1,200,000® . MIIIMIIII 1 ®®®�1�® �� 1.00 425 1,200,000®�� ®®�� 980 ®®®® ® ••®®®'"M®' ''��® ® 0.9970 2091.8 � 1_DO 1.1 1.05®��®1,200,000 ® ��361.37 SPF Stud ®®® 28,3�� 0.9952 2789.1 _ 1.60 ___1.00_ 1.1__7.05 1.15• 725 _1_200,000 1,366 761.25 449.95 376.35 267.62_0.71 271.03 _0.490 SPF Stud 0 28,3 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 725 1,200,000 1,366 761.25 448.95 376.35 294.60 0.78 180.69 0.383 IIII _®®mU ® MIIMI0.3909 MIIIMIIIIMr ®Mi MMMIMIMMIIIO 300 000MMZEIM11131EIMMOMIM 969.91 1111MIE211 0.119 _®®NIEMIIMEMELI® '®' ®®'® ®' ®" 1,300,000 -®'��' ' 506.18 &U 0.178 ®®®��®� '®��ME ®� �1300,000 2,033��1203.70 899.13 506.18 0.124 _-___-----_M�--�-� lial SPF#2 intaili7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 ®1,10 1.15 875 425 1150 1,400,000 2,093® 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 1265 1089.25 806.08 531.23 0.66 181.23 0.169 iMIII®®NEMN'''NIMEMIIIIIM 0.4790 IIEDZINIKEE 1.00_ �® 875 425 IMIll 0.60 IHMIINIIHIIMIIIIIIIIIIMIIIIMIIIIIIMIIMIIHHIIIIIIIIIIIIIIIIIIIIIIIIimmiIIIIIIMIIIIIIIIIIIIMIMIllIII®®1 ® MII -- 1--� .... ----_�-- SPF Stud HIIIMIMHIIHIIIIIIIIIHIIHIIIII 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.05 425 1,200,000 138.14 17.78 0.13 0.979 ®®m�� 660 ® ®® ® ®®®® --- 0.9921 3232. 1.60 1.00_.31.10® 870 425 ®' 1,400,000 ®� � 196.97 927.02�:. H-F#2 1.5 5.5 16 19 41,5 600 9.71 0.9921 3132.44 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 0.44 927.02 0.796 Page 1 D+L+W+,5S CT#14189-Betahny Creak Falls LOAD CASE (12-14) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 111123111111111=111=11111111111•111111111MMZELEMININ -- IIIIMIIIIIIIIIM1111111111_____ 11•11111111111111 111=11111111111111=1111111111•11111111111•111111111 c 0.60(Constant)> Beckon 3.7.1.5-= = �� _ 0� r KcE 0.30(Constant)> Section 3.7.1.5 Ci(Fb) C1(Fc)11111 1997 NDS Cb arias > Section 2.3.10 Bend • Size Size .-. _ Cd b Cd Fc E. 3.7-1 �_ Stud Grade Wirdth Depth Spi dna Hen. Olght Vert:i Load Hoa Load NOS;0 2 Load Plat:Cd Max Wall r(Fb)Cdation ra(Fc) Fb factor factorFf Fc pl rp� SI Fc perpsi 'rill Fce RIM fb Po/ .sl •si Fb•1 tc/Fce H-F Stud ®®H7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 gi 1.05 1.15 675 405 800 1,200,000 1,366 506w 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 9 30.9 765 8.46 0.9988 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 19429 0.57 447.52 0.874 ®®®111111113®''=1111111MIXO 0.9969 MBA 1.60 1.15 ®�� 800 1.00,000�� 340.90_81 r 0.64 IZEZE®®�� 0.9963 •5 1.60 _1.15 �®' ®�®' 800 1,200,000��- ®''®''' 0.596 H-F Stud ®®®�� 0.9959 1_15 ®11111®10011®' 1,200,000MEIMIIIMMI111111M11111EZEIM 'E'EN ®' H-F Stud ®®0 IEE®'' 0.9960 ®'' 1.15 ®BII®.E 1,200,000MIEMINIEZI 56611Z33111111=11119161:11112E1-180.89 0.406 ____�--_-- ---_-- ___---__- �®®��' �®'''a 0.9935 2091.8 1.60 1.15 ®�' ®ma�®1_200,000 1,366 875.438 515.42 431.52 274.29 0.64 376.78 0.589 OFF Stud ®® � � ®'''�'•' 2091.8 1.60 1.15 ®�®��®1200,000 1,366®875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud ®®® 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud - 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 ®® 8.25�®'� 0.9952 2789.1 1.60 1.15 1.05 1.15 675 425 ®_1,200,000 1,366 531_.875.438 449.95 388.13 0.70 0.503 SPF Stud 1.5 3.5 ® 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15 875 425 725 1200,000 1.366 531 875.438 449.95 388.13 299.66 0.77 180.69 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 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 19.8 3132 8.46 0.5437 3132.4 1.80 1.15 ®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 ®®H� 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 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 MEM 7.7083 3287 9.71 0.3872 3287.1 Ell 1.15 ®1.10®rlIS 1150 1,400,000 2,093®1,1E 1015.45 531.23 0.52 0.114 ®®MIIIMINIIMENNIECU '®' 1.60 1.15 ®1.10 1100•31111131111111E1±_400,000 ®1MEEIIIIIIXI®�'''�EIEEI 0.169 _®®111131111111101111111•110111INCIEE ''11111Efill 1.60 1 15 ®1.10®11113111112MME1 1"00 000111BEEEIIIIIESIIEIXEE 1296.30 ®1111110 -_-___---- -_--_- 1=IIIIIIIIIIIMIIIIIIIIIMMIIIIIIIIIMIMIIIIIIIIIIIIMMIIIIIIIIIIIIII _111111•111111111-1111=1111111111----- ___u_ __---_-- ®®011011111230INNE1111EIM®®KE1®11110111112011® 200 500 IMINIESECOEIETKIINIELSIIIIIIMICE= 0.979 _ SP-® �MO® 0. �M 1.15 ®� * I 1,400,500®Q�®' ® ' M® 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 98.97 0.44 927.02 0.796 Page 1 D+L+S+,SW CT#14189-Betahny Creek Falls LOAD CASE (12-15) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 4 E Oesi!n Bucktin.Factor __ r - __ .. - c 0.80(Constant > Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NDS Cb ales Section 2.3.10 ��_-_.._ Bending Comte . .- Cd Fb•Cd Fc E..3.7-1 ®�� ------_CCEEEM Ma MO duration duratio (EIM)M(!M!=___ -_-_--__- Stud Grade Width Depth Spurn Height Vert.Load Hor.Load u=1.0 Load Plat: Fc pep'!" E Pb' Fc perp' P P 9 in. in. in. ft. •If f •if •si •.I •si ®®mEM�®� '®- ®'' ®®�� 405 1,200,000 1.366 9��®� 966 11121M4 � ®®��®''®' '� '-®' �®'' 1.15 ®�® 875 KIM 800 1,200,000�� 966 340.90 ®® 12 MIIILIEMIIMEIIIIEICEIRI 0.8976 MECIME1111111CM 1.15 ®1.05 I*U E 1,200,000-®1° #68ERIIIMIELOCIIIKEIMI 0.77 H-FStud ® 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 iiii 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 320.00 0.81 135.51 0.343 N-F Stud 3.5 0EEZIKIIIIIIIEIM3906.7 1.60 _1.15 1.1 1.15�� 1200,000 � �� 0.267 __ ---�-- -�---- ---_-_-� ®®mmaiwa®mnsi 0.9907 mscommacca 1.15 ®®' ®nziammu®1,200,000 1,366®875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud -®0mp�� t 0.9970 - ® ® 1.15 � ��®1200000 1,366 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud -®®EE®"'®. 0.9990 11111MBOININERIEMIMMIEHIMEMIKEINIMII 1 200 00011111EnEEMILEMB 376.09 MEM 260.9511113111M 0.396 EILIZEII-®m��®''� 0.9922 ®®®' ® �®1,200,000® ®®i 0.396 SPF Stud ®®m 8.25 28.3 1660 0.9973 2789.1 1131 1.15 •1_15• 425 725 1,200,000 531 875.438 449.95 388.13 0.81 135.51 0.334 SPF Stud ®® : 8.25 28.3 mum®i: 0.9989 4183.8 1.15 1.05 1.15 IN 425 725 1,200,000 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 _--------- __ CIMIM®®��®� 0.3001 1.60 1.15 1.10 1.15®"®' ®" 1,300,00011EMEMIECZEIMIEMMILEI 506.18 0.059 moom®®mujimumEga®mm ' __ 1.e0 _t.15 ®1.10®��1,300,000 N-F#2 ®®��®M '®- �� 1 ®1.10®�®i ®" 1,300,000�� 0.60 90.61 0.089 _15 �� 506.18�® 0.062 _�- ---_-_ ---- _-__�-__- SPE#2 ®®m®. ELEMIESI� 'M.' 111131®®EDM®ICEIMME®' 1,400,0001111EUEM 1484.89®®' EMIIIIIIIIIII51 ®®mIIIIIIMIIMMEEIMIER ®'' ®®®'®MEMKEII®' 1A00,000 2,093 immirmaaza 850.16®®'' 90.61 NIMIKEE SPF#2 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1150 1,400,000 2,093 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 14.57 50.0 255 4.23 0.9959 2091.8 1.80 1.15 1.1 1.05 725 1,200,000 1,366 875.438 144.26 139.02 64.76 0.47 588.43 0.779 ®®mmmEgeminglitm 0.9925 3287.1 1.60 __1.75 .5 1.10®�� 1150 1,400,000®1454.75®® � H-F 62 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 CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 OM=Desi,n Bucklin•Factor ___11111111=1111111 _... -��_�_- (Constant)> Section 3.7.1.5 ---==_..__11161111111111111101.1= �� --- �� ll-IN 1997 NDS�_�� N ' Constant Section 3.7.1.5 --- �1 _11111111Section 2.3.10 NIIIMIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIaZrEl Com..IMIEE1m'31111111111111111111111I 1 E1- ® t Q -��_ NDS 3.9.2 Max.Wall duration duration factor factor Stud Grade Width Depth Spaan. Height Vert.Load Hoc Load ss 1.0 Load C Plat,Cd(Fb)Cd(Fc, Cf Cf ®�Fc perp E pi Fc perp'�� Po/ in. in. in. ft. •If •-f If Fb Fc -Si • psl I Fb'•1-fc/Fce �_®0��® 0.9983 ®®�®�� .200,000IIIEIIIIIIZZIIIIICIIIIIEiEtLEIIIIKMEIIIEIDEEIIIIIIIIEXIEIIIIIIIIII:EEW 12221:111_®11111M1111111311111111111111611D® 0.8960• ®'' 1.15 ®IILEI®ME1111111121200,000 966110E11 340.9011111MIIIKEI 188.85 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.8937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 ,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 14-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 1.15 675 405 800 200,000 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 ,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 MISIZEIII_®OIIIKEI�I'``®"® '�'" ®'' ® 1.1 IIIIIM___ ,200_000®®®® 395.22 342.86 0.87 79.34 0.244 --____----- �� ®®m��® 2091.8 115 1131111111011501 675 ®1,200,000 ® uas1111130111EMICESIEM®' SPF Stud ®®0IIIIII®''' 1000 MINECUKIEMNI 2091.8 IIIIN 1.15 ®KE® 675 INSII®1,200,000 ® IIIENIMMILEIIM®' 875.438 378.09 336.17 268.57 0.80 141 63 0.358 SPF Stud 1.5 SPF S ud 1.5 HH 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 30.9 1410 3.57 0.9962 2789.1 .60 1.15 ®1.05 1.15 675 425 725 1 200,000 1,3661 05 1.5 675 425 725 1 200 000 1 366®875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 ®® 8.25�� 0.9940 2789.1 1.60 1.1_ 1.05® 675 - 725 1,200,000 1,366®875.438= 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 ®Q 8.25 'I 0.9987 4183.6 1.60 1.1 1.05® 675 Km 725 1,200,000 1,368®875.438 388.13 339.05 0.87 79.34 __IIIIIII_-_-----._ ___-_- NUN --_---- H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 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 64.26 0.055 _IIIIIIII___IIIIIIII----_------_ 1111111111111111111111111111111111111.11111111111111111111111111111111111111111111111 Ems_®mMEI �®�� 1.60 ®®�®��1.400,000 ®� MEE1111310 0.042 ®®m11MIIIILEINIM® 0.4618 3287.1 1.60 1.15 ®®'®11:5111EI 1,400,000®r'- ®EIZEI _®MILEZINIM 0.071 SPF#2 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1,400,000 2,093 1454.75 1296.30 945.38 531.23 0.56 0.052 iii ®®®�®��® 0.9981 1.60 ®�®®®®®1200,000® NICEMEESiY3EINCESIMEE1111111111:167 =IIIIIIINIMIMIIIUIIIIIIMIMIIIIIIIIIIIIIIIIIINIIIIIIIIMIIIIIIIIIIIMMIIIIIIIIII ___--- -� -��_� SPF#2 ®® 16 ��® 0.9910 i.15 ®IKI®IIMIKEMEIIII1,400,000®� ® MX 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 T ENGINEERING 180 Nickerson St. Suite 302 $04r Seattle.VIA /I( provect: sit 98109 Date: MX: Meat: Page Number: (2)6)286-0618 $04 111P_TA, g4;101.7 P5r dc) FUL 2 OlVt)(40.1"15 ) 3 ti - WMAL. TZ 100 flk. k (404- 1•15) pit 144> 0-- 4522 4122 fflirep PSr giVe+15)-1-1043. .%- tet)‘ Ct. , J4F e 0 , , fq3a 2-70 4.-. 4e5tr-,- Los*, 7-k 07.049Fix "I= 1 trtf 4 216 43 ii9ro 171W' 3611 seem. rA ir'312 2. 16e Structural Engineers 180 Nickerson St. IBMENGINEERING Suite 302 fi N CQ a. ' Seattle,WA Project: -TYP �7$ () i 1 3 )9 �-}� ��(� Date: (206)285-151.2 Client: Sl 46 LV —j r4P Page Number: (206)285-0618 e s ._ c�� -'irr"- r ._ z `-'10\? ' t. trtc, Lao tot) - . C -4e-- k ' ?ei; 94113 ' t.-.. oU =: r 0 '- 191.0 ?1F. 0 ti, , 8.0it_ - P� zY. '.. P4---) a4 4.., z- -iia"\ 4 a %t -- 2` t ( wY4c w ( J . # p - _ S 3#0 Z .3k. 1.C. 1 l5. k.' il '-r W .Ammo..�,3 r isoii.r :i .4. T Vii- Structural Engineers • 180 Nickerson St. C T ENGINEERING Suite 302 III NN�C. 98109 /��' n t� Seattle,WA ProjecI ,'n 114/46)14..6)14.. ) 7 1 I/"'C ` 10E • 201100C, Date: 9,01. oe• l (206)285-4512 Client: 2072 ) 'v°8 d/r `10S Sv'f116 WIS Page Number: (206)285-0618 f _ Q4 v . -_ _.'_. .._ W 4. l4-I ___ % •�� , ' a 1'^ _ �. �� e' CO 4' il� Z.t r ,. 4` ! f:k r >`h j.5.rZ . 1 6S, J t �.E iz'� . , X • �. Lal-CD . , ti`f`9� 1 . • �__ , U ,f • n f� G�. , - . - f l-t • . = Y ` if _, . _ Z- i : _fi , - i Structural Engineers / C DQ�S 4.3./_ /I'', 3 - 1 1i��7- '"'� •aV t f7'i Design Maps Summary Report Page 1 of 1 iltSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) 11 oWr Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III d £ .' m a flr} 4 `.�, �«at r� a4 yfii .r ,%fig t �-w �irr 0kf King Ci ® hn r S =T /,"�, ------', ,., ?.-',..,:.,:.1..' ' «d it 0 1.0,, 3. lotto " USGS-Provided Output S: = 0.972 g S„s = 1.080 9 Ste = 0.720 9 S: = 0.4239 SM, = 0.6679 S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the'2009 NEHRP"building code reference document. 0.00 CE a sponse Spectrum Design Response Spectrum L1* 0.72 0.04 3 x7 0. S0,44 0 4 0,20 072 "5 .2c a 0 4° '' . 0430, t « - .22 r 0. a, o 0,4* 6th o. s i. i 1.4* 1.G0 i. u 2.00 Q {t,20 GAG 0. 0. t 1. 1.10 1.40 i. i_ # 2.> iPe�rRod,14 c} P.n T{ 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?temp late=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 4B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.qov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06'' Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 Sins=Fa*Ss Sims= 1.17 EQ 16-37 EQ 11.4-1 SM,= 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 SD,=2/3"SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S20= 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 4B SDs= 0.78 h„ = 19.00(ft) SD,= 0.50 x = 0.75ASCE 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) S1= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6'ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TJ/(T2*(R/IE)) (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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w. *h;k wX *hXk 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 1100' 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; F, = EF, *w, 0.4*SDS*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPz 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 4B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. - -- Building Width= 22.0 50.0ft. V ult. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Gust= 'Si; 031 mph (EQ 16-33) Exposure= B , B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 28.6;psf Figure 28,6-1 PS3o B= 4.6 ; 4.6.psf Figure 28.6-1 Ps3oc= 20.7 i 20.7;psf Figure 28.6-1 Ps3o 0= 4.7 : 4.7,psf Figure 28.6-1 A= 1.00 ; 1.00; Figure 28.6-1 Kn= 1.00 : 1.00' Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A*Kr,"l : 1 1 Ps=X Kzt*l*pe3o= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aend caverage= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 1.00; 0.511, 16 psf min. 16 psf min. width factor 2nd-> 1.00' 1.00', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 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 6.310.1 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 A,. 605 AF= 1109 9.7 17.7 V(n-s)= 8.86 V(e-w)= 17.28 kips(LRFD)_ kips(LRFD)_ kips klps Page 1 I 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 4B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) V(E-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 0.00E 0.00 634 634 10.14 10.14 2nd 8.00 11.00 11.00 0.00' 0.00 0.00 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 9.68 V(e-w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68 V(e-w)= 17.74 V(n-s)= 5.81 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 4B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W' Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4B 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 perSDPWS-2008 pL= 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 di V level V abv.V level V abv. 2w/h v i Type Type vi OTM RowUnetthen OTM RoTM Unet Usum Ue„m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 298 22.0 22,0 1.00 0.15'' 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 Ext. left 2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3' 272 20.0 22.0 1.00 0.151 0.91 0.00 0.65 0.00 1.00 1.00 33 P6-TN P6-TN 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 1.001 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00', 0,00 0.00 0.00 0.00 0.00 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 P6-TN 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 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 I 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 - - 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVe,,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 4B 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 Wnd Wind Wind Max. Wall ID T,A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U. OTM Row Line Ue„n, U..„, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 63 3.5 8.0 1.00 0.15 0.11 0.22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. left 2 90 5.0 8.0 1.00 0.15 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext. left 3 397 22.0 24.0 1.00 0.15 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0,00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV wind 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/right) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind E-W V I= 6.09 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V i= 6.09 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 vi Type Type vi OTM ROTM Unet Ucum OTM ROTM Unet Ucum U,,,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 6.5 12,9 1.00 0.15 1.71 0.00 0.77 0.00 1.00 1.00 118 P6TN P6 263 6.14 3.12 0.52 0.52 13.67 3.78 1.70 1.70 1.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 6.6 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 203 4.80 2.22 0.44 0.44 10.68 2.69 1.35 1.35 1.35 - - 0 0.0 0.0 1.00 0,00„ 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam1* 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam2* 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Din 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Kit 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR213 570 14,0 22.0 1.00 0.15 3.04 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 217 10.94 11.43 -0.04 -0.04 24.35 13.86 0.79 0.79 0.79 Ext 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext garl 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 27.1 27.1 =L eff. 6.09 0.00 2.73 0.00 EVw,nd 6.09 EVEr 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED SHEET TITLE: LATERAL E-W(side to side-left/right) AS PART OF DOUBLE PORTAL FRAME GARAGE CT PROJECT#: CT#14189:Plan 4B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.9 ips Design Wind E-W V i= 4.56 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.-: kips Sum Wind E-W V i= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table4.3.3.5 Wind Wind •. 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 off. C 0 w dl V level V abv. level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Voum Usum HD (sqft) (ft) (ft) (klf) (kip) (ki. (kip) (kip) p (plt) (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 0.00 000 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.52 0.00 0.00 0.00 1.70 1.70 - - 0 0.0 0.0 1.00 0.00 0.e: 0.00 0.00 0.00 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 8.80 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 1.35 1.35 - - 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 Front LR* 275 9.5 16.0 1.00 0.3 1.14 3.04 0.49 1.37 1.00 1.00 195 P6 P4 440 16.70 13.17 0.40 0.40 37.62 15.96 2.45 2.45 2.45 Front entry 0 0,0 0,0 1.00 0 ,0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ! 0.0 0.0 1.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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.+e 0.00 0.00 0.00 0.00 0.00 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 .00 0.15 2.80 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 200 10.74 7.28 0.26 0.26 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 00 0.a 1.00 0.00 0.00 0.00 0.00 0.00 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 BR2f3 0 0.0 '.0 1.00 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 0.79 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 10 0 e 'I . .. I,ee I 0e I e0 0 ie .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 6.0 1.01 1.00 0.00 0.60 0.06 0.00 1.60 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 00 0.44 614 2P4 P3 609 4.91 0.82 3.07 3.07 10.96 0.99 7.47 7.47 7.47 G'R 'B • 166 4.0 1 .0 1.t.e e.1 6 41 2.12 0.11 +.91 1 60 0.89 306 P4 P3 609 9.81 1.63 2.45 2.45 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 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 29.5 29.5=L eff. 4.56 6.07 1.94 2.74 EV nd 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 46 ID: Front Upper BR* Floor Level w d1= 150 plf V eq 770.0 pounds V1 eq= 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds v hdr eq= 59.6 plf — A H head = v hdr w= 132.4 plf 1.083 it Fdragl eq= 191 F2 eq= 191 A Fdrag1 w= - 5 F2 ,- 425 H pier= v1 eq= 118.5 plf v3 eq= 118.5 plf P6TN E.Q. 5.0 v1 w= 263.1 plf v3 w= 263.1 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= ' F4 e.- 191 feet A Fdrag3 w= 425 F4 w= 425 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= 3.3 L2= 6.4 L3= 3.3 Htotal/L= 0.63 4 0 4 04 0. Hpier/L1= 1.54 Hpier/L3= 1.54 L total = 12.9 feet JOB#: CT#14189:Plan 4B ID: Front Upper,BA* Floor Level w dl= 150 plf V eq 600.0 pounds V1 eq = 227.9 pounds V3 eq = 372.1 pounds V w= 1330.0 pounds V1 w= 505.1 pounds V3 w= 824.9 pounds * ---► v hdr eq= 66.1 plf A H head= 4 v hdr w= 146.4 plf 1.083 Fdrag1 eq= 63 F2 eq= 102 • Fdrag1 w= 9 F2 ,- 227 H pier= v1 eq= 91.1 plf v3 eq= 91.1 plf P6TN E.Q. 3.0 v1 w= 202.0 plf v3 w= 202.0 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= •. F4 e.- 102 feet A Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill = v sill eq= 66.1 p/f P6TN mudsill 4.0 EQ Wind v sill w= 146.4 p/f P6TN mudsill feet OTM 4850 10750 R OTM 5569 4125 • • UPLIFT -88 810 UP sum -88 810 H/L Ratios: L1= 2.5 L2= 2.5 L3= 4.1 Htotal/L= 0.89 „ Hpier/L1= 1.20 10 , Hpier/L3= 0.73 L total = 9.1 feet JOB#:CT#14189:Plan 4B ID:Rear UpperBR23` Roof Level w d1='.: 150 p® 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 vhdreq= 68.5 ph' ► ► •H1 head= v hdr= 151.9 plfH5 head= W 1.0834 l'' Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 I 1.083 l A Fdragl w= ' .7 Fdragl, 236.3 Fdrag5w= •.3 Fdrag•w= 185.7 A H1 pier= v1 eq= 114.1 pU v3 eq= 114.1 pH v5 eq= 114.1 H5 pier= 5.0 v1 w= 253.1 ph` v3 w= 253.1 pB v5 w= 253.11 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= :.. Fdra• - 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= ••.5 Fdrag8e. 83.7 V P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND vsill eq= 68.5 pit H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 151.9 plf H5 sill= 2.0 EQ Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 • V UPLIFT -122 464 y Up above 0 0 Up Sum -122 464 H/L Ratios: L1= 3.7 L2= 4.0 L3= 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.400 ► ► 0-4 0 Hpier/L1= 1.36 > Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction JOB#: CT#14189:Plan 4B SHEARWALL WITH FORCE TRANSFER ID: Front Lower LR* Roof Level w dl= 150 p/f V eq 1860.0 pounds V1 eq= 636.3 pounds V3 eq= 1223.7 pounds V w= 4180.0'' pounds V1 w= 1430.0 pounds V3 w= 2750.0 pounds ► v hdr eq= 116.3 pff ► •H head= A v hdr w= 261.3 pff 1.083 'Jy Fdrag1 eq= 259 F2 eq= 497 • Fdrag1 w= ''1 F2 - 1117 H pier= v1 eq= 195.8 pff v3 eq= 195.8 p/f P6 E.Q. 5,0 v1 w= 440.0 pff v3 w= 440.0 pff P4 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= F4 e•- 497 feet A Fdrag3 w=581 F4 w= 1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 pff P6TN 30 EQ Wind v sill w= 261.3 pff P6 feet OTM 16894 37967 R OTM 9431 11520 ♦ • UPLIFT 487 1725 Up above 0 0 UP sum 487 1725 H/L Ratios: L1= 3.3 L2= 6.5 L3= 6.3 Htotal/L= 0.57 ►4 N., Hpier/L1= 1.54 Hpier/L3= 0.80 L total= 16.0 feet ► a t� ?; �W y 1+ s ; b ,a Tecnnic . MSS TT-1OOF APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ = 550#< EQ (ALLOW) = 1031# WIND = 1220#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart'-tt(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 ••'• G 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1.-10 1/2" 10 �a b c1(Q31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) . Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing t ;,,,:__:,_% 1 Pony wall • height . 1 1 4 • Fasten Top plate to header '' - . with two rows of 16d c A• fv,4, �,'.: gF S\. 7c --, ,A „. ° sinker nails at 3"o.c.tYP Q • . L Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max - l/ total ;t \-Header to jack-stud strap per wind design. • wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' ▪ '^'.Min.double 2x4 framing covered with min 3/8" .• nailed to common blocking max thick wood structural panel sheathing with ttt ti within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. . height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each \ . : edge. Min length of panel per table 1 Typicapanell portal frame Ilk i construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) ' Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar lock studs per IRC tables top and bottom of footing.Lap bars 15"min. { R502.5(1)&(2). t Y. ." t '1\_ '''- ):'',\ /\_ y 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 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seistnic Design Coefficients for the.AM.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apciwood.org APA trademarked products.For additional assistance in specifying engineered wocd products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.17-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied, or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St. CT E N GG IN E E RIING Suite 302 Project: -fronoc, a ,RAzs0C tAf MVO-- Date: D Seattle8109,WA ��. I � 9 (2o6)28s-4s12 ' 4e., 23iq 2 ( V 5� 222Q5b6,,,p,Z� PagePAX: Number: (206)285-0618 V►L3 ; aliA 0117--ASVA-61/L) \ (I `' X t6`` 12ck!3eN vz!' Jr- "1 I V - T -ry M- ' A'h - 0/16 j9.36t4;>-, erit- aVDZ 60) 0,31z (5 616 , SVZ3 C_1 ) Z ort (ton _ , ,N, C1)e.7 l�� `e Mn — CSC ( � v h � � -�� J � � totI ) A _ 5i ' 8 X Ccs , 1,0/(2 4 6 uwur 2 1xlz LJ44-73 itAA 112. X4-4- 4 m ,l t 5AU epvas � k2- - O,C) _ 01)Engineers WOOD FRAME CONSTRUCTION MANUAL 63 ; IA Table 2.2A Uplift Connection Loads from Wind , .• _ , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'1'3'4'5'6" Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 j? 0 psf8 36 272 298 324 380 441 506 576 650 729 856 Z ISA 48 350 383 417 489 567 651 741 836 938 1100 ttt . 60 428 468 509 598 693 796 906 1022 1146 1345 0 . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057• 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 I` `�' 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 '• 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 • I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings i located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 19.2 24 48 Multiplier I 1.00 I 1.33 I 1.60 I 2.00 I 4.00 1' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall.or `'s• wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) i ., for each full wall above. i''."`• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the • fk; •,' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. civ;= ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the jack span. v{ .r3Efs Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. .i!'''':';.:'1'6•.Y : AMERICAN WOOD COUNCIL yl G't 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: 1WcAL )molt N-C. I L A65. Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \?O'W ti(p)F- @ $ 7rP X 7)6 1/,5 QP WDDD Wig* . 7; MA-0/1141_ -T�► ,& 22 r 1 !� lin. MQ u.L ) 1-1,,,,,;n733 5P5 - • i - 2� . •►,, CoKtitc4v 'mss ; 7 ¢ _a 1Pg6/70-4 - 0, . _ )6p )'.7( l` , 9-0aNac3TE 4i Gpikgr7M00 N / s' 2X TA/146 ( (-9K6A . i2( . '11-6)(7-) , w2 • 11(P, 40.0v - 6710 6)1(24V- 1- J 4,, ( ---71/0 < <2 ( 6,r (14,Y (--79/z)(0,7-5 (0,6 -:_-__ 4-1144_ ,7-61 _ -___ - Kai►rc () - r"P cvikwrodo •&64. SN f - TYRE Ge„-- Ce( nA-P) = fi Dvwd Structural Engineers TRUSS TO WALL CONNECTION ';pi vAiiil`<; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1A'IIII H PUSS 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" -1111.1 ,r; 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5,',!) Ilii 1 SDWC15600 - - i4_.. ....i.,_... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11)/(1 100 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1010 .0 2 (2)SDWC15600 •;/0 2.111 3 (3)SDWC15600 - - 14.`1' :un ROOF FRAMING PER PLAN hi BdAT6" O.C. z 2X VENTED BUM. 0.131" X 3' TOENAIL `�'` ',01 , AT 6' O.C. It H2.5A & Sf)WC15600 STY F ` COMMON GIRDER TRUSS �- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUE`;_ I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1.1ol..II-T H PLIES 1 Ht (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 415 1 142.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" •55L no 1 SDWC15600 - - 4N', 11.E 2 1410-2 (9) 0.148" X 1.5" (9)0.148" X 1.5' 10/0 70(1- -- 2 (2)H2.5A (5)0.131" X 2.5" EA. (5) 0.131"X 2.5' EA. 11170 7711 2 (2)SDWC15600 - - 1170 '7.10- 3 (3)SDWC15600 - - 14;11 4S ADD A35 9 48"O.C. ROOF FRAMING PER PLAN Iiii%hilik FOR DWC.H2.STYL5A E AND 8d AT 6" O.C. CONNECTIONS 2X VENTED BLICG 1. 4411% - ., iiim,,,,,,,404-- _ ,.! .., In 1 1 I H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ BM4-Quick Beam PACIFIC LUMBER Page 1 Project: 15:55:49 09/25/14 Job: 4ABCD Designed by: kamibH Client: POLYGON Checked by: Input Data Check of 7 1/4"x16"30F-2.1E-Balanced Layup-APA IJC-SP ' Left Cantilever:None Main Span: 16'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow. LL Deflection:L/360 Allow.TL Deflection:L/240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi Fv:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf plf Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 1 69 1 50 1 88 1 68 1 Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 1%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 POLYGON 10-26-12 4ABC 11/2012 12:30pm ROSEBURG J1MAIN loft KeyBeam®4.600d kmBeamEngine 4.600s1 Materials Database 1381 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: KYB1 riMEMENPAVOWNSIMINIZISIMIL.411101111LaCANEENOMMEMISYAAarg' �;t ,-, µ rowL.4111 -" x a , ,- ,w n"� 4,A' , ,w�«.�r.?r�,�ma.,,�. �. .. �s��.1Wfet`°�°.�,,��„?z.x �d..'��„ .w .��ta,r�X"w.a„`�aka,��s=»�n,�,�e�.,.,, .4;,.^ .*r�" ^n„� / / 11 0 0 711 0 0 22® 0 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# - 2 11' 0.000" Wall Douglas-Fir-Larch 3.500" 3.500" 1121# -- 3 22' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p10 78#(49p10 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.'# 2820.W 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarks of their respective owners �, KAMI L.BELWOOD _M�y/'} Ia EWP MANAGER e EAT Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS 1,71-4,121,F S,1.1( "'Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317