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/14 ST-A-0 213 C 5 20116 Structural Engineers C T ENGINEERING 180 Nickerson Street Suite 302 Seattle, WA 98109 —__ INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace ��.�� E44 Plan 4 �' 60 1m,, LLJ Elevation B IREGFA�k Tigard, OR ,1 22, Fk� "PFS T G�\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 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.51 psf Roofing future 0.0 psf 5/8"plywood-(Q.S.B.) 2.2 psf Trusses at 24"o c 4.0J psf Insulation 1:0 psf (1)5/8':gypsum ceiling 2.8 psf Misc:/Mech 1.5psf ROOF DEAD LOAD 15.0 PSF FLOOR floor'finish =4 o psf NO gypsum concrete . 0.0'psf 3/4 plywood.(0 S B) ;:' 271 psf joist at'12" 2.5,psf Insulation 1:0 psf (1) 1/2"gypsum ceiling 2.2;psf Misc. x 2.6=psf FLOOR DEAD LOAD 15.0 PSF O0 VFW, I �i 2 .1. I'���� -x I HP' iMI��' II imiL. i niI I_Ill© of I "•IllI :; I I_T -I r llill I 1 I 1 roliiiimmillim.....1-t 1 I Aft ID I. I I i_ MI 1 • IIIIIIIIIIIIIRUIIII.lra'IMIMII" IL'iii "� 0 c I I _SES AT 24" O.C. TW. _ =1a I yc 'A a? I N NDI 1 N XD a I x= r f -11 1 OD 1 1 N n I r';') 1 ' I I Willillill i I I I I rE./3a 1 I 1 ATTIC 111 I LACCESS 1 I II MME101-)LAIrilir I-I- I 0 I 4:12 BOTTOM I '_'_1-1 m CHORD, TW. I I U ' I I _ III 11111 1 I♦ I ill : r 1 1111.11C =Ella la MMIC , `\ -- --- .a5 --- -- • RB a4 t2) '8 HD'OK Y 0 0 ' lar CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN TS,. P6 • C- r J 0 f _ • g l 1 1 I ® ° • r C ■ P63 r L 0 o l Q dIk NW ■ P6 \Mine P6 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS I/4'=7-0" AMERICAN MODERN WP 0 STHD14 ® 1x14 OSB RIM B.b1 mSTHD14 - � , �-an -1 TIP. JOIST 7X16 X 22 'M AftSPACING HERE ON‘13- • o .,o GT ABOVEGT ABOVE m _-1 iI . O59.0 , 0 ' glIP 111 1 ��- ) ► FIXTURES �� ABOVE 1 p4 ii 4 0 _ �' STHD14 �� � ' D14 of; 4iIJ SW. Wim. x• HI mar oJ o Di N � ID-- --> BACKGROUND CHANG I] SEE SHEET 1 - L-_ I 1.75"x14" LVL FB 4x4 POST A--- • 1 I.. TAIR I 1.75"x14" LVL FB %FRAMING/-. 3 I 1 I f I I I '' 1 o • x I 59.0 A o m I A Ira CO N rCi 14" FLOOR(TRUSS 19.2" 0: TOP OF (2) 2x8 FB co 1 1 ,,�_-��4.8��e AT +3474" A.F.F. 1 I '71�/:'i° ' 2x8 0 16" O.C. ROS; / RAISED PLATFORM 1 FRAMING 1' +3414" A.F.F. I WALL TOP , 1---- T1,. FACE OF GT I (' �l —2x8 LEDGER 1 GIRDER TRUSS I'�brS1.81/14 ■J_ i CTT TOP AT +3474" A.F.F. I o o, f t` I ,T ,!x m E-+- '� 1I 1 I .i`'o w I I- opop 2x ROOF I I FIXTURES ABOVE ` FRAMING ��, ®24" O.C. L___ I �tl c 0o I I I i)tI B. Cr • Ro I I \,..\.," J1 " Icsi VL F3 B.bll IA3 "-1-- -1, EXTEND FLOOR (2 2x10 HDR • I 14x8 FOR SHEATHING TO RIM 1 I1TTOEIIIIIHDU4 HDU4 1x14 RIM 4x4 4x10 HDR 4x1' HDR 4x4 TOP PLATE IS +9'-1" W/ACE4 L _-_ _ j W/ACE4 ABOVE LOWER FIN. EACH SIDE 4x4 EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE qCH SIDE CT# 14189 2014.10.ZE9 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 -1Iy2 16'-3" s—11/12 STHD14 P3 STHD14 P3 ) STHD14 "'-. 5THD14 L� —� ^ ---jw-13 ,� 1 I I 1 ..,..r.. I m I A / 1 I J I 47.122146.1 1 GT ABOVE-NI ~ I 1 14 I S6.0 i 1� 14 CL �� 0 rx T� 56.0 a 0 3J CONC. SLAB "6 f.. 0 0 VERIFY GARAGE SLAB HEIGHT ' WITH GRADING PLAN ♦ 14-9" A 3-4" 3-11" I I ® Q VARIES : MIN. J ®' IM 3" FROM TOP Or r6 WALL ENURE SIDE ® STEM WALL 1 - i-STHD14 c4) / I - / -L/ STH014 n 9 - �--F } 12Ya jst ali ns1 C--=_J 1 .--,-E-FURNACEaligns: — I ABOVE with nm L L__J 0 1 _1 PLUMBING 11 AMI n i 56.0 r FIXTURE 56.0 i r I ABOVE �•♦" I fJ 6 �I _L rn .n I- 56.0 7 h 9)i" 1-..IST 0 19.2. O.C. I I - Vie CONC. TYPICAL .' I 1 PATI sine I I r , SLOPE w - ___ i 2"DN FINISHED FLOOR P T. 4x4 POST LII CD -14" AT +O'-0" r� np I I •--f 1- 3-9Y4 1 , ENTIRE SIDE I • I I 4' ♦ 3-0 I♦• 3rZa J 6 1 3o Ir 1 m 12, �®_� D1 S6.0 11. = [ • 18"x24" • #-on T 2x4 PONY WALL �I _ 1 CRAWL r_ AT HIGH FDN. -t SPACE —12Ya"�I ��il, 1 i ACCESS I 1 1_, L I-- , -T----------+. I _ I 1y" x 932 LA;L-�__ __ 3•-04 I r I o o Q ; v, 18"x18"x10" FTG. ABV 10 i fW/(2) #4 EW - ®' 1 TYP. U.N.O. '" -12Ya"� a? SIM. 1. 1 i 7 m ♦ _.L--1�"=9 LVL-�_ L 9-3 S6�0 } t 114 I o- 4" 18" FTG. EXTENSION, TYP. T Q 6,1 16"x18" FTG. EXTENSION I I in START FRi MG.I D1 CS6.0 ` r 6x6 P.T. POST, ALIGN W/1___ • `C �` II E SIM. ,,ri`' L ABOVE T j - t 11 • Y 0 I l 7 JJ +am__ '-4 HDU4 "/ HDUdinhera� HDU4 ' HDU4 P3 582 U17 lir O 11 4x4 -616" TOP OF SLAB SLOPE 11/2"1 3) ' EbNtt SLAB 1 ® POST TOP OF 8" r) L___ __-STEM. WALL 4x4 POST 4x4 POST j S, , . ® ^',------� , , 6,-0- 1 . 5y_ , . ,_ 2 3Y2".1. 13-1" 8-4" i:3Y" i 22'-0 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) ' PLAN 4B FOUNDATION PLAN 1/4•=1'-0" AMERICAN MODERN Title: PLAN 4 Job# Dsgnr:TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/C/D __-_.Washington County,OR Scope: SFR L Rev: 580006 Page 1 11 User:K 297,Ver 5.9A,1-Dec-2003 Timber Beam & Joist 14189_Plan 4ABCD.ecw:ROOF FRMG (01903-200-200 3 ENERCALC Engineering Software Description Roof Frmg_Plan 4B GT Reactions [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 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 las Fir,24F- Douglas Fr,24F- Douglas Rr- Douglas Fr- V4 V4 Larch,No. Larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 900.0 00. 0 0.0 Fv-Basic Allow psi 240.0 240.0 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 II 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 0.8179 Mmax @ Center in ft45.20 11.00 193.94 43.22 50.70 0.70 @ X= 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 Iv: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 1,0114 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 7702 653.2 2,693.3 1,195.5 Center LL Defl in -0.571 -0.674 -0.059 -0217 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# 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)1963-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG 11 Description Roof Frmg_Plan 4B [Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 i Timber Section 2-2x10 2-2x10 2-2x8 2-2x6 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 Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hen Fir,No.2 level,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 0.2277 il Mmax @ Center in-k 7.29 7.29 23.59 3.67 324 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 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# Dsgnr:TRE Date: 6:03PM, 29 OCT 14 Description:pLAN 4 A/B/C/D Washington County,OR Scope: SFR Page 1 Rev: 580006 KW-0614189_Plan 4ABCD.ecw:FLOOR FRMG Wlge T User:3-2003 EN,,Ver5.6.U,,_Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description Floor Frmg Trusses_Plan 4B(1 of 2) [Timber Member Information II B.bi B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section PrIlm 7.0x16.0 443 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 in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 0.00 Beam Depth 0.00 0.00 0.00 TUnbracedLength ft 0.00 0.00 0.00 Timber Grade ,Bigbearn Douglas Fr- Rosboro,Bigbeam Revel,LSL 1.s5E ilPvd,LSI_1.55E Flan 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 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 SaN Repetitive Status No No No No NLCenter Span Data 111 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 Uve Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 295.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 Start ft End ft 290.00 60.00 lbs Point#1 DL 750.00 150.00 @ X ft LL lbs 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 F :Actual psi 78.9 580.7 12.1 6.8 139.0 17.4 64.9 Fv:Allowable psi 345.0K 180.0 300.0 310.0OK310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 11 [Reactions @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 10.00 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 805.00lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 LL lbs 4,331 25 694.44 750.00 360.00 2,048.18 1 0.00 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 00 .076 -0.001 -0.006 Center DL Dello in 1,920 3 5,571.2 118,718.5 136,137.1 1,730.5 1,0 UDefl Deo730 5 30,58.1 6,956.0 Center LL Deft 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 _0.2 -0.016 Center Total Defl in -0.270 -0.035 -0.001 -0.001 8.250 2.250 1.875 1.500 5.500 .500 1.750 Location UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612. 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:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B (2 of 2) LTimber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 Hem Fir,No.2 Hem Rr,No.2 Hem RI",No.2 Hem Fr,No.2 Douglas Br- 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 Data 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 @ X ft 0.250 5000 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 i 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 iv: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 Reactions {, @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 487.50 i 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 i 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# Dsgnr:TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 Timber Beam &Joist Page 1 Ler KW-0602997,Ver 5.8.0,1-Dec-2003 14189_Plan 4ABCD.ecw:TYPICAL _(c)1983-2003 ENERCALC Engineering Software Description Crawlspace Framing Plan 4ABCD Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ll B.M1 Timber Section 4:6 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Larch,No.2 Fb-Basic Allowpsi 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 III Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK Reactions 1 @ 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 Olt III 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 Code Joist b d Spa. LL DL M max V max El L fb Liv L TL240 L LL360 L max TL deft. LL den. L fl 360 L LL480 SL max 1,TLedell.TLiqk pdefl.LL deft. LL deb. size8 rade width in.) depth In. 9 ( P ( ) (In.) (psi) (psi) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (In.) (ft.) (ft.) (in.) ratio in.) ratio 9.5_791 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 13.31 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 16.19 15.73 15.73 0.72 0.52 14.14 14.29 14.14'' 0.47 360 0.34 495 JI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52__ 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.T7 .....0.561. 360 0.41 495 -- -- --- -- ----- --------- --------- 9.5"TJI 110 1.75 9.5 192 40 10 2500 1220 1 57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14.27 13.97 ' 13 97 0.44 384 0.35 480 95 TJI 110 175 9_5 1640- 1025001220157E+08 1732' 36,60 ;17,36 .16,34 16.34• 0,68 ' =0.54 15,17 14.84',-!...*14.84.`4.84 ;'0,46 .384 `0.37,< ',480 9 5"TJI 110 1 75 9 5 16 40 _' 10: 8500 1220' 1,57E+08 - 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 16,34 0.519 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 ' 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17 60 0.11...r384 0.44 48.0 --- -- _0:44-TJI 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14 81 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 1146:5714 5 74 "1161114' •':0,41 384 0.37 480 9.5"TJI 210 2.0625 9.5 12_ 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 '1 17.32 0.54 384 00.39 480 .43 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 '18.66:: 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330, 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.29 :,,,,,115,.29 0.481 384 0 38 480 9.5"TJI 230 2;3125 € 9,5 16 40 ;I'10, 3330 1330..2.06E+08; 19.99 39,90 19,01.• 17,89, 17.89 0.75 ,- .-t 0.60 16.60• 16 25' 18 5=. 0,51 384 0.41'f 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 ' 17.89; 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 14 19.27 0.60 384 0.48 480 875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0 67 0.54 17.04 18 67 11 875"TJI 110 -;1.75 11..875": 16 40 16.67----- "'--- '-'---'------ 10 •- .3160 156012,67E+08 19.47:.-:.46.80. 20 72,, 19:50 19,47 0.81: 0 55 384 0.42 480 11.875"TJ1110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50. ' 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0,96 0,77 21,46 21.01' '21.01'. 0.66 384 0.53 480 11.875"TJI 210 2.0625 11 675 19.2 40 10 3795 1655 3.15E+08 19.48 41 38 20.61 19 39 19 39 0.81 0 65 18.00 17.62' 17.62 0.55 11.875"TJI 210 2.0625 3840.44 ----480 ,11875 16 • 40 ?10 3795 1655''-3 15E+08, 21 34 49.65 . 21,90 ' 20 61 384 _11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3 15E+0g 24 64 66.20 24.10 22.68 220.68 0.95 0.76 219 5 20.61 >26.81 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 16553.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68--22.20 22.20, 0.69 384 0.55 480 11.875"T.11 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 4128 2128 20.03 20.03 0.83 0.67 18.59 18.20 18.20 0.57 11.875"TJI;230 ,� 23125 ,11:875 16 d0. --- •• 384 0 48 480 10.. ...4215 1655 "3 47E+08"S ,22:49'.!49.65 .22.62„ -21;88 � 21:28 ' `049.. 0.71''= 119.76<' ".19.34(0-09*,"0.80 . •384 .0.48'I 480 11.875"TJI 230 2.3125 11,875 12 40 10 421_5 _16553 47E+08 25.9766.2024.89L 23.42_____23,12_______0„_98_,,0 78 _ 21.74 21.28 -, `21.28 _0.67_-384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 - 23.42---12.93 ' 22,93: 0 72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.0020.93 19.69 19.69 0.82 0.66 18.28 17.89117.89 0.56 384 0.45 480 11:875"APPI;400 2.0625 11;875 •, 16 ' 40 '`10',',4315 .1480 3,30E+08-- 22.76. ,44:40 22,24" 2tl.93 20.98 ' ,0'.87 ';',_0,70 -' '.19437. '1901 ";"r>; 1? 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 28.28 59.20 24.48 23.03 23.03 0.96 0.77. 21.38 20.93 ' 20 93-__ 0,65 384 0 52 460 # ..��:O,t 0 59 384 048 460 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74,00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 ,!22.54 0.70 384 0.56{ 480 Page 1 D+L+S CTM 14188-Betahny Creek Falls II LOAD CASE (D*L 8 (BASED ON AN81IAFdPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BUckA •Factor Cr IMO MIME c 0.80 Constant s Section 3.7.1.5 ®�"' ��', `�----__���___-QI �t� 11111EMI_=11101111Sectlon 2.3.10 Pir �N� E M ®� Pc fcMIIMI NDS 3.9.2 Mex.WeA duration duratlo factor factor use lb/ Pligi �Vert.Load Hor.Load <s 1.0 oad Plate Cd b Cd Fc; Cl Cr psi Fb"(14c/Fce) In. In. In. R. Pg Pe WI (Pb) (Fc) ) pal pal pal pal Pel psi pal pal pal psi H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9918 1893.4 1.00 1.15 1.1 1,05 1.15 875 405 800 1,200,000 854 506 886 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9988 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200 000 854 506 968 378.09 340.90 340.32 1.00 0.00 0.000 854 506 966 378.09 340 90 340 1.00 0. 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 1.15 875 405 800 1 200,000 854 58 966 449 95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 825 28.3 2070 0.9953 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 654 508 986 449.95 395.22 394.29 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 1.15 875 405 500 1,200,000 854 506 966 49.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 3.5 18 7.7083 9 30.9 1320 0.944 20 1 1. 9 1.00 1.15 1.1 1.05 1 15 675 425 725 1 200,000 $54 531 875.438 515 42 431.52 430.48 1 00 0.00 0.000 SPFtud 1.5 1.15 1 1 1.05 1.15 875 425 725 1.200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2769.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 654 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 1.00 .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 SSPF Stud 1 5 3.5 16 8.25 28.3 1525 0.9957 PF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 115 1.1 1.05 1.15 675 425 725 1 200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 6.25 28.3 3050 0 0.9957 4183.8 1.00 1,15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 18 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.16 0.49 0.00 0.000 H-F#2 1.5 5.5 18 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1203.70 946.77 506.18 0.53 0.00 0.80 SPF#2 1.5 5.5 18 18.8 3287 0 0.2737 3287.1 1.00 115 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89531.23 0.52 0.00 0.000 015.45 SPF#2 1.5 5.5 18 7.7083 19.8 3287 0 0.3905 3267.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400 000 1,308 531 1454.75 1089.25 1850.18 531.23 0.82 0.00 0.000 SPF#2 1,5 5.5 18 8.25 18.0 3287 0 0.3158 3267.1 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 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 244.40 235.32 234.34 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 1,300,0 1,271 500 11584 5 226.94 220.14 21990 1.00 0.00 0.000 Page I D+L+W CT#14189-Batahny 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 Ka 1.00 Design Buckling Factor c 0.80(Constant)a Section 3.7.1.5 D+L+W KcE 0.30(Constant)a Section 32.1.5 Cr Cb (Varies) a Section 2.3.10 (Pb)Bending Comp. Size Size Rep. Cl Cf(Fc) 1997 NDS Stud Grade Width Depth Spadng Height Laid Vert.Load Hor.Load NOS OCS 3. 2 Load , plat CdWell duration(Fb)durationCd ofactor faf ctor use Cr Fb FcperpFc E Cd(Pb) Cb Cd(Fc) Eq.3,7_1 In. In. In. R, pit pot Pb' Fc perp' Fc• Fce Pc fc IcIF'c fb H-F Stud 1.5 3.5 18 7.7083 26.4 1075 9,71 0.9951 1993.41 1.60 1,00 71,1) 1 05 1,15 675 405 800 1,200,000 1,366 psi506 psi840 515.42 427.08 273.02 0.64 376.78 ro/0.586 H-F Stud in. 3.5In. 18 (Fc) pal psi psi P psipsi psi psi pal Fb'(1-fc/Fce) H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1,15 675 405 800 1,200,000 1,386 508 840 378.09 333.99 217.14 0.65 335.64 0.5755 8.46 0,12942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5 840 378.09 33299 11.75 0.57 447.52 7 H-F Stud 1.5 3.5 16 8.25 28.3 970 8,13 0.9943 1993.4 1.60 1,00 1.1 125 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.8974 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.85 384.97 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28,3 2355 8.13 0.9981 3956,7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 18 7,7083 26.4 1060 9.71 0.9971 2091,9 ' 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 18 9 30,9 700 8.48 0.9115 2091.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 761.25 378.09 328.30 177.78 0.54 447.52 0,818 SPF Stud 1.5 3,5 12 9 30.9 1125 8.46 0.9031 2789.1 1.80 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 0.65 335.84 0,587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8,13 0,9970 2091.8 1.80 1.00 1.1 1.05 1.15 875_ 425 725 1,200,000 1,366 531 781.25 449.95 376.35 243.81 0.85 381.37 0.577 SPF Stud 1.5 3.5 12 8,25 28,E 1405 8.13 0,9952 2769.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 875- 425 725 1,200,000 1,388 531 761.25 448.95 378.35 294.80 0.76 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 989.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.80 1.00 1.3 1.10 1.15 850 -405 1300 1,300,000 2,033 508 1430 1011.45 904.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 .1300 1,300,000 2,033 506 1430 1203.70 899.13 506,18 0.58 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 ' 1.00 1.3 1.10 1.15 875 ' 425 1150 1,400,000 2,083 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1,00 1.3 1,10_1.15 875 ' 425 1150 1,400,000 2,093 531 1265 1089.25 808.09 531.23 0.86 181.23 0.168 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 0.60 148.34 0.118 OFF Stud 1.5 3.5 18 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675_ 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 680 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 244,40 233.60 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9821 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 86.97 0.44 927.02 0.798 Page 1 D+L+W+.56 CT#14169-Betehny Creek Falls I LOAD CASE I ( 12-14) l (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Kp+L+W+812 Cr c 1.00 Design Bu/. Factor C1 l b Cf c 1997 NDS e 0.30(Constant)u Section 3.7.1.5 CbKcE 0.30 Constants > Section 3.7.1.50 Bendin• Com•. Size Size Re.. Cd b Cb Cd Fc E..3.7-1 Cb edea > Section 2.3.10 NOS 3,9.2 Max.Wa9 duration duration factor factor use L Stud Grade Width Depth Spacing Height Led Vert Load Hor.LoadIf (Fb ) (Fc) psi pd psi psi Pei pal Psi psi Psi Psi pal Fb"(1-IGFce) fb lb/ 3, <.1.0 Load g13 Plats Cd(Pb)Cd(Fc) CI Cf Cr Pb Fc perp Fc E Fb' Fc perp' Fc' Fee Pc k f c In. PII Ds H-F Stud 1.5 J.5 16 7.77 083 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 1,388 506 986 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 785 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9989 2657.8 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 986 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 6.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 875 405 800 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 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,388 506 966 449.95, 395.22 303.49 0.77 180.69 0.406 376.78 0559 2 SPF Stud 1.5 3.5 16 7.70839 26.4 30.9 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1,05 115 675 425 725 1,200,0 1,366 531 875.438 515.42 431.52 274.29 8.46 0 9988 2091 8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 44752 0.689 SPF Stud 1.5 3.5 16 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.80 1.15 1.1 1,05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 2380 6.13 0.9922 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0000 11 ,368 531 875.438 1,366 531 875.438 449.95 388.13 299.68 0.77 18008 0.396 H-F#2 1.5 5.5 18 7.7063 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 2,033 508 1844.5 1378.83 1031.58 506.18 0.49 152.53 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 18123 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 1.15 650 405 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 18 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 02 1.5 5.5 16 8.25 18.0 3257 8.1 3 0.5595 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 8 .16 531.23 0.62 181.23 0.4342 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,003 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.1818 SPF Stud 1.5 3,5 16 14.57 50.0 70 8.48 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 1/405863 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3267.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.87 0.45 927.02 0.788 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+.SW CT#14189-Betahny Creek Falls I LOAD CASE ' (12-18 ) Ks 1.00 Design Buckling Factor I D+L+B+W/2I (BASED ON ANSI/AFBPA NDS-1997) _ SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3,7.1 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Vedes2 > Section 2.3.10 Bending Comp. Size Size Rep. Cf(Fb) Cf(Fc) 1997 NDS Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Mex.Wall duration duration factor factor use Stud Grads 064th Depth Spacing Height Le/d Vert.Load Hor.Load cc 1.0 Load©Flak Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'e fc fc/F'c fb fb/ In. In. In. fL pif pal pit (Fb) (Fc) psi 1pal psi psi psi pal psH-F Stud 1,5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1,80 1.15 1.1 1.05.1.15 675_ 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 Fb'(1-f 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 1.15 675 405 600 1,200,000 1,366 506 986 378.09 340.90 246.35 0.72 223,76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4,23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800_1,200,000 1,366 506 966 378.09 340.80 262.86 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 1.80 1.15 1.1 1.05.1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2857,8 ' 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 26.3 2865 4.085 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7,7083 26.4 1315 4.855 0.9907 2081.8 1.60 1.15 1.1 1.05 1.15 675 425 725''1,200,006 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 30.9 985 4.23 0.9970 2091.6 1.60 1.15 1.1 1.05 1.15 675 425 725_1,200,000 1,366 531 675.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187,82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4,085 0.9922 2091.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 368.13 289.68 0.77 180.69 0,396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.085 0.9989 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 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 1011.45 837.57 506.18 0,60 90.61 0.089 H-F#2 1.5 5,5 18 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644,5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 ' 1.60 1.15 1.3-1.10 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.68 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 1.60 1.15 1.3 1.10 1.15 875_ 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0,085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.085 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 18 14.57 50.0 255 4,23 0.9959 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 84.76 0.47 588.43 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 0.560 H-F#2 1,5 5.5 18 19 41,5 865 4,855 0.9970 3132.4 1.80 1.15 1.3 1.10 1.15' 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+5+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12.16) I (BASED ON ANSVAFIPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Bucidin•Factor D+L+S+Er1.4 Cr c 0.00 Conten > Section 3.7.1.5 MINN _�_��� ���I�MI�®� CbConstant > --- Cd(Pb) b Cd(Fc)® Eq.3.7-1 Cb (Varies® > Section 2.3.10 Bending Comp. Size Size Rep.� � ) NDS 3.9.2 Maz.Wall Bending Comp. teeter tactor use Ev Stud Grad. Din h S•dire, H ft.ht LeM Vert.Load Hoc Load <•1.0 Load!�Pla Cd Fb Cd Fc, Cr Fc Cr E Pb'FFc.e Fc' Fac h Fb"(1-1clFce In. In. In. R. pR pat PV (Pb) (Fc) psi psi psi psi psi psi psi psi psi pal psi ) H-F Stud 1.5 3.5 16 7.7083 28.4 1415 3.57 0.9983 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,388 506 966 378.09 340.90 258.51 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 1,388 506 965 378.09 340.90 270.46 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9981 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 311.11 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 1,368 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 6.25 28.3 2700 3.57 0.9966 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 866 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 075 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875,438 378.09 338.17 268.57 0.80 141,63 0.358 SPF Stud 1.5 3.5 16 825 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 38813 307.30 0.79 156.88 0.366 SPF Stud 1.5 3.5 12 8.25 28,3 1090 3.57 0.9940 2789,1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9887 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.80 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 58.10 0.044 H-F#2 1.5 5.5 18 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2 033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 18 7.7083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 18 9 19.6 3287 3.57 0.4818 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 78.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3675 3287.1 1.80 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 84.26 0.052 OFF 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 1.15 875 425 725 1,200,000 1,386 531 875.438 144.28 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41,5 945 3,57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 228.94 220.14 152.73 0.69 340.83 0.513 1 Page 1 s gall 1 R 280 iwickersou St. r Suite 302 re , Seattle,WA Project: e-. .... �,_ 98103 1 op___ . a ,Date J .--._,_ _...,..:.,- {e08}295-4512 Client Page Number: (206 {ZOS)285 0628 • ;1941N, : .s(POr, P5r ' OA ' ( 15or? .F-- Ms42) etr. Kar OA(t r-A-g) -r---f-20 t ( 3 4-6) ------ draes __ , 164 ; T ,,, " - - att,_ to= ZIN4YA-F IS)-1-1003, 4%-- Vo e 4154Y( 2r40-77-4.5- it 45- _ 44. fok, e 0,, 4-, .413 , , - 4,42.14:..c P - Structurai ' t9P ? '-- '1E1 1-- 2.:',16*/ -36osto Engineers 180 Nickerson St ENGINEERING Suite 302 Suite 3,WA2 9810 TSP 11 I N Date: (206)285-4512 Project -Page Number: (206)285-0618 Client: t per F w ,o ,.£ .^G •-• is 1': i ;-5 - ! • , ti t . P4344 5 ` fi5S 1 v :, ,Y F x y € ' 3 s - . s � : € s 3 F s s , s ,. L : c s r r f • ffi Wf. y }_..a gyp. H ; - F f... - �^ b:.4': � }'. '^.�'�yti+"' 3 I b ' ' r ''''•••••-•:'-' t] S .4 k s f 010 4) {- . � a, r S . •' f .. ::r3•1--, 1,..._4,....! �.,-4,3„:7,f k. j([ ', 1 �.<y 1^� r ,y ,. `�.,.4 � € ��Lam.: Structural Engineers • - C T E N G I N E E R I N G 180 Nickerson St. Suite 302 V Project "IfY7�l1.�.. MI/W /_NC. ` S98109 eattle,WA 1 `M eOPE 2 k C, Date: 9-1221, 06. 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'e I r i �! tI Q.{� 'tJ 6, , 3 e +�-- 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 I/II/III ®� q g •� p ,q ac zyff 4,1r 1- tk-A " � s 4 ,� #� �y r � a to � ... -.._ USGS-Provided Output SS = 0.972 g S„5 = 1.080 g S,„ = 0.720 g S, = 0.423 g Su, = 0.667 g So, = 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. NICER aResponse Spectrum Design Response Spectrum 1.191 0190 C72 &� 0.54 0r 036 ca (140 11/ 0.02 0.0.0 0120, 422 0,15 0.09 t°011,03, 0,20 0.0 0.tb 0-0 1., 10 1.2e 2..40 2.A0 LAO 200 0.00 0.20 040 0. 0.901.1(1.20042.40 1.0Y6 L00 2.00 �,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?template=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 1E= 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.usgs.gov/research/hazmaps/ http://earthquake.usqs.qovklesignmaps/us/application.phD 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 SM1= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3`SMS Sps= 0.78 EQ 16-39 EQ 11.4-3 Spy=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category 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 S2o= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Cp=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 SIDS= 0.78 h„ 19.00(ft) SD1= 0.50 x 0.7511/4SCE 7(Table 12.8-2) R= 6.5 Ct ... 0 04:.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) TLS ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD1*T,)/(f2*(WIE)) (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 *hxk DESIGN SUM LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi R400 -- .:19 O(J 19 00 _ 1140 022'0 25.08 476.5 0.58 2.73 2.73 2nd , 8 0011:00 11.001: iiiiiiiIngog9SREV 30.8 338.8 0.42 1.94 4.68 *f64:44:' 11.00 : '0.001 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; Fp= EF,=w, 0.4*SDs*IE*Wp 0.2*SOS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; F, Max. F, 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 3100 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.oust= 120 120;mph Figure 1609 V asd. Wind Speed 3 Sea owt-'tnFlg. 28.5-1A thru C ,_ lmph (EQ 16-33) Exposure= g B lw10 1.0` N/A N/A Roof Type= .Gable 'gable: Pam A=A 28,6 - 28,6;pat Figure 28.6-1 Ps30 a= ' 4.6 4,6 psf Figure 28.6-1 Pa3o c= 20.7 20.7 psf Figure 28.6-1 P0300 47 4!7 psf A 1,00 1.;00 Figure 28.6-1 K Figure 28.6-1 a 1.00 1,00 Section 26.8 windward/lee 1.00 1,00(Single Family Home) A*Ke*I : 1 1 Ps=A*Kzt*I*Pe3o= (Eq.28.6-1) Pac= 28.60 28.80 psf (LRFD) (Eq.28.61) Pae= 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) PsA.necavows= 24.7 24.7 psf (LRFD) Pas and o 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) width factor roof-> 1,00 1.00: (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor 2nd-> 1.00' 0.50 16 psf min. 16 psf min. DIAPHR. Story Elevation Height A A 1.00 1,00 wind(LRFD)wind(LRFD) LEVEL Ht hi ftA B AC AD AA Aa Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM ( ) 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 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3'3 10.16 7. 3.63 3.63 6.54 7.28 1st(base) 11.00 0.00 0.00 3.3 7.86 5.23 8.86 10.73 17.28 0 0.00 0.00 AF= 605 AF= 1109 9.7 17.7 Vn-s= ( ) 8.86 V(e-w)= 17.28 klps(LRFD) klps(LRFD)_ kips klps 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 It: CT#14189:Plan 4B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW Wind(E W) Min/Part 2(Max.) Min/Method 1(Max.) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN V(U� Y SIGN(N-S) V(N-S) Di SUM DESIGN V(UM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) \n(E-W) 0.00 634 634 10.14 10.14 Roof - 19.00 19.00 g1U0 000 6.009.68 7.60 17.74 0 00 13.00' 0.00 334 2nd 8.00 11.00 11.00 v-�` - 1st(base) 11.00 0.00 0.00 0.00 V(n-sp 9.68 V(eau) 17.74 V(n s) 0.00 V(e w) kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min/Part 2IPart 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASO) Wind(E-W)(ASD) 0.6`W 0.61N LAPEStory Elevation Height DEIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM Vi(NS) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) LEVELL Height (ft) hi(ft) 6.09 Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 10.65 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 1st(base) 0 0 0 5.81 V(e-w)= 10.65 V(13) 9.66 V(eau) 17.74 V(na) kips(ASD) kips(LRFD) kips(LRFD) kips(ASD) I Part 1 Base Shear 0 0 0 OI Part 2 Base Shear = ratio.0 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-For 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 7/16"w/8d common V seismic VWind 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 P6TN 150' 150 150E1 P6 520 150 242 73t) P4 760' ` 1065' 95 353 P3 98(li 1370' 495 456 P2 1280; 1790 637 595 2P4 1520; 707 2130 832 2P3 1960 2740, 990 2P2 ,2560' 1190 1274 N.G. 10000 `� -°358Q 1665 4650 10000 4650 GYPSUM THICKNESS tsneating NAIL SIZE nail size= 1 1.14"long No.6 Type S,or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic 1/2"w/1 1/4"screw v allowable v Wind 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 2G7 250 R>2 not allowed R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed 2G4 R>2 not allowed 300 150 SHEET TITLE: L.ATERAL.IJ S(front tt back-upldown) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof Seismic V I 2.73 kips Design Wind N-3 V i= 3.80 kips Panel Height_ S ft• Max.aspect= 3 5'?SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind N-S V I= 3.80 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Wind Wind 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.ne UQ Rind Unedt Ud M Max. HD Wall ID T.A. Lwall LOL,rt. C o w dl V level V abv.V level V abv. 2w/h vi Type Type (v iy (OT ft) (kROiM p-ft) (kip) (kip) OTM) (kip-ft)ROTM (kip) (kip) (kip) (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pil) 07 5.70 7.97 0.57 0.57 0.90 0.78 0.65 0.00 0.57 ,Ext ir?ft;i' 298 .'°220 22 0 1 00 0 15 0.89 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 0.85 •0.5 0 00 ext left 2 2 0 0 0 0 1.00 0 00. 0.901 0.00 0.65 0.00 1.00 1 00 0 - 0 5.20 6.34 0.57 0.57 7.20 9.80 0.65 0.65 -0.57 Ejtt 12ff'3 272° 0.57 , 20 0 22 0 1':00 015': 0.91 0.00 0.85 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 18.34 0.57 0.57 7.28 19.80 0.65 0.65 0 i 0 0 0 0 1.:00 b 00% 0.00 0.00 0.00 0.00 1.00 0.00 0"' '"--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 z 0 0 1,110 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0•-' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0,. 0 0 1:00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0'- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i 1.00 0 00= 0.00 0.00 0.00 0.00 1.00 0.00 0 •- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0 0 p 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 0 0 0 0 0 '1'.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 F00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 00 1.00 0.00 4 --- --- 0 5.40 8.56 0.68 0.68 0.60 2.50 0.77 0.77 -0.68 'Pict nglit 2b5' 20 0 25 b i b0 0 11 0.95 0.00 0.68 00.00 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 68 "ext "right 0 0 0 0 1 o0 0 00' 0.95 0.00 0.60 8 5.00 8.56 0.68 0.68 7.60 2.50 0.00 0.77 -0.68 .Fitt ,right 285` 200 -25 0 1'0® 015 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. 0; 0,0 >0 0 1.0a 0;00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0 0 .. 0 0 100 0'00 0.00 0.00 0.00 0.00 1.00 0.00 0'- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 1:00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 a -- 0 o.00 a.00 o.00 o.00 a.00 o.00 o.00 o.00 o.00 0. 0 0 04.::::..4.00.„„,,,,(400, 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1;;00 .0:00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1';;00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 "' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `Q 0 0 'i 0 0 1';00 0.000 0.00 0.00 0.00 0.00 1.00 0.00 0•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ',0 0 0 0 0 1„.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ti 0 0 i 0 0 1'.00 l•00: 0.00 0.00 0.00 0.00 1.00 0.00 0-'• '- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 i 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 a 0 0 Y o 0 1c 0a 0:001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;0 0 0 'I 0 0 1 00 0:00; 0.00 0.00 0.00 0.00 1.00 0.00 0'- --' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "0 0 0 ' 0 0 100 ,0:00j 0.00 0.00 0.00 0.00 1.00 0.00 0 •- �- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0;, 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.000 , 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0,00 0.00 0.00 0.00 0.00 1.00 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 o.a0 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ' 1140 82..0 82.0=Leff 3.80 0.00 2.73 0.00 EVMnd 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 .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 0.60+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 Wind Wind Wind Max, Wall ID T.A. Lwall LDL err" C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type e v 1 OTM U U (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) ROTM net cum OTM ROTM Unat Usum U..., HD (Pif) (kiP ft) (kip-ft) (kiP) (kip) (kip-ft) (kip ft) (kip) (kip) (kip) Ext, left 1 63 3.5 8.0.,;i 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 00 5.0 $3.a ,.'1`00 0.15 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3,45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext left 3-Hi 307'..::!,,:22 0 ...24;0 :„:1:00'•0.15' 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 0 0 tl n d 1:00-'0 do' 0,00 0,00 0.00 0.00 1.00 0.00 0-- 0 '-'0.0",-.. 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0,00 0,00 0.00 0,00 0,00 0.00 0,00 0.00 0 0 0 0 0 :1,00 .0,00:; 0.00 0.00 0.00 0.00 1,00 0.00 0-_ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1b0 0.b0 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 ;.0.:,!;.;.-.9;0.:-:-:.::..0.,.0.:.,:!:'.:1,.00:,. 0,00; 0.00 0,00 0.00 0.00 1.00 0.00 0-_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' ?; 0 0:00 d 1:00 0 06; 0,00 0,00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.,':'..1:d.,0'...., .P.0,,,-,1,00..,.''1.Oo 0'00; 0.00 0.00 0.00 0.00 1.00 0.00 0__ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 58 5 0 24.5 1".00 0.15: 0.11 0.20 0.10 0.15 1.00 1,00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0.83 -1.40 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Ext. `right 0, 0.0 0 0 X1.00 0,00; 0.00 0.00 0.00 0.00 1,00 0.00 0-- Ext right 492 42`f. '220 -100 0.151 0.90 1.70 0.87 1.22 1.00 1.00 50 P6TN P6TN 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1,00 05 0; 0 0_..:,..0.0. ,1.00 0.00: 0.00 0.00 0.00 0.00 1,00 0.00 0-- 0; .:•:..0,9 : --0:0-:'1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 p__ _� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0.0 0:0,,,,:1.00-.,.0,00:: 0,00 0.00 0.00 0,00 1,00 0.00 0 ._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •.:-... .:.."0,$....;,:.0.b: 0.0 . 1^.00 "0,00°i 0.00 0.00 0.00 0.00 1.00 0,00 0-_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0;_,.„:.0.0:,. 0.0. 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0,00 0-_ _ 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0: 0:0- 0.0 1.00 0.00i 0.00 0.00 0.00 0.00 1,00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 .; 0 0 '1-,00 0.00' 0.00 0,00 0,00 0,00 1,00 0,00 0 - --_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0''‘,.'-',..0.0--,:-:_,-„n 0 .1.00;!.. :0:00; 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0,00 0 ..1.00 0 00 0.00 0.00 0.00 0.00 1,00 0.00 0-- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 0,0 1.00 •0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0„ 1.00 ..0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 = 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :1).0:. 0,0 1,00 d 00' 0.00 0.00 0.00 0.00 1.00 0.00 p _. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 .1,00 , 0.00: 0.00 0.00 0.00 0.00 1,00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 d 0..o....:.1.00 ,0 00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0. 0 0 •'i 0,0 1,00 ,0.00'• 0,00 0,00 0.00 0.00 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 toside-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=f =;: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 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. LL(ft) C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Veum OTM ROTM Unet U.um V.um HD (ft) (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) F'r0nt 8R 320 6 5 12 9 1 00 015 1.71 0.00 0.77 0.00 1.00 1.00 118 P6TN P6 263 6.3 14 3.12 0.002 0.52 0.00 0.52 13.07 0.00 3.67 3.78 1.70 0.00 0.00 .70 1.70 1.70 0 , '0 0 0 d i 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- Front Bath*% 250,;x 6 6 91 1 00 015; 1.33 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 2033 4.80 2.22 0 80 0 22 0.004 0.44 0.00 10.68 2.69 1.35 0.00 0 35 1.35.35 1.35 EligOORMORb ;; b 0 0 0 1 0i? 0 bb o.00 o.00 o.00 0.00 too 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front F`amf' 0 !% 0 0 4 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T'ront Fame* 0 0'0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0 0 0 0 0 1,00 b 00; 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 J 00 0 00` 0.00 0.00 0.00 0.00 too 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lilt Din' 0 0 0 $0 1 00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Trot Ifit 0 0 0 0 0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- _.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1°.00 0 ob o.00 o.00 0.00 0.00 too 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- ExglEXt BR2/3 570 "14 0 22 0 1:00 015 3.04 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 217 7 10.94 0.94 110.40 0.00 0.00 24.35 1AEXtiMia3.86 0.79 0.79 0.79 0.00 0.00 0 79 0,, b 0 0 0 i.0o 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `. .0.0 b 0 00 0 00 0.00 0.00 0.00 0.00 too 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar1F 0 0 0 0 Q 1'00 0 00 0.00 0.00 0.00 0.00 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 xgar2 0,; 0 0 A 0 '1 00 0'00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0?. 0 0 0 0 60 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0 0 li 0 0 1,00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 .1,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0`, 0 0 0 0 1.0,0 0 00`:; 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIONOUT,gg0 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 RkAWRWMW0;' a 0 b 0 1•.00 b 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0< 0 0 ':0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---0.00 0.00 0.00 0.00 0' 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '' 0 0 1.00 0.00; 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 • ` 0 0 1;00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0.0 0 0 ,1•.00 t)00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Migt:WkaU0; 0 0 6 0 `1.00 b 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0 0. 0 0 1'.00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 1140 27.1 27.1 =Leff. 6.09 0.00 2.73 0.00 EV„{„d 6.09 EVEQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall GB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: 2nd ....._....__...... Panel Height 9 ft. Seismic V I= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect j.r5i SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind E-W V 1= 10.65 kips Min.Lwail= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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. Wail ID T.A. Lwall LDL en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM YP U net Usum OTM ROTM Unet Uaum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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." 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.52 0.00 0.00 0.00 0.00 1.70 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0 0.00 0.00 0.00 0.44 0.00 0.00 0.00 1.35 1.35 Front .00 0.00 0.00 0.00 0.00 ""LR 275 9 5": 16 0 1;00.. 0.35: 1.14 3.04 0.49 1.37 1.00 1.00 195 P6 P4 440 16.70 13.1077 0.40 0.40 30.00 0.00 77.62 15.96 2.45 2.45 2.45 "Front ,entry0 0.0'''',.:::0,0';;:!:,:t00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0 0- 6:0. 1:00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 875 14.0 1d 0 1.00 ; 0.15 2.80 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 200 1074 7.28 0.28 0.26 25.18 8.82 1.23 1.23 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: : 0.0,-";.1:00::5.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 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 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 0.00 0.00 0.00 0.00 0.00 0.00 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 -0.04 0.00 0.00 0.00 0.79 0.79 0 0.0 0.0" 1:00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " 0 0.0 0"0 1.00 ..0,00: 0.00 0.00 0.00 0.00 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 0.44 614 2P4 P3 609 4.90.01 0.82 3.07 3.07 10.96 0.99 7.47 7.47 7.47 GAR ABWP 100 4.0-L11.0,1.00: 0,15; 0.41 2.02 0.18 0.91 1.00 0.89 306 P4 P3 609 9.81 1.63 2.45 2.45 21.91 1.98 5.98 5.98 5.98 ' 00 0 : tl 0 1;00 0,000.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.0 0 0 1:'0D 0.00 0.00 0.00 0.00 0.00 1.00 0.00 p__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ! 0.0 9.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .". '......,' -'.0-'::'-(:°-i'',110'.-1'..00 0,00,: 0.00 0.00 0,00 0,00 1,00 0.00 ° - „ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ;..0.0 1,00 ' 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0_„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 ' b.o " 1.00 0.001 o.o0 0.00 0.00 0.00 too 0.00 0 0 0.00 0.00 0.00 00.o0 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.; 0.0' 0.0 •1.00 0.00,: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 - 0.0 1.00 0,00' 0.00 .0.00 0.00 0.00 1.00 0.00 o- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0! 0 0 0 0" 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 :1 00 -0,00:: 0.00 0.00 0.00 0.00 1.00 0.00 0„_ „ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 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 10.83 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#141$ Plan 4B ID: Front;Upper Bit* :Floor Level w dl 1:50; If V eq 7T0 0, pounds V1 eq= 385.0 pounds V3 eq= 385.0 pounds V w= i7i0 b; pounds V1 w= 855.0 pounds V3 w= 855.0 pounds ---> v hdr eq= 59.6 plf A H head = 1 4 v hdr w= 132.4 plf Q83 Fdrag1 eq= 191 F2 eq= 191 • Fdrag1 w= , 5 F2 - 425 H pier= vi eq= 118.5 plf v3 eq= 118.5 plf P6TN E.Q. ViliMitViEN v1 w= 263.1 plf v3 w= 263.1 plf P6 WIND Meet H total= 2w/h = 1 2w/h = 1 8.083 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 IIIIIIII2;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: 3:3 L2= 6 4 L3= 3 L1 :3 Htotal/L= 0.63 4 ► 4 0-4 0 Hpier/L1= 1.54 ► Hpier/L3= 1.54 L total= 12.9 feet JOB#: CT# 14.189: Plan 4B '. ID: Front Upper:BA* !:. , Floor Level w dl= : 150 plf V eq 600.0. pounds V1 eq = 227.9 pounds V w= 1330.0; pounds V1 w= 505.1 V3 eq = 372.1 pounds pounds V3 w= 824.9 pounds __I,. v hdr eq= 66.1 p/f -0. H head = Av hdr w= 146.4 plf 1.083` v Fdragl eq= 63 F2 eq= 102 A Fdragl w= :9 F2 ,- 227 H pier= vi eq= 91.1 p/f v3 eq= 91.1 plf P6TN E.Q. 3.0 vi w= 202.0 p/f v3 w= 202.0 plf P6 WIND feet H total= 2w/it = 1 8.083 2w/h = 1 feet •Fdrag3 eq= .. F4 e.- 102 Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill= v sill eq= 66.1 plf P6TN mudsill Q EQ Wind v sill w= 146.4 p/f P6TN mudsill feet OTM 4850 10750 R OTM 5569 4125 v ♦ UPLIFT -88 810 UP sum -88 810 H/L Ratios: L1=> 2.51 L2= 2:5 L3= . , 4,1i Htotal/L= 0.89 Hpier/L1= 1.20 IP ► ► Hpier/L3= 0.73 1 L total = 9.1 feet ► JOB# C7tl 1418x4'Plan 4t3 ,,RoofwdlLevel ID ReartlpperBR23; ... ..._... =,,,,,„,,,,,„;450, pK V3 eq= 532.7 pounds V5 eq= 416.6 pounds V eq 13411.0 pounds V1 eq= 418.6 pounds Y3 w= 1182.1 pounds V5 w= 929.0 you s V w 3,(x401?;. pounds V1 w= 9'29.0 pounds v hdr eq= ► - T . �.9pH IHS head= W A 1 head . vhdr= 151.9 1 083 191}3 Fdragl eq=83.7 Fd reg2 eq= 1010 6.5 Fd295 eq= 106.5 Fdrag6 eq=(63.7 A A Fdragl w= '..7 Fd291 236.3 FdragS w= -.3 Fdra.:w= 185.7 v3 eq= 114.1 plf v5 eq= 114.1 H5 pier= H1 pier M= 114.1 pit v3 w= 253.1 pIt v5 w= 253.'1E-0 . lil '.. a of w= 253.1 pfl feet �f 2w/h= 1 2w/h= 1 N total= 2wm= 1 8.1 V Fdrag3= Fd- - 106.5 83 7 V Fdragl w= 165.699 Fdragl w=236.3 Fdrag7eq= .•.5 Fdrag:.• feet A P6TN E.Q. Fdrag7w=236.3 FdragBw= 185.7 P6 WIND I v sill eq= 68.5 pH H1 sill= (0.6-0.14Sds)D 0.60 v sill w= 151.9 pit .::.HS sill.= 2U..... EQ Wind feet feet OTM 11073.7 24572.3 R OTM 13275 16216 V 4. v UPUFT -122 464 Up above 0 0 Up Sum -122 464 HIL Ratios: �- 9 a L3-,, 4 7 L4= .,, ,4Q, 1-5- 3;7 Li= 37 1.4 11.1 t HtofaVL= 0.40 i ► 4 1,4 Hpier/L1= 1.36 L total= 20.0 feet Hpier/1.3= 1.07 fl.90;;Lreduction HpiedLS= 1.36 "' 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 V w=. 4180.0 V3 eq= 2750.0 pounds =, pounds V1 w= 1430.0 pounds V3 w= 2750.0 pounds -_0. v hdr eq= 116.3 plf --► H head= v hdr w= 261.3 p/f 1 W 083 ♦ Fdragl eq= 259 F2 eq= 497 H pier= vl eqFdragf w= =1 F2 -1117 = 195.8 p/f v3 eq= 195.8 Of P6 E.Q. 5.0 ;i v1 w= 440.0 plf v3 w= 440.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .• F4 e.- 497 feet Fdrag3 w=581 F4 w=1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 p/f P6TN 3.8 EQ Wind v sill w= 261.3 plf P6 feet OTM 16894 37967 R OTM 9431 11520 r UPLIFT 487 1725 Up above 0 0 UP sum 487 1725 H/L Ratios: L1= 3,3i L2= 6.5 L3= ., ."63 Htotal/L= 0.57 Hpier/L1= 1.54 ► ► Hpier/L3= 0.80 0 L total= 16.0 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Sheara(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadine cm ve shear design value (a) Design values ore based m the user (1—Douglas-fir.5—oS So where SGhern e sfrpming.For other ecific ecific gravity of the actual framing.ecies of This multiply he stment shall not be greater than the specific gravity adjustment factor=(1—(0.5—SG)), P 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.gtwo=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 I per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony , wall height I ,. Fasten top plate to header with Iwo rows of 16d a .a dY sinker nails at 3°o.c.typ n Fasten sheathing to header with Sd common or i. /Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total ', Header to jack-stud strap per wind design. L wall r Min 1000 lbf on both sides of opening opposite r Ifneeded panel splice edges height side of sheathing. : /': shall occur over and be nailed to common blocking 10 Min.double 2x4 framing covered with with n 3/8° within middle 24'of portal max :: thick wood structural panel sheathing height.One row of 3 o.c height h ;•:,, 8d common or galvanized box nails at 3'o.c. • r ^ nailing is required in each in all framing(studs,blocking,and sills)typ. r panel edge. Typical portal frame Min length of panel per table 1 construction 11 IlkMin(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of I studs per IRC tables Min reinforcing of foundation,one#4 bar 3 R jack studs &(2). • ' top and bottom of footing.Lap bars 15°min. Min 1000 lb hold-down at do Min footing size under openingis 12"x 72'.A turned-down device(embedded into slab shall be permitted at doorr openings. concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2'x 2"x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association