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Specifications (43)
/14.5.70-01 G—Ocei1- r 13165 gw �el---4/7- EI CT_ ENGINEERING Structural Engineers FEB180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 2016 206285.4512 (V) 206.285.0618 (F) CITY OF T1GARE) BUILDING DIVISION #15238 Structural Calculations River Terrace � �o �N o��� Plan 4 ���` �-�•: 60 '' . W . Elevation B I • ;d y 4REGfilk.,_ Tigard, OR ,� % Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multi I le locations in Ti.ard,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. yoprpre-manufacturedng is primarily with trusses.d chord wood trusses. Upper floor framing p w�he-manufactur parallel chord wood Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. exposuremph ultimate wind speed, Wind design is based B, on the ASCE value of 1.00.-10 MWFRS Envelope Procedure)for Late al design is based on the he ASCE 7-10"equivalent ral category and with lateral force" "D".procedurePw with or OSB shearwalls are the primary lateral force resisting system (R=6.5).soil Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with classification D . Plywood 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 LOADNAA SUIARY - � CT PROJECT#: CT# ROOF Roofin g 3.5[psf Roofing future ' 518 ! ©.fl psf P ywood(O_S 8) 2.2 psf Trusses at 24"o:c Insulation 4 0 psf ('1)578"gypsum coiling ., P Mise/Mach 1 psf ROOF DEAD LOAD 1! .Psf 15.0 PSF FLOOR flOdi finish NOR40 psf gypsum;concrete psf 3/4!plywood(OSS) 1o�stat 1 z" 2,7psf Insulation - psf gypsum ceiling 2.2'psf Mise; 2.6 psf FLOOR DEAD LOAD 15.0 PSF ilk eh , - I 2 . 1I 0'zoo. i x1 72 I � "moi 1 HDR �_ � 1 I Al , ,.. .. I , ow Aim I I , 1 , 1 -. . .• 0,. I 11 11 , I i ' T I , I I , I 1 1 , AlkI I ' ,.25. 1 Q I I , ik I , 1 • 1 I 1 Y w,I 1 1 i • :SES AT 24" D.C. TYP. S =11 . I � , ' m I DI i 1 1 X 1 N Nir I N SII 1 o II I = I COI 1 1 N y.1 1 I �li I , 1 , 1I ' 1 , I I ACCESS I I I - III T 1I , 4;12 BOTTOM 1 I Milli MIMI I m IF-------- CHORD. TYP. . I �-- I 1 nip I ' 1 1 © _-- I 1 MI , i` 1 ' GT.b3 ,i1iiiriIJr .*.sr T_ ` +x8 HD' PI ISMN ''--5 .- , RB a4(2)f '8 HD' OK- --- - I 0 'ilk® CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN AMERICAN MODERN i/4'=1'-0' s1,Z 0 O ■ • simmomo el ■ CT# 14189 2014.09.19 1/4" = i'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4"..1'-0* AMERICAN MODERN 0 ® ® s1HDia STHD14 .�� 1x14 OSB RIM B.b1 1131.11?„„. �� TYP. JOIST i' ,Th, HERE ON• 111116 GTABOVEtill 11 e II PM VP' ry R; � �- FIXTURESI. ..4- IMI11111 ic IMIIIIllI ABOVE _ ,. STHD14 VW& I 014 ° � � 1111111 • i6 ea R o ';j1� 1 , — --�4.5.01 : . BACKGROUND CHANG ,� N I'"A• SEE SHEET CD 1111101111111111Wil I 4:110 MI �_ 4x4 POST i. e IIIIIIIIIIMINIMITgr o ' � t m = A O 1 A li , � `" iOOR ITRUSSES� 19.2" 0.1' 1� TOP OF (2) 2x8 FB 4.8011 AT +3414" A.F.F. 'gnaw ,' 2x8 ®16" O.C. I ,6-pOS-r- I nvi /. RAISED PLATFORM 1 Kati FRAMING x. •m'' miai +3414" A.F.F. WALL TOP ���' OF GT ��%�+��_ 2x8 LEDGER =� f L��l�j. GT TOP AT +3414" A.F.F. GIRDER TRUSS 1 ' .1 4 mo A II 1 1 co •� _ 11' pp 1 FIXTURES ABOVE la 2x ROOF i '':� FRAMING I_-- alimummisol ®24" O.C. ce 2,i 4.41 .q o v ^ _ "iiii ! EXTEND FLOOR I 14x8 HdR • SHEATHING TO RIM iiimilii EXTEND r\ -- � `' HDl)4 TOP CHORD HD 4IC HDU4 I 1x14 RIM BOARD a 11111 IIIáES2OiI.4x1 HDR 4x4 TOP PLATE IS +9.-1" 4x4 4x10 HDR ABOVE LOWER FIN.-� W/ACE4 W/ACE4 L_ --- --- --- EACH SIDE FLOOR UNLES 4x4 S NOTED OTHERWISE EACH SIDE W/qC4 EACH SIDE 1/4„ = 1._0 (11x17) SEE SHEET A9 FOR CT# 14169 2014.10.29 LOWER LEVEL SHEARWALLS WINDOW HEADERHEIGHTS. PLAN 4B UPPER LEVEL FLOOR RAMINN 1/4---1.-0- 1-1102 16'-3" s-11,72 ` STHD14_ i'''' STHD14 STHD14 . STHD14 1 - • a. -1 I- - 1 -..1 , A I m 1 --- / 18\t I s8.14118 I — — — Gr ABOVE I ' ,(_l ) I o LL, �1t� �x coNc. am IL':7'' n VERIFY GARAGE SLAB HEIGHT .n WITH GRADING PLAN 14'-9" T-11" I 1 VARIES . MIN. II ATM IM J 3" FROM ALL p ENURE SIDE I STEM WALL �'�, STHD14 0 STHD14 r7 ' i ® I N ��, '` i EABOVEE FIXTURE to , ' ABOVE �� ` 8'-O" I �� rantlEMEMI 1 11..,-....r��� n o I 9Y4" I-JST E�19.2" O.C. I n PATIO Swr LAB ' I TYPICAL ;o I• I 2"ON II FINISHED FLOOR L J , j AT +0'-0" CD gr ■ .I ENTIRE SIDE i3._°- IL. It' pp'a jIll_______ N'Ms I AT HIGH FDN. , SPACE ® i .7 I ACCESS I IMEMBILIEBEINIMP Aft 1 11E.111114 17 III I I �r 18"x18"x10" FTG. Iii GT ;� ® I I ' I I ABV , 1 1 1 W/(2) #4 EW 1 f TYP. U.N.O. SIM. I , 1 m 1 AB 1 II - ' o Iiiiiiiiiiii I 4"118" FTG. EXTENSION, TYP. I t, e r4�eZ®�limiwt 18"x18" FTG. EXTENSION I , I 1n START FRMG.I , F" _ 6x6 P.T. POST ALIGN W I. I c,• L ABOVE 1 erileigal � MIE HDU4 1"--' - __ 0 HDU-- -_ HDU4 - 1` HDU4 6Yz" TOP OF SLAB SLOPE WI +► yW�M•. 4x4 L 3f4 1.ZJ1Y 'SLAB POST -12Yz"I TOP OF 8" n �L___ _��µ �_ 4x4 POST 4x4 POST " n 33Z" I 1'-5y" 13' 1" 8' 4 3)/2" 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 S#EP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Page 1 Rev: 580008 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan 4ABCD.ecw:ROOF FRMG (c)1983-2003 ENERCALC Engineering Software 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 4x10 4x10 Timber Section 3.125x13.5 3.125x13.5 3.500 in 3.125 3.125 3.500 Beam Width 9.250 9.250 Beam Depth in 13.500 13.5000 00 0.00 0.00 Le:Unbraced Length ft 0.00 F Timber Grade las Fr,24F- Douglas Fr,24F- Douglas Fm- Douglas - No.2r r V4 V4 Larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 00.0 900.0 0 0 9 900.0 180.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,600.0 1,600.0 1.150 1.150 1.000 1.150 Load Duration Factor Sawn Sawn Membeerr Type GluLam GluLam No No Repetitive Status No No Center Span Data 22.00 8.00 13.00 Span ft 22.00 75.00 #/ft 75.00 30.00 30.00 Dead Load Live Load #/ft 125.00 50.00 50.00 125.00 #/ft 45.00 75.00 Dead Load #/ft 75.00 125.00 Live Load ft 13.000 5.000 Eft 8.000 Enndd 488.00 lbs 608.00 Point#1 DL lbs 1,015.00 815.00 LL @ X ft 13.000 5.000 Results Ratio= 0.5542 0.7403 0.8017 0.8179 193.94 43.22 50.70 145.20 Mmax @ Center in-k @ X= ft 11.00 13.02 4.99 6.50 psi 1,529.7 2,043.1 865.9 1,015.8 fb:Actual 1,242.0 psi 2,760.0 2,760.0 1,080.0 Fb:Allowable P Bending OK Bending OK Bending OK Bending OK l70.7 88.4 65.2 53.5 fit:ActuaAllow pslable psi276.0 180.0 207.0 Fv:AllowShear 276.0 Shear OK Shear OK Shear OK Reactions lbs 825.00 661.57 345.19 487.50 Left End DL 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 lbs 825.00 1,011.43 607.81 487.50 Right End DL 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 -0.674 -0.059 -0.217 Center Dein -0.571 1,613.9 717.3 UDeflfl Ratioo4662'1 391.6 -0.095 -0.348 Center Total Defl in -0.914 -1.078 6.500 Location ft 11.000 11.528 4.256 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 1 111 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B [limber 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 Fir,No.2 Hen Fir,No.2 Hen Rr,No.2 Hen Fr,No.2 Han Fir,No.2 Hem Fr,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 LCenter Span Data111 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 0.2277II 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 [Reactions111 @ 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 OKIII 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 Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & JoistPage 1 14189_Plan 4ABCD.ecw:FLooR FRMGPage R T (c)1983-2003 ENERCALC Engineering Software Description Floor Frmg_Trusses_Plan 4B(1 of 2) Timber Member Information 111 B.b1 B.b2 6.63 B.b4 B.b5 B.b6 B.b7 Timber Section PrIlm: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 ,Bigbeam Douglas Fir- Rosboro,Bigbeam iLevel,LSI.1.55E Level,ISL 1.55E Hen Fir,No.2 Hein Rr,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data 0 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 0 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 iv: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 1 @ 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 1 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 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 erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.b8 B.b9 B.b10 B.bll B.b12 B.b13 B.b14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL1.750x14.000 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 Hen Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- 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 LCenter 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 812.25 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 LResults Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.8179 LLLLL■ 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:AllowableP si 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 ReactionsII @ 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 III 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 Tide: 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 Ver 5.8.0,1-Dec-2003 Timber Beam & JoistPage 1 II -(c)1983-2003 ENERCALC Engineering Sotlware 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 Fr- 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= 0.9107 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 ©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 UDefI Ratio 2,661.3 Center LL Defl in -0.072 UDefI Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS size�wldt�de.i���n®m� --- ------- Code-- --Code Cod ������ ft-lbs t��'��L TL240-LLL380 L max a Sue 3est Suggest Suggest Lin. ratio Lin. Look TL deb. LL dell. = L TL360 L LL480 L max TL deft,TL deft.LL d-efL LL deFl_ 9.5"TJI 110 1.75 9_5 19.2 40 15 2380 1220 1.40E+08 __14.71 __27.73 _ j�� �y--`� •� 8 • 9.5'TJI110®®® 1h•) in - -1 0. 9.5 TJI 110 40 15 '-- ratio 2380 1220 1.40E+08 16.11 33.27 16.19 9.5 TJI 110 !�® 23801 1.40E+08 15.73 15.73 0.72'0_48 _ 13.31_ 13.45 13,31 044 __360 0.32 495 ______ 0.52 14.14 14.29 14.14 0 47 360 0.34 495 ��� 2380 1.40E+08 20.80®�®® 079 0.58 9.5 TJI 110 1.75 ,. ® 15.73 ,15.57 0 52 360. 0.38 495 95 TJI 110 9,5 19,2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 0.85 0.62 16.94 16.77 1.75 ' 9.5 12 40 _.-_-__ 9.5"_TJI 110 1.75 10' 2500: .1220 ,1.57E+0$ 15.37 15.37 0.64 -- - 17.32 36.60. 1736'; 16.34 0,51 56 80 9 - - 9=5-Wiz. 40 10 '2500 1220 1.57E+08 18.34` 14,27 1.75 0.68 0.54 13.97 13 97 0 44 384 0 35 480 � 9.6 46 To 1.b=___ 19.37 19.37 0.81 -0.65 17.98 17.60 �� _22.36 61.00 20.58 20,00 48.80 19 11_17 8 17.98 _0.75 0.60 _ 16.6_9 16,34 6 384 0.37 364 0.41 480 9.5 TJI 210 2.0625 9,5 19.2 40 10 3000 1330 1.87E+08 17.32 33,25 17,32 - -� 9,5"TJI 210 2,0625 19,5 12 5 16 40 10' 3000'. 1330 " - -- 1178:6304,_............2.01.11.7... 384 0.44 480 9.5"TJI 210 2 0625 1.87E*08 18.97 0.68 0.54 - "' 9.5"TJI 210 2 0625 .6 40 3000 130 1,87E+08 21.91 53.20 20 26 19,961___19,6_ 0.79 0.64 15.13 14.81 14$1 0 46 384 0.37 480 ,40 17,32 __ 1.B__ 20,53-- 20.53 - 0,68' 15,74 16.08- 1 .66 0.49' 384 047 480 1111.11111111.. 9.5"TJI 230 2.31254-9 ------- -���D 17.32 17 32 0.54 _.......311_9z9 480 9.5 19.2 40 10 3330 1330 2,06E+08 18,25 33 25 17.89----11 18,68 1$66. 0 56 384 0.47 480 9.5'1 TJI 230 -2.3125 9,5 i6 40 0.70 9 5"TJI 230 2,9125 10 '`:3330 1330.2,06E+08 19.99 480 9 5"TJI 230 9 5 12 40 10 3330 1330 2,06E+08 23.08 39,90 20.92, 19,89 19.69 0.75 0.60 16.60 16.25 15 25 0 58L......384 0.381 480 ® 9.539,90. _ 19,01` 17.89 17.89 '. 075 .: . 0.60' i ��� 3330 1330 2,06E+0816.60 - 17.8 ;17. .; 0 51 384 0.41 66.50 ® 0.66 18.28 17.89 17.89 _0.60 384 _0.48 _480 11 875"TJI 110 - 1.75 11.875 19 2 40 _ _ ® 0.86 _ 11 875"7JI 11010 3160 -1560 2 67E+08 17.78 -`- 0.71119.69 19.27 19.27 00.60.52 384 -0.48 480 11,875"TJI 110 1.75 11.875 18 4011 , i0 3160 1560 2.67E+08 19.47 39.00 19 50 18 35 _ 1.75 11.875 12 4046.80: 17.789 0.81 0.64 11.875"TJI 110® 11.875 3160 1560 2.67E+08 22.49 62,40 22 8 21,46 21.46 '• 0.8117.04 16 67 16 67 0 52 384 0.42 480 _ � 10 3160® ��n 0.65 18.109.93 17.7 , x'19; 2 0 61 .:;384 -0.44., -450 2.67E+087 78.00® 19.93 19.50 19.50 00.55 .61 384 ,0C(1:4,42:, .49 480 11 875"TJI 210 - __ 0.89 0.72 11.675 192-�qp �0 -- ® 0.96 0.77 11 875":TJf 210 2i:5.0891255 1 21,46 21.01 384 0.53 480 3795 1655 3 15E+08 - '- '- _ _ _ 11.875 6 19,48 41,38 2. 61 19 39 18.10 17 21 01; 0.66 40 10 3795 1655 3 15E+08 21.341:• 49,65 ! 21 90 . 20.61., 20 61 t� ': 0,88 0 6 • - 17.62 . _ 4 ___._..._._........ 11 875"TJI 210 2,0625 11.87519 38- 0 81 _ 0.65 ` 11.875"TJI 210 2.0625 9.6 40 10 40 10 3795 1655L 3 15E+08 24,64 66.20 _24.10 22.68 22.68 0.95 0.76 61, 17 62 0 55 384 0.44 480 480 '_ 0.69 >: 19 13., 18 721 - 3.1 � 1.02 0,81 ---4.43 ___ 11 875 TJI 230 2,3125 11.875 19.2 "- 11 875"Tilt 230 2.3125 11.875, -f2 40 10 4215 1655 3.47E+08 20,53 --ii--..6i"- 11 875 TJI 230 40 10 . 41 38 21 2B 22.220.61� 0.69 384 -- 0,59 .:384 0.47 480 0�' 22.20 2 3125- 11_875 12 40' 10 4215 '1655 3.47E+08 22.49 49.68. 22.62 21,28 220.03 0.83 1 28, • 0.55 0 84 384 0.52 480 11,875"TJI 230 2.3125 11.875 .6 40 -5 1655 18.59L74 18 20 18 20 0 57 384 0.45 480 10 4215 1655 3.47E+08 25.97-66.20- 24_89 23,42 23.42 0.98 0 78 15 +08 29.03 82,75 26,81 25.23 25 23 1 05 0 84 19 2 ' 19 34' , 2. OBb 384 0.48: 4801 _ -- ------ 21 74^ 21.28_112'412118_:_.0,i7_ 384 0.53____‘41: 0.72 1 875 RFPI 400IIIIII1 --- 10 4315 1480 3.30E+08 20.77 37.00 P0,93_ 23 42- 22 93 22 g3 .56 384 0 57 1.875"RFPI 400 2.0625, 11.875 16 40 10, °•.4315-1480;3.30E+08=- 22.767 'I 4 __- 1.875"RFPI 400 2.0625 11.875 12 40 10 � __. _.._..........._._.-...... 1.875"RFPI 400 2,0625 4315 1480 3.30E+08 26.28 4.40 22,24' , 2d 93 - :2p 93 8 48_. 0.66 1 28 17 89 17 89 0.56 ®��m59.20 24.48 23 03 23.03 0.87 0.96 0.70' 19 43"`" 19 9013: g 91•, 384 0 45 480 3.30E+08� 74.00 26,37 � ,� 0 69 384 D 48 480 -^�., 1 0.77 21.38 20 54 ; 22.54_0 70 384 0 56__ 480 �� 1.03 0.83� 23.03 22.54 ''22.54- 0.70 - -.- 384 -0.56 �480 Page 1 D+1.+S _BASED ON ANSUAFBP�S-169__SEE SECTION: ®®®®=— Sara _=10 ====_��__ -- Wal�DesLnBucl�n•FadOr _--___—E��[ ]_—__ ESIMMIll Coney Sec90®—_--00r100n 00rr000{ ¢ ___ �e.�e� ®�®©© `it'-_ ®�t'7I IZE <3I• r'� �++�I � 0.00 0.000 IIIIIIIIIINIIIIIIIII —_____—HOr.lead IN 7 'G IIIIIi3 I[E]��331t" IIIMII''� Ei� ' I� 11.1111 0.003 1242:111 Saaaraa.1a^�7f1F1i 111101 _M_____ �® 1.230000 ® ®!NEI 000 0.000 � �g ]�iE1___ l�®���� 71;z00000111M211111113111111111101011111=1131 0.00 0.000 ®® � �fl® 12 0,0x0 Eia�D®==� Q��®� z 7©3t7� ®� ����_ � 0.000 INIC 0.00 0 000 ®vim==��— ®�� i 1.200 00 ®� 0.00 0.000 00 0.000 � __ _�]� ®®moi® ®®1210,000 ® p1� 0.000 ELIEMI®® ®®®� i���® ®1200000®® __ � 0.000 ®®®� ®1.OS® ®1 zoo 000 ®®iFl �' —� I�+7 ®1.0s® ®®_1300,000al 1.300 _ ®0.00— SPF Stud ®®® _ ___ �����_ iERgi ��INEMIECIEMINIMMILLIM 1.111 11.10 0.000 SPF===—® ® ®®® ® 1.300000®®_ ®=®_®IIM-0.00 0 ®����'®�®®____� i 400 ®® OA 0.000 Ei�®_®==_--_,.—rr���®®UD® �1,400 BIUMEIRMIKEIMEI 1.4000 0 ®®®®—�_ 0 EIZONIIIII0.000 ®_�:��_ � �+'11®_—______—=___— 0.00 0.000 1111111111111111111111.11111111111.1. ®®____ -- ® ' ®®®1 2 ®—__—_� 0.00 0.000 IIIMINMIIIIIIIIIINIIIIIINIIIIIIIOIIIIN Q �_����� IIIIIIIIIIIINIIIIIII �� 14—300 �® iEn 0.00 0.000 [^.:fl'fI•®®mom® Page 1 D+L+W CT#14188-Betahny Croak Falls LOAD CASE Ke 1.00 Deal.n Bucklin•Factor (12-1 J) BASED ON ANSIlAFBPA NDS-1887 c 0.80(Constant)> Section 3.7.1.5 D+L+W SEE SECTION: 2.3.1 2,3.1 2.3.1 3,7,1 3.7.1 KZ 0.30 Constant > Section 3.7.1.5 __ Cb edea > Section 2,3,10 Cr Bendin, Com.. Size Size Re.. Cf b Cr c 1997 NDS Stud Grade Width De•h S•edn•.HeL• t NOS 3.9.2 Maz.Well duration duration factor factor use Cd b Cb Cd c E•.3.7-1 h Leld Vert.Load Hoc Load <>1,0 Load g Plate Cd Fb Cd Fc Cf Cf Cr In. i"' i"• 8• •If •.f Fb Fc•e• Fc E Fb' Fc•er•' Fc' Fce F'c k fclF'c Ib H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1,60 1,00 1,1 1,05 1,15 675 405 800 1,200,000 1,366 506 840 515,42 427.08 273.02 0.84 376.78 0.588 H-F Stud 1.5 3.5 18 •sl •sl •sl si sl sl sl H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1,5 3.5 12 9 30.9 755 8.48 0.9942 1993.4 1.80 1.00 1.1 1.05 1,15 875 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.•152 Fb•1-f 0.865 8 30.9 1140 8.48 0.9998 2857.8 1.80 1.00 1,1 1,05 1.15 675 405 800 1,200 000 1,366 508 840 378.09 333.99 217.14 0.65 335.84 0.577 H-F Stud 1.5 3,5 12 8.25 28.3 1425 8.13 0,9974 2657.8 1,80 1.00 1.1 105 1.15 675 405 800 1,200 000 1,366 506 840 449.95 384.87 271.43 0.7 1 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986,7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200 000 1,368 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7,7083 28.4 1060 9,71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0,85 378.78 0,577 SPE Stud 1.5 3.5 18 9 30.9 700 8.48 0,9115 2091.8 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 SPF Stud 1.5 3.5 16 8.25 28.3 980 8,13 0.9970 2091,8 1.80 1,00 1.1 1,05 1.15 675 425 725 1,200,000 1,368 531 761.25 449.95 378.35 243,81 0.85 361.37 0,577 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 781.25 378,09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200 000 1,366 531 781.25 449,95 376,35 267.62 0.71 271.03 0.490 SPFStud 1.5 3.5 8 8.25 28.3 2320 8,17 0.9958 4183,8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200 000 1,386 531 761.25 449.95 378,35 294.90 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 506 1430 1378.83 989.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132,4 1.60 1,00 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 508 1430 1011.45 804,50 506.18 0.63 181.23 0.178 H-F#2 1,5 5,5 16 8.25 18.0 3132 8.13 0.4411 3132,4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 506 1430 1203.70 899.13 508.18 0.58 148.34 0.124 SPF#2 1.5 5.5 18 7.7088 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 1,3 1.10 1.15 875 425 1150 1 400,000 2,093 531 1265 1484.89 940.30 531.23 19.6 3287 8.48 0.6033 3287.1 1,80 1.00 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0,66 152.58 0.114 SPF#2 1.5 5,5 18 SPF#2 1.5 5,5 16 8.25 18.0 3287 8,13 0.4790 3287.1 1.80 1.00 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1265 1298,30 884,69 531.23 0.80 146.34 0.118 8 181,23 0.169 SPF Stud 1.5 3.5 18 14,57 50.0 70 8.48 0.9957 2091.8 1.60 1.00 1,1 1,05 1.15 675 425 725 1,200 000 1,368 531 761.25 144.26 138.14 17.78 0,13 9 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 244.40 233.80 100.87 0.46 927.02 0.786 H-F#2 1,5 5.5 16 18 41.5 600 9.71 0,9821 3132.4 1.80 1.00 1.3 1,10 1.15 850 405 1300 1 300 000 2 033 508 1430 228.84 219.02 88.97 0.44 927,02 0.7976 Page 1 D+I+W+.53 BASED ON ANSUAFEPA NDS-199 _SEE SECTION: ®®®®®===___ CT814189-BalahnY Craak Falls __LOAD CASE (12-14) ____- NE:md.9 e0old' Fa r�� D+L+w+S12 ������=��NEa9��aao� �....■.,,...■................. p ,...�,... 1 ■o■ ,...,,..........L=AKE .........C.� IIE, ENZIN IMESI�' �= section 2.3.10 ---_� �IM ���-�1��'1' ®®��®�1� dure90�{MQ��__-_ INENNI E IM '�'.MI' Hor.Load ' Ti3N1__�)1�1����=1011�r����� I�I -®®®®____ MIIMINIMIIIIIIIIIIIMMICOMEM ®®�'N® Q��" 1,200 000 IilEli3 3®�'33 EMININEM ®®i1111111113EI7 I 'erI ta®� © ®®®� if i6 •®® ® 900 1,200,000fZ3�T7© E INELIMEINIMEO p ®®� E ] IIIIM ®®Ili® ICI11 1200,0001im�1® I 31EM INIONLECI I151231®®® 3I liiDIE �EI■®®I�®�SICU�12000007 ®MID 1E6F1® ®®03EN�] NIVIKIII7iRIN®®IEU® 1,200 000 ]��ZZ3 �= -_____--- �����= ®®UMEIMI ®®ELIA1,200900 1® �''�`' �" ®13:3 7 ®®IKOMMI3NN331_ �7®®Ill3N®���®1,200,999I®�` �` ® _ `Q3 ' IM ®®mNIIIMI _tI3' �i ®®�'.�®� ®1,200000 3® 111 `� IIIIIMM NIIIIIIMMI EI ®®m��1" INIE �77 ®® ® ®®1,299990® ® ' LIEIZy�®®m I ,®. �'�®® ® 1i 1�1.200 o99�Q3® �` 8`3�.�"®�,.'�' � �m -IMMI1,a0000o�l�7 IIIIIIIIIIIIIIIIIIIIIIIMMININNIIIIIIIINIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIMIIIIMINNIIIII Q ®MUIIII II]3i !®_ ®�®®UMERIN QMEFl11.300000NIDE iFL�iB� ' IKEN _ DEEMINIMMI Q ®I���i1 ® ��® ®®I�® IICUEla 1300000 3 71Q^EI ' ®® `�3�®�E3 0.4100 ®�®®MII ®t�IMMI `N''' __I__- , .3 � -_____-- ��������1.400 fE 7®ILII�S1ID�®IIIMI 1 3�ID ® � ' ® ®® '® ®l.I' 1,400,000�'' ® ' ®�'�' 1 ®®����3t3 � ® ®®TUBI]® ®�'3r11400000E,' ® ---__- E101111®® � I� ® 1111111101100 _I ®® I ® ®�'3� _-�_-_��- -�����-- _�������1 2 ® I3 �'7.3-_�- ®®�N®I ''�3' ®®®_® ' ® ��® _I♦�_- -�_�_�-- NIK ®®�'® 1,4 '' ®I �L5T7® 109.97��3 ' ' ®®��®ELIZEMIDEMEEMIKIIIIIIEME®� ®®®®�'® ®1 900 000 MEN 3I.'INIM " NTMI N MI 1212111I Pegs 1 • • D+L+S+.5 W CT#14188-t3atahny Croak Fags LOAD CASE Ke ah Dear a aII .Facto, Factor (12.19) BASED ON ANSI/AF&PA NDS-1997 c 0.80 Constant > Section 17.1.5 D+L+8+W12 SEE SECTION: 2,3,1 2.3.1 2.3.1 3.7.1 3 71 KcE 0.30 Constant > Section 3.7.1.5 __ c odea > Section 2.3,10 Cr Bandin• Com.. Size Size Re.. CI b CI c 1897 NDS Stud Grade 1Mdth Deh S•adn• Cd b Cb Cd Fc E•.3,7-1 • NDS 3.8.2 Max.Well duration duration factor factor use He•ht Le/d Vert.Load Hor.Load <.1.0 Load•_i Plate Cd Fb Cd Fc Cf CI Cr In. In. In, ft, dt ,.a Fb Fc•e H-F Stud 1,5 3.5 16 7.7083 28.4 1335 4,855 0.9935 1993.4 1.60 1.15 1.1 1 05 1.15 675 405 800 1,200,000 1 366 Fc• 506 Fc 966 515.42 441,22 339,05 0,77 168.39 0.403 H-F Stud In. 3.5 16 Fc sl sl •I ftY sf •sl •of •el •Fsl •fel IcIFc rol Fb"1{dFce H-F Stud 1.5 3.5 72 9 30.9 970 4.23 0.9923 1993,4 1,80 1.15 1.1 1.05 1.15 875 405 800 1,200 000 1,386 58 966 378.09 340.90 248.35 0.72 223,76 0,470 9 30.9 1380 4.23 0.9976 2857.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28,3 1195 4.85 0.9860 1993,4 1.80 1.15 1.1 1.05 1,15 875 405 800 1,200,000 1,368 508 88 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8,25 28.3 1680 4.85 0,9990 2657.8 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 385.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28,3 2865 4,085 0.9999 3988.7 1.80 1,15 1,1 1,05 1.15 875 405 800 1,200 000 1,368 506 988 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1,5 3,5 16 7,7083 26.4 1315 4,855 0.9907 2091.8 1.60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 515.42 431.52 333.87 0.77 188,38 0.392 SPF Stud 1,5 3.5 18 9 SPF Stud 1,5 3.5 12 30.9 985 4.23 0.9970 g 30,9 1370 423 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336,17 260,95 0.78 167,82 0,38 091,8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875,438 378.09 338,17 245.08 0.73 223.78 SPF Stud 1.5 3.5 16 8.25 28,3 1180 4.085 0.8922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200 000 1,386 531 875.438 449.95 398.13 299.68 0.77 180.69 0,398 SPF Stud 1,5 3.5 0.488 12 8.25 28.3 100 4.065 0.9973 2789,1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 318.19 0.81 135.51 0.334 SPF Stud 1,5 3.5 8 8.25 29,3 2830 ------_.__ 4.065 0.9986 4183.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449,95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 58.18 0.49 76.29 0.059 H-F 62 1.5 5,5 18 9 19.8 3132 4,23 0.4544 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011,45 837,57 58,18 0.60 80.61 0.089 H-F#2 1.5 5,5 16 8.25 18,0 3132 4.085 0,3479 3132.4 1.60 1.15 1.3 1,10 1,15 850 405 1300 1,300 000 2,033 508 1644,5 1203.70 948.77 58.18 0.53 73.17 0.062 SPF 02 1.5 5.5 18 2 1,5 5.5 18 7.7088 19.8 3287 44.23 0.4750 3287,1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1400,000 2,093 531 1454.75 1088.25 1850,18 531.23 0,52 78,29 0,057 SPF# 3287 015.45 531.23 0.62 90, 0.085 SPF#2 1.5 5.5 16 8,25 18,0 3287 4.85 0.3750 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454,75 1296.30 945.38 531.23 0.58 73.187 0,059 SPF Stud 1.5 3,5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 675.438 144.28 139,02 64.76 0.47 586,43 0/79 SPF 62 1.5 5.5 18 19 41.5 B35 4.855 0,9925 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1 400 000 2,093 531 1454.75 244.40 235.32 151.11 0,64 463.51 0.580 H-F#2 1,5 5,5 16 19 41.5 885 4,855 0.8970 3132.4 1,80 1,15 1.3 1.10 1.15 850 405 1300 1 300 000 2 033 508 1844,5 228,94 220.14 139,80 0,84 483,51 0,594 Page 1 O+L+S+.7E SEE SECTION: ®®®® 3.7.1 Ealaa BASED ON ANSIIAFBPA NDS-199 -M__-• ==== __LOAD CASE WL+84611:___ __ __ Dael•n Bucldin 1,F..a�cto�r. 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Pape 1 / ENGINEERING 180 N cke rs on St. . .W S Suite 302 Project; k { - - _.. u < Seethe.WA f 4v-- - 98109 _ .. -_. - _ _ (206)28S- 12 Client FAX: Page Nuinber: (206)28S-0618 . 1"4 01 r ar....1., , Z9a7 P5r ' OA - (7 ‘590 0$12) - . . . Or*. CitC (42'4144)(1-5k IS) -=-1242 Wet, 206)285-0618: tet, 100 F- eWIL (4 3 Mk k 141i- ,elv WS) =-_. 305 Mie PT forvpiP 144 ' - + i == Z 'S _ -lrc .v..- 'rim a -15 4 - 44. e 0, ,, , 4 1;1°--...-...L.f-..6 VA L. 1 p r. q3a 4... 2-70 4-5,ces tr,_ 46g- wy 11--7-1 � wrM44 2. M1 4 3 190 frY': il 'r;- 2,*? 1 3'9 dif6Pr -- '_*,_,J ,moi Structural Engineers . 180 Nickerson St. _ WU ENGINEERING • Suite 302 Seattle,WA tiD t N C. 98104 Project: t r 3 ' Date: (206)285-4512 Client: SIM46 Pi LV Al U te9,- -Page Number: (206)285-0618 , : ; ; , : , 4 .., ... ,,, , .: ,. , . . :, ,. . ,,,,,.,,,,,,„..., , 1. .y.,.1 ''; 5.4. : ...; ...„.:—,:•1:601,- :. :„d'1,,,,1;:!--.;, • i r ) , i , S .. k 1 Y . • n } k g}}y $ f i € F ., } F • tl S } _ • • 3 t , 4 1 - 1 SMAR� 001.14' � -? ►- '� . = p, t t Y # € -�-€ -ice-� ,.. � � V. � � .z € 1. f� z ;J'� {.. b i 4 17;�P i jet 3 �✓lfsi ♦ f / k } 8 �i hQ 7.- h Structural Engineers - CT • E N G I N E E R I N G 180 Nickerson St- ' '........."........................ . c..' i N C. Suite 302 Project: LIP7 /rt�C « Seattle,WA �_` ��, "'��??1[ `�IJYi c� p 20/0 67%.C.- Date: 9,011. O , (98109 206) Client: 2072 �y�'�/ // / � fus (206)285-4512 l 8 �D ''�j 'h4‹, Page Number: F� j ; (206)285-0618 ` � _.:_• 1) ' 1 I� ' 1 _ ✓ 1 t. ; I--- -,.A. _ ( Y _ • 1tt- � *J , I. I • ' �_ `_r 3rd , Ji: , y rt_ ( I 4 I Z - - z nt ::: i-J Z`t` '. i off. � .6,51..; I - • i l . = - -� Z '� I �� 20 2 �� lis i� ;7--: : -2-- +- I' 7 : t;' 7; -1-! : <<.. �.•• ; t. 1X9'4-. _ t • , . �,S t j�at� �;°� • , ii NY'�� :-! .NQS L� f• . .--_,, 11:7406,c --_ — = r Fr-t. 1 3 , I. ; ` �'�" g Yom-.. ;'��1~.�- � - , _ �1 4z¢- 1 ; ,_1,•_; _a• ' _ t t - C�ri -r- - - -_ - i _7_ i.i t 1i• q 3 ��/ f ,r f `# QjE Structural Engineers '�� ` Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document 2012(which International atiionUSGS l Build dings Code le in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III 1.11111111.11111111111111.111r0.0.,-- .or 'may' .or fir ,; s" 1 � r lolgdA„,,"4 44671 . �'! $ " s �' USGS—Provided Output Ss = 0.972 g S„s= 1.080 g S°s = 0.720 g Si = 0.423 g S„: = 0.667 g So: = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) an and deterministic ground motions in the direction of maximum horizontal response, please return to the app' select the"2009 NEHRP"building code reference document. MCC Response Spectrum Design Response Spectrum CLEM 110 1110 012 010 0cs 010 as0 4177 004 4,141012 0,.34 024 012 012 010 011 0.011 0.00 (100 1100 0.20 0.40 0.40 0.0111.00 1.20 1. LAO 1.116 230 000 0.20 0.40 0.0) v. 1,40 130 LAD 200 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 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= 110 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/ htto://earthouake.usqs.povidesionmaps/us/application.pho 6. Site Coefficient(short period) F.= 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 Sans=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMS=F„'SI SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sim=2/3*SMI SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structuralpanels " - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5.. N/A Table 12.2-1 13. Overstrength Factor Seo= 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 ProcedureEquiv. LateralForcel - 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) SDI= 0.50 x = 11,1,,x..:! ,.,:;(1.75 ASCE 7(Table 12.8-2) R= 6.5 C, 0030;;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) Ti_ 6ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(ME) 0.120 W ASCE 7(EQ 12.8-2) Cs=SDI I(T`(R/IE)) (forT<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(ME)) (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 Sl)/(R/I0 0.038 W ASCE 7(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) 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 R40., - .'-::::::.1.0.,:04 19.00 1140" 0 022! 2508 476.5 0.58 273 273 2nd t ; 8.00 11.00'.. 11.00 1100-• (Y028; 30.8 338.8 0.42 1.94 4.68 1st{bae) 11.00 0.00' SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx = DIAPHR. F, E F, w; E w, Fpx= EF; *ww, 0.4*SDs*IE*Wp 0.2*SDs*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 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 28.0026.00 ft. - - ............................. ......... ... .............................................. Building Width=I ;`22.0:I 60:0:ft. V u/t. Wind Speed 3 Sac.Gust m 120 ', 120 mph Figure 1609 Fig. 28.5-1A thru C V asd. Wind Speed 3 sac.GM= _- mph (EQ 16-33) Exposure B B' iw= 1.0,! 1:0! N/A N/A Roof Type= Gable 'Gable P930A=i 28.8 . -28,6 psf Figure 28.6-1 Ps,o s=I. CO 4.6p0 Figure 28.8-1 Ps3o c= - 20.7• 20.7';psf Figure 28.6-1 Ps30G :"4.7 4.7 psf Figure 28.6-1 N=l 1,00` 1,00'; Figure 28.8-1 Ka=: 1.00. 1,00 Section 26.8 windward/lee= 1.00 .;' 1.00(Single Family Home) a"Kn"I : 1 1 Ps=X"Kzt"I"Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pss= 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.28.8-1) PS A and C average= 24.7 24.7 psf (LRFD) Ps s 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 26 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1,00' 1.00:, 1.00 0;50 16 psi min. 16 psf min, width factor 2nd-> 1:00' 1.00', wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA As Ac Ao AA As 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 0 188 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.8 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 AF= 1109 9.7 17.7 V(n-s). 8.86 V(e-w)= 17.28 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 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) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 000 , .000 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 000 000 )00'i 0.00 3.34 9.68 7.60 17.74 1at(base) 11.00 0.00 0.00 V(nap 0.00 V(e-w)= 0.00 V(na)= 9.68 V(e-v4) 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 0.61N 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(na)= 9.68 V(e-w)= 17.74 V(na)= 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 1 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.X2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETERAnc.Bolt dia.= 0.6251 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 7601 353 , 1065? 495 p3,'' "'"a80 456': •,1370r 637 P2 1280; 595 1790 832 2P41520" 707 2130 990 2P3 1960.! 911 2740 1274 2P2 '2560" 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsteaming= 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"SCr'eW V allowable V a 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(tPdrlf to;back-up/down) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof Panel Height= J ft. Seismic V I- 2.73 klps Design Wind N-S V i= 3.80 kips Max.aspect=NNEIMilSDPVVS 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 0.8D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/it vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) •Ext left 1 298 22 0 22U 1 00; 0 15: 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 4.57 4.57 7.95 21.78 4.65 4.65 4.57 Ext: lett 2 ` 0 0 0 0;0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext:, left 3 272 20 0 22;0 1 00 0 15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 4.57 4.57 7.28 19.80 4.65 4.65 4.57 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,„ 00„„,-„,„:,.....„.„.„,r„„,,,„,,,,,,,„„„,„, 0 1 00; 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 001 000 000.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0., 0,0 ,'x0;0 1 00= 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 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;'r O 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ; 0 0 . .00 i OQ, 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '''':.:.:'''-'1':'-''''''''''''''''''"''''''.,, 0 0 00 1 00= 1100: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exti fight 285 '200 35;0 1.00:. 015; 0.95 0.00 0,68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 4.68 4.68 7.60 22.50 4.77 -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 :200 25;0 1.00; 0`I5 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 4.68 4.68 7.60 22.50 -0.77 4.77 4.68 0 0 0 0 1 00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 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 4 r 0 0 ,00 00 1 '0:00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0>0 'foo' ,0 00, 0.00 0.00 0.00 0.00 1.00 0.00 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 j 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 '0a01 0 00: 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0., '0`r0 '1 00 , 0 00 0.00 0.00 0.00 0.00 1.00 0.00 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: a0 0. ,0 0 1 00. G 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 00 :,,,1,,00,],].1010.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ..:00 i 0f1! 0:00, 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0 0 .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 b 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 .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 0,00 100 0 0 0 A0 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eft. 3.80 0.00 2.73 0.00 EV,,;,,d 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 48 Diaph.Level: 2nd ..................... ........................ Panel Height ft. Seismic V I= 1.94 klps 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 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wlnd Wnd Wind Wind Max. Wall ID T.A. Lwall LDL efl. C 0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v! OTM ROTM Unet OTM RoTM Unet Ueue, U.„m HD (sqft) (ft) (ft) NO (kip) (kip) (kip) (kip) p (pit) (pif) (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 -"left2 00 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 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 b o o.00 0.0o 0.00 0.00 too o.00 o-- --- o o.00 o.00 o.00 o.00 o.00 0.00 0.0o 0.00 0.00 0" !," 0 a •:0 0 1.017 " 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 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 0.00 0.00 0.00 0.00 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 1'S 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 b",•,"';b 0 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 1,00 0.00 0-- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (100 (100 0.00 0.00 1.00 (100 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a` o b tl tl 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 tl ; ,D.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 0 D 0' 0.0• ''1.00.` 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 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 o- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 . 10,01,00 O 00 0.00 0.00 0.00 0.00 1,00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ='0.0 •'1.00 ,.0.00: 0.00 0,00 0.00 0.00 1,00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 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 nd 5.81 EV EO 4.87 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes ISB Shear Panel SHEET TITLE: LATERAL"E-W(Side-to"aide-left/right) CT PROJECT#: CT#14189:Pian 4B Diaph.Level: Roof ....................... ................._... Panel Height=1!;111!::210 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Usum OTM ROTM Unit Usum Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1ront Bit r 320 5 612'9 1 00,j 015' 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 ,1110. 0.0 1 00.°ii'',0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .111:00,:'.6,11.!3.-ath' 250 86 9.1 „1x00,,: 0151: 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 D ;Do 00 1 00 x 0.00.: 0.00 0.00 0.00 0.00 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 Ef0paml", 0 0 0. „0;0 1,00," 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ht Fame*� 0 .,i`A 0 ..0.0 1,0.0,` 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0:'0 1.00 =0 001 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 Int .Dart:.. 0 :0 0 0.li ,1,00,;; 0.00,: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Irit;' Kit "•; o !0 0 „0.0 1,00;;' 0.00,; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 'o 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 irlIVIVILVINEPEIli0 •;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 Ext.'' BR2/3!,I 570 :1[4 0 22;0 .,.1,.00.:'A;.-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: 'D 0 Dai 1 00 ; D 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., 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 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'', gar1,,;.,r„ 0 .t0 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 :Exti gar2` 0 ;0 0 0.D t 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..., .D'0 1 00;:€0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,.''0 0 0.0 1 00 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 D 1;10,0 ;00 „t,00 ,,,p,o0 0.00 0.00 0.00 0.00 1.00 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.d 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 1 0.0t!'0-150 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0 0 0 0 1 00 j 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , 0 '0 0 0 p, 1 00 -x 0'00. 0,00 0.00 0,00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 b '0 0 00 1 00:;'6 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 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 . .`'r0 0 00 1.00 A 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 '00 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 1140 27.1 27.1 =L eff. 8.09 0.00 2.73 0.00 EV„ind 8.09 EVER 2.73 Notes: denotes with shear transfer ** denotes perferated shear wall ISB denotes ISB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 48 Diaph,Level: 2nd ............_.._.._ Panel Height 91.ft. Seismic V I= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect=. 3.5'SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind E-W V i= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 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 vi Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front .BRS* " '.'0,:'.,:;0,0. 0:0 1.00 '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 1.70 1.70 - 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 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 0.44 0.00 0.00 0.00 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 LR* 275'4,•:::.£1 6 °16 0. T.00 0.35.; 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;0-;1',00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '',1:.'4:'::j:.::00 . 0 0 1.00 0,000.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1:.00 ..0.00: 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Int - 0 0 0 0 0 1-.00 , 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Int Kit, 875; 140 140 .1.00 0,151 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'r - 0,0 `0 0 1.00'" 0.000.00 0.00 0.00 0.00 1,00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ''''•:-'"O''00.., 0 0 ''.1.00',.',,,o to' 0.00 0.00 0.00 0.00 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 0 ':,.:0,6-:;::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 -0,04 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 0.0 0 0' 1.00 .0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "---":-.••."'•:•'."-i',!!;.-!:•..,••••,:,..,'.0! • 0410.0'" "1,00 "0,00. 0.00 0.00 0.00 0.00 1.00 0,00 0-- --- o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 AB GAR" WP 50 2,0 -.11-0•:•••::1,00';'T. "0.95' 0.21 1.01 0.09 0.46 1.00 0.44 614 2P4 P3 609 4.91 0.82 3.07 3.07 10.96 0.99 7.47 7.47 7.47 GAR"ABWP"" "100 4:0 ,11,0 . 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 - 0 0.0" `0,0; 1.00 ''.'0o0: o.00 o.00 o.00 0.00 too o.00 o -- --- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0 .0:0'::'".'0,0,,',:f.00-!;::::4:1:00:. 0.00 0.00 0,00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 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::';'''C00 0,001 0.00 0.00 0.00 0.00 too o.00 o -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 `:0.0 " 1.00 0.00' 0.00 0.00 0.00 0.00 1,00 0.00 0-- --- 0 0.00 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'...'"!!'0:6•; 1,00, 0,00: o.00 "0.00 0.00 0.00 1.00 0.00 0-- -- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0= 0.0 •.10,0 "1,00 0.00: 0.00 0.00 0.00 0.00 1,00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0•o::::::,'1'0...'0...':. 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .,•••••••:".-0',::!.:.:'',.'.0,..0!!:1: 1:0„0.!':i--,,1,06 :0,00' 0.00 0.00 0.00 0.00 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. 4.58 6.07 1.94 2.74 EVwind 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#::C `#141 Sg Plan 4B ID: Front,Upp14101 .11Floor Level w dl=ViEntiljg plf V eq; 7Td O pounds V1 eq= 385.0 pounds V3 eq = 385.0 pounds V w= 1.,10x0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds v hdr eq= 59.6 plf — •H head = 4 v hdr w= 132.4 plf 1 08'3 Fdragl eq= 191 F2 eq= 191 • Fdragl w= - 5 F2 .- 425 H pier= v1 eq= 118.5 plf v3 eq = 118.5 plf P6TN E.Q. 5 } v1 w= 263.1 plf v3 w= 263.1 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 y 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 20 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 1 3 3' L2= 6 4' L3 4 Htotal/L= 0.63 1 0 4 041 0 Hpier/L1= 1.54 Hpier/L3= 1.54 L total = 12.9 feet JOB#: CT# 14T89:Plate 4B' ID: FrontUpper;EA* 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 p/f -0- A ►A H head= 1 v hdr w= 146.4 plf 1.083 Fdrag1 eq= 63 F2 eq= 102 A Fdrag1 w= :9 F2 ,- 227 H pier= vi eq= 91.1 p/f v3 eq= 91.1 plf P6TN E.Q. 30 vi w= 202.0 plf v3 w= 202.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 ( ir Fdrag3eq= •• F4e•- 102 feet A Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill= v sill eq= 66.1 plf P6TN mudsill 4 0 EQ Wind v sill w= 146.4 plf P6TN mudsill feet OTM 4850 10750 R OTM 5569 4125 v ir 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 o Hpier/L3= 0.73 L total = 9.1 feet JOB#:CT#14]$9;Plan 4B ID RearSlpper BR23'. ,,, "Roof Level wdl=..............'.150! pif V eq 1370.0; pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w ,5040 0� pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds VS w= 929.0 pounds v hdr eq= 68.5 pH H1 head =_.Wvhdr= 151.9 plf H5 head W Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq--I83.7 1,083 A Fdragl w= ' .7 Fdragl , 236.3 Fdrag5 w= •.3 Fdrar>w= 185.7 I A H1 pier= vl eq= 114.1 pit v3 eq= 114.1 plf v5 eq= 114.1 H5 pier= SD vl w= 253.1 pff v3 w= 253.1 pB v5 w= 253.1:I 5 0 _. feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= : , Fd.• - 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= ••.5 Fdrag: 83.7 V P6TN EQ. I Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND v sill eq= 68.5 pH H1 sill= (0.6-0.14Sds)D 0.6D vsit w= 151.9 plf H5 sill= 2d EQ Wind 2p . feet OTM 11073.7 24572.3 feet R OTM 13275 16216 V UPLIFT -122 464 V Up above 0 0 Up Sum -122 464 H/L Ratios: L1= ,rv3. .: L2=. 4 0 L3=' 4 7 L4= 40 L5=.. 3.7 Htotal/L= 0.40 4 ► 4 11.4 4 1,1 i Hpier/L1= 1.36 Hpier/L3= 1.07 < L total= 20.0 feet Hpier/L5= 1.36 .......::;:,f.Jx90'.L reduction JOB#CT#14189:Plan 4B SHEARWALL WITH FORCE TRANSFER "! ID: Front Lower LR* Roof Level w dl= 150 plf 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 plf ---10- • ►•H head= v hdr w= 261.3 plf 1.083 ii F_dragl eq= 259 F2 eq= 497 • Fdragl w= ''1 F2 -1117 H pier= v1 eq= 195.8 plf v3 eq= 195.8 plf P6 E.Q. 5.0 v1 w= 440.0 p/f v3 w= 440.0 pff P4 WIND feet H total= 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 3.0 EQ Wind vsillw= 261.3 plf P6 feet OTM 16894 37967 R OTM 9431 11520 • T UPLIFT 487 1725 Up above 0 0 UP sum 487 1725 H/L Ratios: L1 ,. .3.3 L2= ,., --"6,5 L3 J. 6;3 Htotal/L= 0.57 4 ► 4 0 Hpier/L1= 1.54 ► Hpier/L3= 0.80 L total= 16.0 feet , Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearlol(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 Loading(''b,c,d) (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 h2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal I on both sides of opening t -1.-1 } =wiii opposite side of sheathing Pony '\ wall ■I 1111 height Fasten top plate to header �� ; .;4 �'"� i.g .K, , ' with two rows of 16d „ y-r a " '' .,„„ __.,.; ` sinker nails at 3"o.c.typ yt _.a. ,.; � M ..,.r.,. .M. a ,. ... .a 4 � r Fasten sheathing to header with 8d common or r Min.3/8"wood structural 12' galvanized box nails at 3°grid pattern as shown panel sheathing max total v r Header to I'ock-stud strap per wind design. L wall r Min 1000 lbf on both sides of opening opposite hei•ht r 1, side of sheathing. 'e 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 h it thick wood structural panel sheathing with L within middle 24"of portal height _ 8d common or galvanized box nails at 3°o.c. y height.One row of 3"o.c. � . in all framing(studs,blocking,and sills)typ. nailing is required in each " panel edge. Min length of panel per table 1 Typical portal frame ` construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(k ng and jock stud).Number of Min reinforcing of foundation,one#4 bar _ jack studs per IRC tables Ci I top and bottom of footing.Lap bars 15"min. _ " R5023(1)&(2). Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2'x 2"x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association