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Specifications / sT.2Q1 s-- Uc),LJ y / Ls-70 sw CT E N G'f N E E"R I N'.G Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 RECEVED Structural Calculations NOV 2 2015 CITY OF TIGARD BUILDING DIVISION River Terrace �,\ °Neiz Plan 4 � • 6° 1 : � Elevation A I' � �REG)N� Tigard, OR kv, � 22 ,��� c�`'94)/FST c Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING ' 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing,. • ;`. 3.5 psf Roofing future 0.0 psf 518"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1 0 psf (1) 5/8"gypsum ceiling 2:8;psf 'Misc./Mech. .1:5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0,psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2:7,psf joist at'12" 2.5 psf Insulation. - 1.0'psf .(1)X1'/2"gypsum ceiling , - 2.2 psf Misc: 2.6 psf FLOOR DEAD LOAD 15.0 PSF 19 0 59.7 r-r 1 1 (2)2x10 HDRI4. 2x10 HDR , _ RB.al RB.a2 C- J r L 16 \ 59.1 0 I-- 0 16 -' I ti 59.1 to knJ\ o I N N m--r,� ., 7a (j, ` cg _ r L o 20 � 59.7 _ . 1] I ENHANCED ELEV. r---T 122 30 1 I ATTIC I IACCESS I L_ J 9 D2 L J C- I -- 1 / --1 .T':\ J SCISSOR TRUSS i•.-•::: 4:12 BOTTOM CHORD / :..y..:.:\ • /.••::.�::•:.::.:.::.:.•.......::::.:�:::•:.. 1 -_, •.••• ,�•� 422_71---HDR / i,Y.�::..:ra:•:. t.r.IG7`i•:�a':':'�::�r.:•::.::.U"' .B.a S Z::::. I r �_ \'- J RB.a4 GABLEI END `RUBS 19 41) L S9.1 CONNECT TO ROOF FRAMING BELOW CT# 14189 2014.09.19 1/4" = l'-0" (11x17) PLAN 4A ROOF FRAMING PLAN 1/4'=1'-0" ENGLISH REVIVAL - 0 minemossimmmis L J J CD 0 010 r . q 1 7:3 L J C • l q l P6 S1.28 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A UPPER LEVEL SHEARWALLS 1/4'=1'-0" ENGLISH REVIVAL P3 18 56.1 ShID14 _ 1x14 OSB RIM B.al 511-1014 ,> 1 -CO -- ••' TYP. JOIST - 7X'6 XI2.2'BIG,BEAM dii1 _ SPACING HERE ON '116- 9.0 U O N of w _ to mH tn1 • r Ot cr0 v 0 _—_ j—_ —}_ I 0 1.j(�_._._1 Y% I 0 I 1 u I FIXTURES '1 I I( 1 C�,I ,t ABOVE (t i1 4 , I 1 `1 m sTHD14 r} i r-� / 4 sliDla�B. BLKS3 • -I '! co ,• __- x" 'i a o .;'IM -T(} BI1 . -IVI`,`v � 3Q I ©. �Y1 nsa 1 , x 0 0 G. I 1x14 OSR :a.. 1 - n 1 ...__,,,,,H___- d ,, 0 S CO CSI 1.'-C-s.:74 1 i I1 • __> L-- 1.75"x14" I -4 LVL FB fililli fl 4x4 POST- LE- -- s„ TAIR 1,A 73 1 1.75"x14" LVL FB ri+FRAMING/ O I, ?I 9 , �_._, cc co o t ;1 59.0,1 1 // r L f , H 14" FLOOR ITRUSSES JD? 19.2" Og=TYP. ..I B„6 ;'l, a — t1 } ts m TOP OF (2) 2x8 FB I / AT +34)4" A.F.F. I0. 2x8 ® 16" O.C. 4 ' . 11 11161110-1401111 PLATFORM 2x4 PUNYFRAMING 2x ROOF .__ WALL TOP 1'i +34)4" A.F.F. '' FRAMING I fir,+ ,ml ... a _,t FACE OF GT AT 24" O.C. Z ( 2x8 LEDGER o GIRDER TRUSS—71 I -I.TS1.81/14 1 (-II- ' TOP AT +3434" A.F.F. N E-HT-- �j ' E„, 1 I:6 11 6 o 1 i II 0 1 k�lTcc � FIXTURES ABOVE I oc-I= e kyr�j! �""''` ';. "� ! GT ABOVE 11.75"x14" LVL FB r q "O Ball „ _, GT ABOVE I _.e - —R- _ 4x6 HD-� 49 MONO-TRUSSES ‘ 1x14 OSB RIM _�"�-HDU4B-•.11,_1I' 1 HDU41 __ZA�LJEND iB 1 CONNECTS-TO ROOF \ �- r-� S:: FRAMING ABOVE 1 7 B.a14 nu1Y--'1 51.'2 ' P2 TOP PLATE IS +9'-1” ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE LOWER LEVEL SHEARWALLS SEE SHEET A9 FOR PLAN 4A UPPER LEVEL FLOOR FRAMING WINDOW HEADER HEIGHTS. 1/4"=1'-0" ENGLISH REVIVAL 22'-0 1.--10Y2- 16'-3' 3'-1012 F3 STHD14 STHD14_ ® STHD14 STHD14 1 L clii T 1 ��. , " , 1 L EJ e I t I I 1 I I 073\ i �6� a S6,1 k, 14 ® ® 14 S6.0 Er p M1,1�+ SLAB S6.0 c, �� CONC. SLAB cap 1 VERIFY GARAGE SLAB HEIGHT - n WITH GRADING PLAN N 14'-9" 3'-4• 3'-11• I 1 VARIES : MIN. 1-- J 10 -3" FROM TOP OF • 6 wau • S60 IM STEM WALL ENTIRE SIDE 2 1 fSTHD14 D1 P4 i STHD14 n • __ I n r 1 I ® � Jss�alic�n j -- U i . ABOVE FURNACE I with rim I L__-I ''-;. L , r—PLUMBING 11 io $6.0 r ' FIXTURE S6.0 e I 7,/1 ABOVE ��""..' -1231 , r LtJ 56.0 I - 'Y 9Yc" I-JST019.2" O.C. I 3r CONC. TYPICAL .Sv I y 1 PATIO SLAB I£ I---I 1 SUPE W I --r--T---------� -,6"� - 2' DN FINISHED FLOOR L J P.T. 4x4 POST n 14 AT +0'-0" r TYP. I +i I 3-914 , ENTIRE SIDE 1:11 I 1 I 1 • .'"7"..-77r. • 3" 1-� - 1 0 0 1 3 6 Os' al m , -, ® DI S6.0 1 0, [:12 18"x24" :,'''' ,7-4"°PEI CRAWL 2x4 PONY WALL T SPACE N I. 1 AT HIGH FDN. _ ACCESS 1_1214.. 7r1 r .--I I I I Lti n I 13'4" x 9)4" LVL ! 3.-9)4' 1 1 1 0 I ,n 18"x18"x10" FTG. Q i, / W/ (2) N4 EW °' ®i I I-- TYP. U.N.O. • NA I 1214"I o, I +y� I SIM. -_L-_ 13:: x 9)4 LVL"�_-�_ jJ ",t • 9-334• S6'0 L.1... r sml `L O': I / TTT 4 k18 FTG. EXTENSION, TYP. ll % 6,1 I 18"x18" FTG. EXTENSION -r \ .n START FRMG. 56.0 � r6x8 PT POST, ALIGI,('- J • IT g/ L -,1 ® / )IM. • ` 1 LW/ ABOVETie\ • ` L ' "T HDJ4 11-- ''-2x4 PONY WALL ^. . HDU4 QQ I 10 -5"I II ©� ry �� 56.0 e I P2 �� w M. SI 8 I SIM. I 1n 51.2 /�� a SLAB-- B -634" TOP OF SLAB ® L SLOPE lY4" J -1214^ TOP OF STEM WALL 1- ---Th • .013'-3Y2" * 7'-314" 1-6)/4" CT# 14189 2014.09.19 1/4" = 1'-0" (11x17)- PLAN 4A FOUNDATION PLAN 1/4"=1'-0• ENGLISH REVIVAL Title: PLAN 4 Job# Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4A Timber Member Information ;ode Ref: NDS IBCII RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 GT.ai Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x8 2-2x4 LVL:3.500x14.000 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 9.250 9.250 3.500 3.500 7.250 3.500 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Rr,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Ar,No.2 iLevel,1 SL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 310.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No _Center Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 13.00 Dead Load #/ft 390.00 390.00 60.00 60.00 390.00 60.00 390.00 Live Load #/ft 650.00 650.00 100.00 100.00 650.00 100.00 650.00 Results Ratio= 0.6867 0.6867 0.8084 0.3274 0.4554 0.2405 0.8624 Mmax @ Center in-k 31.59 31.59 7.26 2.94 14.04 2.16 263.64 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 6.50 fb:Actual psi 738.4 738.4 1,185.3 480.0 534.2 352.7 2,305.9 _. Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,173.0 1,466.3 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 84.0 84.0 56.3 33.6 64.6 27.7 170.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 @ Right End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.014 -0.014 -0.089 -0.015 -0.006 -0.008 -0.202 UDefl Ratio 3,860.3 3,860.3 744.5 2,889.0 6,273.1 4,587.6 772.2 Center LL Defl in -0.023 -0.023 -0.148 -0.024 -0.010 -0.013 -0.337 UDefl Ratio 2,316.2 2,316.2 446.7 1,733.4 3,763.8 2,752.5 463.3 Center Total Defl in -0.037 -0.037 -0.236 -0.039 -0.015 -0.021 -0.539 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 6.500 UDefl Ratio 1,447.6 1,447.6 279.2 1,083.4 2,352.4 1,720.3 289.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:02PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR 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 4A (1 of 2) Timber Member InformationIl 921 B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Han Fir,No.2 Hem Fir,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 DataII Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 490.00 160.00 Live Load #/ft 650.00 100.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 • Point#2 DL lbs 245.00 - LL lbs 650.00 @ X ft 2.500 _Results Ratio= 0.6698 0.6523 0.0404 0.0335 0.7242 0.1410 0.3455 Mmax @ Center in-k 690.15 23.40 11.60 4.45 96.25 1.89 15.89 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 2,310.8 763.2 101.5 77.9 1,683.7 143.8 371.5 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 156.9 57.7 12.1 6.8 139.0 17.4 45.8 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 5,280.00 270.00 281.25 135.00 775.23 60.00 568.75 LL lbs 8,662.50 705.56 750.00 360.00 2,061.82 150.00 945.00 Max.DL+LL lbs 13942.49 975.56 1,031.25 495.00 2,837.04 210.00 1,513.75 @ Right End DL lbs 5,280.00 265.00 281.25 135.00 769.77 60.00 568.75 LL lbs 8,662.50 694.44 750.00 360.00 2,048.18 150.00 945.00 Max.DL+LL lbs 13942.49 959.44 1,031.25 495.00 2,817.95 210.00 1,513.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK i Center DL Defl in -0.203 -0.010 -0.000 -0.000 -0.076 -0.001 -0.004 UDefl Ratio 975.2 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 9,845.3 Center LL Defl in -0.333 -0.025 -0.001 -0.001 -0.203 -0.003 -0.007 UDefl Ratio 594.4 2,129.0 44,519.5 51,051.4 651.4 12,232.5 5,925.4 Center Total Defl in -0.536 -0.035 -0.001 -0.001 -0.279 -0.004 -0.011 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 369.3 1,540.3 32,377.8 37,128.3 473.3 8,737.5 3,699.1 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 - Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(2 of 2) Timber Member Information ode Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hen Rr,No.2 Hen Rr,No.2 Hen Fir,No.2 Douglas Fir- Truss Joist- Larch,No.2 MacMillan, Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 Dead Load #/ft 160.00 160.00 160.00 160.00 60.00 490.00 Live Load #/ft 100.00 100.00 100.00 100.00 100.00 650.00 Start ft End ft _Results Ratio= 0.6820 0.7052 0.1763 0.1478 0.1203 0.8885II Mmax @ Center in-k 51.33 32.44 8.11 6.80 4.96 151.87 @ X= ft 3.25 2.50 1.25 1.75 1.75 4.50 fb:Actual psi 799.9 758.2 189.6 158.9 161.8 2,656.7 • - Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 72.9 81.4 22.4 19.6 18.3 256.2 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactionsll @ Left End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 @ Right End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.032 -0.018 -0.001 -0.002 -0.002 -0.107 UDefl Ratio 2,417.2 3,377.0 27,015.6 16,840.7 24,580.1 1,013.4 Center LL Defl in -0.052 -0.030 -0.002 -0.002 -0.003 -0.150 UDefl Ratio 1,498.6 2,032.4 16,259.4 17,776.3 12,290.1 721.9 Center Total Defl in -0.084 -0.047 -0.003 -0.005 -0.005 -0.256 Location ft 3.250 2.500 1.250 1.750 1.750 4.500 UDefl Ratio 925.1 1,268.8 10,150.4 8,647.9 8,193.4 421.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawispace Framing Plan 4ABCD Timber Member Information %ode Ref: NDS IBC B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larth,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data r 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 UDefl Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Def I in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS _ 1 _ Code 1 Code Code__ Suggest Suggest„, Joist b d Spa. , LL DL M max V max El L fb L fv L TL240 L LL360 L max 1 TL deft. LL dell. L TL360 L LL480 ' L max TL dell.TL def..LL dell LL deft. size&grade width(in.) depth(in.) (in.) I (psi) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) f (in.) (in.) (ft.) (ft.) .k'',(It:)';ax", (in.) 1 ratio (in.) ratio 9.5"TJI 110 1.75 - 9.5 19.21 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.711 0.660.48 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 15.731 0.72 0.52 14.14 14.29 -.:""14.14: 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 121 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.311 0.79 0.58 15.57 15.73 x."'.15.57 0.52 360,-......_0.38 495 9.5"TJI 110_-_1.75 9.5 9.51 40 15 2380 1220 1.40E+08 20.80 55.45_-19_19 18.64 _ 18.641 0.85--0.62 - 16.77-16.94'" .:16:77 0.561_ 360 0.41 495 9.5"TJI110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.64 0.51 14.27 13.97 , 13.97: 0.44.- 384 0.351 480 ''9.57TJI110 :1:75 9.5 .16 +'40 ."'10 2500 `,1220''1:57E+08 '17:32c'-.x36.60"`, .17:36,. ,'-16.34 116.34` a<0:68'•i;;'::'0.54'.". '=115.17^:EE:E,14.84't'.:',714:84"`',!-0.46 ..,.384,.:5'0.37,::1°``480 6 - 2.01 1. 06 - 1 - J ,,._ . .,,_.. 9.5"TJI 110 1.75 9.5 12 i 40 10 2500 1220 1.57.E+08 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34;' ;'16.34. 0.511 384 0.411 480 9.5"TJI 110 1.75 9.5 9.61 40 10 2500 1220' 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.81 0.65 17.98 17.60 ;;17.60. 0.551 384 0.44 480 2 .5......,..i,, ,. 1. 8 7+08..x,.17.,2,.,.. 2 ..-. ., 1.,. ..........,16..301..x, . ,...0 - ..,_.,1. 14.81 i,11;14.81,, 0.461-..,3841 0.371 ...480 9.5"TJI 210 2.0625 _„ 9.5 19.2 40 10 : 3000 .1330 1.87E+08 17.32 ,.,33.25 17.32 16.30 0.68 D.54 15.13 � ,..._..,_,.,, " ;9.5"TJI 21.0-• 2.0625 ,,,„9.5.„ „16;""';40`,';'=:10. 3000,,.1330_ 1.87E+08 18.97„ 39.90,_„ 18.40 ,517.32;xx;0;17.32- ;'0.72 4;,,0.58 16.08 :115.74>. 15.74 ;'0.49 '.384-„- 0.39 .480 9.5"TJI 210 2.0625 9.5 121 40 10 3000 133011.87E+08 21_9153.20 20_261 19.06 19.06) 0_79 0.64 17.70 17.32;"'-",17:32 0.541 384 0.43 480 9.5"TJI 210 2.0625 9.5 9.61 40 10 3000 133-61--1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58384 0.47 480 1 9.5"TJI230 2.3125 9.5 19.21 „40 10 3330 1330 2.06E+08 18.25 33. 25 17.891 16.83 16.831 0.70 0.56 15.63 15,29:.''. 15'.29, 0.481 384..., 0.38 480 °.:'9:5",TJI 230.1;.:'2.3125:.; x'9.5"=::;,16x,;;40,..,10 ,; ' ,3330:.113 "30 2.08E+08 _19.99 r' 39,90"'19.01''' ';;I 7.89',,;;;' : 17.89. ,,0:75 .0.60 :=16.60.",.r=16 25 16.25- .0.51 _ 384,..0 41 480 9.5"TJI 230 2.3125 9.5 121 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.69 19.691 0.821 0.66 18.28 17.89 .17:89: 0.561 384 Q5.......480 9.5"TJI 230 2.3125 9.5 9.61 40 10 3330 1330) 2.06E+08 25.81 66.50 22.54) 21.21 21.21i 0.88 0.71 19.69 19 27 ,•.19.27 0.601 384 0.48. 480 11.875"TJI 110 1.75 11.875 19.2140 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.351 17.78 0.67 0.54 17.04 16.67 .''1,6.67 0.52) 384 0.42 480 11.875"j21110.;";; 1.75 : •11=875...!,,„.16,-,...,-,,.';0 0 '.•::10 3160'4;.1560. 2.67E+08`:_„19.47,,-40,00,..i.;:.:20.72 i4="''19.50 l':;,.,:-..;.:19A7` '_;.0.81=;_:?.",:p.65.:. -:=,,18'.10.:•..:-_17.72 17.72, 9.55,..;_,.,," 84", "•A:4,4.:'-?:',];..480,3 ;5 11.875"TJI 110 1.75 11.875 121 40 10 3160 1560 2.67E+08 22.491 62.40 22.811 21.46 21.461 0.89 0.72 19.93 19.50 19.50 0.61 384 0.'46 480 11.875"TJI 110 1.75 11.875 9.61 40 10 3160 1560 2.67E+08 25.141 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 11.875 19.2 40 10 3795 16551-3.15E+08 19.48 41.38 20.61 19.39 19.391- 0.81 0.65 18.00 17.62,;,,,,,:7-..17.62, 0.551 384 0.441 480 ;'11.875 16;-.40.''5;10 .3795 c?"1655 3.15E+08'`:' _.-. 2 . . 11.875"TJI210';,�2.0625 21134.:''�49.65`--::21.90- 20.61,.;�> 20.81.':_:�;';0.86'. '_:,:0.69-,' ;,-;,:19:13.,,�;',;;18.72 -18.72 •,0.59;=,V:384x„„,Q47 :480 11.875"TJI 210 2.0625 11.875 121 40 10 3795 16551 3.15E+08 24.641 66.20 24=101 22.68 22.681 0.95 0.76 21.05 20.61','Jr,('.20.61' 0.641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.61 40 10 3795 16551 3.15E+08 27.551 82.75 25.961 24.43 24.43 1.02 0.81 22.68 22.20 ,22.20 0.691 384 0.551 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.03 20.03i 0.83 0.67 18.59 18.20" ;.18.20' 0.571 384 0.451 480 . ... J1 .,.. .y.,.: 1,- x ..:.<.' :5:.^ ,;::<:, 3A70+05 _ .. ...0 11.875";TJI 230.,>;.i2.3125 ,.,11:875. ,16.....40....,,,10. . 4215::.1655 ,'''.,,•.,:2.2.:49,: ',49,,65 ,..,!22.62.^`:`21.28.•";.°;21.28..=.., c0.89> `a0:71.'F :"-19.76.�s:e:;'s.19.34� 19.34`1':. 0.60 384..:'.0:48:,.,.,.480 11.875"TJI 230% "2.3125.:%F 11.875 12 40 10 4215 16551 3.47E+08 25.97 66.20 24.891 23.421! x 23.42%Y% ,0.98 ."0.78 21.74..,s"521.28'?.- 21:28 0.67 384 „ 0.531.,."480 11.875"TJI 230 2.3125 11.875 9.6. 40 10 4215 16551 3.47E+08 29.03 82.75 _26_81 25^23 25.231 1.05 0.84 23.42 22.93'' '.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 37.00 20.93 19.691 19.691 0.82 0.66) 18.28 17.89,"°•:17.89 0.56) 384 0.451 480 11.875"RFPI 400 2.0625 _`11.875•:','16.-.1F!'.'40-4;.710 4315`111480"4.60t+06',':::]....22:76;r::44:46..•,-:2i:24:F':20.93 _'':' :20:93„ 0.87 ; ",:b.70;"•••!•-!, 1'9'.43,!I'FH7-4970f: ,,:10.01';,' 0:59:':''384`5'':%'0:481:?:480 11.875"RFPI 400 2.0625 11.875 121 40 10 4315 1480 3.30E+08 26.281 59.20 24.48 23.03 23.031 0.96 0.77 21.38 26.93 -20.93 0_651_..__384 0.521 480 11.875"RFPI 400, 2.0625. 11.875. 9.61 40. 10. 43151 1480, 3.30E+081 29.381 74.00126.37 24.81 24.811 1.031 0.83 . 23.03 2254 :22.54 0.701 384 0.561 480 Page 1 . • C. . D+L+S CIA 14189-Batahny Creak Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor I DoL+S c 0.80(Constant)> Secton 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 Bending_Camp. Size Size Fiep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mau.Watl duration duration factor factor use Stud Grade Width Depth Spacing Haight Le/d Vert.Load Hor.Load on 1.0 Load @ Plate Cd(Fb)Cd(Fc) CI Cl Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c Ic fc/F'c fb lb/ in. In. In. ft. pit pot plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'-(1-fc/Fce) 1-1-F Stud 1.5 3.5 16 7.7083 28,4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 675 ' 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15, 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.53.5 8 8.25 28.3 3050 0 0.9957 4187.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 767.30 1.00 0.00 0.000 H-F A2 1.5 5.5 16 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 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H- A 2 1.5 5.5 18 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 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 1,271 508 1844.5 1203.70 948.77 506.18 0.53 0.00 0.000 SPF 02 1.5 5.5 18 7.7083 18.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150_1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF 62 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089,25 850,16 531.23 0.82 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531'875.438 144.26 139.02 138.41 1.00 0.00 0.000 OFF 82 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D*L*W CT#14189-Betahny Creek Fells LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 I Bending Camp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade VAdth Depth Spadnp Height Le/d Vert.Load Hor.Load <.1.0 Load f)Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fir Fc perp Ft E Fb' Fc perp' Fe Fce re tc fc/F'c lb tb/ in. In. in. ft. pIf put pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-1dFce) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 840 515.42 427.08 273.02 0.64 378,78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.8 1140 8.46 0.9998 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1200,000 1,368 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 364.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1,5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 18 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 289.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789,1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 449.95 378.35 243.81 0.65 361.37 0.577 OFF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1.368 531 781.25 449.95 378.35 294.80 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 508 1430 1011.45 804.50 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 508.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 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 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1296.30 884.69 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.28 138.14 17.78 0.13##N= 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 244.40 233.80 108.87 0.46 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 96.97 0.44 927.02 0.798 Page 1 a 6 4 DcL+Wc.5S CIA 14189-Betahny Creak Falls I LOAD CASE (12-14) (BASED ON ANSI/AF&PA NOS-1997) _SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _Ke 1_00 Design Buckling Factor D.L+W+Sl2 c 0.80(Constant)> Section 3.7.1.5 _ Cr _ _ _____ KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load <=1.0 Load©Plate Cd(FbI Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc- Fce Fc fc fc/F'c fb Ib/ In. In. in. 9. pH psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9,71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 18 9 30.9 785 8.46 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 218.05 0.64 335.64 0.584 H-F Stud 1.5 3,5 16 8,25 28.3 985 8.13 0,9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395,22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 968 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338,17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3,5 12 9 30.9 1140 8.46 0.9944 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3,5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F 02 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5,5 18 9 19.8 3132 8.46 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 508 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 508.18 0.53 148.34 0.124 SPF#2 1.5 .. 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,097 531 1454.75 1089.25 850.18 531.23 0,62 181.23 0.168 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3,5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144,26 139.02 17.78 0.13#If##4t# 0.979 SPF#2 1.5 5.5 16 19 41,5 660 9.71 0,9914 3287.1 1.60 1,15 1.3 1.10 1.15 875 1 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106,67 0.45 927.02 0.788 H-F#2 1.5 5,5 1 16 191 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 0.798 Page 1 Do LaSa.5W CV!14189-Betahny Creek Falls LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•_Factor D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade NAdth Depth Spacing Height Le/d Vert.Load Hor.Load x.1.0 Load,'g Plate Cd(Fb)Cd(Fc) Cl Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb 70/ In. In. In. 8. plf psf cit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-lc/Fce) 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 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 968 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 18 8.25 28.3 1195 4.085 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 968 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.085 0.9990 2557.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2885 4.085 0.9999 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1.200,000 1,366 508 968 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3,5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3,5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 338,17 245.08 0.73 223.78 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 280.95 0.78 167.82 0.396 SPF Stud 1.5 3,5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1,1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 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 4.065 0.9989 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 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 1844.5 1011.45 837.57 506.18 0.80 90.61 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 1844.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.8 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 1089.25 850.16 531.23 0.62 90.81 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 16 14.57 50.0 255 4.23 0.8959 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 84.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 s • D.Lt5+.7E CT#14189-Betahny Creek Falls I LOAD CASE ' (13-18) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckllng,Factor D+LiS,E/1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fe) 1997 NDS Cb (Varies > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Walt duration duration factor factor use Stud Grade With Depth Spacing Height Lard Vert.Load Hoc.Load <.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fc perp Fc E Fb' Fc perp' Pc- Fce F'c fc fc/F'c lb fb/ In. in. In. ft. plf psf pif (Fb) (Fe) ski _psi psi psi psi _s>_ psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 75 3.5 16 7,7083 26,4 1415 3.57 0.9983 1993,4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0,335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 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 1,366 506 966 449.95 395.22 311,11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 FI-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1.200,000 1,386 506 966 449.95 395.22 342.86 0.87 79,34 0.244 SPF Stud 1.5 3.5 18 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 288.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 18 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.88 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531,875.438 449.95 388.13 339.05 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 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2033 506 1644.5 1011.45 837.57 506.18 0.80 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70' 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0,3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3,57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 78.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF 02 1,5 5.5 18 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 02 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152,73 0,89 340.83 0.513 Page 1 / C T , ' 1 , . • - ' 1 180 l'ackerson St. Suite 302 Seattle,WA al, 98109 Project: c-------•-- -71...- -- ..- -N. 'I6. a "' -,Date: . • ------ . ,- (206)285-4512 .. ... FAX: Client: Pip Number: (206)285-0518 . . latL : fli912" pa. 04 ( 1 . - 64-.4 Kg- 2 . .60)(4otli I--: 356- ALL- fik ‘ , •WZ-- ,e4,31-45) .-_ 365 -- t. .----_ hop pvP .-5..„ geapptt oci $% Iry ____ _ • — vo' -' . le .44.51;it'S sc, - • p.,,_ e 2 , 1 .... 3,5 ti 2. * , . , . 191P FY -- 4-3-x2 .:__ 2. 16' 5*v 54 -. 6 1 t 5 Structural Engineers _ 180 Nickerson St. C T .E-N"GI NH E R 'I,?N'-G' .•., Suite302 Seattle,WA 98109 Project: wI P rrt1s e N C. 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Suite 302 • INC. /� � ��(,,(��q( 9,011. 0e. Seattle,WA Project: IP '4D6)U_ ) 7• PM —(i PT: 41' ^k1�® C, Date: (2 06)9285-4512 . Client: 2012 / �919 8 /°)PLIoS s"os ws Page Number: (2 6)285-0618 . I : _ 1 ' ' i I , i 1 � ' •' --'-- ,--- x P�-Sly" � - - - , I - 1 . 1 i j : ;. i, t .j 1l,, s f � i V♦ iV : , i L i r-Qi , . : • 1 i ; . I ' j I I _ i , L 3 : • : w •� T2s► {���, � _._,.T. I ,, I ; q,C� , C I , ' r I , I i i� • 1 • i I tI I ' , i , r i - ; z b VI I :l i. I ! , i� 1'2_' 11)94 %� C ' I ' . + I - 2„ 2 &65- I- .v , � ! f �J: i i . I : , l . �]•�� � S . . • : • • r : • 04'2.' ( ,w7-,1.5yr, j • i t ' 7 rZ, "') pi,etr,--f, ,_ II l, , tiI f _ : , L r 0 ' . I , '-^ 1--,. . -- - - - `---•- - - - -• - -- • • , .I: 1 I I , I ' 15i_u.el - ,` y,p - . 1 , , : V I 1.',/:7--••; —,1.-:-.11--1.7-- , ..._.__-_._ y._ .._-_._. _ .... _ -p-.- _ _-_ 1 .�... 7 • • 1 Z ��a'a t h�IG i i : , ,j I i j' 1 ; -- t _ — �— a .l- z i 1 ; Ric , • • -� --= '-Lir;. G9NC.- • - -•--- - -•.- -- - - - - t i . f i : , 1 L f r , • i T T*' • ' ' I ✓ ' . � + � 1 . , � � ply =- Structural Engineers ( 4P1C4- 3.6.4 j 3 `' 107 ' ib Design Maps Summary Report Page 1 of 1 12 ISM 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 . � 3j _'1,..,04),O41 i2mitea' ` j , -v= + ^ Beaverton. # , r ,-j i s000in li fiA su ,x:z'' "'•�.a�,.-: �'� ;:k•:,or;' �6�7 i�«, n's``; af-:' -�:K^�hT"""='':'. _ "!�* ��'.E`er .;��.:.:ui 7,a .�., ��sb"-;. 02 i :v,-,_:,n: x ..L� ,...,,,.,,,,,!;,;,,,v,. ,47,-,w,,,,>,, .�"`a ...'R:'��"....•..4�tn^����YG+ t`i.i �E. :�i:i�<n< «µ�� } 'tl`.'F..^.,f."�::::;'."./ `,°'� �>r ...d.r...%( "r, .�• ".x'w. ;�� � ; .3._.'°.! S3°", ,.<, yA: 1i., i, lii 53^"�i"` �s -{ z�s '�T. � � '� tf Y'l t" 5��,'�: '*--,---14', --.,-`‘ ,':.. e.,,m'`3.c Y • `tJ 'f "A a 'S L 1. ....;._ `°r,'; u.,,,<.;' :,„te «, a.- i } ;3f ,�, A ,r. ;%a2;ja ,, ' .�--" $ , f ; ` j ',-�, ;- Lake;Oswegot- - 0,,- I i'''''" * =Km qt, . 3 8 Y. W 0 ham Aw.h... .- ` ��' :°` `: , ,A M' E R I C A t g�^P'r..,:ai ti „ .;�"°:�_ '•,4-1.4-. =�: .Sj''� Tu;Iatl11 ,.--A,...,-.. .,,,y,- I , r". ., r 7 SJR t :. N'''',. -:",11;',''4, r 1-'',.f :its li Tf - .p f ig.. _ rPri- 1-1 6,44 tT aP uest `„7,, "r`,.2o1S M Qtst e ` °:, , ��1M;.;�,.� i <F"' �O MapQuest .i _ USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S. = 0.720 g Si = 0.423 g SM1 = 0.667 g 5°1 = 0.445 g • For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0,84 1.20 0.20 0.39 0.72 0,22 0.64 0.77 0.56 lit 0.65 O 0.16 to 0.55 i 21 0.40 1 0.44 0.22 0.23 0.24 0.22 0.16 0.11 0.02 0.00 0,00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1,60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period.T(sec) Period. T(sec) 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:TIan,4A::° ,,: Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=j1.:;`::-::':1;.:.!:: Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is= 1:2,-.:00,(':a::, 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=),'10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0 50:;:r °° r' Figure 1613.3.1(2) Figure 22-2 Latitude=:Varies '' N Longitude=;Vermes"n''o:°t`; W N/A. ' , .,x, (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usos.govidesignmaps/us/application.pho 6. Site Coefficient(short period) F.= f.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 Skis=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*Sin Sos= 0.78 EQ 16-39 EQ 11.4-3 So,=2/3*SM, So,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs=''.1)!Y Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, _'D' Table 1613.3.5(2) Table 11.6-2 _ 10. Seismic Design Category SDC=;D Max. Max. 11. Wood structural panels` 'x`.V::; . - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5N/A Table 12.2-1 13. Overstrength Factor Uo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Co=:OS N/A Table 12.2-1 15. Plan Structural Irregularities - FNo psi i',,4 N/A Table 12.3-1 16. Vertical Structural Irregularities - No4: N/A Table 12.3-2 17. Permitted Procedure Equiv:L'ateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 4A SDs= 0.78 h„ = 19.00(ft) SD1= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) Si= 0.50 k = • 1 ASCE 7(Section 12.8.3) = 6 ASCE 7(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T< 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/1E) 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) C,x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 19.00 19.00 1140 -0'022 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00 11.00 1100 0.028 30.8 338.8 0.42 1.94 4.68 1st(base) 11.00 , : 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68 (LRFD) 0.7*E= 4.68(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E F; w; E w; Fpx = EF; *w , 0.4*SDs*IE*WP 0.2*SDs'IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.Fp, 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 4A NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft) ;'33.00 33'.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. - -- Building Width=','A., 2.0„ce;50.0 ft. V Wt. Wind Speed 3 See.Gua=:"474i 0 x 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust=rrii31 93 mph (EQ 16-33) Exposure= ' ' B. B 6=::..'C 1.0.F ,„';: 1.0' N/A N/A Roof Type=".;,Gable ,,%Gable PS30A= ,„;28.6;,;3,;28.6 •` =psf Figure 28.6-1 PS30 e= ei�4.6mr ' 4.6'psf Figure 28.6-1 PS30 C=::. ''20.7 20.7 psf Figure 28.6-1 Ps3o D= 4.7,-_`,L 4:7;psf Figure 28.6-1 A_ ',1.00;.'=-?1100 Figure 28.6-1 Krr=.J,;:8';1'.00 x <`1.00; Section 28.8 J40windward/lee=',1%F,.1.00 ,1;00,(Single Family Home) A•Ku'I : 1 1 Ps=A•Kzt d l*p.3s= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end C average= 24.7 24.7 psf (LRFD) Pseand Daverage= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 8 width-2'2a= 10 38 . MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 7.,r 1:00i _1.00 :ce1:00: ',,C10.50 16 psf min. 16 psf min. width factor 2nd-> :;1:00 ;;.1'.00 wtnd(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA Aa Ac AD 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 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 Ar= 605 Ar= 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 4A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0.00 0.00 ; 0.00 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 9.68 V(e-w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6•W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68, 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68,V(e-w)= 17.74 V(ns)= 5.81 V(e-w) 10.65 kips(LRFD)1 kips(LRFD) kip s ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio • Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 4A SHEATHING THICKNESS tsheathmg =x7116.1' x:Erri=xE. i'.='b:: NAIL SIZE nail size= %11"dia'X '2' .5';long `0: STUD SPECIES SPECIES = H-F or:SPF- :,, SPECIFIC GRAVITY S.G. ='0'43 x) ;z r„ -el'R.::. ANCOR BOLT DIAMETER Anc. Bolt dia. ='0'62-5, ASD F.O.S. =:2.0-; ,tx?, SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable V wind V waliowable (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 RE- : 150; 150:. ----- 150! 150 .Aili''xx3 ::520' P6x242 x 730' 339 P4 ';%%4xy"'> - '%'<<>`'; 760; 353'i =1065 495 P3',: :<: - ,x::>:;'-"'::;:,980 456 % :1370 637 P2;tx?;:r '€'•.' x#';:'1%280 595 ' txx- xa.ax: :'rr1790 832 2P4 : , 1520 707 ;y 21;30 990 2P3''" 1960 911 '2740 1274 2P2 ;,, 2560 1190. 3580„ 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing =x1/2":.Mi ?< , r :>` FNAIL SIZE nail size=1'1/4`;longxNo.6'TeSorW ' , Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.80 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V I= 3.80 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eR. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Veom OTM ROTM Unet Veum Veum 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) Ext. left 1 298 22.0 22.0 1.00 0.15 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 272 20.0 22.0 1.00 0.15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.26 19.80 -0.65 -0.65 -0.57 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 Ext. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 EVd 3.80 EVEQ 2.73 Notes: • denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: 2nd Panel Height ;>. 9 ft. Seismic V I= 1.94 kips Design Wind N-S V I= 2.01 kips Max.aspect=' 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind N-S V i= 5.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 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 Logy eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row tine Vaum OTM Rp7M Unet Vaum Liam HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. ' left 1 =_`63 3.5' ''8.0` ~1`.00.``.0.15: 0.11 0.22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. :. left 2 90 5.0 ; 8:0 1.00-`,`0.15: 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext left 3' - 397.;':;22.0 24.0 t: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':_t 0.0 0.0-T.1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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:;;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`;.p.0;` 0.0"' 1.0o 0.0o. 0.00 0.00 0.00 0.00 1.00 0.00 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 b f, 0.0:'; „.0.0'}: 1.00't'0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :0`€c;"0:0°'.o.o:;: '00:.0;00 0.00 0.00 0.00 0.00 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.''Yc'`58x.%;"S.0 24.5 '1:00 0.15 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0.63 -1.40 -1.21 Ext. right` ; 0 0.0 0.0 1.00 'o oo 0.00 0.00 0.00 0.00 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 '1.,~:492 42.0 22.0' 1::001.:'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 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 c%'"0 ":o:o: .0.0' i°.0o: o.00; 0.00 0.0o o.00 0.00 1.00 0.00 0 -- - o o.00 o.00 o.00 o.00 o.00 o.00 o.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 -. .T0 0.0 0.0=.'1`.00 ;'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 r' 0: 0.0''. 0.0. 1:00„' 0:00, 0.0o 0.00 0.00 0.00 1.00 0.00 0-- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , o .c' 0:0 0.0> 1:00:;.'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 „04":0.0, 6.90 0.00 0.00 0.00 0.00 1.00 0.00 0 -- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 ..';;. 0°T; 0.0 `;0.0:'?"s;1:00:-,0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " ' o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 c0-n -0.0 ,':0.0:• 1.00 "0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - ; SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind E-W V I= 6.09 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.73 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= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy ea, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Um n OTM Row Unet Venin U.m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 4.5 12.9 1.00 0.15 1.71 0.00 0.77 0.00 1.00 1.00 222 P6 P4 380 7.98 2.16 1.52 1.52 13.67 2.62 2.88 2.88 2.88 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 250 7.1 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 110 P6TN P6 189 6.24 2.39 0.60 0.60 10.68 2.89 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Faml* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam2* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Din 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Kit 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 570 14.0 22.0 1.00 0.15 3.04 0.00 1.37 0.00 1.00 1.00 127 P6TN P6 217 14.22 11.43 0.21 0.21 24.35 13.86 0.79 0.79 0.79 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext garl 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 25.6 25.6 =L eff. 6.09 0.00 2.73 0.00 EV,„nd 6.09 EVEQ 2.73 Notes: • denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: 2nd Panel Height=„_ 9.ft. Seismic V I= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect=-C,:'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= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U... OTM ROTM Unet Ug.r. U,„m HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) •F.ront')BRa' 'TM:0;,,;:0.0 0.0,' 1,00> 0:00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 1.52 0.00 0.00 0.00 2.88 2.88 0,4 0.0'' ,.0.0;,';x,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 Bath" ,:-;,:,:,',7,'0,,', ,^; 0.0':"0.0x!=1:„002:„0:00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.60 0.00 0.00 0.00 1.21 1.21 - - !DO:; 0.0'„`C.'0.0 `,1.00,?„0`00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front, LR' '' 275,., :7:0' .`15:4,=°;:1:%0,::,0.35: 1.14 3.04 0.49 1.37 1.30 1.00 345 P4 P3 597 21.71 9.34 1.95 1.95 37.62 11.32 4.15 4.15 4.15 .Fron , entry:-,7;.%;0 � t '.0.0 ,>0.0 ;F_1,00:-:0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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':::07006.;;,0.00 0.00 0.00 0.00 0.00 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- 10.0: 0A-"('1.00-x.0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int : Kit ,675' 14.0 ^,.:14.9 •1.00 ;0.15. 2.80 0.00 1.19 0.00 1.00 1.00 111 P6TN P6 200 13.96 7.28 0.50 0.50 25.18 8.82 1.23 1.23 1.23 - ,0 0.0 0.0`,;1`.00;,;,0 .00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - '0 ..0.0 0.0-::030'>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 Ext BR2/3 . '0 0.0'' `0.0^ 1.00> 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.21 0.00 0.00 0.00 0.79 0.79 Ext - "'?0- 0.0 '.0.0,,-;1.00,.;;'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ',',,:i:';''04, 0.0 . 6.6:)00„A;0.00 0.00 0.00 0.00 0.00 1.00 0.00 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,',t1 00 zi=i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'GAR:ABWP_- :50''.- 2.0' 11.07,-;=.1.00_-x:0.1.5; 0.21 1.01 0.09 0.46 1.00 0.44 798 2P3 P3 609 6.38 0.82 4.17 4.17 10.96 0.99 7.47 7.47 7.47 • GAR.ABWP.''1"00 '4.0 f:00. ,'r 11.0. 0.15 0.41 2.02 0.18 0.91 1.00 0.89 398 P3 P3 609 12.75 1.63 3.33 3.33 21.91 1.98 5.98 5.98 5.98 - - ':,,,o.0. 0.0 0:0;,1:`00?-=0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' 0 0:0: ,0.0:. 1.00;,°;'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t o 0i ,o.0 'r 0.0,,,,1c00.i,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `;,,07,:.,:0.0 0.0!;„1,00 ;0:00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 <.0:x'',,,'13'0 0.0::"1'.00':::0:00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '.;.,''= . �' r; , 00z,;%!,0:0?>1'.00= ;0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L'. ';'';',0',:,'";',0.0.:.'`0.0 x`;,;1.00 F,0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '.".0; 0.0;'. 0.0x 1 00 i3O:00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :;:::.::.6.::::-,0.0. 0.0E,.,1:pa,,,0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - `;x 0 0.0-.,'0.0°XY 51`.00%'_20:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 9''0.0 0: 0:'00F40.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 'z.-.0 . :0.0:: ',0.0 c1' '00"' 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 27.0 27.0=Leff. 4.56 6.07 1.94 2.74 EVwind 10.63 EVEo 4.68 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 " denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14189: Plan 4A ID: Front Upper BR* '-r Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds ► v hdr eq= 59.6 p/f > • H head = A v hdr w= 132.4 plf 1.083 v Fdragl eq= 251 F2 eq= 251 A Fdragl w= ' =7 F2 ,- 557 H pier= v1 eq = 190.1 p/f v3 eq = 190.1 plf P6 E.Q. 5.0 v1 w= 380.0 p/f v3 w= 380.0 plf P4 WIND feet H total = 2w/h = 0.9 2w/h = 0.9 8.083 . Fdrag3 eq= • F4 e.- 251 feet • Fdrag3 w= 557 F4 w= 557 2w/h = 1 H sill = v sill eq= 59.6 p/f P6TN mudsill 2.0 EQ Wind v sill w= 132.4 p/f P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 II v UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1= 2.3 L2= 8.4 L3= 2.3 Htotal/L= 0.63 4 0 4 0 4 0 Hpier/L1= 2.22 o' Hpier/L3= 2.22 L total = 12.9 feet JOB#:;CT#,14189: Plan 4A=,, ;: ' '''' ID: Front Upper,'BA* Floor Level wdl= . 150. plf V eq V.600.0 pounds V1 eq = 389.5 pounds V3 eq = 210.5 pounds V w=!--,;-.;,1330.6' pounds V1 w= 863.3 pounds V3 w= 466.7 pounds —► v hdr eq= 65.8 plf A H head = 1 v hdr w= 145.8 p/f ,=1.083 Fdragl eq= 85 F2 eq= 46 A Fdragl w= :9 F2 ,- 102 H pier= v1 eq= 84.2 plf v3 eq = 84.2 plf P6TN E.Q. 3:0 ., v1 w= 186.7 plf v3 w= 186.7 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq= :• F4 e.- 46 feet A Fdrag3 w= 189 F4 w= 102 2w/h = 1 H sill = v sill eq= 65.8 p/f P6TN mudsill `. 4.0 '' EQ Wind v sill w= 145.8 p/f P6TN mudsill feet OTM 4850 10750 R OTM 5620 4163 ♦ UPLIFT -94 802 UP sum -94 802 H/L Ratios: L1= :: 46L2= :;r.,.°20 L3=`;,, '' '2:5 Htotal/L= 0.89 ♦ 0 4 04 0 Hpier/L1= 0.65 Hpier/L3= 1.20 L total = 9.1 feet JOB#:CT#14189:Plan 4A ID:Rear Upper BR23' .. 'Roof Level wdl= 150 p/f V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds v hdr eq= 68.5 p# ♦H1 head=W vhdr= 151.9 p/f H5 head= 1 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 1.083 A Fdragl w= ; .7 Fdragl . 236.3 Fdrag5 w= •.3 Fdra.•w= 185.7 A H1 pier= vl eq= 114.1 p# v3 eq= 114.1 1311 v5 eq= 114.1 H5 pier= .',5.0 of w= 253.1 plf v3 w= 253.1 plf v5 w= 253.1 `5.0 ` feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 y Fdrag3= ;•. Fdra• - 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= •..5 Fdrag8e• 83.7 y P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND vsill eq= 68.5p/ Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 151.9 p11 H5 sill= 2.0 EO Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 I v UPLIFT -122 464 v Up above 0 0 Up Sum -122 464 H/L Ratios: L1= 3:7 L2= 4.0 L3= 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.40 4 r 4 14 ►4 P I r Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 ..;0.90,L reduction JOB#:tfii 141 0-5ipi.ii.,,i',,::';,';',B,j : .,...- 1,,.: ‘sHmkor.AcizmoirOfte.ff TRANSFER --.1 ID:l Front',1,..0,%i*P7,,::AnNOin.,-, Roof Level w dl=Olikirl 56: plf V eq ::,-18'607(i- pounds V1 eq= 597.9 pounds V3 eq= 1262.1 pounds .-..,:. V w=:- 4180.6: pounds V1 w= 1343.6 pounds V3 w= 2836.4 pounds ______ •.•-• _______... v hdr eq= 120.6 pff --.1.• •H head= t v hdr w= 271.1 pff 1:083?.:A/ Fdragl eq= 326 F2 eq= 689 A Fdragl w= :4 F2 -1549 H pier= vi eq= 295.2 pff v3 eq= 265.7 pff P4 E.Q. :,.., .0 -,!: vi w= 597.1 pff v3 w= 597.1 pff P3 WIND feet H total= 2w/h= 0.9 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 689 feet • Fdrag3 w=734 F4 w= 1549 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 120.6 pff P6TN 9N370Y,;:::' EQ Wind v sill w= 271.1 pff P6 feet OTM 16894 37967 R OTM 8755 10695 UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 H/L Ratios: L1=:" :':-:'2'._3 L2=::: :,.:.:,..,20 L3=:::;-.'"::: 141,:8 Htotal/L= 0.59 4 • 4 1.4 • Hpier/L1= 2.22 Hpier/L3= 1.05 L total= 15.4 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear (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('''''`"d1 (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 o design consideration,the tabulated design shear values ore 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 1. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening I _ opposite side of sheathing Pony - -- _ wall $ height . (:. ,,- " ,, „-.-<„ ;-,r;,- ,, """ Fasten top plate To header . : ` e- `%vlinf:3,vi:±"1 J-0":net fu•ader;ir'�'=*.. 's ,:ii�.'. � i:'.;`` k with two rows of 16d "steel header rsoi allowed - µ '- ; -r- .�. sinker nails at 3"o.c.typ v Fasten sheathing to header with 8d common or ' Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown /panel sheathing max - l/ totalHeader to jock-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. • If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" - nailed to common blocking max ;_ thick wood structural panel sheathing with •- within middle 24"of portal height j;. 8d common or galvanized box nails at 3"o.c. - height.One row of 3"o.c. g in all framing(studs,blocking,and sills)typ. • nailing is required in each - panel edge. Min length of panel per table 1 X. ' Typical portal frame imilik. c: .1\ Ti;•.:4':ft construction Min(2)3500 lb strap-type hold-downs x (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar t°_ 1 jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). , f.v .� 6 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8°diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association