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Specifications (54) CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (v) 206.285.0618 (F) #15238 RECEIVED Structural Calculations MAR 2 s 2017 CITY OF TIGARD BUILDING DIVISION River Terrace oNA 4-NN 'Plan 3410 •; s Elevation A � . 02, 4 4 Tigard, OR � , 2z 19 ��� ��FS T. C Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 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) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 0 r 4x10DR ;2)2X10 HDR �� J. IRBal — a2 of I1 RB x� z_ � I mIr� ��=1�� s= 1 r 4 J Q ' N ®t p I c, - CQ w 1_0 --- C z a 1 ma N cll 3 r I 18 i 9 a II D2 Cr L Rs 0 -o •:.1�Pr8. ii + • _ •• ...1. ':l.:::':.':'.:1'::.' •. ... s ....•..... r' RB.a 6 .:':.:.'.:.'.'.':':Y.'f.'.'. (2)2XiC HDR 7A:. .Y..::'t::.••::Y::.:•. ... ..• .:•.::::.)..:�:::::'• Gil- GT.al 1 `— J 1 ..14RB.a5 MIN.1 HDR _____ ____13.a5 GABLE EN()TRUSS L J CONNECT TO ROOF 1 FRAMING BELOW Plan 341 OA ROOF FRAMING PLAN 1/4"_1._0. ENGUSH REVIVAL 0 42 07MST37 MST37 � 1 O - o Ori O 1)1THISPB 61 0SIDED ° } THIS SIDE t J r ,411.1111 1 L i r MST37 MST37 08 S1.2 MST37 MST37 P6 MST37 MST37 0 8 51.2 Plan 3410A UPPER LEVEL SHEARWALLS 1/4"=1'-O" ENGLISH REVIVAL 1. 51.2 .STHD14 STHD14 ...., m® 4X10 HDR ,.. STHD 4- • 12 A I► g7�p 4 � �2 2X8 HD' 2)2X8 HDR 2 2X8 HDV - 17(._ pm_1 ,,:.„..1 ,Nis , pip II ri iI STL� I4. iIiriig II [i. Iv., L.., ,„),0 ! iI gl1 v.)n tl ._.. I cc 1,'. i1ii Iill © I 1111 THIS0 . t ..,- SIDE 11 _ . - ----rl€ _- �:D1E 4I i I--11114 �\ I 1 FRAMING/ I II I 1� I •• 1 ITT.° __;r ., L: -i.S•. D14 LSC1/aX14....�[ C. iTOP OF CLOSETI IIII \IIS v €1 � , 1JL --JI, \ 1 3rz 0 Jb =O ti �, -- -1-- '' • IJ 1' RIM IA'' r' 8.17 0U GT •WYE. `no ,.' Iii..../ 9Yz 22X8 HDR =Ali� --1 ., �.T ABI ,..,��`�1 .:.. MST3 ID FLOOR da �' �'�L 'EH{" ST1CKFRAME �S TO RIM I, _ EuY0 `� TO UPPER TRUSS EXTEND - I .1: 1. P!!* _ III w'< CONNECT P CHORD Alai �� -- -- B IrF - RIM OA1 ��� i FRAMING A STH 914 .. _. ..__. .. STHDI4 ..� . Ni 1 1`; ,.. I / I [. j I it . . STRUCTURAL FACISA m STICK FRAME `>...0 1 18 ,.4.„ �j 1 9 E�6CEI'V F� 1 ® • I sR - t > I 1 GABLE END 1_ .L..—. t -7..( ,r,.....-1 . m F... r_. LJ L 0 PLATE HEIGHT AT UPPER LEVEL: 8'-1" PLATE HEIGHT AT MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL ♦ 1.3-6 - 4-6 13'-3" 1 • I r 1 THICKENED / - 49 I SLAB EDGE) I 33K" CONC. SLAB d m \- .. - A— `I ®s1 .z /Thi, uI 1- -- -- -- TTT. ___ 1Tu--� , , T . � T I\I I I s • D1 I I 1BXIRX10 FTG ..,11/ / W/(2)/4 EA. WAY , , rT FTP ILN.O. 8 L*J LUJ 1 x i 1 9JS"TJ'S "' f I1 F-—1 O 16"O. U.N.O. ,,L TT_J L_J /' INCTAII SYSTEM TO " .-1 ALLOW ADEQUATE 114' DRAINAGE BENEATH I- "w ai . _ U SLAB ON GRADE AN. I4. p CRAWL SPACE r _ I T+1 CONDITIONS L J LII 30530510 FTC .1�. I 6'-3" 4'"4'-2Y"W/(3 EA.WAY9.- " 0 UP r i'We FTG I J_ . PosT- I POST UP ®SIDIE f,-PosT UW'u I SIDS P6 —41i--—1—Tr-.f...,.i...,.1...,.f,.,1 i L J----------- , '� r----art i � J�.� I ITUHN 7 SPACE r L _ A II _ r;Z t$ -Fr I� I "T55�"YLLTL"�. . .4--------• \I-5116)14 r -9 /// rk 2.3 jr I1 0-0)4 I-- --1`ini)14 Q P4 ®S711014. _I I .--POST UP a i ® I Ly�J I I ® ^ r1 _— 31," CONC. SLABPOST UP POST UP F— r i r T I i I 0 142 D7 y I I I POST UP D, POST UP 19-5)2" '® - I i I-0'-L21A"� 32 4 BLOCK OUTTI � 30 STEM WALL TVP. LSL 35�7(9J5 F-_ /Ir,'�L ® POST UP .I�r -, MI 1 L VD J fr�l STRAPS 18 I v , I '1I- ABOVE 58.1 L- - FIXTURE I '� 51}1D14 STHDT4 , ABOVE I CONC. o - I 1.3wVt SLOPE 1/"1, 't_ J 614" TOP OF SLAB _ -10" TOP OF STEM WALL •-10" 18._3" 2"-.0r, , , 7-0- e -0 "♦ . ♦ • CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/I50=6.43 SF=926.4 SO.IN. VERIFY HOLDDWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN. -13 VENTS 0 72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3410A FOUNDATION PLAN ENGLISH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:23PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 5a000s Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252_Pian_3410.ECW:ROOF FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 3410A GT REACTIONS Timber Member Information GT.a 1 Timber Section 3.125X15 Beam Width in 3.125 Beam Depth in 15.000 Le:Unbraced Length ft 0.00 Timber Grade ,glas Fur 24F- V4 Fb-Basic Allowpsi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type GluLam Repetitive Status No Center Span Data Span ft 14.75 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.8072 Mmax @ Center in-k 261.07 @ X= ft 7.37 fb:Actual psi 2,227.8 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 157.1 Fv:Allowable psi 276.0 Shear OK Reactions i @ Left End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 @ Right End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 • LDeflectionsRatio OK 111 Center DL Defl in -0.202 UDefl Ratio 876.5 Center LL Defl in -0.337 UDefl Ratio 525.9 Center Total Defl in -0.539 Location ft 7.375 UDefl Ratio 328.7 1 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 II (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3410A ROOF FRAMING [Timber Member Information ` RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 1 Timber Section 2-2x10 3-2x10 2-2x4 2-2x4 2-2x6 2-2x10 2-2x4 Beam Width in 3.000 4.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 3.500 3.500 5.500 9.250 3.500 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 Mr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hein Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 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 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No [Center Span Data II Span ft 5.50 6.50 5.50 4.50 6.50 5.50 3.00 Dead Load #/ft 300.00 315.00 60.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 525.00 100.00 100.00 100.00 500.00 100.00 Results Ratio= 0.7891 0.7072 0.8084 0.5412 0.5276 0.7891 0.2405 II Mmax @ Center in-k 36.30 53.23 7.26 4.86 10.14 36.30 2.16 @ X= ft 2.75 3.25 2.75 2.25 3.25 2.75 1.50 fb:Actual psi 848.5 829.6 1,185.3 793.5 670.4 848.5 352.7 Fb:Allowable psi 1,075.3 1,173.0 1,466.3 1,466.3 1,270.8 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Iv:Actual psi 85.6 75.6 56.3 44.8 40.8 85.6 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 @ Right End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.024 -0.033 -0.089 -0.040 -0.045 -0.024 -0.008 UDefl Ratio 2,748.6 2,378.8 744.5 1,359.3 1,750.2 2,748.6 4,587.6 Center LL Defl in -0.040 -0.055 -0.148 -0.066 -0.074 -0.040 -0.013 UDefl Ratio 1,649.2 1,427.3 446.7 815.6 1,050.1 1,649.2 2,752.5 Center Total Defl in -0.064 -0.087 -0.236 -0.106 -0.119 -0.064 -0.021 Location ft 2.750 3.250 2.750 2.250 3.250 2.750 1.500 UDefl Ratio 1,030.7 892.1 279.2 509.7 656.3 1,030.7 1,720.3 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 1 OF 3 Timber Member Information 1 B.1 B.2 B.3 B.4 B.5 B.6 8.7 Timber Section 4x10 2-2x8 2-2x8 6x12 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 5.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 11.500 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Hen Ar,No.2 Hem Fir,No.2 Level,ISL 1.55E Lard,,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No _Center Span Data il Span ft 5.25 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 165.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 440.00 40.00 40.00 440.00 Dead Load #/ft 400.00 400.00 415.00 415.00 175.00 175.00 Live Load #/ft 500.00 500.00 525.00 525.00 125.00 125.00 Start ft End ft Results Ratio= 0.9671 0.8643 0.7007 0.7804 0.5225 0.1555 0.6691 il Mmax @ Center in-k 59.95 26.64 21.60 97.91 16.11 4.79 177.87 @ X= ft 2.62 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 1,201.1 1,013.8 821.9 807.7 612.9 182.4 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,035.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 125.6 114.8 99.3 84.8 52.8 22.0 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 @ Right End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.025 -0.015 -0.009 -0.021 -0.032 -0.003 -0.115 UDefl Ratio 2,475.1 2,801.2 4,111.7 3,734.5 2,089.6 12,876.3 1,461.3 Center LL Defl in -0.042 -0.025 -0.015 -0.035 -0.027 -0.002 -0.307 UDefl Ratio 1,512.6 1,711.8 2,434.3 2,244.6 2,406.2 14,827.2 548.0 Center Total Defl in -0.067 -0.040 -0.024 -0.056 -0.059 -0.005 -0.422 Location ft 2.625 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 938.8 1,062.5 1,529.1 1,402.0 1,118.4 6,891.5 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 [limber Member Informationill B.8 B.9 B.10 8.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x9.250 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x16.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E Level,ISL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No LCenter Span Data Span ft 4.50 9.00 9.00 3.50 5.50 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 3,815.00 2,658.00 2,016.00 LL lbs 5,233.00 3,688.00 2,614.00 @ X ft 1.750 2.750 9.000 Cantilever SpanII Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,658.00 LL lbs 3,688.00 @ X ft 0.500 II I Results Ratio= 0.5609 0.6033 0.4364 0.8709 0.1573 0.8424 0.9075 Mmax @ Center in-k 15.04 80.19 2.70 101.07 24.05 128.76 362.33 @ X= ft 2.25 4.50 2.02 1.75 2.75 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -66.70 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 1,166.7 2,024.9 420.7 2,252.3 2,426.3 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 224.6 51.4 245.7 135.7 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions ` @ Left End DL lbs 303.75 810.00 -137.67 2,065.00 687.50 2,016.50 2,313.07 1 LL lbs 810.00 2,160.00 360.00 3,036.50 770.00 2,614.00 2,217.73 Max.DL+LL lbs 1,113.75 2,970.00 222.33 5,101.50 1,457.50 4,630.50 4,530.79 @ Right End DL lbs 303.75 810.00 3,815.67 2,065.00 687.50 2,016.50 2,680.43 LL lbs 810.00 2,160.00 5,232.89 3,036.50 770.00 2,614.00 2,946.27 Max.DL+LL lbs 1,113.75 2,970.00 9,048.55 5,101.50 1,457.50 4,630.50 5,626.70 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN -Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist t (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.029 -0.017 -0.008 -0.034 -0.336 UDefl Ratio 5,369.5 2,521.1 3,770.6 2,426.9 7,953.4 1,943.2 590.1 Center LL Defl in -0.027 -0.114 0.027 -0.025 -0.009 -0.045 -0.362 UDefl Ratio 2,013.6 945.4 4,023.1 1,690.9 7,101.3 1,469.7 546.6 Center Total Defl in -0.037 -0.157 0.055 -0.042 -0.018 -0.079 -0.698 Location ft 2.250 4.500 5.544 1.750 2.750 2.750 8.448 UDefl Ratio 1,464.4 687.6 1,949.4 996.6 3,751.6 836.8 283.8 Cantilever DL Defl in -0.064 Cantilever LL Dell in -0.069 Total Cant.Defl in -0.133 UDefl Ratio 543.2 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 3 OF 3 Timber Member Information B.15 B.17 B.18 B.19null Timber Section Prllm:7.0x18.0 2-2x8 2-2x8 4x10 Beam Width in 7.000 3.000 3.000 3.500 Beam Depth in 18.000 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade born,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Ar- 2.2E Larch,No.2 larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 20.00 3.50 2.00 12.00 Dead Load #/ft 150.00 415.00 60.00 105.00 Live Load #/ft 400.00 525.00 100.00 175.00 Dead Load #/ft 400.00 Live Load #/ft 500.00 Start ft End ft 10.500 Point#1 DL lbs 2,016.00 LL lbs 2,614.00 @ X ft 10.500 Results Ratio= 0.6827 0.5603 0.0338 0.9756 Mmax @ Center in-k 890.34 17.27 0.96 60.48 @ X= ft 10.08 1.75 1.00 6.00 fb:Actual psi 2,355.4 657.2 36.5 1,211.7 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 149.8 74.4 4.4 67.9 Fv:Allowable psi 345.0 172.5 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 5,555.10 726.25 60.00 630.00 LL lbs 9,113.52 918.75 100.00 1,050.00 Max.DL+LL lbs 14668.62 1,645.00 160.00 1,680.00 @ Right End DL lbs 3,660.90 726.25 60.00 630.00 LL lbs 6,750.47 918.75 100.00 1,050.00 Max DL+LL lbs 10411.37 1,645.00 160.00 1,680.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.254 -0.011 -0.000 -0.133 UDefl Ratio 946.7 3,712.4 169,372.5 1,085.7 Center LL Defl in -0.423 -0.014 -0.000 -0.221 UDefl Ratio 567.9 2,934.6 101,623.5 651.4 Center Total Defl in -0.676 -0.026 -0.000 -0.354 Location ft 9.760 1.750 1.000 6.000 UDefl Ratio 355.0 1,639.0 63,514.7 407.1 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larrh,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 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft I tieSUltS Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS I1 Code I Code Code Suggest Su Suggest -I- -- $9 �S estpp Lick Lick p Lick Lpick Joist b d Spa. LL DL M max V max El L fb L iv L TL2401 L LL360 L max 1 TL deft. LL deft. L TL360 L LL480 L max TL deft TL deft LL dell LL deft i.. ti.... i........ size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) ; (ft.) (ft.) I (in.) (in.) (ft.) (ft.) M.)) ', (in.) I ratio (in.) ratio 95 TJI 110 1.75 951. 192 40 15 2380 1220 1 40E+08 1471 2773 1523 1480 14.71 066 048 1331 13.45 1331 044 360 032 495 9.5"TJI 110 1.75 9.5. 16 40 15 2380 1220; 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14.4.29 14.14 0.47 360 0.34 495 9.5"TJ1110 1.75 9.5 12 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 15.57 0.52 360 0.38 495 0 62 16 77 16.94 1677 0... 0.41 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.191__ 18.64 18.64 0,85 .56 360 0.4141 495 9.5"TJI 110 1.75 9.5 19.21 40 10 2500 1220i 1.57E+08 15.811 30.50 16.34i 15.37 15.37 0.64 0.51 14.27 13.97 1197 0.441 384 0.351 480 9.5"TJI 110 1.75 '9 5 16 40 10 2500 1220 1.57E+08 17.32 '36.60 17.36 16.34 16.34 0.68 0.54 15.17 '14.84 ''"14,94 0.46 384 0.37 480 9.5"TJI 110 1.75 9.51 121 40 10 2500 12201 1.57E+08 20.001 48.80 1911 17.98 17.98 0.751_ 0.60 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 110 1.75 9 5 9.6r 40 10 2500 1220 1.57E+08 22.361- 61.00 20.58 19.37 19.371 0.81, 0.65 17.98 17.60 17.60 0.55 384 0.44 480 I 9.5"TJI 210 2.0625 9.51 19.2 40 101 3000 1330, 1.87E+08 17.321 33.25 17.32i 16.30 16.30 0.681 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 16.40 17.32 17.32 0.72 0.58 16.08 15,74 ',15.74 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.5.1 121 40 10 3000 1330 L_1.87E+08 21.911 53.20 20.261 19.06 19.06 0.79 0.64 17.70 17.32 17 32 0 54 384 0.43 480 9.5"TJI 210 2.0625 9.51 9.61 40 10 3000 13301 1.87E+08 24.49 66.50 21.821 20.53 20.531 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330) 2.06E+08 18.25 33.25 17.89, 16.83 16.83) 0.70 0.56 15.63 15.29 15.29 0.48 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 w16.25 0.51 384 0.41 ` 480 9.5"TJI 230 2.3125 9.5 9.21 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.691 19.691, 0.821 0.66 18.28 17.89 17 89 0 56 384 0.45 480 ... 9.5"TJI230 2.3125 9.5 12 1 2,06E+08 25.81 66.50 22.54; 21.21 21.211 0.88 0.71 19.69 19.27 '19 27' 0.60 384 0.48 480 1 40 10 3330 1330 - 11.875"TJI 1101 1.75 11.875 19.2 40 101 3160 1560 2.67E+081 17.78 39.00 19.501 18.35 17.781 0.67 0.541 f 17.04 16.67 '.16.67 0,521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17 72 0. 0.55 384 0.44 480 11.875"TJI 1101 1.75 11.875 12 40 10 3160 1560; 2.67E+08 22.49 62.40 22.811 21.46 21.46i 0.89 0.72 19.93 19.50 19.50 0.61 384 0.491 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57' 23.12 23.121 0.96 0.77 21.46 21.01 21.01 0.66 384 0.531 480 - --- 11.875"TJI 210 2.0625 11.8751 19.2' 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.39r, 0.81 0.651 18.00 17.62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 .315E+08 21.34 49.65 21,90 20.61 20.61 0.86 0.69 19.13 18.72 16.72 0.59 384 0.47 480 11.875" 2.062511.8754.64 66.20 24.101 22.68 22.681 _0.95 0.76 21.05 20.61 20.61 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655: 3.15E+08 27.55 82.75 25.96 24.43 24.43j 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 1 11.875"TJI 230 2.3125 11.875 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.28 20.03 21031 0.83 0.67 18.59 18.20 18.20' 0.57 384 0,45 480 11.875"TJI 230 2.3125 11.875 16 1 40 10 4215 1655 3 47E+08 ` 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34, 19.34 0,60 384 0.48 480 11.875"TJI 230 2.3125 11875 121, 40 10 4215 1655 3.47E+08 25.97 66.20 24.N 23.42 23.42, 0.98_ 0.78 21_74 21.28 21.28 0.67 384 0.53 480 tt 875 TJI 230 2.3125 11_.875 96f 40 10 4215 1655Y : 3 82 75 26.81 25.23 25.23: 1.05 0.82 0 84 0.57 480 47E+08 29 03___.. ____ _�... _._._..._ " 4 23 4 .__._._._22.93 22 93 _._._7 2 3___ I 11.875 RFPI 4001 2.0625 11.8751 19.21 40 10 4315 14801 3.30E+08 20.771 37.00 20.931 19.69 19.69 0.821 0.661 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19,43 19.01 19,01' 0.59 384 0.48 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 14801 3.30E+08 26.281 59.20 5 3841 0.521 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 101 4315 1480, 3.30E+081 29.381 74.001 26.37; 24.81 24.81; 1.03 0.831 1 23.031 22.54 22.54 0.70 384 0.56 480 Page 1 TT T T T T T T T Tp TTTnIn TT T T T T p 0,1 m n m C) AN '2 A" aNYmmmmmnmmmn2 mm m mm m mu.m w mm u.mm inw mmmmA PP,4 2=91 mm m mmm mmm �wNNNN mmmmmm a «spm. m F C T 88 m 888 mmm ....... 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"ii iii � A m + � PIA AAA A A AAAA A m mmN S ggg mEg WwW ppCWpp - b 52 N t m V A AA a m m O P w W HMV ' v 2 ' N y Ny + N p Amp G O W a A E W W A A A J V+q T m A A W O P W� m ro m m A O N O N m O tAn W N N m m m N m m N m m N a m N W W aa VV 7 V j O m ro N O N m V W W m m -w' N N N O O j q 0 A N N m m tAn V J P w W W V V N N N N O O N V O EEE mm 'm mytf pp + mm m V V twnE0 uA W 0p0 ro pw + W utNJ m m m m V 0>Am N Nm tmnON V 0 0 0 0 T i 00 O QNN GU; SISSOOS 000000 00 00 00 00000 opomomaa SS S mmm SSS ;.SSSS; SSSSSS- mo oom mmm ommmom mmmcm 0 � 0 o o 00 0 0 0 0 oio O O o 0 0 0 0 0 0 S s Imo SS SS So SSS D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (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 Bucktlnb Factor 1 D+L'eW c 0.80(Constant)> Section 3.7.1.5 _ Cr I KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd b Cb Cd Fc E.3.7-1 NDS 3.9.2 Max.Wa9 duration dura0odfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load a.1.0 Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr perp' F'c fc fc/F'c lb lb/ in. In. in. ft. pif psf pif (Fb) (Fc) si si sl si I si si I psi psi psi Fb'11-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840' 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 . 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 18 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 289.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9831 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 1,366 531 781.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF 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 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 989.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 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 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 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 8875 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 3267 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 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 NNW* 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.87 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1,00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 I 4 D.I.+W+.SS CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION. 2.3.1 2.3.1 2.3.1 3.7,1 3.7.1 Ke 1.00 Desi•n Bucidin•Factor D+L+W+Sl2 c 0.80 Constant > Section 3.7.1.5 MEM 11111111.11 _ __ 1111111111111111131.111.11111 .1111111111111111111111.11111111111111 KcE 0.30(Constant)> Section 3.7.1.5 f(Pb) Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 Bending Comp. Size Size d(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wa6 duration duratio factor factor Stud Grad. Width Depth Spadn• Height Le/d Vert.Load Hor.Load 0.1.0 Load Plat:Cd(Fb)Cd(Fc Cf Cf Fc perpPb' Fc perp' Fc' Pc fb/ in. In. In. ft. •11 f •f b Fc •I •-1 •,- •sl 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 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 imEnn®®migninsagmEngmxpinammamm 1.80 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 ri®' ®®® magEmarmgm 0.9959 MM. 1.60 __1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 39522 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 . 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 E ®®i[11111111101111:101111111511 1.80 1--15 ®103®110111111S11®1.200.000 1,3661MIESIMEELIIIIIIIMEEMIIIMMEEIMS11111111111 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 OFF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 _1.15 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 8.25 28.3 2380 8.13 0.9922 4183.6 1.80 1.15 1.05 1.15 875 425 725 1.200,000 1,388 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506,18 0.80 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 508.18 0.53 146.34 0.124 SPF#2 1.5 5.5 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 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 1212AM®®m111111112MIIIIMEZEIKEEMIIIMM 1.80_.._1.15 ®1.10®��®' 1,400,000 ® ®®' 0.169 ®®m���� '�'� 1.80 -1.15 ®1.10®111/11111112111®' 1,400,000 • ® �' ' ®I+' '-1®' .... --I... IIIMIIIIIIMMIIIIIIIIIIIIIIIIMMIINIIIIMIIIIIIIIIIIIIIIIMIIIIIIIIIIMINIIIIIIIMIIIIIIIMIIIINIIIIIMIIIIIIIIMIII 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 888686 0.87 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 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 228.94 220.14 98.97 0.44 927.02 0.796 Page 1 D+L+S+,5W CT#14189-Betahny Creek Falls j LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Des.n Bucklin.Factor D+L+S+W12 Mil 0.80 Constant > ®-=�= ...._... -��0- ---�m= 0.30 Constant > - =C = 1997 NDS __Cb _[=11a Sec80n 2.3.10 111•11111=111111•1111111111111111•111121112211212111 size f f IMIIIIIIMIIIIIIIIIIIIIIIIIM•t[ lm[aiZlIIIIIIIIIIQ®IIIIIIMIIIIIIIIIIIIIIIMIIIIMIIII NDS 3.9.2 Max.Wall dura on duratio factor factor use Stud Grad: Width Depth Spadn.,Height Laid Vert.Load Hor.Load <:1.0 oad Plat:Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E FbFc perp Fc' Fce F'c fc fc/F'c fb fb/ in. in. In. ft. plf psf pg (Fb) (Fc) psI psI psi psi psi psi psi psi psi psI psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 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 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 246.35 0.72 223.76 0.470 a ®®®IIIIIL®' IIMIEMIKE 0.9976 -r 1.15 ®11112® 675 anillia 1,20o,o0011111110®i. NIECELIALIM MI H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15111 1.05 1.15 675 405 800 1,200,000 1,388 506 968 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.05 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•1311101111:11111E.1/1111111EMME 0.9970 MEIMINI 1.60 1.15 ®1113®111211111133111®1 200 00011MEDIMIENIIXEJ 378.09111111EMINEECOMENEEM 0.466 SPF Stud ®®EN . 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 53 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 28.3 1180 4.065 0.9922 2091.8 100 1.15_ 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 ®usamm 1660 MEC32 0.9973 2789.1 1.60 _i t5 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 11111111111 2630 4.065 0.9969 4183.6 1.60 1.15 ®1111 1.15 675 425 725 1,200,000 M®875.438 388.13 333.97 90.34 0.257 H-F#2 ®®H 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 9 19.6 3132 4.23 0.4544 3132.4 1.80 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 90.61 0.089 IZZMII-®111131111110111111111® 4.085IMEE1111®'' 1.15 ®111]®®' 1300 1,300,050 �]i-. i �i arc i+.- ,MEM® 0.062 SPF#2 ®111MEEIN 3287 4.855 0.3304 3287.1 1.60 1.15 1111 1.10®11111111 1150 1,400,000IM ®IN 1015.45 531.23 M 0.057 SPF#2 1.5 5.5 19.6 3287 4.23 0.4750 3287.1 1.60 1.151 10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 18.0 3287 4.065 0.3750 3287.1 1,60 1.15 ®1.10 1.15 675 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 73.17 0.059 MIIIIMINIMIIIIMININIIIIIIMIIIIIII ®®�® 50.0 255 4.23 0.995--- --- ----------�Nil- SPF Stud 9 2091.8 1.80 ®®1.05 1.15�la®1,200,000 ® � 139.02 64,76 0.47 0.779 SPF#2 ®®m•111111111221111MIMEGEI 0.9925 1115311111®'' 1.15 1.3 1.10 1.15 IIIIIMEEM®' 1,400,000 ® 7�ii®® 0.64 H-F 82 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.84 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I. LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Deal.n BuckIln.Factor WL+S+E/1.4 Cr -_ �_ c ®''' � -- ____ Cf(Fb) Cf(Fc) 1997 NDS KCE Cb 0.30(Constant)o Section 3.7.1.5 Section 2.3.10 -� Bendin. Com..El Size Re..����Cd Fb MI Cd Fc- E..3.7-1 ._ NDS 3.9.2 Max Wail duration durado factor factor use Stud Grad- Width Depth Spadn•,Height Le/d Vert.Load Hor.Load <-1.0 Load ftt Plat.Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perpFc Fce Fc fc fciF'c fb Po/ in. in. in. ft. p9 psf pit (Fb) (Fc) psi psi psi Psi psi psi psi psi psi psi psi Fb'•(1-fclFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 44122 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 1,386 508 968 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.70 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1266 506 966 449.95 39522 325.71 0.82 119.01 0.315 LIEIEMZII®®0IKIEEIIIEE�"® ' IEI ._1.15 ®®' ® 875 1.200,000 `'a'MINEMMEELEMIE111/10®' SPF Stud ®®11111M1 26.4 1395 3.57 0.9984 2091.8 1.60 115 ®1.05®PSIMM®1,200,000 ® IN 431.52 354.29 MIN 0.324 ®®1111103111111111110 30.9 1000® 0.9918 1111ECOM 1.60 _1.15 ®113®1120111 425 ®1,200,000® '-_NEEM®' SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 115 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud ®® 8 NEEENEEN® '�'- 1.60 _1 6 1.1 1.05 1.15 875 Ksji 725 1,200,000 1,366 mrparamErnimau 339.05J 0.236 -NIIII___INIIII---- ---1111111•111111_-__-_--11=1111111111- H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 58.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 ®®1110111111111101111EMIEM® '®' 111EHISMIECIII 1.15 ®�'®MI111111111150 1,400,000®'- ® � '�''-'��' '®®'Q1.311�'' SPF#2 111111111 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 iliiiiiiiii 1150 1,400,000 NM 1454.75 1296.30 945.38 531.23 0.56® 0.052 E ®®mMILEDINCOMELEI® _1.15 ®I0®11:6311111311®1,200.000 ® 11EMOINNEXEMIISSENCE91:1220111011113:0 11111111111111•11111=111111•1111111111111111•111111111•111•1111111111•11111111=111 ---s-- -1111111111=111111=11011111•11111111•1111111111111111111IMMI SPF 92 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 siaaa 8u�is cr;aeulsiitrf _ s weilis. .451/: Gx i! 661 r we 5 = 5501 ' ' -to al6. sly ! $ I) }91 Lk, I 14 - �''' 042 , tiff --� , vev9z ryes, iv col sik = 50- ' ) 2 1, 114 001 -1101 , . . 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"1** i 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252: Plan 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 f Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.uses.qov/research/h azmaps/ http://earthquake.usgs.qov/designmaps/us/application.ohp 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*S, SM1= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3`SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 Sp,=2/3"SM1 Sp1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) "Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S2o= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Cp= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 SDs= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1'ASCE 7-05(Section 12.8.3) Tt_= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w; w, *h,k wx *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 18.00' 18.00 1460 0.022' 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.028' 40.88 408.8 0.41 2.53 6.11 lst(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (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,__& x 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3410 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 34.0 43.0:ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed = 3se�.o�at- _ � *mph (E016-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6 28,6;psf Figure 28.6-1 Ps30 B= 4.6 4.6psf Figure 28.6-1 Ps30 c= 20.7 : 20.7 psf Figure 28.6-1 Ps3a o= 4.7 ; 4.7;psf Figure 28.6-1 = 1.00 : 1.001 Figure 28.6-1 Ke= 1.00 ; 1.00' Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A"Ku*l : 1 ps=X"Kzt"I"Pe,o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Psa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps a and o average= 4.7 4.7 psf(LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00' 0.89 0.89' 16 psf min. 16 psf min. width factor 2nd-> 1`.00 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) klps(LRFD) klps klps Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3410 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-V Roof - 18.00 18.00 0.00: 0.00 0.00: 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00£ 0.00 0.00'r 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 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(Em) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w) 16.08 V(n-s)= 8.16 V(e-w) 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3410 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) ' (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESStsheaming= 1/2 NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height=__ 9 ft. Seismic V i= 3.58 kips Design Wind N-S V I= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w 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) (MO (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1; 730 33.5 36.0 1.00 0.15 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 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. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. rights** 730 39.5 40.0 0.90 0.15' 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 perf Ext. right2 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. rght3** 0 0.0 0.0 - 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. right4 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 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. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 !' 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EVwlnd 5.22 EVEQ 3.58 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#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind N-S V I= 8.16 kips Min.Lwall= 2.86 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Veum OTM ROTM Unet Veum Usum HD (sgft) (ft) (ft) (WO (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42,3 0.94 0,15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 perf 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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** 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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, rightl** 730 46.3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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, rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1460 88.5 80.0=L eff. 2.94 5.22 2.53 3.58 1.00 EVwind 8.16 EVEQ 6.11 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#14252:Plan 3410 Diaph.Level: Roof Panel Height. 9 ft. Seismic V I= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V I= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p i= 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 L°Lery, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet U. OTM ROTM Unet Deem U.um HD (sqft) (ft) (ft) (kl() (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 320 6.5 11.5 1.00 0.15' 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR3* 410 8.3 14.8 1.00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2,8 7,8 1.00 0,15'; 0.00 0.00 0.00 0.00 1.00 0.61 0-- - 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 - - 0 0,0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 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 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rear 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 Rear MSTR* 730 -21.8 27.8 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EV,„„d 5.94 EVE° 3.58 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#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind E-W V I= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usnm OTM ROTM Unet U. Unum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11,3 1.00 0.15 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr j 0 3.0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0-- --- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rear 1074 14.0 16.0 1.00 0.00 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 0.00 2.05 2.05 2.05 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Rear Kit*' 252 9.5 14,5 1.00 0.30'-- 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear LIV* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 8.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 EVwind 9.64 EVEQ 6.11 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#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2' Roof Level w dl= 150 p/f V eq 780.0 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= 1300.0 pounds V1 w= 650.0 pounds V3 w= 650.0 pounds v hdr eq= 67.8 p/f •H head= 1 v hdr w= 113.0 p/f 1.083 Fdragl eq= 170 F2 eq= 170 • Fdragl w= '3 F2 -283 H pier= v1 eq= 120.0 p/f v3 eq= 120.0 plf P6TN E.Q. 4,0 v1 w= 200.0 p/f v3 w= 200.0 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 p/f P6TN 4.0 EQ Wind v sill w= 113.0 p/f P6TN feet OTM 7085 11808 R OTM 4872 5951 UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 1.2= 5.0 L3= 3.3 Htotal/L= 0.79 4 0 4 H 0 Hpier/L1= 1.23 0- Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w dl= 150 plf V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds ► > v hdr eq= 68.5 plf •H head= 4 v hdr w= 92.9 p/f 1.083 Fdragl eq= 223 F2 eq= 223 • Fdragl w= . F2 -302 H pier= v1 eq= 122.4 p/f v3 eq= 122.4 plf P6TN E.Q. 50 v1 w= 166.1 p/f v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 223 feet • Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 plf P6TN 30 EQ Wind v sill w= 92.9 plf P6TN feet OTM 9174 12444 R OTM 8015 9790 • • UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 L2= 6.5 L3= 4.1, Htotal/L= 0.62 1 110 1 Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft' Roof Level w dl= 150 plf V eq 0.0', pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0_0 pounds V3 w= 0.0 pounds - v hdr eq= 0.0 p/f A H head= A v hdr w= 0.0 p/f 1.083 v Fdragl eq= 0 F2 eq= 0 • Fdragl w= • F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 p/f — E.Q. 2.5 v1 w= 0.0 Of v3 w= 0.0 plf — WIND feet ,, Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= 1 F4 e.- 0 feet • Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 5.5 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 • UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 4 lo 4 N4 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 7.8 feet JOB#:CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 183.0', pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0', pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds i v hdr eq= 6.7 p/f ► •H head= A v hdr w= 140.1 plf 1.083 <V Fdragl eq= 34 F2 eq= 6 A Fdragl w= .0 F2 -131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. 4.0 v1 w= 179.6 Of v3 w= 179.6 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e•- 6 feet A Fdrag3 w=710 F4 w=131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 Of P6TN feet OTM 1662 34788 R OTM 27515 33612 UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= ' 18.0 L2= 6.0 L3= 3.3 Htotal/L= 0.33 4 ► 4 ►4 ► Hpier/L1= 0.22 Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#14252:Plan 3410 ; SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds - v hdr eq= 50.0 plf -#. •H head= A v hdr w= 80.0 Of 2.083 ;,y Fdragl eq= 300 F2 eq= 300 • Fdragl w= ,?0 F2 -480 H pier= vl eq= 170.0 Of v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= s' F4-•- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 pff P6TN feet OTM 8571 13713 R OTM 10646 13005 • • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 4 0 4 0-4 0 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet JOB#. CT#14252:Plan 3410 SHEARWALLWITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl= 150 plf V eq 1610.0 pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0 pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds i v hdr eq= 111.0 p/f •H head= $ v hdr w= 136.6 p/f 2.083 Fdragl eq= 321 F2 eq= 234 • Fdragl w= •5 F2 -287 H pier= v1 eq= 169.5 plf v3 eq= 169.5 plf P6 E.Q. 5.0 v1 w= 208.4 plf v3 w= 208.4 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= F4-.- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 p/f P6TN 3.0 EQ Wind v sill w= 136.6 p/f P6TN feet OTM 16234 19964 R OTM 7745 9461 UPLIFT 614 759 • Up above 0 0 UP sum 614 759 H/L Ratios: L1= ' 5.5 L2= s' 5.0 L3= 4.0 Htotal/L= 0.70 4 I. , 1.4 1 Hpier/L1= 0.91 4 0- Hpier/L3= 1.25 L total= 14.5 feet