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Specifications
CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations JUN 22 2111 River Terrace ��o PRp. 1 Plan 3410 �� �GINF'�� Elevation D Tigard, OR VtEco,14,,,,,;,22, 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 ST- C. \�-- Cs)-- .� '► SL1 1 u �' `�ups �1.-c:;;2�.5 '. rt<� Lti'1 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 ROOF Roofing- 3.5 psf Roofing-future 0.0psf 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 ADI MY I . (2)2x8 HDR (2)2,8 HD" �"I 111111111111 i �� �11— — '— R:.d2 I cA k RB.31 i �� I I .. b III I I N,Cq' `�� I ll 1 . Y �•, 1 !iii i iimmi. I �� C I i_ T.dl !° © I , I 77��I 1 I 11111111111111111111111t- ,,„, I I I 1 i , 1 I ii rod I 111111111 TRUSSES AT 24 .C. TYPICAL x I I 'S o 1 i 1 I 11.1.1.11111.1111111111111111111111111111111 . I I aft ......... ..... 1 I,> '.t ei { war:•;.j a i -7�C9 ALAG' 1 i .::. x ::::i . 01 liiir i,A11.111918ri-a---- .. im--.14) ' •—umitmomowil :MIN i ID Mir , f it cti. I -Nim , Ir. RB.d6 E r,::::::,x::::r;:::::A:�. ::::s::;_..... ...• 1 m N�f,'—� 2 2X8 HDR �� ISI / GT.d2 i:::,.:::•i::':` �p I i ti, : ::• p si . ,,.„•:.: ., (2)2 c HDR I RB d. IIMII= (•)ZX8-HP' i Plan 3410D ROOF FRAMING PLAN 1/4"-1,0. FRENCH REVIVAL MST37 57.2B MST37 /ell OM A I o ! lF p 0 ‘,0 ! THIS P6 O 0 I I SIDE o I \! ( TN THISSIDE L riC C r MST37 MST37 0 S1.8 2 MST37 MST37 MST37 MST37 C P6 1. 57.2 Plan 341 OD UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL i. SB STHD14 STHD14 �'' 4X10 HDR S,----,---- STH 4 4X10 -iDR nIa� �' 2X8 HD' 212X8 HDR ,- , ems1 2)2XAS_H8k ::, B: r:11 ,r( ; ° ; �" _,,,_:(2 ST I �� I 1"'- II E. eE I imil I ,FTX II, �' • I fir.... 7 i ;� I N G ABS OO ir w t�v MUM jamO , � F g o O " 3 _ � ABO I � .. liii- co in I I r •- -,I ES I A O LSL 3aXt' THIS - -- _-l'i • , --r THIS SIDE i1 /"\r I\ si fiAIR i SIDE II - II' r.} FRAMINGI ':3. . 1 I ii I I la \ • �/ LSC 13/34;-1.4 FB 2X8 ® 160C � . I j_r z 1 I .I TOP OF CLOSET A I:' € t.= / \ I I I i A j 1 „Et BOVE.. ,.: fi 9\` i GT ABOVE C:Q rillMWE Z 1 o O 2 ilma h Vi -x m I _,4® � { i a GT ABOVE I RtM I OA'1 11 r� B.17 ® OR GD TOORIM < �i3 © I :' 12 ( I EXTEND .,. S VAN I. -STHD14 `... S® STRUCTURALFACISA • I �• '\} I 1 B. B m 1 ® I fl (2 2,: Hi' 'I8 HD` LI 1 14X4 Alth Alb WV i 2X ROOF FRAMING ®24" O.C. PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410D UPPER LEVEL FLOOR FRAMING FRENCH REVIVAL 3.-313'-6}2• { 13'-3" , • fi r i iTHICKENED SLAB EDGE���JJJ���JJJ i O 10 3W CONC. SLAB �,� 0•-5 1 00 CO57.B 2 dO , -_SRO 4l_-_ _ r .____;__.6.411:13_\,_�- --SIHDiT SRfoia-- . . . I\I i 1 1 1\I l �rt w , `TJ2_Y• — J `T' ® 1 i z • D7 D1 ., I I IRXTRX10 FTG �W/(2)/4 EA.WAY '^+_ i1 _ _ _ _ _ _ _rj 1 TYP.U.N.O. LL''1 LTJ ,� 9)5•TJI'S �r*1 I-I-1 016.O.C.U.N.O. m +-LTJ-------------+-t 1 L,J wINCTAI I CYCTFM TO / m.m { ALLOW ADEQUATEitY' 46 46 DRAINAGE BENEATH 1- F� 1° U SLAB ON GRADE AND p CRAWL SPACE 1-4; rF1 CONDITIONS ---1i-------------rt _—_—_________+-3 Lj I 1 30030510 FTC k. ' I, 6'-3• ••4'-2Y•POST 3/i W/(3 #4 EA.WAY9•-0UP /�pD57 UP righ THIS THIS I 1.4-POST UWr _I FTC. -1 1 q 7 SIDE ''..111---1 I L{J r___— _I SID 1 m i L_1I_1- Z-I _•CRAPA •T/Sx'rynt.er._._.1--T----- .I L J-.., rurcn J �C `\\r ♦-e- ///- I 1 i1 2•-3••M--1 70•-oY" -V 7 `-smr s ® Pa ®S HDlaJ I Ll J'—POsr UP 1 r I / © 3W CONC. SLAB I -+ — a 'E POST UP 1 bPOST UP nz .i ''';‘' + I 0 0 494 N POST UP ,9 a POST UP 9.-5)i' '® -0'-2191 3x1$BLOCK OUT 0 STEM WALL TYP. POST UP -- -•IKX9)5 V- • U • 18 L 56.1 J I O•-5• `'1 T . �_/ I __ STRAP5 I ® +,�� v I ,J rJ ABOVE I c 51HD74 t(T y,j, FIXTURE F' ci.. I _ `ABOVE 43W CONC. SLAB ® •� 0 P3 � i SLOPE i J I Mr t-- - 1•-.D•f 16'_3• 2-4 06,_6• 7,-01�• L f r__ 2 34•_D• • 1 1 1 4%• TOP OF SLAB THICKENED SLAB 1 5'-D• 1 cI EDGE CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/150=6.43 SF=926.4 SQ.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 942.5 SO.IN. - 13 VENTS 0 72.5 SO.IN. TO POURING FOUNDATION. LOCATE VENTS 1971116/36.OF CRAWLSPACE CORNER, UNLESS NOTED. SEE 01 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3410D FOUNDATION PLAN 1/4•=1'-0• FRENCH REVIVAL Title: PLAN3410Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & JoistPage 1 14252_Plan_3410.ECW:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Software Description 3410D GT REACTIONS [Timber Member Information II GT.d1 GT.d2 GT.d3 GT.d4 GT.d5 GT.d6 Timber Section 3.125x21 3.125X9 3.125x9 3.125)113.5 3.125x10.5 3.125x21 Beam Width in 3.125 3.125 3.125 3.125 3.125 3.125 Beam Depth in 21.000 9.000 9.000 13.500 10.500 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Ar,24F- Douglas Fr,24F- Douglas Fr,24F- Douglas Fr,24F- Douglas Fr,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type GluLam GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No No [Center Span Data i Span ft 34.00 14.75 8.00 22.00 8.00 34.00 Dead Load #/ft 75.00 60.00 30.00 30.00 150.00 30.00 Live Load #/ft 125.00 100.00 50.00 50.00 250.00 50.00 Dead Load #/ft 105.00 45.00 45.00 Live Load #/ft 175.00 75.00 75.00 Start ft 3.000 16.000 End ft 8.000 22.000 12.000 Point#1 DL lbs 445.00 650.00 545.00 940.00 LL lbs 740.00 1,080.00 905.00 1,565.00 @ X ft 3.000 16.000 5.000 12.000 [Results Ratio= 0.5778 0.4484 0.4268 0.5931 0.4329 0.7106 Mmax @ Center in-k 346.80 52.21 49.70 155.37 68.61 426.53 @ X= ft 17.00 7.37 3.20 15.93 4.99 11.97 fb:Actual psi 1,509.9 1,237.7 1,178.1 1,636.8 1,194.9 1,857.0 Fb:Allowable psi 2,613.1 2,760.0 2,760.0 2,760.0 2,760.0 2,613.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 56.9 78.0 90.6 98.8 87.8 Fv:Allowable psi 276.0 276.0 276.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 1,275.00 442.50 562.19 544.09 804.37 1,562.94 LL lbs 2,125.00 737.50 935.94 905.91 1,339.37 2,603.82 Max.DL+LL lbs 3,400.00 1,180.00 1,498.12 1,450.00 2,143.75 4,166.76 @ Right End DL lbs 1,275.00 442.50 647.81 1,035.91 940.62 937.06 LL lbs 2,125.00 737.50 1,079.06 1,724.09 1,565.62 1,561.18 Max.DL+LL lbs 3,400.00 1,180.00 1,726.87 2,760.00 2,506.25 2,498.23 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.519 -0.187 -0.050 -0.333 -0.042 -0.566 UDefl Ratio 785.4 946.6 1,931.7 792.9 2,262.0 720.9 Center LL Defl in -0.866 -0.312 -0.083 -0.554 -0.071 -0.943 UDefl Ratio 471.3 567.9 1,160.2 476.4 1,359.2 432.7 Center Total Defl in -1.385 -0.499 -0.132 -0.887 -0.113 -1.509 Location ft 17.000 7.375 3.936 11.704 4.128 16.048 UDefI Ratio 294.5 355.0 724.8 297.6 849.0 270.4 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 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 r (c)1983-2003 ENERCALC Engineering Software Pa 14252_Plan_3410.ECW:ROOF FRAMING Description 3210D ROOF FRAMING Timber Member Information RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 Timber Section 2-2x8 2-2x8 2-2x8 4x10 2-2x6 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 5.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,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 LCenter Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 100.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 60.00 Dead Load #/ft 270.00 Live Load #/ft 450.00 Start ft 1.000 End ft 4.500 Point#1 DL lbs 1,207.00 LL lbs 1,775.00 @ X ft 1.000 Results Ratio= 0.2944 0.4112 0.9656 0.8862 0.6595 0.2944 0.0701 LLLLL Mmax @ Center in-k 9.07 12.67 29.77 40.43 12.67 9.07 2.16 @ X= ft 2.75 3.25 2.62 1.44 3.25 2.75 1.50 fb:Actual psi 345.3 482.3 1,132.7 810.1 838.0 345.3 82.2 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,270.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 36.6 101.1 152.9 51.1 29.7 9.9 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 206.25 243.75 708.75 1,306.28 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,993.06 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 3,299.33 650.00 550.00 240.00 @ Right End DL lbs 206.25 243.75 708.75 845.72 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,356.94 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 2,202.67 650.00 550.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.024 -0.037 -0.016 -0.056 -0.012 -0.001 UDefl Ratio 5,293.7 3,207.1 1,690.7 3,455.9 1,400.2 5,293.7 24,464.9 Center LL Defl in -0.021 -0.041 -0.062 -0.024 -0.093 -0.021 -0.001 UDefl Ratio 3,176.2 1,924.2 1,014.4 2,212.1 840.1 3,176.2 40,774.9 Center Total Defl in -0.033 -0.065 -0.099 -0.040 -0.149 -0.033 -0.002 Location ft 2.750 3.250 2.625 2.124 3.250 2.750 1.500 UDefl Ratio 1,985.1 1,202.6 634.0 1,348.8 525.1 1,985.1 15,290.6 TPLAN 3410 Job#CT 14 Dsgnr:itle: TRE Date: 1:25PM, 20 O Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 111 User:3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 BeringSo 14252_Plan_3410.ECW:FIoor Framing _(c)1983-2003 ENEFCALC Engineering Software Description 3410BD FLR FRMG 1 OF 3 Timber Member Information 1 B.1 B.2 B.3 B.4 B.5 6.6 6.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 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 Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft ReSUItS Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 @ X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi Shear OK Shear OK 172.5 Shear OK 172.5 Shear OK 207.0 Shear OK 207.0 310.0 Shear OK 172.5 Shear OK Reactions @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 UDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 1 392 9 1 850 1255 UDefl Ratio 2,548.4 1,086.8 1,353.1 2,796.0 398.5 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 II (c)1983-2003 ENERCALC Engineering Software Page 1 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information IIB.8 6.9 8.10 6.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width Beam With in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 P in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- iLevel,LSL 1.55E iLevel,LSL(1.00 55E iLevel LSL 1.55 E Fb-Basic Allowpsi Larch,No.2 Fb-Basic Allow 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 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 Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/1,1 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft Live Load #/ft 220.00 220.00 45.00 Start ft 200.00 200.00 120.00 End ft 9.000 Point#1 DL lbs 16.500 LL lbs 1,606.00 688.00 X ft 2,327.00 770.00 1.750 9.000 [Cantilever Span 11 Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 [Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 11 Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 Mmax @ Cantilever in-k 0.00 8.90 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 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 60.4 106.1 27.5 Fv:Allowable psi 150.0 310.051.4 56.5 Shear OK Shear OK Shear 356.5 r OK r 356.5Kr 356.5 r 356.5 OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410. Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 LUser:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252_Plan_3410.ECW:FPa Framing (c)1983-2003 ENERCALC Engineering Software Description 3410BD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Defl in -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 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 (c)1983-2003 ENERCALC Engineering Software II 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 3 OF 3 [Timber Member InfoII rmation B.a15 B.a17 B.18 B.19 B.20 Timber Section VL:5.250x16.000 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Fr- Douglas Fr- Douglas Fr- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No enter Span Data Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @ X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 [Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK [eactions II@ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 LUser:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252_Plan_3410.ECW:CRAWLSPACE FRAMING t (c)1983-2003 ENERCALC Engineering Software 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- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data Span ft 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 [Results 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 snea180.0 r OK [Reactions 111 @ 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 -- Code Code Code Su est Su est Suggest L Ick Lick Lick1.Lick Joist b ' - - - - -- _ f.__________-_ I d Spa. LL DL M max V max El L lb Liv L TL240 L LL360 L max I TL dell. 1 LL deft. L TL360 L LL480 L max 'TL dell.TL dell. LL deft. LL dell. size&grade width(in)I depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) ! (psi) (ft.) 1 (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) I ratio I 9.5"TJI 110 1.751_ 9.51 19.2 40 15 2380 1220 1.40E+08 14.711 27.73 15 23 14.80 14.711., 0.66 0.48 13.31 13.45 1131 0.441- 360 0.32 495 9.5"TJI 1101 1.751 9.51 16, 40 1512380 12201 1.40E+08 16.111 3327 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 1101 1.75, 9.51 12, 40 151 2380 1220; 1.40E+08 18.611 44.36 17 821 17.31 17.31! 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110_ 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.801 55A5 19.191. 18.64 18.64i. 0.85 0.62 16.77 16.94 1677' 0 56. 360 0.41 495 9.5"TJ11101 1.75 9.51 19.21 40 101 2500 1220 1.57E+08 15.811 30.50 16.341 15.37 15.371 0.64 0.511 14.27 13.97 13 97 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 `'"14.84' 0.46 384 0.37 480 9.5"TJI 110! 1.75_1_ 9.5 12 40 10 2500 1220, 1.57E+08 20.001_ 48.80 19.111_ 17.98' 17.98..: 0.751t 0.60 16.69 16.34 16.34 0.511 384 0.41 480 -- 9.5"TJI 1101 1.75 9.5 9.6; 40 10 2500 1220' 1.57E+OB 22.36161.00 20.58: 1 19.37 19 37, 0.811 0.65 17.98 17.60 17,60 0.55 384 0.44} 480 9.5"TJI 2101 2.06251 9.5 19.2 40 10 3000 1330 1.87E+08 17.321 33.25 17.321 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625. 9.5 16 40 10 3000 1330 1.87E+081 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15,74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9 5j 121 40 101. 3000 1330 1.87E+08 21 911 53.20 20.26_1. 19.06) 19.06 0.791 0.641 17.70 1732 4r 17.32 0.541 384 0 431 480 9.5'TJI 210; 2.0625 9.51 9.6, 40 10, 3000 1330: 1.87E+08 24.49 66.50 21.821 20 .53 20.53 0.86 0.681 19.06 18.66 18.66 0.581 384 0.471 480 1 9.5"TJI 2301 2.31251 9.51 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.891 16.831 16.831 0.701 0.561 1 15.63 15.29 15.29 0.481 384 0.38, 480 9.5"TJI'230 2.3125 9.5 16 40 10 3330 1330 2.06E+08' 19.99 39.90 19.01 17.89 17.89 0,75 0.60 16.60 16.25'"r"'18,25' '0.51 384 0.41 480 9.5"TJI 2301 2.3125 9.51 121 40 10 3330 133012.06E+08 23.081 53.20 20.921 19.691 19.69!. 0.821, 0.661 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 2301 2.3125 9.51 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.21 0.881 0.71! 19.69 19.27 19.27' 0.60! 384 0.48 480 I -• I 11.875"TJI 110. 1.75 11.8751 19.21 40 10' 3160 1560 2.67E+08 17.78 39.00 19.501 18.351' 17.781 0.671 0.541 17.04 16.67 16.67 0.521 384 0.42 480 ---- -- - - -- -- ------- 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; •,17.77 0.55; 384 0.44` 480 11.875"TJI 1101 1.75 11.875 121 40 101 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46; 0.89! 0.721 19.93 19.50 19.50 0.61 384 0.491 480 11.875"TJI 1101 1.75 11.875' 9.6! 40 101 3160 15601 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 0.53 480 1 11.875"TJI 2101 2.06251 11.8751 19.21 40 101 3795 1655r 3.15E+08 19.481 41.38 20.611 19.391 19.391-, 0.811 0.6511 18.00 17.62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11875 16 40 10 3795 1655 13.15E+08` 21.34 '49.65 21.90 20.61 20 61 0.86 0.89 19.13 18.72 p':16,72 0.59 384 0.47 480 11.875"TJI 2101 2.06251 11.8751 12,1 40 10 3795 1655 3.15E+08 24.641 _66.20 24.10 22.681 22.68 0.95 _0.76 21.05 20.61 20.61': 0.641 384 0.521 480 0 . 25-96"- .43! - 24.4 1.875'TJI 210 2.06251 11.875 9.61 40 10 3795 1655: 3.15E+08 27.557 82.75 25.961 24.431 24.431 1.02 0.81 22.68 22.20 22.20 0.69! 384 0.55! 480 11.875"TJI 2301 2.31251 11.875 19.21 40 10, 4215 1655 3.47E+08 20.531 41.38 21.281 20.031 20.031 0.83 0.67 18.59 18.20 18.20 0.571 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 13.47E+08 22.49 ;49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 10,34 0.60 384 0.48 '+ 480 11.875"TJI 230t 2.31251 11 8751 121 40 101 4215 1655 3.47E+08 25.971 66.20 24391 23.421 23.42 0.981 0.78121.74 21.28 21.28 0.671 384 0.53 480 1 1 11 875 TJI 230 2.3125( 11.875r 9 6: 40 1 o1 4215 1655; 3 47E+08 29 031 25 ---- . 82 75 26 81 25.23r 1 1 1 , _..__ �_._ 23 1OS 084 2342 2293 22.93 072 384 057 480 1 11.875"REP!4001 2.06251 11.8751 19.21i 40 101 4315 1480 3.30E+08 20.771 37.00 20.93; 19.691 19.691 0.82 0.66 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"REP'4001 2.062 11.875 11.875"RFPI 4001 2.0625 11.8751 9.6! 40 ) 101 4315 14801 3.30E+081 29.381 74.001 26.3 40 10 4315 1480 3.30E+08 26.281 59.20 7, 24.811 24.81 11.031 0.1 23.03 23.03 831 I 23.031 22.54 22.54 0.701 3841 0.57 21.38 20.93 20.93 0.65 384 61 480 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12.12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desi.n Buck0n,Factor D+L+8 ,. c 0.80 Constant > Section 3.7.1.5-_ MINIMCf(Fb) Cf(Fc) 1997 NDS KcECb 0.30(Constant)> Section 3.7.1.5---_ FI� .MMIN Cd b N Cd Fc M E,.3.7-1 - Cb arias Section 2.3.10 Bendin.n Comp. alii _--__--�� ��duration duratio CEEESMEZIIIIIIIIIIIIIIIIIIII_-____-___- Stud Grade Width Depth Spacin. Height NI Vert.Load Hor.Load <=1.0 Load C Plat:�M Cf Cf pi Pb Fc perp E � 51 ��®1 Fb"1-fc/Fce in. In. In. ft. if sf If Fb Fc) •si Si, •si 111112:1111 1.5 ®1111EININEXIMIND�' 0.9916 -EEEZ1111111111111 1.15 ®�' ® 020 400 RIM��1,200,000���� ® 0.00 0.000 GIDIEEN®®��� 1340�l 0.9988 1,200,000 0.00 0.000 H-F Stud 1.5 ®®�®' 1785 0.9947 ®" 1.15 ®�®�®' ®" 1,200,0001.121 8.25 28 3 1550 0 0 9921 993 4 1 00 1.15 1.05 1.15 675 405 800 1 200 000 piii� 966 340.90 340.00 0.00 0.000 HH-F Stud 1 5-F Stud 1.5 ®® 5061E3 449.95 395.22 393.65 1.00 0.00 0.000 8 25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1 5 1.15 675 405 800 1,200 000 506 449.95 395.22 394.29 1 00 0.00 0.000 H-F Stud 1.5 3.5 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.05 1.15 875 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.05 1.15 875 425 725 1,200,000 854 531 875.438 515.42 431.52 335.24 1 00 0.00 0.000 430.48 1.00 0.00 0.000 SPF Stud 1.5 ®���®'�' 0.9944 2091.8 .r 1.15 1.05 1.15 imp®1,200,000 ® 335.24 1.00 0.00 0.000 SPF Stud ®®®mu�''®'' 0.9944 ®®1.05 1.15��®1,200,000 ® m`� tud 1113111111113111113111111321•13191111111MININICI 0.9957 2091.8 KEIL 1.15 1111111211161311131111112511111K111 1,200,000® INECENEMEIDE1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 2030 0 0.9925 2789.1 1_151.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 1.00 0.00 _0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 1.00 1.15 ®013®� 405 1,300,000®��".� ®' � �' 0.00 0.000 ®® iSID 3132 506.18 0.80 0.00 0.000 ®O�iFa]®� 11.0000 ®®ig]®�7 �1.300,000®� �ibfl�i7i7 ���®��=1 t.00 ®® ®���II.11.3oo,00a®�fi ��E��ID o.ao mom 0.000 Mali=SEla__�■ 1N -1N--rS�----_�� E � ®1111111i ]IIIIII�7�� 3287.1 1.00 1.15 ®�® i��1,400,000 ®I �ID 531.23 0.00 0.000 SPF#2 ®®��� �' 0.3905 3287.1 1.00 1.15 ® ®�� ' 1,400,000 ® '�' 850.16 531.23 0.00 0.000 SPF#2 ®um 18.0 3287 0 0.3158 3287.1 1.00 1.15 Num 1,400,000 1,308®1454.75 1296.30 945.38 531.23 0.00 0.000 SPF Stud 50.0 545 0 0.9913 2091.8 1.00 1.15 1,200,000 531 139.02 138.41 r 0.00 0.000 ® ®®® ® ®® 0.00 0.000 ® 1.5 ®�®�®i� 0.9917 1.00 1.15 ®1.10®���1,400,000 531 235.32 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls ] LOAD CASE (12- Ke 1.00 Desi.n Buckln.Factor 13� (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c __0:80 Constant > Section 3.7.1.5-_ O+L+W KcE 0.80 Constant > Section 3.7.1.5-_ _��M-._��== �___-==== �s�_ ades > Section 2.3.10 ----BendinI .[• 'a Size _L(o]_1997 NDS Stud Grade Width Depth Spedn� Height Vert.Load Hor.Load NO4.S 7. 2 Loedc alt Cdra tionFb)Cdr tlo(Ffactorct fac�rFb Fclif i �fl f pI ����® in. in. in. ft. .If ..1 Fc perp Fc peg, fb H-F Stud 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 ®1 05 1.15 675 405 800 1,200,000 1366 506 840 515.42 427.08 273.02 0.64 376.78 /0.586 H-F Stud ®®� Fb"1-fc/Fce 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 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 ®®®®11111113111E11 " 0.9998 2657.8 1.80 1A0 ®1.05®NDBI1,200,000 1,366 H-F Stud 825simi28.3 970 8.13 0.9943 1993.4 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,368®® 44®® 212.14 246.35®33®® H-F Stud 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 _1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 ® 1.5 ®� ®� 0.9981 3958.7 1.00 ® ® 675 1111111 1,200,000�i cm.- SPF Stud 1.5 7.7083n 1060 9.71 0.9971 2091.8 1.60 _1.00 ®1.05 1.15 675 �® ®1,� SPF Stud 1.5 ®��1"' 0.9115 2091.8 1,200,000 415.53 289.21 0.85 0.577 SPF Stud 111 3.5 ® �,� 1.00 ®1.05 1.15 675 ®1,200,000 ]® ,„ 9 28.3 112598.46,10.9931 2789.1 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366.05 1.15 675 425 725 200 000 1 366® 761.25 448.95 376.35 243.811 0.65 335.64 0.65 361.37 0,577 SPF Stud 3.5 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 0 28.3 1405 SPFStud 1.5 3.5 825. 28.3 2320® 0.9958 4141®� 1,00 ®1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 SPF Stud 1.5 ®� ®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 H-F#2 1.5 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 508.18 0.52 152.58 0.119 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 508.18 0.63 181.23 0.178 H-F ®®® �®� 1.60 ®1.10® 850 ��1,300,000 0.124 SPF#2 MEM 7.70831E 3287 9.71 0.4327 3287.1 1.60 1.00 1111 1.10 111 875 425 1150 1,400,000 2,093®IR EIMI 940.30 531.23 0.56 SPF#2 ®®HIE 186 3267 8.46 0.6033 3287.1 1.60 1,00 ®110 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0,86 1® 0,188 SPF#2 18.0 3287 8.13 0.4790 3287.1 1.80 100 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 0.118 ____--_- SPF Stud 111111111111111 50.0 70 8.46 0.9957 2091.8 1.00 ®1.05 1.15 ®® ____--__- 1,400,000®®®® 138.14 17.78 -' -- 0.979 EgiallillinilIMMEINIIMMIE 880 simpluara 3287.1 1.60 1.00 1.3 up 1.15 Eximess 1150 1,400,000 531 magmEmmo mom 108.67 0.788 H-F#2 1,5 5.5 16 19 41.5 600 9.71 0,9921 3132.4 1.80 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 D+L+W+.5S CT4 14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1697) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7,1 Ke 1.00 Desi•n Buckll :Factor D+L+W+S12 ___��-__ c 0.80(Constant> Section 3.7.1.5 -_.- MIIIIIIIIIMIIIII-_- �I ]_[�t�]_1997 NDS�_�_� KcE Constant > Section 3.7.1.5�- �� Section 2.3.10 11111•11111111111•1111•11.1111111•1111111340,110. Cm'.� QtM�__- 1���_ IIMINIIIIIIIII = ___-1EINE duration durahO EEM IIIIIIIIIII_____ • ��� f IIIIIIIIIIIIIIIIIIIIIIIIII Fc perp Fc perp' Fb• '•1-fo/Fce Stud Grade Nin. Depth SpIn HeightIII Vert.Load Hoc Load <=1.0 oad Piet-Cd(Pb)Cd(Fc)���� • i ••• ,sl in. in. In. 7. •I1 ref - H-F Stud 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 _1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 5081E3 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud ®®� 9 30,9 765 8.46 0.9969 1993.4 1.80 1.15 ® 5 1.5 675 405 800 1 200 000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 111111031111E13111111031111111.3 30.9--•.' 0.9969 1.05® 675 405 800 1,200,000 1110:111111.011.11= 378.09 340.90- 0.64 335.64 0.584 ®®®�®®��� 09963 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud ®®® ��®� 0.9959 ®® 115 III 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 275.24 0.70 18069 0.406 1.03 OE 1 115 ®1.05® � 1,200,000 988 �r ' H-F Stud ®®� � "r� 0.9980 ---________--__- __�������� 1,200,000® ®®378.78 0.9935 2091.8 •. 1.15 ® ® �® 378.09' '8�]447.52 0.669 ®®�l'• � 0.9988 2091.8 1.15 ®1.05 1.15 675 Em®1,200,000 ®�`' eaattjllUal®���� 1 ®1.05 1.15 675 �' ®1,200,000 ® � '-' SPF Stud ®®��� 0.9944 .15 MENEINCEMEWINIKED SPF Stud ®®����®�®'-- 2091.8 ._1.15 ®�® �®1,200,000®O `�'FF Stud ® 825 ' 0.9922 4183.1 _1.15 1.05 1.15 675 425 725 1,200,000 1,366 1 875.438 449.95 388.13 272.38 0.77 180.69 0 S 50349.95 388.13 0 396 O BPF Slud ��� 8.25 0E922 0 41 � 1.15 1.05 1.15 675 425 725 1,200,000 1,388®111111111111•1111111111111111111111.11111111 IIIIIIIIIIIIIIIIIIIIIIIIIII 11111111111111111111111111111111111111.111111111111 _875.4384IMININIIIIII-_ 0.77 1 - 1644.5 .83 H-F#2 1.5 ®ii 7'708H-F#2 1.5 9 16.8 6 3132 8.46 0.5437 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 5.10 1.15 850 405 1300 1,300 000 2 033 06 18445 1011.45 1837 57 506.18 0.60 181 23 0.178 031.58 506.18 0 49 152.58 0.119 H-F#2 ®®� �®� 0.4100 1.60.__7:15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 ®®�7.7083 3287 9.71 0.3872 3287.1 1.60 OSIMIIMEMINEEM-115 ®1,10 1 15 675 425 1150 1,400 000 2,093®1454.75 1089.25 1.10 1 15 875 425 1150 1 400,000 2 093 531 1454.75 1484.891850.16 537 23 0.62 181.23 0.169 015.45 531.23 0.52 152.58 0 114 SPF#2 ®®����' ___ ®®m®®©,������� 1.15 ®1.10 1.15 875 425 1150 1,400,000 2,093 1454.75 1296.30 945.38 531.23 0.58 148.34 0. 118 ���__�_--- = =___-____ONINIIIIIIIIII =-_ - NIIIIIIIIII --------- ____ 14426 139.02 17.78 0.13 - --- 0.979 �-__� ®®®1,200,000 ®® SPF Stud ®®�® 50.0 70 8.46 0.9955 2091.8 1.15 1.05 106.67 927.02 0.786 SPF#2 1.5 ®��� 660- 0.9914 1.15_ 1.3 1.10 1.15 875 ® 1150 1,400,000 2,093 ® H-F#2 1.5_ 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L*S+.5W CT#Ke 1.00 1 189-Bet hnyCrack Buckling IFactor LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-199) SEE SECTION: 2.3.1 2.3,1 2.3.1 3.7.1 3.7.1 Designg D+L*S*W12 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cb (Vedas) > Section 2.3.10 - - Cf(Fb) Cf(Fc) 1997 NDS ----" Bending Comp. Size Size Rep. Cd b Cb Cd Fc [® NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <-1.0 Load Plat=Cd(Fb)Cd(Fc` Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce P c fc tc/F'c fb lb/ in. in. in. 1 ft. plf psf pit (Pb)1(Fc) psi psi •sl • •.I •.I •-I I •�I •si •sl 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 1,200,0001 1,386 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9876 2657.8 1.80 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.085 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 N MI 800 1,200,000 1,368 506 966 449.951 303.49 0.77 180.89 0.406 H-F Stud I 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.11 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.065 0.9999 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,3861 506 966 449.95 395.22 338.41 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 1.1 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 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.091 336.17 245.08 0.73 223.761 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2788.1 1.60 1.15 1.1 1.05 1.15 675 425 Ila 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 OFF Stud 1.5 3.5 12 8.25 28.3' 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34. 0.257 H-F#2 _ 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 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 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 , 5.5 16 7.7083 16.8 32871 4.855 0.3304 . 3287.1 1.80 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 0.82 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4,23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 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 l-1-F#2 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 2,033 508 1644.5 226.94 220.14' 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creak Falls I LOAD CASE I (12-18) I (BASED ON ANSI/AFBPA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 - Ke 1.00 Desi.n Bucklin.Factor D+L+S+El1.4 c 0.80(Constant > Section 3.7.1.5 _ _ Cr Mil KcE 0.30(Constant)> Section 3.7.1.5Eil Cf(Pb) Cf(Fc) 1997 NDS Cb arias > Section 2.3.10 �� Bendin. Com..mg! - Re.. Cd Fb . Cd c E..3.7-1 NDS 3.9.20 .Wallla durationdCd(Fc factor faoruse ��� _ �� � lb/ Stud Grade Nin. Depth SpIn. H ft. 1111 Vert.Load Hor.Load 1.0. Load C Plat:-- (Pb))Cd(Fc Cf Cf Cr Fb Fc perp Fc perp' In. In. In. MEM 11111E2111=1.1.1.111111. Fb'•1-fc/Fce H-F Stud _®mE��_® 0.9983 �;$' 1.60 1.15 ®I 1.15 675 1,200,000 ��. �. � ��� H-F Stud _®m�N''_® 0.9980 1.15 ®�® 675 800 1,200,000 378.09 340.90 m'� ri�' 1.5 ®®�®''_"® _ 1.60 1.15 ®ESE® 675 . 800 1,200,000 966 378.09 340.90 ®'- H-F Stud 1.5 gni 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 ®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 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 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 H-F Stud 1.5 ®0��_' r'® 0.9986 _®'' 115 ®ESE® 675 800 1,200,000_ 508 966 449.95 INCEEINIMEMINMIDECI ��______-____--®1,2-�`m'®5 1 zoo _®_��,.����+' MIIIIIIIIIIIIIIMIIMIIMIIIMIIIIIMIIIIIMIIIIIIIIIIIMIIIMIIIIM SPF Stud 1.5 ®m �_� U 1.15 ®®® 253.97 SPF Stud 1.5 ®�� 30.9 1050 0.9918 _E. 1.15 ®' 1.15 675 725 1,200000 ®Q SPF Stud 1.5 ®®� 30.9�® 0.9962 ,m�®�®' 1.15�� 378.09�� 268.57�;n SPF Stud ®®���®'® 0.9932 _®'' ®®�E®� 425 ®1,200,000® �"' 0.79 0.366 SPF Stud 1.5 3_5 ®� 28.3 3.57 0.9940 _ 1.15 1:05_1.15 675 _425 725 1,200,000 531 875.438 448.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 Ella 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000® 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 )-F#2 IIREINIEEMIE311551:001110111•11111ESIMIEV1122111111111113111111EIN 1.15 ®EM 1.15 111211111122311113111 1 300,000111111093111031131:10 7 1031.5811XEMEEI 0.044 213111111311®mIIIIL ®® NEEFELE�-,� 1.15 ®®'E® �' 1 300 00011.2alliKEIMEMEMOMMILEUIll 506.18 0.6011113117111111111WE l®®m]E®® 1111131MMiEi7 1_.15 IBI® i1i411iE3 1,300.000 ® i IKEDILIE3� SPF#2 _®m121111 18.8MEN 3.57 IICHEta_IECIII 1.15 ®1.10®�1 ' 1089.25 ®� 0.021 SPF#2 1.5 ®m� 19.6_ 3.57 _Mil. 1....15 ®1.10 10113121101111111111111,400,000 ! II SPF#2 1.5 11111111118.0 3287 3.57 0.3678 3287.1 1.15 1.10Eliiiii 1150 1,400,000 2,093®®1296.30 945.38 531.23 0.56lail 0.052 IIIIIIIEIIMINIMIIIIIIMIIINNIMIIIIMIIIMIIIIIIMIIINIIIIIMI 1._ MI IIIIIIIIIIIIIIIIIIIIIIIIIMIIIIMIIIIIOIIIIIIMIIIIMIIII IIIIIMIIIIIMMIIIMIIIIIIIIII SPF Stud r®�® 50.0 285 3.57 0.9981 2091.8 1.60 1.15 ®1.05®®®® 200 ®®®1,200,000®®®® 139.02 0.52 i 0.727 SPF#2 1.5 ® 16 miEimai_"® 0.9910 3287.1 1.60 1.15 1.3 mia 1.15 milzuman 1 400 000ffEEINEMEMEMEDINEM 164.85 0.70 ] 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 sJaauIBu3 temissul8 (44 -a1/4)44s 4..;? 1 ,91 .z. .......„ , . 1. - ' t ) I 05 )91 Nig =0,1 aej) ,-..-... EN4-(\st.442/7 ..4rx • „...,:eaL , Ai ,, ...... 04710Z - --'4” 41A-3-4 " tiff 7 sot = 0:oat) -41's k -YU I, ) 1 aux -1 oti.--'. (S1-frol.)4.42/V Oiertd . ire, 1 cz / '' i'; Al 43174 # 41 tops . 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Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document International Code (2012which utilizes USGS hazardBuilding 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 k 4s A wl?� f - �$i Y & � , i h 146 :' � 4 x "-act itk so t % • All l USGS—Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g Si = 0.423 g SMS = 0.667 g S°, = 0.445 g For information on how the S5 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. PACE*.Response Spectrum t 04240 Design Response Spectrum 1.10 * tags a.6a ass at/ 0. C it 44 aSS #. X14 72 ats Lea OMO 0. .40 oso 0 L l2# 340 $.LO 1. 1 2 00O fl. tie t7.Ctk 0. 9 1.0 i. 1.t40 1-44) 1_ its Pcrlod,T lam) 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#14252: Plan 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=IITable 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.= 0 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 g O Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1 2 g O Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/h azmaps/ http://earthquake.usqs.qovidesionmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3 1 g ( ) 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 SM'=F„*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS SDS= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCS= D Table 1613.3.5(1) 9. Seismic Design Category 1.0s SDC ( ) Table 11.6-1 � = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - N/A 12. Response Modification Coef. R= 6.5 Table 12.2-1 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - - - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 Sps= 0.78 h„ = 18.00(ft) Sot= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) St= 0.50 k= 1ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sot/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(1-2*(R/IE)) (for T>T L) 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 St)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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 t'"% w' *h'k w x *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *htk 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 1st(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;*w, 0.4*SDS*IE*Wp 0.2*Sips*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; F„ Max. F„ Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.994.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 0.00 1st(base) 0.00 0.00 0.0 73.0 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 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 34.0 43.0':ft. V u/t. Wind Speed 3 Sec.Gust= 120 120j mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust=- mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0> N/A N/A Roof Type= Gable Gable PS30A= 28.8 28.6`psf Figure 28.6-1 Ps3o e= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7`psf Figure 28.6-1 Ps3o D= 4.7 4,7i psf Figure 28.6-1 A= 1,00 1.00 Figure 28.6-1 Ke= 1.00 1.00' Section 26.8 windward/lee= 1.00 1,00(Single Family Home) X*Krt`I : 1 1 Ps=A`Kzt`I*Poo= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aand caverage= 24.7 24.7 psf (LRFD) Ps a end 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 1x.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 As Ac AD As AS Ac AD per28.4,4 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) 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 An= 850 An= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 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#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-W) 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 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(ns)= 13.60 V(e-w)= 16.08 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 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(ns)= 13.60 V(e-w)= 16.08 V(ns)= 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 CTSHEETPROJECT TITLE: SDPWSCT#14252:SHEAPlanRWALL3410 VALUES PER TABLE 4.3A #: 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 llowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modifyperS. 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' P4 760 339 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 ' 2740" 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V sallowable Blocked (PER 2009 IBC) modify V w allowable 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 LOL eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type (V i (Op ft) (ROTft) (kip) (kip) (OTM) (ROTM (kip) (kip) (kip) HD (sqft) (ft) (ft) (MO (kip) (kip) (kip) (kip) p (Pf) 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 8 16.11 44.70 0.00 0.00-0.87 -0.87 23.50 54.20 0.00 0.00 0.00 -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 0.66 Ext. rightl** 730; 39.5 40.0 0.90 0.15' 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 733 16.11 58.60 8.66 1.0.0 -1.1010 0.0 23.50 71.10 1.20.23 1.23 0.00 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 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 0t 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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'J 0.00 0.00 0.00 0.00 1.00 0.00 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 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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--- - 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EVwod 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 NS 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. (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 LOL eft C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueum OTM (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Pin (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD 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 pert 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 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. rightl 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 E - 0 0.0 0.0 1.00 0.00='= 0.00 0.00 0.00 0.00 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 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 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=Leff. 2.94 5.22 2.53 3.58 1.00 EVwYnd 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 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.G. E.G. 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 vi OTM RoTM • Dnec • Usum OTM ROTM Unet Venm Unum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.151 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 0.0 0.00 0.00 0.00 0.0 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--• -- 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 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 00 0.00.0 --0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 00 0- - : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 - - p's 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00J 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EVwnd 5.94 EVE0 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel CTSHEEPRT TITLE:ECT#: CT#LATERA14252:L E-WPlan(side3410 to side-left/right) OJ Diaph.Level: 2nd Panel Height-- 10ft. 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. 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 err. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us„m OTM ROTM Unet Usum Us„m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p10 (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) G- -ar 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--- 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 0 3.0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0--- - - 0 0 0 0.0 1,00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 __- - 0 0.00 0.89 -0.38 -0.76 0.00 .00 -0.46 -0.92 -0.76 0 Int DIN 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ___ _ 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 0 0.07 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 -- Re- -ar 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 6.31 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 0.0 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 0 0.0 0.0 1.00 0.00'-'- 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00G 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 di= 150 plf V3 eq= 390.0 pounds 390.0 pounds V eq 780.0 pounds V1 eq= V3 w= 650.0 pounds V w= 1300.0 pounds V1 w= 650.0 pounds 67 8 f - _-► v hdr eq= P •H head= W v hdr w= 113.0 plf 1.083 Fdrag1 eq= 170 F2 eq= 170 • Fdrag1 w= -3 F2 -283 120.0 plf P6TN E.Q. Hpier= v1 eq= v3 eq= = 120.0 plf v3 w= 200.0 pif P6 WIND 4.0 v1 w= 200.0 plf feet 2w/h= 1 H total= 2w/h= 1 9.083 Fdrag3 eq= 0 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 plf P6TN 4.0 EQ Wind v sill w= 113.0 plf 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 L2= 5.0 L3= 3.3 Htotal/L= 0.79 11 ► , ►r ► Hpier/L1= 1.23 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 p/f --► A 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 plf v3 eq= 122.4 p/f P6TN E.Q. 5.0 v1 w= 166.1 Of v3 w= 166.1 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4-.- 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 3.0 EQ Wind v sill w= 92.9 plf P6TN feet OTM 9174 12444 R OTM 8015 9790 v 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 Hpier/L1= 1.21 04 ► Hpier/L3= 1.21 L total= 14.8 feet JOB#: CTff 14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 pif 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 --0. v hdr eq= 0.0 plf •H head= W v hdr w= 0.0 plf 1.088 Fdragl eq= 0 F2 eq= 0 • Fdragl w= • F2 -0 Hier= v1 eq= 0.0 pif v3 eq= 0.0 plf E.Q. P 2_5 v1 w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= S 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 pif — 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 0 4 ► 10Hpier/L1= 1.82 o- 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 p/f 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 -__•. --+. v hdr e = 6.7 Of ---► •H head= v hdr w= 140.1 p/f W 1.083 • Fdrag1 eq= 34 F2 eq= 6 Fdragl w= -0 F2 - 131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 Pff P6TN E.Q.4.0 v1 w= 179.6 plf feet v3 w= 179.6 p/f P6 WIND H total= 2w/h= 1 2w/h= 9.083feet . Fdrag3 eq= F4 e.- 6 1 Fdrag3 w=710 F4 w= 131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 p/f P6TN 4.0 EQ Wind v sill w= 140.1 plf 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 Hpier/L1= 0.22 , ► Hpier/L3= 1.20 o• L total= 27.3 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower L1V` Roof Level w dl= 150 plf V3 eq= 425.0 pounds 425.0 pounds V eq 850.0 pounds V1 eq= V3 w= 680.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds v hdr eq= 50.0 pff - A H head= A v hdr w= 80.0 pff 2.083 v Fdragl eq= 300 F2 eq= 300 • Fdragl w= .'0 F2 -480 H 5.0 w= v1 = 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 pff v3 w= 272.0 plf P6 WIND feet 2w/h= 1 H total= 2w/h= 1 10.083 . Fdrag3 eq= s I F4-.- 300 feet • 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 plf 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 ►4 ► Hpier/L1= 2.00 r o- Hpier/L3= 2.00 L total= 17.0 feet JOB#. CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID:Rear Lower KIT* Roof Level w dl= 150 p/f 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 -' v hdr eq= 111.0 p/f --r. •H head= A v hdr w= 136.6 p/f 2.083 Jv 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 feet :Fdrag3 eq= F4 e•- 234 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: li L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 Hpier/L1= 0.91 ► ►� 0. Hpier/L3= 1.25 i L total= 14.5 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Sheart••0(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 Loadingla°1,,c,a> (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing i,..-";�� Pony wall height Fasten top plate to header �• /with two rows of 16d 7' sinker nails at 3"o.c.typ • : .r Fasten sheathing toheader with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown ' /panel sheathing max total .'.' ' Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. If needed,panel splice edges shall occur over and be >;L nailed to common blocking 10' • Min.double 2x4 framing covered with min 3/8" within middle 24"of portal max • •'. thick wood structural panel sheathing with height.One row of 3"o.c. ✓;" 8d common or galvanized box nails at 3"o.c. r nailing is required in each heighf "" in all framing(studs,blocking,and sills)typ. panel edge. • Min length of panel per table 1 Typical portal frame construction ` Min(2) 3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of I i i jack studs per IRC tables Min reinforcing of foundation,one#4 bar = t top and bottom of footing R502.5(1)&(2). Lap bars 15 min. " ' .(, Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association CiRoseburg J2 MAIN 10-27-15 A Foust Pr ducts Comp am 3:21pri1 CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Deflection Criteria: L/480 live, U240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 .. _.a.,^... .r_ 44, �.....�%'av4, ��f,..�,�-., oma � 12 7 0 12 7 0 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0.0 on Wpe Length Required Reaction Uplift 2 12 .000" Wall DFL Plate(625psi) N/A 1.750" 441# DFL Plate(625psi) N/A 1.750" 441# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p10 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Positive Moment 1404.'# 2820 Loading Shear 49% 6.29' Total Load D+L 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" U684 LL Deflection 0.1717" 0.3182" 6.29' Total Loal Load L/889 6.29' TTotL L Control: LL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON PSflbngTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGF TS RESERVED. E WP MANAGER "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON TRUSS must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 t4 Roseburg J3 MAIN 10-27-15 02713 A Forest Ptnduets Company 3:22pm CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: D Live Load: 40 PSF �' Building Code: IBC/IRC Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 }AlSinitkit xY x.a. ._ s - r � .ams 1 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIgk 1330 1060 ® 10 3 0 3400 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0000. on Wall Type Required Reaction Uplift 2 1 .000" Wall DFL Plate(625psi) 3.500" 1.750" 387# 2 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# 3 34' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# __ DFL Plate(625psi) 3.500" 1.750" 315# -- Maximum Load Case Reactions Used for appyig point loads(or line loads)to carrying members Live Dead 1 302#(227p1f) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494p1t) 169#(126p1f) 4 250#(187p1f) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Positive Moment 1078.'# 2820.WLoading Negative Moment 1178.W 38% 6.08'25Odd Spans D+L 2820.'# 41% 13.25' Shear 541.# 1220.# 4Adjacent 1 D+L End Reaction 387.# 33/0 13.24' AdjacentSa1 D+L Int.Reaction 1151.# 33% 0' Odd Spans D+L Int. Deflection n 991.# 1775.# 55% 13.25' 0.1609" 0.6516" 11971 Adjacent 1 D+L LL Deflection 0.1294" 0.3258" 6.08' OddOSpans L 11999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners Stro Tee KAMI L HENDERSON Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawin meets a PACIFIC LUMBER&TRUSS must be reviewed by a qualified designer or design professional as required for approval.This design assumes prlogduct installation aaccordi g to he manufactu ers's specifi tionshis sheet.The design BEAU OREGON 503-8588-9663-9663