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Specifications (43)
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 comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawispace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. 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"c)-c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 21.8'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.) 2.7i psf 2.5 psf joist at 12" Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2'psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF rr _ DI T i (2)2710 HDP y' -.�O?Ft n TRIC. 0 E ,n 1 _. • Z N�N J i 1 I : I I f i re ,, , ATnc' I L__ ahs a V j'I i I 11 'I m ,;.' -1 0 1=4 �~ j w r , N t w ii r1 11 I� i {_ r4 I i 1 r ,, , , I 0 i i I �, 1 L I I { 1. , 7. i (2)2,10 HDF __. ^r ;'-- -4,. ;4.11'6""""6' 'RB.a5 RB.a5 1 I (2)2210 HDR ._. �._.� 1 L I AIM.H6R j MIN.HER I -..—..-.—,-- GABLE END TRUSS Plan 3413A ROOF FRAMING PLAN ENGLISH REVIVAL MST37 Cr) NS737—A ±c a (te lif l ; f j Ii CU ii i II I 111_0 ISD P6 it i 0 Ii i i THIS SLOE II i I---,,--,-,� II i'.`'ii ;ill.//• �— II �u <.";._ L7 I L ii ii Ij II ' N5T37 MST37 ore MST37 MST77 11)51.2 Plan 3413A UPPER LEVEL SHEARWALLS 1/4"=1 b ENGLISH REVIVAL B 0 P3 51.2 S7HD14 5THD14 51HD1 , 6z12 HDR TMD1 ,)2X10 HD 2)2X10 HDR 4xI2 HDR 2)2015 HDR , Fir 1 c --� 3: - 13- B—.161. • o Fr:--- -Ti. I - -1 - 2 SRAs _ 110 II i II WIM STJD / III �I I 1 EACH SIDE MIN. IiSII -_ I �----11 FlXRIRES I =I•Lh I ABJVE .21 I t 2x10 BLOCKING FOR � TV®473"A.F.F.FOR_ i I gd t ai,4' 2. i i \_ ,I o �•^ - 1 �® ii , o r rc I III'0 FlXTL RE. _== r_'11 �,S AB. I I I III .= il 4 - __ _, 11 �•H --Y__-BDARING WALL THIS SIDE P6 SY.X113M FB I BEAR NG 1MALL11 SIDE .�..-»' I ",-11 LS 141.1b]1_1314_,yklxx.z�JL � I II\ / 7 j .1 \ �2 1z10 h DR �I \— Es fA= BEA IN•WA 1�/� 1.'.14 P4 _. 8 \ 5 D11DV/ 1 '-cc N I \ I / II I kali i tjo 3 rl i �1 I\/STAIR " -1 CO I,`FRAMING �.1 1/ \ o ElI / \\ ii of \ lI / 4.= •\-HI 9- 1 / GT POO. l \:`� GT B X1B BIG SEAM DR."PE.) t I/ LSL 130x14 RIM OyE a1qT A,1� � ri; (Y)2xiC Hr �, = 11 �B.1 i o f -n Msr.7 I EXTEND FLOOR ,��/ �_ .�._ 2 i SHEATHING TO RIM gym`Ql EXTEND IM :OA %12 1.'.,„ , ._.,,_..._11:r• • -- TOP CHORD®I�Pai p `ai 1:171+,' gLSL 13'14 RIM I STH.14 • m • �� �� 8 �., 0 ROOFTRUSO C ®K FRAME —...102.3L1.9.101 STRUCTURAL FACISA B.1 6 I L•^ B <r11_4X1 -R I 1, 616 POST Q ® 6x6 POST VI PLATE HEIGHT AT I SEE SHEET A9 UPPER LEVEL 8'-1” FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL 9'-1" MAIN LEVEL SHEARWALLS Plan 3413A UPPER LEVEL FLOOR FRAMING ENGLISH REVIVAL ' , 10'-2✓2- 11 7-1/8- 17-D• 1 14*-2.)1" i ,r I Ji THICKENED J 0 I , SUB EDGE i 3W CONC. SLAB I a o'-s a P rTHDi Ir 1 _ _ _ � 9I1 in I_$ THD14 O STHD14 �j x zIs LI sWM i ' 2Y" 1 y fill -I I In ET-1 r I 1 10'-3- iii / 10"-6- 13"-3' • r I9)9) 1JI S O 16.O.C.U.N.O. '?a I Z m • 18X18X10 FIG. I-'-1 -I-f W/(2)L4 EA.WAY �_�i_�_—_—_—_—_—_—W 1 TYP.U.N.O L.ii_IL._I I18 a i INSTAII SYSTEM TO ALLOW ADEQUATE 7 i DRAINAGE BENEATH 11Y I1 L ; m r1 ru-1 SLAB ON GRADE AND �_11----��_�_—_—_—_—_—_—�-{-I CRAWL SPACE L4J L jJ CONDI IONS 30x30x10 FTC. 6'-0- THIS i W//3)#4 EA.WAYk . THIS SIDE • _ BRG WALL W/FiG� / P6 , r 1 THIS la 'Is y 1?ii .11..W.114/ SIDE +vRrr— — _ _ J ( L r-I—_—_—_q SPA CI THD14 Era 0 9, loSTH014 1 —_Js.L_—_—_h 1 L}J I 6-x-3'4 _/ s 3W CONC. SLAB m 0 W. 0 * 1W-5V D, I L-0'-21/4- 0 315X916 LA -..1—. ♦ Ank it -34115 BLOCK OUT r.o , STRAPS LOSIEMWALLTYP. '� VP J 1 i Alm FIXTURE Ago iE ar. �1 •• �_ I ___ _ Q ABOVE J I .! STH014 - t.4 -T p 1 •i NOTE: PROVIDE STHDI4RJ SLOP•lE,r -JF- a P3 IN LIEU OF STH014 AT 0 3W CONC. k, RIM JOIST CONDITIONS SLAB • ..-i B'-6' • I! Aj 6x6 POST NTH I 6x6POST WITH ABU BASE •_- — — ABU BASE 1,• ' T TOP OF SLAB •,'-10%, 1s'-3' '-1Dai` Y-6) CRAM.SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 990 SF/150=6.6 SF=950 SQ.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 1,015 SO.IN.-14 VENTS 0 72.5 SO.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36-OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3413A FOUNDATION PLAN 1/4"-1'-O- ENGLISH REVIVAL Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 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_3413.ecw:ROOF FRAMING Description 3413A ROOF FRAMING Timber Member Information 1 RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x10 6x10 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 5.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.500 3.500 7.250 3.500 3.500 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 Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem 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 III Span ft 5.50 7.50 3.00 3.00 3.50 5.50 5.50 Dead Load #/ft 315.00 315.00 60.00 315.00 60.00 60.00 60.00 Live Load #/ft 525.00 525.00 100.00 525.00 100.00 100.00 100.00 Results Ratio= 0.8286 0.8764 0.2405 0.3678 0.3274 0.8084 0.8084 II Mmax @ Center in-k 38.11 70.87 2.16 11.34 2.94 7.26 7.26 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 890.9 856.7 352.7 431.5 480.0 1,185.3 1,185.3 Fb:Allowable psi 1,075.3 977.5 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.9 71.6 27.7 52.1 33.6 56.3 56.3 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 II @ Left End DL lbs 866.25 1,181.25 90.00 472.50 105.00 165.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 275.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 440.00 440.00 @ Right End DL lbs 866.25 1,181.25 90.00 472.50 105.00 165.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 275.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 440.00 440.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection.OK Deflection OK Deflection OK Center DL Defl in -0.025 -0.044 -0.008 -0.005 -0.015 -0.089 -0.089 UDefl Ratio 2,617.7 2,050.3 4,587.6 7,766.6 2,889.0 744.5 744.5 Center LL Defl in -0.042 -0.073 -0.013 -0.008 -0.024 -0.148 -0.148 UDefl Ratio 1,570.6 1,230.2 2,752.5 4,660.0 1,733.4 446.7 446.7 Center Total Defl in -0.067 -0.117 -0.021 -0.012 -0.039 -0.236 -0.236 Location ft 2.750 3.750 1.500 1.500 1.750 2.750 2.750 UDefl Ratio 981.6 768.9 1,720.3 2,912.5 1,083.4 279.2 279.2 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 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 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 1 OF 3 [Timber Member Information B.1 B.2 B.3 8.4 B.5 B.6 B.7 Timber Section 6x12 2-2x8 2-2x8 4x12 2-2x8 Beam Width 2-2x8 LVL:3.500x14.000 in 5.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 11.500 7.250 7.250 11.250 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 Fr,No.2 Hem Fr,No.2 Douglas Fr- Hem Ar,No.2 Hem Ar,No.2 iLevel,LSL 1.55E Lards,No.2 Lards,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 enter Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 415.00 415.00 415.00 415.00 160.00 160.00 Live Load #/ft 525.00 525.00 525.00 525.00 100.00 100.00 Start ft [ End ft LL Results Ratio= 0.7526 0.8881 0.6766 0.8340 0.4636 0.1379 0.7300 ill Mmax @ Center in-k 94.43 27.38 20.86 70.10 14.29 4.25 194.04 @ X= ft 3.25 1.75 1.50 2.75 2.75 1.50 7.00 fb:Actual psi 778.9 1,041.8 793.6 949.6 543.9 161.8 1,697.1 Fb:Allowable psi 1,035.0 1,173.0 1,173.0 1,138.5 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 81.8 118.0 95.9 107.5 46.8 19.6 118.8 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 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 @ Right End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK i Center DL Defl in -0.020 -0.015 -0.009 -0.018 -0.029 -0.003 -0.125 L/Defl Ratio 3,833.7 2,726.8 4,218.1 3,672.5 2,268.7 13,979.9 1,339.5 Center LL Defl in -0.033 -0.025 -0.014 -0.030 -0.023 -0.002 -0.334 L/Defl Ratio 2,341.7 1,665.6 2,535.2 2,207.3 2,835.9 17,474.9 502.3 Center Total Defl in -0.054 -0.041 -0.023 -0.048 -0.052 -0.005 -0.460 Location ft 3.250 1.750 1.500 2.750 2.750 1.500 7.000 L/Defl Ratio 1,453.7 1,034.0 1,583.5 1,378.7 1,260.4 7,766.6 365.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 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 1g252_plan_3413.ecw:Upper Floor Framing (c)1983-2003 ENERCALC Engineering Software Description 3413A FLR FRMG 2 OF 3 [Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 LVL:1.750x14.000 2- 4x12 Beam Width in 3.000 1.750 1.750 3.000 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 7.250 14.000 7.250 11.250 Le:UnbracedLength ft ON 0.000.000 0 0.00 0.00 0.00 Timber GradeHem F . Level,LSL 15E Level,LSL 1.55E Hem F,,No.2 iLevel,LSL 15E Hem Fir, Douglas Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 850.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 150.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 1,300.0 1,600.0 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 Sawn Sawn Repetitive Status No No No No No No [Center Span Data r Span ft 4.50 6.00 15.00 3.50 6.00 3.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 16.000 Eft 16.500 Enndd ft 352.00 Point#1 DL lbs 352.00 LL lbs 10.000 @X ft [Cantilever Span II Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,430.00 LL lbs 4,045.00 @ X ft 0.500 11[Results Ratio= 0.7478 0.4469 0.4520 0.0377 0.1872 0.2080 0.9132 Mmax @ Center in-k 20.05 59.40 23.76 1.01 28.62 6.41 76.76 @ X= ft 2.25 3.00 6.00 1.75 3.00 1.50 9.97 Mmax @ Cantilever in-k 0.00 0.00 -69.09 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 1,208.6 38.5 500.6 244.0 1,039.7 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,020.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 66.3 4.4 60.0 29.5 47.1 Fv:Allowable psi Shear OK 150.0 Shear OK 310.0 Shear OK 356.5 Shear OK 150.0 172.5 207.0 Shear OK 356.5 Shear OK Shear OK [Reactions 11 @ Left End DL lbs 405.00 900.00 60.00 26.25 750.00 352.50 387.38 LL lbs 1,080.00 2,400.00 600.00 70.00 840.00 360.00 802.58 Max.DL+LL lbs 1,485.00 3,300.00 660.00 96.25 1,590.00 712.50 1,189.95 @ Right End DL lbs 405.00 900.00 3,660.00 26.25 750.00 352.50 539.62 LL lbs 1,080.00 2,400.00 5,703.83 70.00 840.00 360.00 927.42 Max.DL+LL lbs 1,485.00 3,300.00 9,363.83 96.25 1,590.00 712.50 1,467.05 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 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 2 11 (c)198&2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 UDefl Ratio0.048 -0.000 -0.012 -0.003 -0.157 4,027.1 5,105.1 3,758.9 102,709.8 6,126.2 10,410.6 1,263.6 Center LL Defl in -0.036 -0.038 UDefl Ratio 1,510.2 1,914.4 1,225.2 38,516.2 5,469.8 10,�3.7 Center Total Defl -0.284 Location inft 2.250 9 -0.052 -0.107 -0.001 -0.025 -0.007698.2 3.000 6.720 1.750 -0.440 UDefI Ratio 1,098.3 1,392.3 1,685.5 28,011.8 2,889.7 5,150.5 1.500 4447 Cantilever DL Defl in 449.7 Cantilever LL Defl -0.079 to -0.055 Total Cant.Defl in UDefl Ratio -0.133 539.8 T : PLAN 3413 Job# Dsgnr:itle TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 Timber Beam & Joist 14252_Plan_34f3.ecw:UpperFPageaming User:3-2 0 3 ENE.Ver 5.8.0,1 Bering 03 (c)1983-2003 ENERCALC Engineering Software Description 3413A FLR FRMG 3 OF 3 [Timber Member Information II B.a15 B.16 B.17 B.18 Timber Section Prilm:7.0x18.0 2-2x8 4x10 2-2x8 Depth in 18.000 in 7.000 3.000 3.500 3.000 Beam Beam Width 7.250 9.250 7.250 0.00 0.00 Le:Unbraced Length ft 0.00 0.00 Timber Grade osboro,Bigbeam Hem Fir,No.2 Douglas FirNo- Douglas No- 2.2E psi .2 3,000.0 850.0 900.0 900.0 Fb-Basic Allow 180.0 180.0 Fv-Basic Allow Sip300.0 150.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 LoadDuration Factor 1.000 1.150 1.150 1.150 MembeerrType Sawn Sawnpe Manuf/Pine SawnNo Repetitive Status No No No [Center Span Data ft 20.00 4.50 13.75 3.50 Span Dead Load #/ft 150.00 60.00 75.00 180.00 Live Load #/ft 400.00 100.00 125.00 480.00 lbs 4,485.00 490.00 Point#1 DL LL lbs 6,225.00 1,335.003.500 @ X ft 12.500 [Results Ratio= 0.6987 0.1576 0.9150 0.4273 11 911.18 4.86 56.72 12.13 Mmax @ Center in ft 12 .48 2.25 6.87 1.75 @ X= 461.5 fb:Actual psi 2,410.5 184.9 1,136.4 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 Bending OK Bending OK Bending OK Bending OK 18.3 56.6 52.3 Fv Apsi 135.7 Allowable psi 345.0 172.5 207.0 180.0 Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 3,181.87 135.00 515.62 315.00 LL lbs 6,334.37 225.00 859.37 840.00 Max.DL+LL lbs 9,516.25 360.00 1,375.00 1,155.00 @ Right End DL lbs 4,303.12 135.00 515.62 805.00 LL lbs 7,890.62 225.00 859.37 2,175.00 Max.DL+LL lbs 12193.75 360.00 1,375.00 2,980.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.231 -0.004 -0.163 -0.004 UDefI Ratio 1,040.8 12,081.4 1,010.4 10,534.3 Center LL Defl in -0.412 -0.007 -0.272 -0.011 UDefl Ratio 582.4 7,248.9 606.2 3,950.4 Center Total Defl in -0.643 -0.012 -0.435 -0.0150 Location ft 10.400 2.250 6.8 5 21. 751.750 UDefl Ratio 373.4 4,530.5 Title: PLAN 3413 Dsgnr: TRE Job# Description: Date: 1:28PM, 20 OCT 14 p SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 User: ENERCALC Engineering,1-Dec-2Software Timber Beam & Joist Description 3413 ABCD CRAWLSPACE FRAMING +4252 Pia"-sat3.e�w:CRawLSPa EaRaMI e c 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 Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 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 lb 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 Iv: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 L/Defl Ratio 2,975.6 Center LL Den 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 I Code__,__Suggest _Suggest Suggest Lpick Lpick _Lpick Lpick_ I - ��' it. In? n ratio in. ratio ' J h _�________ I_ x L�b L 1y L TL240 L LL360 L max TL del. r LL del. L TL360 L LL480 L max TL deft TL del. LL deft.LL del. Joist d S.a. •s .s • M max b .s • ri-lbs _ size&.rade width in. ,de�[h in. in. s _ - - -- " I I{} � 44 36.0 0.32 495 _._._ - - 0.521 I 14.14 14.29 14.14 0.47. 360 00:3348 495 qp �5 2380 1220;_1 40E+OB 14 71� 27 73 158:21301.: 14.801 1148..7713"r1 _0 66� 1.75 9 5 19.2115.57 15 29 154 00.55621._ 42. 360 495 9 5 TJI 1101_ _._ - "- 1.40E+OS 16.11 33.27 , 15.73! 0.721 0.58 15 2380 12201 17.31 0.791 1.75' 9.5 16140 18.61 17 82 17.31 16.77 16.94 1677: 9.5"TJI 1101 9.5 12; 40I 2360 1220. 1.40E+08 __ 0.851_ _-- ---- 9.5"TJI 1101 1.7555.45 19 194 18.64_ .18.644 0 56 4 360 0.41� 2380 1220 1.40E+08 20.80, _ _ -- -�- 175' 9.5 9.6� 40 _._. _ _ ___ _ _ . - 14.27 13.97 13.97 0A41 384 0.35 480 9.5"TJI 110x_,_._---- - --- -, 0 51 1.75 9.5 1 16; 40 10 2500 1220 1.57E+08 17.31 36.60 16 36 16.34; 15 34. 0 68 0 54 '15.17 14.84 ; 1484 0.46 384 0.37 '. 480 9.5"TJI 110; � 0 751 0.60 16.69 16.34 16 34 0.511 384 0.41 480 16 40 ;10 2500 1220 "1 57E+OB 17 32 36 60 17 36 16 34 18 34 _---_-_ 95 TJI 110' ti 75 95 F 10 2500 1220 1 57E+08 20 001 48 80 19 11 17 98 17 98 _ 0.65 17.608- - 17 98 17 60 0 55 384 0.44 9 5 TJI 110 1 75 9 5 __ 40 9.5"TJI 110 1.75 9.5 9.612� 40 10 2500 1220. 1.57E+08 22.36' 20.58; 19.37 19.37 �_3 14.81 14.81 0 46� 384 0.37 480 - 16.32 0 68 0 54 160.541 13 15 84 15 81 0 49 384 0 37' 480 9.5"TJI 2101 2.06251 9.5 1 16 40 10 3000 1330; 1.87E+08 17.32, 33.25 18.40 16.301 16 30 0 78 0 581 17 08 15 32 15.74 0 49� 384 0.43 480 9.5 18 40 10 3000 1330 '1.87E+08' 21.911 1 18.97 39.90 18.40 17 32 19 06 _ 00.78961 0.58r- 384 0 480 9.5"TJI 210, 2.06251.87E+08 . Q•68_ 1 951 40 101 3000 1330 21 911 21 26 19 561 =■ 8 6 1 - 19.06 6 18 66 r 9 5 TJI 210 2.0625 -----• - "' - - 3000 133 24.49 21.82; 20.531 20 53 -- - ----"'-" 9.51•10.9.61,1 40 10 15 29 15.29 0 48; 384 0 38� 480 9.5"TJI 210 2.0625 . - 16.8310.701 0.561 15.63 0 51 384 0 41; 480 1330, 2.06E+08 18.25; 33.25 17.89116.83 17.89 0.75 050 16.60 16.25 . '15. 384 038 - 2.312519,5; 1 1640 1010.821 0.601 17.89 16.85 0 516 ... . 480 9.5"TJI 230140 10 3330 1330',2.06E+08 19.99 39.90 10.91 17.89 19.69; 18.28 9.5"TJI 230 2.3125 9,5 1619.69 19.27 19.27 0.60 384 0.481 480 9 5) 10 3330 13301 2.06E+08 23.08166 50 22 54' 29 2�1 21.211 0.88 0 71 9.5"TJI 2301 2.3125 12 40 � 3330 1330 2.06E+OSI i _ --- ---- --- ----- '"' '------ ----- ----_- 9.5 i�� - - .1- ` -- 17.04 16.67 16.67 0.52 384 0.42 480 9.5"TJI 230 2.3175 ® i ---- ----- 17.72�';. .17.72 0.55 384 0.44 -- ---------- - i 0.65 18.10 -J-----' -'---------�- 10 3160 15601 2 67E+OB 17.78t 39.00 19.50 18.351 19.47 0.81` 0.54 480 1.751 11 875 19.2 40 19.47 46.80 20.72 19.50 19.5077 0.6115384 0.49 480 11.875"TJI 1101 0.89 0.72 I 19.93 19.50 i 1.75 11.875 16 40 10 3160 1560 2.67E+0321.46 21.0190 21.01, 0.6611.__.384 0.53 480 11.875"TJI 110 40 10 3160 15601 2.67E+08 22.491 62.40 24.57; 21 421 23 12' 0.961 0.77 11.875"TJI 1101 1.751 11.875 121 40 10 3160 1560- 2 67E+08 25.14 78.00 24 57 23 12' 1- --- - _-- - _ 11 875"TJI 1101 1 75� 11 875 9 6 -!-- 18.00 17.62 17.62 0.55r, 384 044 480 21.340 49.65 21.90 20.61 20.61 0.86 0.69 19.13 13 18 7 9,72 0.641 384 0.521 480 -- 480 - -- - - ---- 19.39'::, --- -'- 40 ---1p 3795 1655 3.15E+OB 19.481 41.38 20 61 19 3910 81 11.875"TJI 210; 2.0625 11.8751 19.2; 40 10 3795 1655 3 15E+OS 22.681_ _ _ ---- - --- 0.691384 0.55 11.875"TJI 210 2 0625 11 875 16 .._. 095 0 ------ 24.431 1.021 -- 0.81 - -- 22.20 ?2.20 22.68 11.875"TJI 210 _2 0625; 11 8751 ??I40 1�� 3795 1655 3.15E+08 66 20 24 10 2 384 0.45 480 11.875"TJI 210 2.06251 11.8751 9.6 40 1013795 165 27.55 25.96' 24.4319.76 19.34,"r.,.1Q.34' 0.60 384 0.48 480 _-_4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.03' 0.831 0.71.89 7 18 59 18 20 18 20 0 57� 11.875"TJI 230 2.3125 11.875, 1 16 40 10 22.491. 49.65 24.894._ 23 28 23.421 0.98 0 7 1 76 29 24 29.34 0.671_ 384 0.48 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3 47E+08 22.49 49.656 22,62 21 42 21 28 0 08} 0.88+- _ _ --- 7 38 1 t 480 11.875"TJI 2301__231251 11 875 121 40 10 4215 1655 3 47E+08 -1 - 22.93 22.99 0 72 384 0 45 480 40 10 4215 16551,,73.47E+08 29.03 .82.75. 26 81' 25 23 25 23, 11 875 9 61,_ --�- 11 875"TJI 230' 2 3125 1 __�_ 0.66 18.28 17.89 17.89 0.561 384 0.82 0.59 384 0.48 480 0.70 19.43; 19.01 1111' 11.875 19.2,1640 10 4315 1480 3.30E+08 20.77 37.00 20.93119.69, 20.93 0.87 I 20.9301 20.93 0.651 384 0.52 480 1.875"RFPI 4001 2.0625d315 1480 3.30E+08 22.76 44.40 22.24 20.93 21.38 1.875"RFPI 400 2.0625 11.875 16 40 10 23.03 22.54 20.93 0.60 384 0.56 480 4315 1480 3.30E+OS 26.28; 59.20 24.48 23.031 23.03' 0.961 0.77' l 40 10 1.03. 0.83 1.875"RFPI 400; 2.0625 11.6751 12 40 10� 14801 3.30E+OB 29.38 74.00 26.371 24.81 24.81. 1.875"RFPI 4001 2.0625 11.875 9.6' 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 Desk Bucklin.Factor D+L+S 0.80(Constant Section 3.7.1.5==_= -.._ ®��1111. 0.30 Constant > Section 3.7.1.5 -_ OMr CfCFb =Cf c =I1997 NDS Mininii_=11 1111E31.11-=MENI Section 2.3.10 --- Bending Com. Size Size[ mmi-- IEImETIZI_QEESI-__- iiii-____IIIIII--1 duration duratio factor factor 112:1___ __- --__- Width Depth Spavin. Height Vert.Load Hor.Load s=1.0 Load Plat:Cd(Fb)Cd ( )Fc Cf Fc erp E Fc perp' in. In. In. ft. :If sf :if �SFc MINI11E11 sl .si sI ���®�Pb.' 1-ffc/Fc e -®0���� 0.9916 MEM M 1.05®MEE1111:111111 200 000lIMIZIMEZINIEMEMINIEME111112133111•190 0.00 0.000 0 MIEEMINUEMILEMIIIIIIIIUNIECEINKEIMIIIIIMI 0.9966 -®®®' ®IMIEMIC 1,200,000 966 /�•�• 340.90111=11111111/ 0.00 0.000 H-F Stud ®®mmilliKallt00111.101.1111.1] 0,9947 IMMEMII 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340,00 1.00 0.00 0.000 H-F Stud 1.58.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 ®® 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200000 854 506 966 449.95 395.22 394.29 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 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 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 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud ®®��®"'�' 0 9944 ®i r ®®®' ®®®®1 200,000 MAIMED 875.438 SPF Stud �� 0.00 0.000 1.05 1.15 675 425 725 1 200 000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud ®®�n 30.9 1760 0 0 9944 28.3 1525 0 0.9957 2091.8 1.00 1.15 ®1 05 1.15 675 425 725 1200000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud ®®M 8.25 28.3 2030.t 0.9925 2789.1 1.00 1.15 ®1.05 1.15 675 425 725 1200000 854 531 875.438 449.95 388.13 386.67_1.00 0.00 0.000 SPF Stud ®® 8.25 28.3 3050 4 0.9957 4183.6 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 1.00 0.00 0.000 ----_---- MINI --- ----____ Cd3s�®®il�ih��®� M 1.00 _i.15®im®1133:1111E11 1,300.00011111E011110111EMEEMBINEMEINEMEINICEEI moo 0.000 ff61311110011111E10111111311111.111311111111111111EMMKINEMIEfflallital 1.15 11181110113111110311103110Eal Ljoomoo 11111EillillEZIMEMBEIMIIIIMENIECCIE o.8o moo 0.000 ®®il111•022i00®111111111111131.15 ® ®� 1,300000®� �7 0.00 0.000 ���������- -------- SPF#2 ®m�ii EKENEERmmEmamiumammacm 115 ®®i®®®®1400,000 1,308®®® 1015.45 531.23 0.52 0.00 0.000 SPF#2 ®®ICE111•111111110 �' 0.3905 - 1.15 ®®i®��®' 1,400,000 1,308 SPF#2 ®®m�� r 1.15 ® ®��®i 1,400000 ®� ®� 0.00 0.000 ---����.--.-- - 1296.30 ®� moo 0.000 --����- ---� ---111MINIIIIII•--11111111•1111 SPF Stud14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.05® 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00a-I- MMIIIIIII--® 111.11_�_ __ Cr ���_ �_�� -_ c KcE 0.80 Constant > _..._0.30 Constant > ®�-� �.......-. ME1��� Cfb 11.11111 1997 NDS_==- Section 2.3.10 ���� 7 cern.. Size Size [��57m[�ml�f ®��� INIIIIINIIIIII =_ =__-_1021011rduratlo tactor factor --- _ -��----�- Stud Grade Width Depth Spam.Height Vert.Load Hor.Load <=1.0 Load at Plat: Cd (Fc)19111111E1Fc perp Eill Fc perp'����® In. in. in. ft. lie 11 f .11 •si esi sl Fb'•1-fc/Fce 111122=1111001111110111111311591E1110111111111112111.1113111 0.9951 "lc 1.00 1.1 ®111011 405 KIM 1,200,0001111110311111311311111113EZSIIIIISCOMEMENIECI0.586 H-F Stud ®®1111111B30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 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 11331®OIMEM13911111111373111111113ID 0.9943 1111=11111111(111111111111®11EM® UMI 405ELM 1,200,00011111E3111103- MEM111111111M111111111322 re.=• ®®®ELEMEIMITEIMUEIIM 1.00 ®11111®11151111®' 800 1,200,000.11EIMIECIMEME®' ®' 0.500 H-F Stud 1.5 3.5 ' 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud -®0IIKIIIIEEIMINIE1IIELIZ7iE:a_1.00 ®KEEMEE11®1,200.000 ®111EMMIEEIMIZECWIMILM 0.618 SPF Stud 1.5 ®®rs 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 III .05 1.15 675 425 725 1,200,000 1,366® 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 ®®.136311321®' 8.13 0.9952 2789.1 160 1:00 -1.05 1.15 675 Eme 725 1,200,000 1,366 531 761.25 449.95 mon ®' 271.03 SPF Stud 1.5 ®aillilla 2320 8.13 0.9958 4183.6 1.60 1.00 ®1.05 1.15 675 IIII 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 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 1.001.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 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 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 EGZEIN®®IELII®''MIXIMIESEMINEEI�'.® ` INK 1.00 ®113CI® ILEM®' 1,400,0001111121111ESINECESZIIIED 940.30111EMEMEEK7IIIIIIIIME SPF#2 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.10 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF02 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.10 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.05 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 p##### 0.979 -- --------- ---_-__IINIIIII----- 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 244.40 233.80 106.67 0.46 927.02 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 aTaT T ati iTk aTac iTy!�aTa TIT TlTiT TT'lrlT T .. I 1 N A c nIIN N N N N 6 N n f^n N y nnN n:y N P 'nn no.nnn �m W W W W W W W W W inlN WWW W W WWW n W.P.5 g1881 o a+ •,0n W 000 040 W W W W W W JIA A I V ~ T WW W WW+ WWW NWNWW " 'IF = yNyT W W WWW ?mm V NmW NmW NNamma NNNmmW PPP + N W A+ +m m !Ile, m m HEM N W w N NW N WN w W N r W W o c e� o m W w W m m A w w W m m A < r W o V mN g.":g O O V N N N O O W 0 0 0 O O N N 6 D 2 y + w + 4t W+ W W W+ W W W WA W V D OO O O OCOOO OO i N � m W mN N m �p O A W N N N O V W NIN N A WW N O m W m OWi N i;+A. 2A NIN N ++ A V 0 N N N +NW+ m m N V m W N mm I �- A W W W W V W A Co A AT W +I W 0 O1 W 0 W 010 0 0 0 0 o o o a o o I 0 �Im OIo Wi T�- I m WIm +I, - -i 2Ia o 2 WW W WWW IWWW N�WWWW NIWWWWW Z 9 I z WW WWW ,r� 0 I o'o W o e o 0 0 a NNW W v W W W N W W W W W WWWWWW WN WN WWWN WON i- ry D �ma t3 W 333 8 8 V W N WV N 33333310 WIN W W W � NN N NNN ANN NINNNNN ANpNa.Q x N W �' NIV W W W W W 00 000 0 WIa WNNN ee080o`�' WW eoO 08 eo _ N,N++++ ti' I ; q N.oNN ti�N o�ooeoo 00000O1m 000 0 o 0 00 88881 o;000e0o MEE eoo co N N + N N N N N I +I++ + O + T 6 T I u OOm t W WW- W WW W wWwl Wi0ttt WOIAmre �T + °' EEE+ + +++ mmm uIw W W w W omrn$m Wil + +A AmmAW OAW Am WAVAAV 888 ++ 741F5:4 1F5: A > >V W+ d y! ANN AAAWA HMV ' v O y TNA yS0> WW mAtmVW mAm WW_mN O oW uNmm mNNmmA Nwl a m o W a" m a 1p N o o A-^ v Z A N N 88: V V W WI(+J W V N N N O O N y 1.2 W m g gi E 0 W mV V V W A N N++N- y WN N V V N w N O m A WV W W W m W N A N mN m Y O O O O 0 0 0 0 0 IW N N+ N. 0 0 0 0 O 0 0 0 0 0 0 A W + W N fWJ O. V I O A N V A W pin w VV NN NOWe� A+W+ W+ mVmW\AA1W NVW O+N LN;; ASN m m W V N m O O e + O+b+ A�+ ro�0 OWo In C1 W pAp In N In O1 in tTi I W W m W A m W W W V l m W+W>A m D+L+S+•5W CT#14189-Betahny Creek Falls LOAD CASE (12-15) BASED ON ANSI/AFB.PA NDS-1967 SEE SECTION: 2.3.1 2.3.1 2.3,1 3.7.1 3.7.1 NENMEK0 Desl,n Bucklin'Factor _- D+L+S+Wl2 IIIIIIIMII__ _- Cr �_ _._ E---�E ENI 0.60 Constanit SecBon 3.7.1.5 �...�. ._.__CCll=�am _ Cf b t l� MOMINIMI 0.30 Constant > SecBon 2.3.1.5 ---Bending Comp. Size Size Rep. ...- Cd(Fb) Cb Cd(Fe) Eq.3.7-1 ®� Cb . Sectlon 2.3.10 -- NDS 3.9.2 Ma%.Wall duration duratio factor factor use lis/ Her.Load®' •° pit '�OCd Fe 11131111121111131111111311111=1111152111 E Fb' Fc•en' Fc' I F fc ®®�J�Q t. si psi sl psi Fb"(1-fc/Fce) ®®n ft P1 P4. pi �®(Fb)1.11.05®�� 800 1,200,000 75366 '�'•• 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 7.7083 1335 4.855 0.9935 1993.4 1.1 1.051,200,000 340.90j���• ' H-F Stud ®®���"''�® '9® ®®®®®®® 966 ]•''r'- 340.90' H-F Slud ®®®� '�''-�_® 0.9060 1 15 ®I®E 800 1,200,000 1.366 180.69 ��®®�����'+' 0.9960 '' 1.15 11311101113131112111112:31. 800 1,200,000 1,366 ��� 12=1.®®® 1680 0.9990 1.15 1.05 1.15 675 405 800 1,200,000 1,366 5060E 449.95 395.22 320.00 0.81 135.51 0.343 ®®®0®® 0.9999 MIEN 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 338.41 0.86 90.34 0.267 ®®M0.9970 ® ® SM1 200 1E® 431.52 333.97 0.77 0.392 EINERISPF Stud 7.7083 1315 4.855 0.9907 2091.8 ;80 ®®1.05 1.15 675 UM 725 1,200,000 1,366®[ tr0''�`�INEEEIIICEEEM 0.466 ®®�� ''�� 08990 '' ®® ' 1.15��� 725 1,200,000 1,366 I ' 378.09�� 260.95]167.82 16069® ®®®���7�1�� 1.05 1,200,000�ID® � �®®�IlME lifID E �®®1.05®�®® 200 000 1366® E' 316.19 0.81®SII! SPF Stud ®®�... 8.25 28_3 0.9969. 1 15 1.05 1.15 425 725 1,200,000 1,366® 333.97 0.8611=1.11111130 IINIIIIIIISPF Stud ®® 8.25 28.3 0.9969 __- ®M ��®`� 0.3001 �� '', 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 00.089 .059 ®®®��®®® ' �`�� 1,15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.61 0.062 H-F#2 1.5 ®���®�.__ ''�®®®®®®®®®1 300,000 • �'�' I'�' '' '�® ®® ®IS��1,400,000 2,093®� 1015.45 531.23 0.521, 0.057 SPF#2 1.5 ®M 7.7083 3267 4.855 0.3304 3287.1 1.60 1.10 1,400,000® 850.16® 0.62 90.61�" 4 SPF#2 ®® ���®®®®®® ®�� 1150 1.400,000 2,093®1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF#2 ®®�®® 3287 4.065 0.3750 3287.1 1.60 1.15 1.10 SPF Stud 1.5 3.5 . 14.57 50.0 255 4.23 0.9958 2091.8 1.60 1.15 1.05® 1.15 675 425 725 1,200,000 1366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 .10 1.15 875 425 1150 1,400,000 2 093 531 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1 1519 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 11644 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,7E CTS 14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke Design Buckling Factor ����•■�.- �-----.M_ c 0.80 Constant)>__.Section 3.7.1.5 KcE Constant > Section - 3.7.1.5 -� I��II __-ISMZ'_UIE -__- MIIIIIIIIIIMIENNMIM Section 2.3.10 ---- M'�' MEZEUTIMaMIIIIIMIIIIIIIIIII �O�5��Z_Q®--�- _ ___--� &maton���__-�_--_--__- 23 . 1��Q 11 Hor.Load Ste' .moi IZICIC �m '��� M�� E - 9®-®0®�I0 1111111111111 ®®�--Iii-'�ii�- -�Cd Fc[(I5II13M1IIIIIIIMfMIIfMI _P51 IIIIMMMIIMIIMF2M1M1MMMIMMIMM2111UIMIMIFZIIliXMi 61 lei ' ®mLKOMMEXIIIIIMMIM® �r 1.60 ®®1111®11130110311 800 1,200,0001111111E1111M11 966 I�-®����® 0.9950 1.50 i.15 1.1 1.0s®�� 500 1,200,000 ������ H-F Stud ®®�me�® 0.9937 -- 968 340.90 ®' H-F Stud 1.80 115 1.1 1.05®�®' 800 1,200,000�eID.®i. 340.90 inazramomminzm ®O�E�®®EEDEMIUMUll 1s0 ® t.i ILI®KRIUMMI eco 1,z0o,o001MEIMINED sss11:=MBEE®IIINIUM3/11•1113EI MUMMIIIMMIIEMMIMMIKEEMEMIMIUDINIMM 0.9947 27357.8 1.60 1 151.05®�®' 800 1,200,000�®i. 966 _®®i �� IlIZZOIIIMIIIIIMIIIIIIIIIIIEIIMIIIIINIIIIIIIIIIIIIIIIIIIIMIMIIIIIIIIII-®0 �-N"'® 0.9966 3988.7 1.60 1.15 1.05 EMMEM111131111 800 1,200,000 EMIMMEEI ®r., SPF Stud ®®mEi 25.4 ® 2091.8 1.15 ____ ___---__- ®®iFE� 30.9 1000 ®�®f3F�iF ®1,200,000 SPF Stud ® 0.9918 2091.8 _ 1.75 1.05®��m®1200,000 ®������� -®®� 1'"-®'® 0.9962 _._5 -® `�' �� ®' SPF Stud �� 1,15 �1.05®IMMIMUMI®I,200,000 SPF Stud ®®� �'® 0.9932 2091.8 1.60 ®®Ii ® 675 425 ®1,200,000®® m"'r 0.366 ®® �� 1590 0.9940 2789.1 1.60 _1.15 1.05 675 425 725 1 ®200,000 1,368 SPF Stud ®®����� 0.9987 4183.7 1.80 1.15 1.05 � ��119.04 0.338 � I 725 1200000 1,368®[ ZEI �" 79.34 0.236 ----------_------- _-----IMIN- UZMIII®®1111311 ®® ___ �_� 1.15 ®Il E] EI `E" 1,300,0o0�®i.� �� 508.1511111=111113130.044 �Lm-®®0��®® �' ®'' 1.15 ®�®��''��"n 1300,o0o�®i.�� N�,- 0.0011/1511111NUEI UZEIIIIIIIIMMIMIMIMILEMINIENIMMEMIIIIIMOILIMMIIMEEEMIMMECII 1.15 IMMUMINIEZIIIMMIMECI 1,300,00011106111111EINIMMEINEMINZE31111111IM 11111111111•11111111111111111111111111111111111111111111111111111111111111111111111111111111111- ------ ----IIIIIIIIMIIIIIM--IIIIIIIIIIII Esizai ®mai�' moN1111IIII®ILEIZE 3287.1 1.80 1.15 ®UM 1.15 icaursamma 1,400,000 ®NEMIE'494.89 ®®i ®,- - IIIIIIIKELS ®®NUIIIMILIMUZINIEED®I 3267.1 Iso Tis ®®EM 1.15 MIMIUMEMI 1150 I40-0,0001111ECEM®MM ®M2111715111111111111311 -®OtImiI1OMIIHCB®UXSEIIIMIECEUII ISO ®®MEI®EM1111123E 1150 1,400,000 ®Er,i1�� ®��� ��----���� --- ----����� 111111111111 �® ���� ------- ..--. SPF Stud 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.05 1.15 875 1,200,000 875A38 139.02 72.38 0.52iiii 0.727 ffiii EZZOM®®0-�1�-Q"'® 0.9910 3287.1 1.60- .1.15 ®m 1.15 875 ®� H-9 82 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 ® 1300 1,305,500®® 1® 2®®®®340.83 0.513 Page 1 - 280 NiekeIsen St. i /ail Suite 302 Seattle,WA / .u s 95109 / Project: ,,- - - -*--- -— _ .. s i - .Date: ,_ _ (206)2664612 FAX: Page Humber: (206)255-0618 Client: ° all 0 0 0000 p5r. 04 i5cv V... f34.644, ( A)(tr*16.) ':.:12° FLI,.* 20. Nt)(40fIS *1C 301C j ea ft& W. (#41-016) =-- 10S k - .----- - .....,. ..,.. . _ ---- 1404 ''', '4, IV "'>•,... * 7-' -----re7sw-wa 'Ay= giNi40+-ii)4-10.3 -4,-. 170 fel so -4p (J5 2.riv—i--4-4.5-_ 4K-4s ,t, .00 - .- fo3r-e,_ L- i p.... ei.30 + 2.74P0 it- etz5, re:- itieg. 7-5a, k z . ....... .., ti509rY -- viiTV 1-_ 2. lb! L----7.--- ?Ai 34. ff-62re- , 1,5 Structural Engineers 180 Nickerson MEI ENGINEERINGSt. P ^G fNc.K1. Suite 302 Project• tG. 3euttie,WA t Date: --40/114i (206) 2859522 Cheat: JMja%E T,n1144-A FAX: Page Number: (206)285-0618 P '4 & Pri_i_ss.4.646 vAtta _ Pte..- �--.. if51.76r,2 G " s 4- T�, Z cz-os) , . 0s tv 100 ' 5,0 0 = 16 j kS ) 8:p " - 30' ."viso 474.)(1)4 4. if'r L4Aas r? W/o 164: ------2s- ll?siI IV 1 (z....___ to t is A-crlotO Vie. 15,6k A A Structural Engineers � � 180 Nickerson St. Suite 302 CT ENGINEERING Seattle,WA INC. 20/P /� 98109 G/' ,� ' j • ®�,�C� Date:.'?. i�p • (206)285-4417 -_. Project: K r I. .,€?e.,/ n� (� /j Q �,(� FAX: -0 8 �'JDPws W/Dj \% Page Number: (206)285-0618 Client: 2 012 P 1 �- • � 41 I� : . ., . , , , , , "5 : . • .z„. , , „ ` . , , . : .., _..., , .,.. „ .. . ''Q . ••••• • .,......„.._.4,...,,_,.i...„.„,,,_ ,,.._„,. .. .,,,,,_, . , . , . . : . , , . „ ,, . , . .�I e 2b to ` — — s04_J " 11 32`• L°1 (i 2'. (.b s '- o I`�, Z�- :q.14 12 kk .y f 1 ! 'f44 ✓x 4 • . _ . 4 I j $t �__ _ 32 f+9 , � lam. .:_ 11 641: rTt I�,i d3 ^�s • • .- P 4 ��----. tr _ r 7... vJ1R 2X4 Structural Engineers /e„ spvos 4-,2j,6j¢ 3 + h Desi Maps SummaryReport Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document (which2012 utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 12,2.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III x- ""a,��", ,^`` i_�ire;.c � ✓r r �� as 'i � 1 :211.1:;„:,- 41,' ",i3 0 it �-c^' ,'(%,,,,,7 , , --f" ' -' — ->1 sC;—, ,,,,,,*. '.., '‘‘---- -- ' '- ::',,a, :::::N, ?.'":).1,,f--%.',.: ,. '---,,,-;,, ,i.:40..'.,',----- .-,,,'''''IL-2.,,-,4,-,‘ X ! x Luce Oswego ` €'t '.",'M., 45: rg Gut e -.4r--,„---?-:;,..,,,:-cd ? .e ,i1 • . atit`s USGS—Provided Output Ss = 0.972 gSMs = 1.080 g Sos = 0.720 g S1 = 0.423 g SM1 = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. fa 0,01 Design Response Spectrum 1.10 #,S0 #.117" #. 0220.44 014 077 SSt0,60 t 4d'. a .4# r arra 0.44 0 24 0 22 0.220.16 11x1 C00€f## 4)11,00 #. o.44E3.fE 0.4o1.# 1.219 Ldp1.. # L8f3 0.. * 0,21000.40tao1.001.201.4$ 1.401_110200 period,T$ ) Period.r(tor) 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 3413 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 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usos.qov/designmaps/us/application.php 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=F.*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= F„*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDS= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 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 C20= 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 3413 SDs= 0.78 h„ = 18.00(ft) SD,= 0.50 X = 0.75;ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 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=Sp,/(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>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 51)/(RAE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>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) = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; */.,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 7st(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 p. 0.4*SDS*1E*wp 0.2*SDS*Is*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 3413 N-S E-W F-B S-S 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 3Dec Gust=W ,,,,40_,--etd#Smph (EQ 16-33) Exposure= B B Iw= 1.0 1.0' N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.6;psf Figure 28.6-1 PS308= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 : 20.7 psf Figure 28.6-1 Ps30 0= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00: Figure 28.6-1 K.= 1.00 1.00; Section 26.8 windward/lee 1.00 1.00;(Single Family Home) X*Kr*I 1 1 Ps=X*Kzt*l*Ps3o= (Eq.28.8-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps = 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 A end C average= 24.7 24.7 psf (LRFD) Pse end Daverage= 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 0.891 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 AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 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(ns)= 12.45 V(e-w)= 14.84 klps(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTE:VAS USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT LUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Meth"-96W;(1:81)99( od 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPER. Story Elevation Height DESIGN UM DESIGN SUM DESIGN SUM DESIGN V SUM LEVEL Height (ft) hi(ft) Vi(N-S) (N-S) V(E-W) V(E-W) V(N-S) V(N-S) 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 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 21Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPER. Story Elevation Height V RNs) V(NS) V(E W) V(E-W) V(NIS) V(NS) V(E-W) V(E-W) LEVEL Height (ft) hi(ft) 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 lst(base) 0 0 0 8.169.65 kip(LRFD _ kps(LRFD) _ _ _ kips/LAS J _ kps1ASD) I 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 3413 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 (15/32"values per (SDPWS-2008) modify per S. G. w allowable (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) -- 0 1 0 P6TN 150' 150 1 P6 150 i 150 520 242 730 339 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 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 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 3413 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Us„m Usum HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 456 20.0 24,0 1.00 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 Ext, left 3 274 12.0 16.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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` 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 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 Ext. right1** 730 40.0 40.0 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.00 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 _,_ 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 b 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 Q0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.001 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 EVwind 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 3413 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 1= 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 LDL eH. C o w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Ueum OTM RoTe Unet Unum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1' 730 34.0 40.0 1.00 0.15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext. left 2 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.53 0.00 0.00 0.00 0.78 0.78 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--- -- Ext. rightl** 730 40.0 40.0 0.89 0.15 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 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 0.00 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- - 1 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0011 0.00 0.00 0.00 0.00 1.00 0.00 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 01 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 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 74.0 69.6=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 3413 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 Min.Lwall= 2.57 ft. Sum Seismic V I= 3.58 kips Sum Wind E-W V I= 5.94 kips (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p RorM Unet Usum OTM RoTM Unet Usum Usum HD (pIf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) p) Fr- -ont BR2* 263 6.8 12.3 1.00 0.151 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 (0.97 (0.97 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1* 329 8.7 15.2 1.00 0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Fr- -ont loft* 138 4,0 6.5 1.00 0,15' 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- In- -t KIT 0 0.0 0.0 100 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Re- -ar MSTR 730 18.0 20.0 1,00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.18 0.16 26.71 16.20 0.61 0.61 0.61 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- Re- -ar 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 0.001 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 0.001 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 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EVwind 5.94 EVEa 3.58 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 3413 Diaph.Level: 2nd Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Panel Height= 10'ft. Sum Wind E-W V I= 9.65 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 6.11 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 Ued U ndd Max. Wall ID T.A. Lwall LDL eft. C 0 pl w dl V level V abv.V level V abv. 2w/h v i Type Type (v i0 (OP ft) (kip-ft)M R0TUnet U. OTM ROTM 1U.. HD (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (P 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 3.0 11.3 1.00 0.1500 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 3.08 1.91 4.91 - 5.68 Gar AB r 0 3.0 8.00 1.00 0.151 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 13.385.61 1.08 1.94 3.11 3.11 Int p- 0 0.0 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 L00 0.00 0.00 0.00 0.00 0.00 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 1075 14.0 16.0' 1.00 0.00, 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 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 Dining 128 4.3 8.0 1.00 0.30' 0 33 0.99 0.22 0.60 1.00 0.87 219203 1 Rear Dining 128 4.3 8.0 19 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 8 Rear LIV* 129 5.0 '17.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.2 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 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0'"" _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0""" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 60 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -"" .N 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 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EVwind 9.65 EVE() 6.12 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 3413 SHEARWALL WITH FORCE TRANSFER ID:Front Upper BR2* Roof Level w dl= 150 p/f V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 j pounds V1 w= 670.0 pounds V3 w= 670.0 pounds -� _� v hdr eq= 65.6 p/f ► •H head= � v hdr w= 108.6 p/f 1.083 Fdragl eq= 181 F2 eq= 181 • Fdragl w= F2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4.0 vi w= 195.9 p/f v3 w= 195.9 pif P6 WIND feet Htotal=---°' 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 181 feet Fdrag3w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 pif P6TN 4.0 EQ Wind vsill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 * UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 o Hpier/L1= 1.17 �� 0. Hpier/L3= 1.17 ► L total= 12.3 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* 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= 66.6 plf •H head= 1 v hdr w= 90.4 plf 1.083 Fdrag1 eq= 217 F2 eq= 217 • Fdragl w= !4 F2 -294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 p/f v3 w= 158.2 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 217 feet • Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 i T UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 0 4 ► 4 ► Hpier/L1= 1.15 .4 Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#14252`Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft' Roof Level w dl= 150 p/f V eq 340,0 pounds V1 eq= 170.0 pounds V w= 560.0' pounds V1 w= 280.0 V3 eq= 170.0 pounds pounds V3 w= 280.0 pounds _ . v hdr eq= 52.3 plf •H head= Av hdr w= 86.2 p/f 1.083 "V Fdragl eq= 65 F2 eq= 65 • Fdragl w= .8 F2 - 108 H pier= v1 eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. 4,0 v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= •• F4 e.- 65 feet AFdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 p/f P6TN 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 • UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 Hpier/L1= 2.00 II, 1.4 t Li ► Hpier/L3= 2.00 L total= 6.5 feet JOB#:CT#14252:Plan 3413 SHEARWALL,WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790,0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds ,_> v hdr eq= 64.5 p/f •H head= 1v hdr w= 107.0 plf 1.083 Fdragl eq= 320 F2 eq= 67 • Fdragl w= -1 F2 - 111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4.0 v1 w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h_ 1 9.083 Fdrag3 eq= s F4-•- 67 feet • Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 p/f P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 4 0 4 ►4 ► Hpier/L1= 0.22 -4 s- Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0', pounds V1 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 V3 w w= 680.0 pounds eq= 425.0 pounds _______•. _______•,. v hdr eq= 50.0 pff o. - ♦H head= t Fdragl w= av0 hdr w= 80.0 p/f Fdragl eq= 300 F2F2 -eq= 480 300 H pier= v1 eq= 170.0 pff 5.0 v3 eq= 170.0 pff P6 E.Q. v1 w= 272.0 plf v3 w= 272.0 pff P6 WIND feet H total= 2w/h= 1 10.083 2w/h= 1 Fdrag3 eq= s• F4 e.- 300 feet Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v si//eq= 50.0 p/f P6TN 3.0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 v ♦ 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 0. Hpier/L1= 2.00 1. ►� Hpier/L3= 2.00 0. L total= 17.0 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl= 150 plf V3 eq= 345.3 pounds 474.7 pounds V eq 820.0 pounds V1 eq= V3 w= 555.8 pounds V w= 1320.0', pounds V1 w= 764.2 pounds v hdr eq= 56.6 plf — v hdr w= 91.0 plf 2.083 ♦H .083ead= ' Fdrag l eq= 164 F2 eq= 119 ♦ Fdragl w= =4 F2 -192 86.3 plf v3 eq= 86.3 plf P6TN E.Q. H pier= v1 eq= 5.0 vi w= 138.9 pff v3 w= 138.9 plf P6TN WIND feet 2w/h= 1 H total= 2w/h= 1 Fdrag3 eq= ;, F4-•- 119 1 feet Fdrag3 w=264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 s. Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 Or 4 11.4 ► Hpier/L1= 0.91 4 O'Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart•M(lbf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingt'"O (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. (0 If story drift is nota 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 1. 2'to 18'rough width of opening '11 wind design min 1000 lbf for single or double portal on both sides of opening t1 _ opposite side of sheathing Pony 74 _ wall • height . L. ',a^ y T y Fasten top plate to header with two rows of 16d :14.,14.-4',' <,+,. , ,r- , ._ ; , ,,.,, ; „- ., sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or • • /Mipanen.l 3/8she"wooathidng structural 12 o galvanized box nails at 3"grid pattern as shown max total ;L L�Header to jack-stud strap per wind design. • wall heightMin 1000 lbf on both sides of opening opposite e • side of sheathing. ^ If needed,panel splice edges shall occur over and be 10' L: Min.double 2x4 framing covered with min 3/8" >/L nailed to common blocking max thick wood structural panel sheathing with !!l within middle 24"of portal height : 8d common or galvanized box nails at 3"o.c. g height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each y panel edge. Min length of panel per table 1 TYicalportal frame construction P Min(2)3500 lb strap-type hold-downs i (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar tic I jack studs per IRC tables top and bottom of footing.Lap bars 15"min. ,, R502.5(1)&(2). t� 4 i� /,41 5' ,�` 0;