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Home My WebLink About1105 Cathleen St Technical - BuildingTECHNICAL Permit# 544 Address t O5 Ca:II-II-se-in Si Project description Neo s onc, crAyn■ I v S t ""e' Date the permit was finaled 5 Number of technical pages 0 Residential Engineering Group c LATERAL ANALYSIS BEAM CALCULATIONS EXPIRES JUNE 5 2009 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. August 24 2007 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B K 00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D, /D-, PROJECT Addendum for Field Alteration to Plan 1882/2SLG c 1901 Center Street Tacoma, WA 98409 Phone 253 284 -3100 Fax 253 284 -3183 501t, XO PitAr 37 m' NAIL. WIC I� s FA L Lam VI SUITE, 1 s I V I I I I l CJ MBAIN. 20' 0 V l EE n It X 6050 X0 FAMILY 31 -0' MAIN FLOO AN NOOK PATIO t. Jrin r KITCHEN J v v 0 UTIL Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL DD: Wind loads per foot: Wl 127 4916 ft 1 Distance between shear wall: L1 37ft Wall Length' Percent full height sheathing: Check Wind Force. Check Seismic: Rf 15 psf 28.ft 37 ft 2 W Rf Wa W 917016 Seismic Force. 0 7V W Edd C Ldd Overturnina Moment on 28ft Wall: Ldd 16.8 -ft OTM vdd Ldd-Pt Shear Wall Dead Load Resistina: 16.8ft 28ft Rf 0.6•(15•psf) 5 ft Ldd Wa 0 6-(10-psf)-Pt Ldd W• =Rf +Wa W= 1572.481b DLRM W L d d DLRM 13208.83 lb ft 2 Holdown Force Net Uolift: HDFdd OTM DLRM HDFdd 1301.33 lb Co Ldd, Ldd Base Plate Nailing Soacina (2001 NDS. Table 11N1 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26 lb B EN B 0.82 ft Per Nail vdd p Shear Wall Summary: Wind Force. vdd 198 45 lb ft 1 Wa 10-psf 28 -ft 5 ft Seismic Force. Edd 91.611b ft 1 PROJECT Plan 1882/2SLG J100 MPH1 Ldd (3 9.8 4) ft Ldd 16.8 ft Edd 91.611b ft 1 WIE 160.391bft 1 Plate Height: Pt 8.1 ft OTM 27004 781b ft 1882 -2SLG, 100mph, Revision.mcd 8/21/2007 Designer Binh tran 0.6 Max Opening Height 5ft, Therefore C 0 77 per IBC Table 2305.3.7.2 WIE -2a r L1 a W1 -(L1 2a)- (L1 2a) L1 2L1 1 vdd vdd 198.451b ft C Ldd B.P. Nailing Soacina B 0.82 ft 16d 8' o.c. 7116"` Sheathing w!'8d nails 6' Wind'Capacity =`339 plf Seismic Capacity *186 plf' Holdown Force. HDFdd 1301.33 lb Holdown Tvoes MSTC28 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL D: Wind loads per foot: Distance between shear wall: L1 37ft Wall Length. Ld (3 9.8 4.5) ft Percent full height sheathing: oho 17.3ft Check Wind Force. vd Check Seismic: Rf 15 psf 30.ft 2 5 ft 2 W Rf Wa Fl W 183251b Seismic Force. 7VW Ed C Ld Overturning Moment on 28ft Wall. Ld 17.3 ft OTM vd Ld Pt Shear Wall Dead Load Resisting: Rf .6.(15-psf) 5 ft Ld W•= Rf +Wa +Fl Ld DLRM W 2 Holdown Force Net Uplift: OTM DLRM HDFd C Ld Ld Base Plate Nailing Soacina (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26 lb Z'N N B =0.36ft vd p Shear Wall Summary: W 2829.59 lb Wind Force Seismic Force: vd 446.99 lb ft 1 W2 141.661b ft 1 W2E 178.211b ft 1 vdd Ldd W2E•2a L1 a) W2 (L1 2a) (L1 2a) L1 2L1 C Ld DLRM 24475.94 lb ft Ed 171 111b ft 1 28ft PROJECT Plan 1882/2SLG (100 MPhil HDFd 3669.67 lb 0.62 Wa 10-psf 35•ft 12.5 ft Fl 15 psf 30•ft 3- ft Ed 171 l l lb ft 1 Plate Height: pt 9 1 ft OTM 70368.94 lb ft Wa .6•(10•psf) 2Pt Ld Per Nail B.P. Nailing Spacing Bp 0.36 ft 16d 4 o.c. ZB As vd Ld 17.3 ft 1882 2SLG 100mph Revision mcd 8/21/2007 Designer Binh tran Max Opening Height 5ft, Therefore C 0.8 per IBC Table 2305 3 7.2 Fl .6412 psf) 1.3-ft Ld A.B. Spacing As =417ft 5/8' A.B. 48' o.c. As =417ft vd 446.99 lb ft 1 7/16" Sheathing w/ 8d nails 4" O.C. Wind Capacity 494 Of Seismic Capacity 282 Of 2w /h per Table 2306 4.1 HDFd1 HDFd HDFdd (4970.99) lb Anchor Bolt Spacing (2001 NDS Table 11E1 5/8' Dia. Bolt 2 112' Plate Thickness. A 1400.1b CD 1.33 ZB A CD ZB 1862 lb Holdown Force HDFd 3669.67 lb HDFd1 4970.991b Per Bolt Holdown Types: STHDI4RJ Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL A. Wind loads per foot: Percent full height sheathing: Check Wind Force: Check Seismic: Seismic Force: Holdown Force Net Uplift: OTM DLRM HDFa C L L Holdown Force Net Uplift: OTM DLRM HDFaI C L L va 0 7V W Ea.= Co La W2 141.661bft 1 Distance between shear wall: LI 30•ft Wall Length La (10 3) ft 3ft 3ft PROJECT Plan 1882/2SLG f100 MPH W2E 178.211b ft 1 2aL1 -2 a (L1 -2a) W2E• W2 LI 2 L1 C La Rf 15 psf 37 ft 30 ft Wa 10•psf 37 ft 12.5 ft Fl 15 psf 37 ft 30 ft 2 2 W Rf Wa F1 W 212751b E 211 49 lb ft 1 Overturnina Moment on 3ft Wall: Plate Height: Pt 9 1 ft L 3 ft OTM E L Pt OTM 5773 71 lb ft Shear Wall Dead Load Resistina: Rf 0.6(15.psf) 14.541 L Wa 0.6- (10•psf)•2 Pt L Fl 0.6 -(12 psf) 5 ft L W•= Rf +Wa +Fl W= 82711b L DLRM W DLRM 1240.65 lb ft 2 1 Max Opening Height Oft, Therefore C 1.00 per IBC Table 2305 3 7.2 HDFa 1511.02 lb Overturnina Moment on 1 Oft Wall: Plate Height: Pt 9 1 ft L 10•ft OTM E L Pt OTM 19245.691bft Shear Wall Dead Load Resistina: Rf 0.6(15 psf) 14.5 ft L Wa 0.6- (10•psf) 2 Pt L Fl 0.6 (12 psf) 5 ft L W Rf Wa Fl W 2757 lb L DLRM W DLRM 137851b ft 2 HDFal 546.07 lb La =13ft 1882 2SLG, 100mph, Revision.mcd 8/23/2007 Designer Binh tran va 180.841b ft 1 7/16" Sheathing w/ 8d nails 6" O.C. Wind Capacity 339 Of Seismic Capacity 242 plf Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Base Plate Nailina Soacina (2001 NDS. Table 11 N) Anchor Bolt Soacina (2001 NDS. Table 11E1 16d Common Nails, 1 112' Side Member Thickness. 518' Dia. Bolt, 1 112' Side Member Thickness. ZN 122 lb CD 1.33 Z'N ZN•CD Z'N Bp Bp 077ft E a Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailina Soacinq va 180.841b ft 1 E 211 491b ft 1 B 0 77 ft 16d 8" o.c. PROJECT Plan 1882/2SLG 1100 MPH Z'N 162.26 lb Per Nail A 830.1b ZB As E A.B. Spacing As 5.22 ft 5/8' A.B. 60' o.c. CD 1.33 ZB A ZB 1103.9 lb Per Bolt As =5.22ft Holdown Force Holdown Tvoes. Simpson PHD2. HDFa 1511.021b HDFaI 546.07 lb 1882 2SLG 100mph, Revision.mcd 8/23/2007 Designer Binh tran Holdown Tvoes no holdown MFR END JACKS EXT. TO TO RIDGE TFR MONO TFLSSES 24' OC. 3l' -0' PFR TRUSSES 14' OC. a C 5:11 In NesI !41U 6X10 OF 4 HC 6 cK d I V 6X5 RIDGE 5:12 4 467 I A 7// 11 MFR STRICT. GABLE END 5:11 rAgi I'FR GABLE END TRUSS Arm* FA 4 MFR GIRDER TRUSS 5:11 E=.- rr MFR NIP TRUSSES 14' OL. ROOF FRAMING 15.AN 0 1X6 RAFTERS 14' OL. NIP JACKS MFR HIP TRUSSES 14' DC. MFR END JACKS 14' OL. L 30' ROOF RETURN MFR END JACKS ExT. TC TO RIDGE MFR TRUSSES 14' O.C. 30' ROOF RETURN MFR STUB TRUSS MFR TRUSSES 24' OC 111/2 TJI 110 SERIES FLR JSTS 16 Q. AS PER •FG. SPECS. TTP 9 x 4x10 C o p i ay,a. 0 31'4' 7 x1116 LYL 111 TJI 110 SERIES FLR JST5 lb 0.4 A5 PER NFU. SPECS. TTP 111/2 TJI 110 SERIES FLR J5T5 16 O.G AS PER h6G. SPECS. TYP II I JL PROVIDE (SCREENED 14 ND. VENTS (13 MIX REOJ 6 -0' 6 -0' 14 4 24 14 6 -0' 1. 3 F 1 4, CRAWL ACCESS b IIIL Y. )10 0 COV'D PO 4. coNc. I 1 gL.I L_j L___1 24 30 rH t rA4,— 3 2• HH 24 PATIO 4' CONC. 4 V-6 FOUNDATION FRAMING PLAN 5'-0' I 24 BLOCK OUT FOR MECI4 SLAB ON GRADE 4' CONC. SLAB ON COMP FILL TYP SLOPE 3116 I FT TOWARD DOORS 1L IY kB 1( 24 NSA CRAUL SPACE ACCESS A9 otsci a aNleluesaidael lep!ul-Pal. 7wloz ItalJ -1-ATI Nfid 44use uoPeDol (LL15 91 -6° 7 1) (1- viel 1 1 I 1 1 1 I I 1 I l'i 1 1 1 i I I 1 1 -1 1 i 1 1 I 1 i ale 1 0 ()4)1,0 1 g=" _6•Z -1' GI I -1A PA" 1 7, 4 g-)9 i I 1 I j 1 j_ I 1 I 1 oi r111)11)„,-,:7' f I laqwnN cior 1-• et-ueN 9 I 1 i i i 1 i 1 1 .1 951. I 1 1 1 1 i q -'6# 1 1 I 2-)/51-1-G5f7 11-1 'n 2,9 i a X I I I 4° i J 5•- -d iii/ -:i.: 1 1 A. 11 I I 1 1 i i -1 1 /01 31. _1 i 6 1 1 i 4 I I I I 1 I I 1 ;put Iv.pLi@pts:n,1 jarvDsvr Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 1 Revised [General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 5.500 in 7.500 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 10.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 3.34 fb 608.90 psi Fb 776.25 psi [Deflections Dead Load -0.089 in 5.000 ft 1,345.5 D.L. Defl 0.134 in 0.000 in 0 000 in 2.62 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 75.00 #/ft #/ft #/ft fv 33.49 psi Fv 161 00 psi General Timber Beam Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.221 in 5.000 ft 541.97 LL LL LL Scope Depth 7.5in, Ends are Pin -Pin 0.784 1 2.6 k -ft 3.3 k -ft at 5.000 ft at 10.000 ft Reactions. Left DL Right DL Title Dsgnr Description 10.00 ft ft ft 675.0 psi 140.0 psi 405 0 psi 1 100.0 ksi 125.00 #/ft #/ft #/ft 0.42 k 0.42 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear Job Date: 5.12PM, 21 AUG 07 1882- 2sIg,100mph.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1 4 k 6.6 k Left 1.05 k Right 1.05 k Camber Left 0.000 in Center 0.134 in Right 0.000 in Max 1.05 k Max 1 05 k Dead Load Total Load 0.000 in 0 000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 r Rev: 580000 User KW-0805873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 2. Resised General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right LPoint Loads Dead Load Live Load .distance 2,800.0 lbs lbs 3.500 ft Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 837 13 psi Fb 1 006.25 psi [Deflections 5.500 in 9.500 in Sawn 1 150 Pin -Pin 32.500 pcf lbs lbs 0.000 ft Span= 6.00ft, Beam Width 5.500in x Depth 9.5in, Ends are Pin -Pin -0.00 k -ft Center Span. Dead Load Deflection -0.049 in .Location 3.144 ft .Length /Defl 1 458.3 Camber using 1.5 D.L. Deft Center 0.074 in Left 0.000 in Right 0.000 in 75.00 #/ft LL Left 75 00 #/ft LL Right 233.00 #/ft LL Left 233.00 #/ft LL Right 5.77 k -ft lbs lbs 0.000 ft 0.832 1 5.8 k -ft 6.9 k -ft at 3.504 ft at 6.000 ft 0.00 k -ft 0.00 k -ft 6.94 fv 75.10 psi Fv 97 75 psi Total Load -0.062 in 3.144 ft 1 160.01 Reactions. Left DL Right DL Title Dsgnr Description Scope General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 125.00 #/ft 125.00 #/ft 388.00 #/ft 388.00 #/ft lbs lbs 0.000 ft 6.00 ft ft ft 875.0 psi 85.0 psi 625.0 psi 1,300.0 ksi Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 1.51 k 2.21 k lbs lbs 0.000 ft Lu .Lu .Lu Start Loc End Loc Start Loc End Loc Max Max Job Date. 5 12PM, 21 AUG 07 1882- 2sIg,100mph.ecw:Calculations Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0.00 ft 0.00 ft 0.00 ft 0 000 ft 3.500 ft 3.500 ft 6.000 ft lbs lbs 0.000 ft Beam Design OK 3.9 k 5.1 k 2.02 k 3.10 k 0.000 in 0.074 in 0.000 in 2.02 k 3.10 k Deflection 0.000 in 0.000 in .Length /Defl 0.0 0.0 Right Cantilever Deflection 0.000 in 0.000 in .Length /Defl 0.0 0.0 lbs lbs 0.000 ft Left Cantilever bead Load Total Load Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1963 -2003 ENERCALC Engineering Software Description Beam 13 Revised LGeneral Information Section Name 5.125x12 Beam Width 5 125 in Beam Depth 12.000 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf LFuII Length Uniform Loads Center Left Cantilever Right Cantilever LPoint Loads Dead Load Live Load .distance 1,200 0 lbs lbs 10.500 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL lbs lbs 0.000 ft Max. Negative Moment 0.00 k -ft at Max Left Support 0.00 k -ft Max Right Support 0.00 k -ft Max. M allow fb 1,678.84 psi Fb 2,400.00 psi [Deflections 24 60 fv Fv Dead Load -0.127 in 6.760 ft 1,224.5 L. Deft 0.191 in 0.000 in 0.000 in General Timber Beam 168.00 #/ft #/ft #/ft 123.38 psi 240.00 psi Scope Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir 24F V4 Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft Total Load -0.398 in 6.604 ft 391.83 17.2 k -ft 24.6 k -ft 17.21 k -ft at 6.812 ft 0.000 ft LL LL LL Span= 13.00ft, Beam Width 5.125in x Depth 12.in, Ends are Pin -Pin 0.700 1 Reactions. Left DL Right DL Title Dsgnr• Description lbs lbs 0.000 ft 13.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 560.00 #/ft #/ft #/ft .Lu .Lu .Lu lbs lbs 0.000 ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 1 41 k 2.15 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Deft Max Max Job Date: 5:22PM, 21 AUG 07 Dead Load 0.000 in 0.0 0.000 in 0.0 1882- 2slg,100mph ecw:Calculations 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Beam Design OK 76 k 14.8 k 5.05 k 5.79 k 0.000 in 0.191 in 0.000 in 5 05 k 5.79 k Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Description Beam 13. Revised (Use LVL optional) !General Information Section Name MicroLam: 5.25x11.87 Beam Width 5.250 in Beam Depth 11.875 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf LFull Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load distance 1,200.0 lbs lbs 10.500 ft Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,673.94 psi Fb 2,600.00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL lbs lbs 0.000 ft Dead Load -0.122 in 6.760 ft 1,282.1 L.Defl) 0.183 in 0.000 in 0.000 in 168.00 #/ft #/ft #/ft 17.21 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 26.73 fv 121 73 psi Fv 285.00 psi Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Center Span 13.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1 9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi lbs lbs 0.000 ft Span= 13.00ft, Beam Width 5.250in x Depth 11.875in, Ends are Pin -Pin Max Stress Ratio 0.644 1 Maximum Moment 17.2 k -ft Allowable 26.7 k -ft Total Load -0.380 in 6.604 ft 410.49 6.812 ft 0.000 ft LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope lbs lbs 0.000 ft 560.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 1 41 k Max 2.15 k Max Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl lbs lbs 0.000 ft .Lu Lu .Lu Dead Load 0.000 in 0.0 0.000 in 0.0 Job Date: 5:22PM, 21 AUG 07 I 882- 25la,100m oh. ecw: Calculetione 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK 7.6 k 17.8 k 5.05 k 5.79 k 0.000 in 0.183 in 0.000 in lbs lbs 0.000 ft 5.05 k 5.79 k Total Load 0.000 in 0.0 0.000 in 0.0