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Home My WebLink About1116 Eckard Ave Technical - BuildingTECHNICAL Permit o G- q S Address I I I( E Project description dew S F� Date the permit was finaled 5 -23 OS Number of technical pages 102 S 26 St Phone 253 284 -3170 Residential Desigo, Inc. BEAM CALCULATIONS LATERAL ANALYSIS J EXPIRES JUNE 5 2007 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1845/2A April 27 2006 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D Nro oQ/ Tacoma, WA 98402 Fax 253 284 -3183 Cassese ,Residential Design, Inc. 102 South 2uth St. Ta::oma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 DESIGN LOADS. ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF PROJECT 1845/2A WOODS WOOD TYPE. JOISTS OR RAFTERS 2X. -HF #2 BEAMS OR HEADERS 4X 6X OR LARGER -DF #2 LEDGERS AND TOP PLATES- -HF #2 STUDS 2X4 OR 2X6- -HF #2 POSTS 4X4- -HF #2 4X6- -HF #2 6X6- -DF #2 GLUED LAMINATED (GLB) BEAM HEADER. Fb =2,400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2 OE BEAM HEADER. Fb =2 900 PSI Fv =290 PSI Fc (Perp) =750 PSI E =2,000 000 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2 600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 900 000 PSI TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN ENGINEERED I- JOISTS -FLOOR JOISTS BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN 'EQUAL IS DEFINED AS HAVING MOMENT CAPACITY SHEAR CAPACITY AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS Cascg a Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Faii: (253) 284-3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN LATERAL ANALYSIS BASED ON 2003 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION Lateral Forces will be distributed along lines of Force /Resistance Lines of Force /Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN. SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615 SINGLE FAMILY DWELLING LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT) Seismic Design Data. -Soils Site Class D (Assumed) Seismic Design Category D /D IE R 6.5 S 1.25 51 0 40 F 1 00 F 1.5 For Seismic Use Group I occupancy (Table 1604 5) Light Framed Wood Walls Shear Panels (Table 1617 6.2) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period (Assumed) Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period (Assumed) Site Coefficient based on Site Class S (Table 1615 1.2(1)) Site Coefficient based on Site Class S (Table 1615 1 2(2)) W w, Seismic Weight of Overall Structure Seismic Weight of Structure above Level x (LB Equation 16 -38 Sms Ss Fa Sms 1.25 Equation 16 -40 Equation 16 -39 Smi S1 Fv S 0.6 Equation 16 -41 (1.2 SDS"\l Equation 16 -56 V= R J W V= 0 154 W Equation 16 -57 Plan Area for Each Level: AI 36ft 38ft (Upper Floor) Al 1368 ft Plan Perimeter for Each Level p 2(36ft) 2(38ft) (Upper Floor) P 148 ft Total Weight of Structure at Each Level wl 15 psf (A1) 10.psf 5 ft (P1) (Roof) (Wall) w2 15 psf (A2) 10-psf [10ft (P1) 5ft (1 15 psf (A1) (Roof) (Wall) (Floor) 2 SDS 3 Sms 2 SD1`3Sm1 F 1.2 SDS R SDS 0.83 SDI =04 A2•= 36ft 38ft 12ft 20ft (Main Floor) A2 1608 ft P2 2(36ft) 2(38ft) 2 (12 ft) 1 (20•ft) (Main Floor) P2 192 ft (1.2 SDS F1 6.5 (1.2 SDS w2) F2 6.5 w F 0 154 w F1 4295.38 lb F2 10621.541b Cascade P ?sidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Faz: (253) 284 -3183 'WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -02 SECTION 6 5 3 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE B 100 mph WIND SPEED Equation 6 -18 Mean Roof Height q 0 00256K Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GC External Pressure Coefficients per Figure 6 -10 GC Internal Pressure Coefficients per Figure 6 -5 K15 70 K20 70 K25 70 K30 70 K40 76 Velocity Pressure Exposure Coefficients at z 15ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 15ft z 20ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 20ft z 25ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 25ft z 30ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 30ft z 40ft (Table 6 -3) Topographic Factor Multipliers w/ L Oft, H Oft, and x Oft (Figure 6 -4) 0- K2 1 K3 ;15 1 1{ 3:20 1 1 {3.25 1 Topographic Factor Coefficients (Figure 6 4) Kit (1 K1 K2 K3 15) 2 K20t (1 K1 1{2'1{3.20) 2 K25t (1 K1 K2•K3.25) 2 K30t (1 K1 K2'K3.30) 2 K40t Kd 0 85 v 100 I 1 0 (1 K1 K2 K3 40) p gh[(GCpf) (GCp;)] h 24-fr K15t 1 K20t 1 K25t 1 K30t 1 K40t 1 Wind Directionality Factor (Table 6 -4) Wind Speed per Hours (Figure 6 -1) Important Factor (Table 6 -1) PROJECT 1845/2A K3.30 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN K3.40•= 1 1 Casc ?de R°sidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fait: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Velocity Pressure q Evaluated at Height z (Equation 6 -15) q15 0 00256 K15 K15t Kd-v I q15 15.23 q20 0 00256 K20'K20t Kd-v2 I q20 15.23 q25 0.00256 K25 K25t Kd'v I q25 15.23 q30 0 00256 K30•K30t KT.? I 930 15.23 q40 0 00256 K40'K40t Kd v2 I q40 16.54 Internal Pressure Coefficients (Figure 6 -5) GC 18 The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GC fl .56 GC 69 GCpf2 .21 GC pf2E .27 GCpf3 43 GCpf3E .53 GCpf4 —.37 GCpf4E 48 End Zone Coeffieicient a' (Figure 6 -10 Note 9) Least Horizontal Dimension x 38ft 10% of Least Horizontal Dimension 0 lx 3.8ft or 40% of Mean Roof Height 0 4•h 9.6 ft whichever is smaller but not Tess than 4% of Least Horizontal Dimension or 3ft Therefore a 3.8ft 0 04x 1.52 ft Cascilejapsidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN Design Wind Pressures (Equation 6 -18) P15 1 g15.(GCpfl) psf P15.2'= q15 (GC psf P15.3 q15 (GC psf P15 4'= ql5 (GCpf4) psf P20 g20•(GC P20.2'= g20'(GC P20.3 g20•(GCpf3)•psf P20 4 g20•(GCp f4) psf P25 1 q25 (GC fl) psf P25.2 q25 (GC psf P25.3 q25 (GC psf P25 4 g25 (GCpf4) psf P30 1 g30'(GCpfl) psf P30.2'= g30'(GCpf2) psf P30.3 g30'(GCpf3)•psf P30 4 g30'(GCpf4) psf P401 g40'(GCpfl)•psf P40.2'= g40'(GCpf2) psf P40.3 g40•(GCpf3) psf P40 4 g40•(GCpf4) psf P15 1 8.531bft 2 P15.2 3.21bft 2 P15.3 6.55 lbft 2 -5.64 P154= P20 1 8.53 lb ft 2 P20.2 3.21b ft 2 P20.3 -6.55 lb ft 2 P20 4 -5 641bft 2 P25 1 8.53 2 P25.2 3.21b ft 2 P25.3 6.55Ibft 2 P25 4 -5 641b ft 2 P30 1 8.531bft 2 P30.2 3.21bft 2 P30.3 6.55Ibft 2 P30 4 -5 641b ft 2 P40 1 9.261b ft 2 P40.2= 3471 bft 2 P40.3 -7 11 lbft 2 P40 4 6 121bft 2 P15 lE g15'(GCpflE)•psf P15.2E q15 (GCpt E) psf P15.3E q15 (GCpf3E)•psf P15 4E q15 (GCpf4E) Psf P20IE'= g20 P20.2E g20'(GCpf2E) psf P20.3E g20'(GCpf3E) psf P20 4E g20•(GCpf4E)'psf P25 lE q25 (GC E) psf P25.2E q25 (GC psf P25.3E q25 (GC f3B) psf P25 4E q25 (GCpf4E) psf P30 lE g30•(GCpf1E) psf P30.2E g30•(GCpf2E) psf P30.3E g30•(GC P30 4E g30•(GCpf4E) Psf P40 lE g40'(GCpflE) psf P40.2E g40'(GCpf2E) psf P40.3E g40•(GCpf3E) psf P40 4E g40'(GCpf4E) psf P15 1E 10.511bft 2 P15.2E 4111 P15.3E 8.071bft 2 P15 4E P201E= 10 51 Ibft 2 P20.2E 4 111b ft 2 P20.3E -8.071b ft 2 P20 4E -7.31 lb ft 2 P25 lE 10.51 lb ft 2 P25.2E 4 11 lb ft 2 P25.3E -8 071b ft 2 P25 4E -7.31 lb ft 2 P30 1E 10.511b ft 2 P30.2E 4 11 lb ft 2 P30.3E -8 07 lb ft 2 P30 4E -7.31 lb ft 2 P40 1E 11 411b ft 2 P40.2E 4 471b ft 2 P40.3E -8 76 lb ft 2 P40 4E 7.94 lb ft 2 RIOT gLEVATION FRONT ELEVATION SCALE 4 1 "0- 7 164 LEFT ELEVATION REAR ELEVATION SCALE 4'. P-0' Caspade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN WIND SHEAR AT ROOF DIAPHRAGM (Front Sides of House). W1 (P25 1 P25 4) 5ft (P20 1 P20 4) 5 ft WIND SHEAR AT ROOF DIAPHRAGM (Front Sides of House). W1E'= (P25 IE P25 4E) 5ft (P20 lE 1 '20 4E) 5ft WIND SHEAR AT FLOOR DIAPHRAGM. W2 (P15 1 P15 4)' 10ft WIND SHEAR AT FLOOR DIAPHRAGM. W2E (P15 IE P15 4E)' 10ft WIND SHEAR AT ROOF DIAPHRAGM (Front Rear of Garage). W3 (P15 1 P15 4) 13 ft WIND SHEAR AT ROOF DIAPHRAGM (Front Rear of Garage). W3E (P15 IE P15 4E) 13•ft W1= 141.661bft W2 141.661b ft 1 W3 184 151bft 1 W1E 178.21 lbft 1 W2E 178.21 lb ft 1 W3E 231 68 .lb ft 1 UPPER FLoofe PLAN 1 Cascade Rgsidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN 'WALL AA. Wind loads per foot: W1 141 66Ibft Distance between shear wall: LI 34•ft Wall Length Laa (4 4)ft Percent full height sheathing Oft 4ft Wind Force. vaa Seismic Force. Eaa Laa DLRM W 2 W1E (20•F1 ft) 0 7V Waa Laa Paa 2 E Laa Al Overturning Moment on Wall. L 4 ft OTM vaa-L Pt Holdown Force Net Uplift: OTM DLRM HDFaa HDFaa 2518.95 Ib Co Laa ZN 122 lb CD 1.33 Z'N ZN CD B ZN Co B 0 49 ft vaa 2aL1 -2a Laa DLRM 676 8 lb ft E 1051b ft 1 W1E 178.211b ft 1 Laa 8 ft 1 (L1 2 a) WI LI 2L1 Waa 15 psf (20fl 34 ft) 10-psf [5 ft (20-ft L1)] 15 psf I 0 ft 2 ft) Plate Height: Pt 8 1 ft OTM 10752.58 lb ft Dead Load Resisting Overturning. W 0.6(15-psf) 4 ft L 0 6.(10-psf) Pt L 0.6•(10psf) Oft Z'N 162.261b Per Nail Laa Laa Eaa 105 lb ft Co Paa 77 Therefore p 1 00 Laa Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 7.2 vaa 331.871b ft 1 vaa 331.871b ft 1 C P1 -6 7/16' Sheathing w/ 8d nails 6' O C. Wind Capacity 339. plf Seismic 'Capacity =242, ,plf Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830 Ib ZB C As vaa CD 1.33 ZB A CD ZB 1103.91b Per Bolt As 3.33 ft Laa 8 ft Shear Wall Summary: Wind Force Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types vaa 1 Eaa 1 Bp.= 0 49 ft As 3.33 ft HDFaa 2518.95 lb MST48 331 871b ft 105 lb ft Co Co 16d 6' o c. 5/8' A.B 40' o.c. Cascade Residential Design, Inc. 102 SSuth 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN WALL BB. Wind loads per foot: Seismic Force Ebb (20•F1 ft) Pbb 2 Ebb Lbb Al W1= 141.661bft 0 7V Wbb Lbb Overturning Moment on Wall. Lbb 10•ft OTM vbb Lbb Pt DLRM W Lbb DLRM 4230 lb ft 2 'Holdown Force Net Uplift: OTM DLRM HDFbb Shear Wall Summary: Wind Force Seismic Force Ebb 265.5 lb ft 1 bb 841b ft 1 C C Ebb 841b ft 1 HDFbb 1727.52 lb Co Lbb Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26Ib B ZN Co Per Nail B 0 61 ft vbb p W1E 178.21 lb ft 1 Distance between shear wall. L1 34-ft Wall Length. Lbb, (10)ft Lbb 10 ft Lbb Lbb Lbb 10 ft Percent full height sheathing: l Oft 1 Max Opening Height Oft-Oin Therefore 10ft C 1.00 per IBC Table 2305 3 7.2 2 a Ll 2 a (L1 2 a) W1E W1 Wind Force. vbb L1 2 L1 vbb 265.51b ft 1 vbb 265.SIbft 1 Lbb, Wbb 15 psf 20ft 34 ft 10.psf [5 ft (20-ft L1)] 15 psf I 0 ft o ft 2 JJ l 2 Ebb 1 841b ft C Pbb —0 77 Therefore pbb 1 00 Plate Height: Pt 8 1 ft OTM 21505 171b ft Dead Load Resisting Overturning. W 0 6(15.psf) 4 ft Lbb 0.6•(10•psf) Pt Lbb 0.6•(10psf) Oft Lbb B.P. Nailing Spacing A.B. Spacing B =061ft As =416ft 16d 6' o c. 5/8' A.B 48' o.c. C P1 6 7/16' Sheathing w/ 8d nails 6' O C. Wind Capacity 339,pIf Seismic Capacity 242 plf Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830 Ib ZB C As vbb CD 1.33 ZB A CD ZB 1103.91b Per Bolt As 4 16 ft Holdown Force Holdown Types MST37 ST6224 HDFbb 1727.5216 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN `WALL CC: Wind loads per foot: Distance between shear wall: Li 38 ft Wall Length Lcc (14.5 6 5)ft Percent full height sheathing: Wind Force. vcc W1E• WI= 141.661bft 1 25.5ft 32ft 2a L1 -2a (L1 2a) 2 WI LI 2L1 Lcc W1E 178.211bft 1 Lcc 25.5 ft Lcc Lcc Wcc 15 psf (34ft 2 ft) 10•psf [5 ft (34•ft L1)] 15 psf I 0 ft ft Seismic Force. Ecc 0 Wee Ecc 56 13 Ib ft 1 Ecc 61.68Ib ft Lcc C (20•F1 ft) Pcc 2 Pcc 0.38 Therefore p 1.00 E Lcc AI Overturning Moment on 32ft Wall: Plate Height: Pt 8 1 ft L 25.5 ft OTM vcc L Pt OTM 23826.5 lb ft Dead Load Resisting Overturning: W 0.6(15 psf) 4-ft L 0 6•(10•psf) Pt L 0 6•(10psf) Oft Lcc DLRM W Lcc DLRM 27505.58 lb ft 2 Holdown. Force Net Uplift: OTM DLRM HDFcc Co Lcc Shear Wall Summary: Wind Force. Seismic Force vcc 126 761b ft 1 E cc 61 681b ft 1 C C HDFcc 158.55 Ib Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.261b B ZN Co Per Nail B 1.28ft Bp vcc p vcc Max Opening Height 3ft -6in Therefore -0.8 C 0.91 per IBC Table 2305372 A 830 lb ZB C As B.P. Nailing Spacing A.B. Spacing B =1.28ft As =871ft 16d 12' o c. 5/8' A.B. 72' o c. CD 1.33 ZB A CD ZB 1103 9 lb Per Bolt vcc 115.351b ft 1 vcc 126 76 Ib ft c P1 6' 7/16' Sheathing w/ 8d nails 6' P Wind Capacity 339 plf Seismic Capacity 242 plf As 8 71 ft Lcc 25.5 ft Holdown Force Holdown Types No Holdown Req'd HDFcc 158.55 Ib 61(111.1c NVIcl NOCTU MIN -Ziyii Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 TAI: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1 845 -2A. m cd 4/26/2006 Designer' TRUC NGUYEN WALL A. Wind loads per foot: Distance between shear wall LI 31 ft Wall Length La (4 5)ft La 9 ft La 51ft 91 Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3.7 2 Percent full height sheathing. Wind Force va W 15•psf 38ft 2 1 ftJ 10•psf 15•ft•(20.ft L1) 6•ft (18-ft LI) 15•psf C 16•ft ft Seismic Force E 0 7V W La W2 141 66lbft 1 vaa Laa W7E 4ft 4 ft i 2aLI -2a` L1 La (20•F2•ft) p 2 p -0 13 Therefore p 1 00 E La A2 Overturning Moment on Wall. Plate Height Pt 9 1 ft L 4 ft OTM va L Pt OTM 20604 13 lb ft Dead Load Resisting Overturning. W 0 6(15 psf)•4 ft L 0.6•(10•psf) 2Pt L 0 6•(10psf) Eft L L DLRM W DLRM 1449 61b ft Holdown Force Net Uplift: OTM DLRM HDFa HDFaa HDFa 7307.58 Ib C L Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 1/2' Plate Thickness. ZN 122 Ib CD 1.33 Z'N ZN CD Z'N 1.62.26 lb B Z'N Co B Per Nail Bp P 0.29 ft va va Shear Wall Summary: Wind Force E 566 05 'bit 1 a 292.67 Ib ft 1 C Co E 292.67 lb ft B 0.29 ft 16d 3' o.c. 178.211bft W2E= 1 (LI 2 a) W2 2 LI 1 a va 566 05 Ib ft 566 05 Ib ft C Ea 292.67 Ib ft 1 co A 830 lb ZB C As Seismic Force. B.P. Nailing Spacing A.B. Spacing As 1 95 ft 5/8 A.B. 24 o.c. =8521t P1 3 7/16' Sheathing w/ 8d nails 3 0 C Wind Capacity 638 plf Seismic Capacity 456 plf CD 1.33 Zg A CD Zg 1103 91b Per Bolt As 1 95 ft Holdown Force Holdown Types HDQ8 HDFa 7307 58 Ib Cascade Residential Design, Inc. 102 gouth 26th'St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fsx: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN WALL B. Wind loads per foot: W3 184 15 lb ft 1 Distance between shear wall. L1 17 ft Wall Length Lb (11 3 3)ft Percent full height sheathing. aft 1 3ft l 2 a 2 W LI \2 a L1 J 3 2 L1 'Lb l 1 Wb 15 psf 38ft 2 8 ft I 10-psf [15 ft (27 ft L1)] 15-psf 27 ft 8 ft J 2 vbb Lbb W3E' Wind Force. vb Seismic Force Pb 2 Lb DLRM W 2 0 7V Wb Eb Lbs (20.F2- ft) Pb 0.36 Eb Lb Overturning Moment on 3ft Wall. Plate Height: Pt 9 1 ft Lb 3 ft OTM vb-Lb Pt OTM 10432.94lbft Dead Load Resisting Overturning: W 0 6(15 psf) 2 ft Lb 0 6-(10-psf) Pt Lb 0 6•(l0psf) Oft Lb Holdown Force Net Uplift: OTM DLRM HDFb C Lb Holdown Force Net Uplift: OTM DLRM HDFb1 C Lb DLRM 326 71b ft Lb DLRM W DLRM 4392.3 lb ft 2 Eb 216 021b ft 1 HDFb 3368 751b HDFb1 3078.351b W3E 231.681b ft 1 L2 31 ft Lb 17ft Therefore pb 1 00 Overturning Moment on 1lft Wall. Plate Height: Pt 9 1 ft Lb 11 ft OTM vb-Lb Pt OTM 38254 121b ft Dead Load Resisting Overturning. W 0.6(15 psf) 2 ft Lb 0 6-(10-psf) Pt Lb 0.6•(l0psf) Oft Lb L2 +W2.- 2 Eb 1 216 021b ft C W2 141.661b ft 1 Lb [11 +3(9 Max Opening Height Oft -Oin, Therefore C 1 00 per IBC Table 2305 3 7 2 Lb 14.96 ft vb 382.161bft 1 vb 382.161bft 1 C P1-4 7/16' Sheathing w/ 8d nails 4 O C. Wind Capacity 494 Seismic Capacity= -353 pif Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.261b Z'N Co Per Nail B 0 42 ft B vb Shear Wall Summary: Wind Force Seismic Force: E co vb 382.161b ft l b= 216.021b ft l C Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1.33 ZB As CD ZB 1103.91b Per Bolt, A 830 lb ZB C As vb As 2.89 ft B.P. Nailing Spacing A.B. Spacing Holdown Force B =042ft 16d 4 o.c. As =2.89ft IHDFb= 336875 lb 5/8' A.B. 32' o.c. Holdown Types STHDI4RJ Cascade Residential Design Inc. 102 South 26tt►St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN WALL C. Wind loads per foot: Distance between shear wall: L1 20-ft Wall Length Lc (19 21)ft Percent full height sheathing: Wind Force 15 psf 1 48ft ft 10•psf [15 ft (48•ft L1)] 15 psf 148•ft 20 ft 2 2 Seismic Force. VC L DLRM W 2 E (20-F2-ft) Pc 2 p 0.36 E Lc 4 Overturning Moment on 48ft Wall: Plate Height: Pt 9 1 ft L 40•ft OTM vc L Pt OTM 41706 781bft Dead Load Resisting Overturning. W 0 6(15 psf) 4•ft L 0 6-(10-psf) 2Pt L 0.6•(10psf) lft L Holdown Force Net Uplift: OTM DLRM HDFc C L Shear Wall Summary: Wind Force: 0 7V W Lc vc 114.581b ft 1 E o 80 77 lb ft l C Co W2 141.661b ft 1 W2E 178.211b ft 1 40ft 48ft vcc Lc +W 2aLl -2a +W (L1 -2 a) cw 2E L1 2 2 L1 Lc E 80 771b ft 1 DLRM 120960 Ib ft HDFc 1981.33 Ib Lc 40 ft Lc Lc 0 83 Therefore p 1 00 Ec 1 80 771b ft C Max Opening Height 1ft-6in Therefore C 1 00 per IBC Table 2305 3 7 2 vc= 114.58lbft 1 vc =114.58Ibft1 P1 -6. 7/16' Sheathing,w/ 8d nails 6' Wind. Capacity =:339 ptf "Seismic:Capacity "242 plf Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N Co Bp Bp 1 42 ft vc vc Z'N 162.261b Per Nail A 830 lb ZB C As CD 1.33 ZB A CD Zg 1103.9 Per Bolt As =9.63ft Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types B 1 42 ft As 9 63 ft HDFc 1981.33 Ib 16d 16' o.c. 5/8' A.B. 72' o c. c Lc 40 ft No Holdown Req'd Cascade Residential Design, Inc. 102 South 26tH St. Tacoma, WA 98402 Tel: (253) 284 -3170 F.ax: (253) 284 -3183 PROJECT 1845/2A 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN WALL D: Wind Toads per foot: Distance between shear wall LI 18-ft WaII Length. Ld (14.5 16)ft Ld 30.5 ft Percent full height sheathing 2aL1 -2a (L1 -2 a) Wind Force vd W3E L1 W3 2 L1 vd 63.681b ft 1 vd 71.551b ft 1 1 Ldw r Co Wd 15 psf (36ft 2 ft) 10-psf [15 ft (36-ft L1)] 15 psf I 0 ft ft) Seismic Force E (20-F2-ft) Pd 2 pd -1.8 Therefore pd 1 00 Ed-Lds TA-2 Overturning Moment on 36FT Wall. Plate Height: Pt 9 1 ft Ld 30.5 ft OTM vd-Ld Pt OTM 17675 161bft Dead Load Resisting Overturning. W 0 6(15 psf) 4 ft Ld 0 6.(10-psf) Pt Ld 0 6•(10psf) Oft Ld Ld DLRM W 2 0 7V Wd Ld Holdown Force Net Uplift: HDFd OTM DLRM C Ld B Z'N Co B 2.27ft vd p W3 184 151b ft 1 30.5ft 0.85 Max Opening Height 5ft -Oin Therefore 36ft DLRM 42140.321b ft E Ed 45 761b ft 1 d 51 421bft 1 C HDFd 901.281b W3E 231.681b ft 1 Ld Ld Ld 30.5 ft C 0 89 per IBC Table 2305 3 7.2 P1 -6 7/16' Sheathing w% 8d'nails 6' O2C. Wind Capacity =.339 plf Seismic :Capacity 242 Of Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.261b Per Nail A 830 lb ZB C As vd CD 1.33 ZB A CD ZB 1103.91b Per Bolt As= 1543ft Shear Wall Summary: Wind Force Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types vd 1 Ed 1 B 2.27 ft As= 1543ft HDFd 901.28 lb No Holdown Req'd 71.551bft =51 421bft p C co 16d 16' o.c. 5/8' A.B. 72' o.c. Cascade Residential Design, Inc. 102 South 26tli'St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL E. Wind loads per foot: Distance between shear wall. L1 18.ft L2 20ft Wall Length Le (18)ft Le 18ft Percent full height sheathing Wind Force 15 psf (17ft 20 ft) 10•psf [15.ft (48-ft L1 L2)] 15 psf (48 ft 20 ftJ 2 J 2 Seismic Force. E Pe 2 E Le .j Overturning Moment on Wall: Plate Height: Pt 9 1 ft L 18-ft OTM ve•L Pt OTM 32534.251bft Dead Load Resisting Overturning. W 0 6(15 psf) 12 ft L 0.6•(10•psf) 2Pt L 0.6•(10psf) lft L L DLRM W 2 (20•F2•n) Holdown Force Net Uplift: HDFe OTM DLRM Shear Wall Summary: Wind Force 0 7V W Le ve 1 Ee e 135.511bft Co C o W3 184 151b ft 1 W3E 231.681b ft 1 Seismic Force 18ft 18ft W 2 a W (L1 4•a L2 3E L1 3 2 L1 2 ve Le E 135.51 lb ft 1 p -0 17 Therefore p 1 00 DLRM 36158 4 lb ft HDFe 201.341b C L Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N Co B B =0.82ft ve PROJECT 1845/2A =1 Z'N 162.261b Per Nail Ee 135.51 lbft Co A 830 lb ZB C As ve B.P. Nailing Spacing A.B. Spacing Bp 0.82ft As =5.56ft 16d 8' o.c. 5/8' A.B. 66' o.c. Max Opening Height Oft-Oin Therefore C 1.00 per IBC Table 2305 3 7.2 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. As =5.56ft HDFe 201.341b 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Le Le Le 18ft ve 198 621b ft 1 V 198.621b ft 1 C P1 -6 7/16' Sheathing w/ 8d nails 6' 0-C Wind Capacity 339 plf Seismic Capacity 242 pif CD 1.33 ZB A CD ZB 1103.91b Per Bolt Holdown Force Holdown Types No Holdown Req'd Cascade Residential Design, Inc. 102 South 26th Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN WALL F. Garage Portal Frame Wind Toads per foot: W3 184 151b ft 1 W3E 231.681b ft 1 Distance between shear wall: L1 17 ft Portal Frame Length Lf (1.88 1.88) ft L1— a W3E•2 a W3(L1 -2 a) (L1 2 a) Wind Force vf L1 2 L1 vf 490.891bft 1 Wf 15 psf (20ft 117 ft) 10-psf [5 ft (20-ft Li)] 15-psf (2041 4 ft 2 2 J Seismic Force Ef (20•F2 ft) pf• Ef Lf V" 1 0 7V Wf Lf pf —7.84 Ef 143.211bft 1 Restraint Panel Height 9ft Maximum Restraint Panel Width 1ft -10 1 /2in Minimum Allowable Shear per Panel 1160 lb (3 75ft vf) Shear per Panel. Vf 2 Vf 920 43 lb O K. See APA Technical Topic TT 100 A Portal Frame with Hold Downs for Wall Bracing or Engineered Applications' (Emphasis Added) SEE PORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL SHEETS FOR FRAMING, NAILING, AND HOLDOWNS AT EACH GARAGE PORTAL FRAME PANEL Lf Therefore pf 1 00 ILYkr 11X PA, IIMMUIRTMLIW I 4 4 11� 111 II ILYkr 11X PA, IIMMUIRTMLIW I AAA CASCADE Residential Design, Inc. Job Name Location Technical Representative 102 South 26th St. Tacoma,WA 98402 251284.3170 253.284 3183 fax email: cascade ix.netcom.com Job Number Sheet By ,),.)1,1_ of Date 44 4, MIMI 1111111111111111111M a A 1. use', 4- t Z M2( 'I6 f 7.. =I 9 ff 2 .4 wst IS V-z .7 4— f 2<e l.� u 2.5 7. ,7.. imam smausitai Ub ..1 6 o 1o' D SI uop 116®12/? GO t -L 2S °t 15o ttf J. cf a t LJP r,. t :-,i 1 rki 1L z-so 31 I 7. C� c AAA CASCADE Residential Design, Inc. Job Name Location Technical Representative 102 South 26th St. Tacoma,WA 98402 251284.3170 253.284 3183 fax email: cascade ix.netcom.com Job Number Sheet By ,),.)1,1_ of Date 44 Rev' 580000 Description BEAM 1 General Information FuII Length Uniform Loads Deflections Section Name 4x12 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Load Dur Factor Beam End Fixity Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 624 15 psi Fb 1 035 00 psi Center Span. Deflection Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 1 150 Pin -Pin 3.84 k -ft 0 00 k -ft 0.00 k -ft 0 00 k -ft 6.37 Dead Load -0.100 in 8.000 ft 1 922.7 D.L. Defl 0.150 in 0 000 in 0 000 in 45.00 #/ft #/ft #/ft fv 32.48 psi Fv 207 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 Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 0 603 1 3.8 k -ft 6.4 k -ft at 8.000 ft at 0 000 ft Total Load -0.266 in 8 000 ft 721 00 LL LL LL Span= 16 OOft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Reactions. Left DL Right DL 16.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600.0 ksi 75 00 #/ft #/ft #/ft .Lu .Lu Lu Maximum Shear *1 5 Allowable Shear Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Deft Camber 0.36 k 0 36 k 0 00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 8.2 k Left 0 96 k Right 0 96 k Left 0 000 in Center 0 150 in Right 0 000 in Max 0 96 k Max 0.96 k Dead Load Total 0 000 in 0 000 in 00 00 0 000 in 0.000 in 00 00 Rev: 580000 Description BEAM 2. LFull Length Uniform Loads Summary I Left 0.000 in Right 0.000 in General Timber Beam General Information Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 Center Span 8.00 ft .Lu 0 00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Douglas Fir Larch, No.2 Fb Base Allow 900 0 psi Load Dur Factor 1 150 Fv Allow 180 0 psi Beam End Fixity Pin -Pin Fc Allow 625 0 psi E 1 600 0 ksi Center DL 75.00 #/ft LL 125 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8 OOft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0.251 1 Maximum Moment 1 6 k -ft Maximum Shear`` 1 5 0.9 k Allowable 6 4 k -ft Allowable 8 .2 k Max. Positive Moment 1 60 k -ft at 4 000 ft Shear Left 0.80 k Max. Negative Moment 0.00 k -ft at 0 000 ft Right 0 80 k Max Left Support 0.00 k -ft Camber Left 0.000 in Max Right Support 0 00 k -ft Center 0.016 in Max. M allow 6.37 Reactions. Right 0.000 in fb 260 06 psi fv 23.41 psi Left DL 0 30 k Max 0.80 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.30 k Max 0.80 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 010 in -0 028 in Deflection 0 000 in 0 000 in Location 4 000 ft 4 000 ft Length /Deft 0 0 0 0 Length /Deft 9,228.8 3 460 78 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0 000 in Center 0 016 in .Length /Deft 0.0 0 0 Rev 580000 Description BEAM 3 General Information Full Length Uniform Loads Point Loads Dead Load 800 0 Ibs Ibs lbs Ibs Ibs Live Load Ibs Ibs lbs Ibs Ibs .distance 6 000 ft 0 000 ft 0.000 ft 0 000 ft 0 000 ft Summary Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Center Left Cantilever Right Cantilever DL DL DL Span= 10 OOft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 692.43 psi Fb 1 035 00 psi Center Span. Deflection Location .Length /Defl Camber using 1.5 Center Left Right General Timber Beam Center Span 10.00 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft Sawn Douglas Fir Larch, No.2 Fb Base Allow 900.0 psi 1 150 Fv Allow 180 0 psi Pin -Pin Fc Allow 625 0 psi E 1,600 0 ksi 30 00 #/ft #/ft #/ft Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined LL LL LL 3.500in x Depth 9.25in, Ends are Pin -Pin 0.669 1 2.9 k -ft 4 3 k -ft 2.88 k -ft at 6.000 ft 0 00 k -ft at 10 000 ft 0 00 k -ft 0 00 k -ft 4.30 Reactions. fv 37 96 psi Left DL Fv 207 00 psi Right DL Dead Load -0 092 in 5.240 ft 1,302.2 D.L. Defl 0 138 in 0 000 in 0 000 in Total Load -0 123 in 5.200 ft 979.23 Ibs Ibs 0000ft 50.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 0 47 k 0 63 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl Ibs Ibs 0000ft Lu Lu .Lu 0 00 ft 0 00 ft 0 00 ft Beam Design OK 1.2 k 67 k Left 0 72 k Right 0.88 k Camber Left 0 000 in Center 0.138 in Right 0.000 in Max 0 72 k Max 0.88 k Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 1 1 Rev: 580000 1 L General Timber Beam Description BEAM 4 L General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin Span= 7 OOft, Beam Width 3 500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 4 30 fb 530.14 psi Fb 1 035.00 psi Center Span. Dead Load Deflection -0.020 in Location 3.500 ft .Length /Defl 4,254.2 Camber using 1.5 D.L. Defl Center 0.030 in Left 0.000 in Right 0 000 in 2.20 k -ft 0 00 k -ft 0.00 k -ft 0.00 k -ft 135 00 #/ft #/ft #/ft fv 45.77 psi Fv 207 00 psi Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Depth 9.25in, Ends are Pin -Pin 0.512 1 2.2 k -ft 4 3 k -ft at 3.500 ft at 0 000 ft Total Load -0 053 in 3.500 ft 1,595.31 Reactions. Left DL Right DL 7.00 ft ft ft 900.0 psi 180 0 psi 625.0 psi 1,600.0 ksi 225.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 1 5 k 67 k Left 1.26 k Right 1.26 k Camber Left 0 000 in Center 0 030 in Right 0.000 in 0 47 k 0.47 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu Lu .Lu 0 00 ft 0 00 ft 0 00 ft Beam Design OK Max 1.26 k Max 1.26 k Dead Load Total Load 0.000 in 0 000 in 00 00 0.000 in 0.000 in 00 00 1 j Rev 580000 Description BEAM 5 L General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity LFuII Length Uniform Loads 1 Center Left Cantilever Right Cantilever Summary Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 180.32 psi Fb 1 035 00 psi Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin Dead Load -0 003 in 2.500 ft 17,510 1 D.L. Defl 0.005 in 0 000 in 0.000 in 0.75 k -ft 0 00 k -ft 0 00 k -ft 0.00 k -ft 4.30 fv Fv 90 00 #/ft #/ft #/ft General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Span= 5 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.174 1 Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0.7 k -ft 4 3 k -ft at 2.500 ft at 0.000 ft 19 35 psi 207 00 psi Total Load -0 009 in 2.500 ft 6,566.30 LL LL LL Reactions. Left DL Right DL 5 00 if ft ft 900.0 psi 180 0 psi 625 0 psi 1,600 0 ksi 150.00 #/ft #/ft #/ft Lu .Lu Lu Maximum Shear *1 5 Allowable Shear Beam Design OK 0.00 ft 0.00 ft 0.00 ft Left Cantilever Deflection .Length /Deft Right Cantilever Deflection Length /Deft 0.6 k 6.7 k Left 0 60 k Right 0 60 k Camber Left 0.000 in Center 0.005 in Right 0 000 in 0.22 k 0.22 k Max 0 60 k Max 0 60 k Dead Load Total Load 0 000 in 0 000 in 00 00 0.000 in 0 000 in 00 00 1 Rev 580000 Description BEAM 6 General Information Code Ref: 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Deflections Section Name Beam Width Beam Depth Member Type Load Dur Factor 1 150 Beam End Fixity Pin -Pin [Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right LPoint Loads Dead Load 2,600.0 Ibs Live Load lbs distance 8.000 ft 5.125x12 5 125 in 12.000 in GluLam 120 00 #/ft 120 00 #/ft 233.00 #/ft 233.00 #/ft General Timber Beam LL Left LL Right LL Left LL Right Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E 200 00 #/ft 200 00 #/ft 388.00 #/ft 388.00 #/ft 1400ft ft ft 2,400 0 psi 240 0 psi 650 0 psi 1 700 0 ksi Start Loc End Loc Start Loc End Loc .Lu Lu Lu 0.00 ft 0.00 ft 0 00 ft 0.000 ft 8.000 ft 8.000 ft 14 000 ft Ibs lbs Ibs lbs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft 0.000 ft Summary Span= 14 OOft, Beam Width 5 125in x Depth 12.in, Ends are Pin -Pin Max Stress Ratio 0 696 1 Maximum Moment 19 7 k -ft Maximum Shear *1 5 6.8 k Allowable 28.3 k -ft Allowable 17 0 k Max. Positive Moment 19 68 k -ft at 8.008 ft Shear Left 3 74 k Max. Negative Moment -0 00 k -ft at 14.000 ft Right 5 14 k Max Left Support 0 00 k -ft Camber Left 0.000 in Max Right Support 0.00 k -ft Center 0.468 in Max. M allow 28.29 Reactions. Right 0 000 in fb 1 919.89 psi fv 111 06 psi Left DL 2.10 k Max 3.74 k Fb 2,760 00 psi Fv 276.00 psi Right DL 2.86 k Max 5 14 k Beam Design OK Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.312 in -0.500 in Deflection 0.000 in 0 000 in .Location 7.280 ft 7.224 ft Length /Deft 0 0 0 0 Length /Deft 538.3 335.90 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0 000 in Center 0 468 in .Length /Defl 0 0 0 0 Left 0 000 in Right 0 000 in CAscADE Job Name Location Residential Des Inc. ?L7' -k) Rc VIA Technical Representative Job Number Sheet r' By 1 IJ tt 02 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.3183 fax email: cascadeCa ix netcom.com of Date 64 i g vu 1- --1 if-/-z_ :IQ") E itAi L‘..:._ Z.c., fp .0 1 I CJ 3 .-01 e WPC r b somiumaimmnik Ui:PL4 to 0 LSE`! :::150 R I P Irt JdL 1 z t maw i I L CAscADE Job Name Location Residential Des Inc. ?L7' -k) Rc VIA Technical Representative Job Number Sheet r' By 1 IJ tt 02 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.3183 fax email: cascadeCa ix netcom.com of Date 64 Rev: 580000 Description BEAM 7 [General Information Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 9 00 ft .Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .Lu 0.00 ft Member Type Sawn Hem Fir No.2 Fb Base Allow 850 0 psi Load Dur Factor 1 150 Fv Allow 150 0 psi Beam End Fixity Pin -Pin Fc Allow 405 0 psi E 1,300.0 ksi LFull Length Uniform Loads Center DL 30 00 #/ft LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Deflections General Timber Beam Beam Design OK Span= 9 OOft, Beam Width 1.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0 465 1 Maximum Moment 0.8 k -ft Maximum Shear 1 5 0 4 k Allowable 1 7 k -ft Allowable 2.4 k Max. Positive Moment 0 81 k -ft at 4.500 ft Shear Left 0.36 k Max. Negative Moment 0 00 k -ft at 0 000 ft Right 0.36 k Max Left Support 0.00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 052 in Max. M allow 1 74 Right 0.000 in Reactions. fb 454 40 psi fv 32.38 psi Left DL 0.13 k Max 0.36 k Fb 977 50 psi Fv 172.50 psi Right DL 0 13 k Max 0 36 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.034 in -0 092 in Deflection 0 000 in 0 000 in Location 4 500 ft 4 500 ft .Length /Defl 0 0 0 0 .Length /Deft 3 136.5 1 176 17 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0 000 in Center 0 052 in .Length /Defl 0 0 0 0 Left 0 000 in Right 0 000 in 1 Rev. 580000 Description BEAM 8 General Information [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 6 OOft, Beam Width 3 500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 173 11 psi Fb 1 035 00 psi Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 3 500 in 9.250 in Sawn 1 150 Pin -Pin Dead Load -0 005 in 3 000 ft 15 199 8 D.L. Defl 0 007 in 0 000 in 0 000 in 60.00 #/ft #/ft #/ft fv 16.55 psi Fv 207 00 psi General Timber Beam 0 167 1 0.7 k -ft 4.3 k -ft 0.72 k -ft at 3.000 ft 0 00 k -ft at 0 000 ft 0.00 k -ft 0.00 k -ft 4 30 Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.013 in 3 000 ft 5,699.91 LL LL LL Reactions. Left DL Right DL 6.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600 0 ksi 100.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Cantilever Deflection Length /Deft Right Cantilever Deflection .Length /Deft Lu .Lu .Lu 05 k 67 k Left 0 48 k Right 0.48 k Camber Left 0 000 in Center 0 007in Right 0 000 in 0 18 k 0 18 k Max 0 48 k Max 0 48 k Dead Load 0 000 in 00 0.000 in 00 0 00 ft 0.00 ft 0 00 ft Beam Design OK Total Load 0.000 in 00 0.000 in 0.0 Rev 580000 Description BEAM 9 General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections 4x10 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 584.23 psi Fb 3,312.00 psi DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin 2.43 k -ft 0 00 k -ft 0.00 k -ft 0.00 k -ft 13.78 fv Fv Center Span. Dead Load Deflection -0 032 in Location 4.500 ft .Length /Deft 3,377 7 Camber using 1.5 D.L. Defl Center 0.048 in Left 0 000 in Right 0 000 in 90.00 #/ft #/ft #/ft General Timber Beam 41.63 psi 189 75 psi Code Ref 1997 NDS Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow Fc Allow E Span= 9 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin 0.219 1 2.4 k -ft 13.8 k -ft at 4 500 ft at 0 000 ft Total Load -0 085 in 4.500 ft 1,266 65 LL LL LL Reactions. Left DL Right DL 2003 IBC 2003 NFPA 5000. Base allowables are user defined 900ft ft ft 2,400.0 psi 165 0 psi 625.0 psi 1 800 0 ksi 150 00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl Lu .Lu Lu 0.00 ft 0.00 ft 0 00 ft Beam Design OK 1 3 k 61 k Left 1 08 k Right 1 08 k Camber Left 0 000 in Center 0 048 in Right 0.000 in 0 40 k 0 40 k Max 1 08 k Max 1 08 k Dead Load 0 000 in 0.0 0 000 in 0.0 Total Load 0.000 in 00 0 000 in 00 e. Rev: 580000 General Timber Beam Description BEAM 10 General Information Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 6.00 ft .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft .Lu 0.00 ft Member Type Sawn Douglas Fir Larch No.2 Fb Base Allow 900 0 psi Load Dur Factor 1 150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625 0 psi E 1 600 0 ksi Full Length Uniform Loads Center DL 98.00 #/ft LL 163 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Deflections Beam Design OK Span= 6.00ft, Beam Width 3 500in x Depth 9.25in Ends are Pin -Pin Max Stress Ratio 0.273 1 Maximum Moment 1.2 k -ft Maximum Shear* 1 5 0.9 k Allowable 4.3 k -ft Allowable 6 7 k Max. Positive Moment 1 17 k -ft at 3.000 ft Shear Left 0 78 k Max. Negative Moment 0 00 k -ft at 0.000 ft Right 0 78 k Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0.00 k -ft Center 0 012 in Max. M allow 4.30 Reactions. Right 0 000 in fb 282.38 psi fv 26.99 psi Left DL 0.29 k Max 0 78 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.29 k Max 0.78 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 008 in -0.021 in Deflection 0 000 in 0.000 in Location 3 000 ft 3.000 ft Length /Deft 0.0 0 0 .Length/Defl 9 306 0 3,494.20 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0.000 in Center 0.012 in Length/Defl 0 0 0.0 Left 0 000 in Right 0.000 in 1 i i i i L___ UPPER FLOOR FRAMING PLI4N 'CA Residert0 Destgn, Inc. Job Name 7'LA--0 Location U P61 Technical Representative Job Number :A. Tac 173 26 FO 2. .12S4.3 I En f en cascadefnx ne m. om Sheet of By rElts.) Date OLi 1,S 010 _i 1.,t, t a 4 v i I D S i I I 7 T 1 i 1 I 1 i -7- I- I 1 1 WPL-z fort 1 1 I 1 1 I i I LL 1 --'t i Pi I i I I 40 H i 1 I s, Gui2/_. '2 (7 -z -1 1 L 1 1 1 1 1 I I 1 /1 I 1 1-\5 J, (1) Ti I 'E /0 1 014 .L i i 10111110111m0 I I I 1 1 1 1 I I z /4, 140.- 12' i i I I I i 1 1 7 t--I 1 _i_ 1 1 kaM t 1 1 I I I. 1(\ +770 S 1 I 1 4 L ik) 42. 21760 1 1 1 1 i oi r 1 ...„2- k'k I 1 fo 1 1/2_ .+1- ----LzO4t--- 1 1 1 )i 1 i i 1 I I 1 i I I I 7- 16* 6 U12(-- LS ioli -t- i 7. 1 I 1 1 I 1 0 I t'UL-4-1__L% vit01251 I tHI i t --r- I I i f! 1 1 1 I 1 ii MON 1 0J. -:1....1 11 (7,- ,-7..! 5 '44. C 11 A n 1 I i 'CA Residert0 Destgn, Inc. Job Name 7'LA--0 Location U P61 Technical Representative Job Number :A. Tac 173 26 FO 2. .12S4.3 I En f en cascadefnx ne m. om Sheet of By rElts.) Date OLi 1,S 010 Rev 580000 Description BEAM 11 [General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 337 56 psi Fb 900 00 psi Deflections Center Span. Deflection Location .Length /Deft Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin Dead Load -0 006 in 3 000 ft 12,666.5 D.L. Defl 0 009 in 0.000 in 0 000 in 72.00 #/ft #/ft #/ft General Timber Beam 0 375 1 1 4 k -ft 3 7 k -ft 1 40 k -ft at 3 000 ft 0 00 k -ft at 0.000 ft 0.00 k -ft 0 00 k -ft 3.74 fv 32.26 psi Fv 180 00 psi Code Ref: 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Span= 6.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Total Load -0 025 in 3 000 ft 2,923 03 Reactions. Left DL Right DL 6.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi 240.00 #/ft #/ft #/ft Maximum Shear Allowable Shear Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl Camber 0.22 k 0.22 k Lu .Lu Lu *15 Left Right Left Center Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 0 00 ft 0 00 ft 0 00 ft Beam Design OK 1.0 k 58 k 0.94 k 0 94 k 0 000 in 0 009 in 0 000 in 0.94 k 0 94 k Total Load 0 000 in 00 0 000 in 0.0 Rev 580000 Description BEAM 12 FuII Length Uniform Loads Summary LDeflections General Timber Beam i General Information Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 1 75x11.87 Center Span 5.00 ft .Lu 0.00 ft Beam Width 1 750 in Left Cantilever ft .Lu 0 00 ft Beam Depth 11 875 in Right Cantilever ft .Lu 0 00 ft Member Type Sawn Truss Joist MacMillan, MicroLam 1 9 E Fb Base Allow 2,600 0 psi Load Dur Factor 1 000 Fv Allow 285 0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi E 1 900.0 ksi Center DL 108.00 #/ft LL 360 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 5 OOft, Beam Width 1 750in x Depth 11 875in, Ends are Pin -Pin Max Stress Ratio 0 180 1 Maximum Moment 1.5 k -ft Maximum Shear 1 5 1 1 k Allowable 8.9 k -ft Allowable 5.9 k Max. Positive Moment 1 46 k -ft at 2.500 ft Shear Left 1 17 k Max. Negative Moment 0.00 k -ft at 5.000 ft Right 1 17 k Max Left Support 0 00 k -ft Camber Left 0.000 in Max Right Support 0 00 k -ft Center 0 005 in Max. M allow 8 9 Reactions. Right 0 000 in fb 426 70 psi fv 51 35 psi Left DL 0.27 k Max 1 17 k Fb 2,600.00 psi Fv 285 00 psi Right DL 0.27 k Max 1 17 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 003 in -0.014 in Deflection 0.000 in 0 000 in Location 2.500 ft 2.500 ft .Length /Deft 0 0 0 0 Length /Defl 18,331 1 4,230.24 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0.000 in Center 0 005 in Length /Deft 0.0 0 0 Left 0 000 in Right 0 000 in Rev' 580000 Description BEAM 14 [General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Left Support Max Right Support Max. M allow fb 98.45 psi Fb 900 00 psi Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin Span= 3.00ft, Beam Width 3 500in x Depth 9.25in Max Stress Ratio 0.109 1 Maximum Moment 0 4 k -ft Allowable 3.7 k -ft Max. Positive Moment 0 41 k -ft at 1.500 ft Max. Negative Moment 0 00 k -ft at 0 000 ft 0.00 k -ft 0.00 k -ft 3.74 Dead Load -0 000 in 1.500 ft 86,855 8 D.L. Defl 0 001 in 0 000 in 0 000 in 84 00 #/ft #/ft #/ft fv 12.35 psi Fv 180.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0 002 in 1 500 ft 20 043.65 LL LL LL Ends are Pin -Pin Reactions. Left DL Right DL 900.0 psi 180 0 psi 625 0 psi 1 600.0 ksi 280 00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear: 013 k 0 13 k Left Cantilever Deflection Length /Deft Right Cantilever Deflection .Length /Defl 3 00 ft Lu ft .Lu ft Lu Dead Load 0 000 in 00 0 000 in 00 0 00 ft 0 00 ft 0 00 ft Beam Design OK 04 k 58 k Left 0.55 k Right 0 55 k Camber Left 0.000 in Center 0.001 in Right 0 000 in Max 0.55 k Max 0.55 k Total Load 0 000 in 00 0 000 in 0.0 Rev: 580000 Description BEAM 15 General Information Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x16.5 Center Span 20 00 ft Lu 0 00 ft Beam Width 5 125 in Left Cantilever ft .Lu 0 00 ft Beam Depth 16 500 in Right Cantilever ft Lu 0 00 ft Member Type GluLam Douglas Fir 24F V8 Fb Base Allow 2,400 0 psi Load Dur Factor 1 000 Fv Allow 240 0 psi Beam End Fixity Pin -Pin Fc Allow 650 0 psi E 1 700 0 ksi Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right #3 DL Left DL Right LPoint Loads Summary LDeflections 173 00 #/ft LL Left 173 00 #/ft LL Right 367 00 #/ft LL Left 367 00 #/ft LL Right 164 00 #/ft LL Left 164 00 #/ft LL Right General Timber Beam 235.00 #/ft 235 00 #/ft 518.00 #/ft 518.00 #/ft 180 00 #/ft 180 00 #/ft Start Loc End Loc Start Loc End Loc Start Loc End Loc 0 000 ft 10 000 ft 10 000 ft 12.000 ft 12.000 ft 20 000 ft Dead Load 2,400 0 lbs 2,200 0 lbs lbs lbs lbs Ibs lbs Live Load lbs lbs lbs Ibs Ibs lbs lbs distance 10.000 ft 12.000 ft 0 000 ft 0.000 ft 0.000 ft 0 000 ft 0 000 ft Beam Design OK Span= 20.00ft, Beam Width 5.125in x Depth 16.5in, Ends are Pin -Pin Max Stress Ratio 0 982 1 Maximum Moment 44 5 k -ft Maximum Shear 1 5 9 4 k Allowable 45.3 k -ft Allowable 20 3 k Max. Positive Moment 44 47 k -ft at 10 000 ft Shear Left 6.49 k Max. Negative Moment 0 00 k -ft at 20 000 ft Right 6.72 k Max Left Support 0.00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 925 in Max. M allow 45.27 Reactions. Right 0 000 in fb 2,294 71 psi fv 110.82 psi Left DL 3 97 k Max 6 49 k Fb 2,336.15 psi Fv 240 00 psi Right DL 4 41 k Max 6.72 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 617 in -0.904 in Deflection 0 000 in 0 000 in Location 10 160 ft 10 160 ft Length /Deft 0 0 0 0 Length /Defl 389 1 265.42 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0.000 in Center 0 925 in Length /Defl 0 0 0 0 Left 0 000 in Right 0.000 in 1 1 Rev: 580000 Description BEAM 16 I General Information Section Name 3.125x10.5 Beam Width 3 125 in Beam Depth 10.500 in Member Type GluLam Load Dur Factor Beam End Fixity Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right L Point Loads Dead Load Live Load distance I I Summary Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right 900.0 lbs Ibs 8.000 ft Span= 13.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,005 41 psi Fb 2,760 00 psi 1 150 Pin -Pin 155 00 #/ft 155.00 #/ft 215 00 #/ft 215 00 #/ft Ibs Ibs 0.000 ft General Timber Beam Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined LL Left LL Right LL Left LL Right Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft 125.00 #/ft 125 00 #/ft 225.00 #/ft 225 00 #/ft 3 125in x Depth 10 5in, Ends are Pin -Pin 0 727 1 Dead Load -0.348 in 6.708 ft 448 9 D.L. Defl 0.521 in 0 000 in 0.000 in Ibs Ibs 0 000 ft Total Load -0 545 in 6 708 ft 286.50 96 k -ft Maximum Shear 1 5 13.2 k -ft Allowable 9 60 k -ft at 7 956 ft Shear -0.00 k -ft at 13 000 ft 13.21 fv 121.32 psi Fv 276 00 psi 13.00 ft ft ft 2,400 0 psi 240 0 psi 650.0 psi 1 700.0 ksi Left Cantilever Deflection .Length /Deft Right Cantilever Deflection Length /Defl .Lu .Lu Lu Start Loc End Loc Start Loc End Loc Ibs Ibs 0000ft Ibs Ibs 0 000 ft 0. 00 ft 0.00 ft 0 00 ft 0 000 ft 8 000 ft 8.000 ft 13.000 ft Beam Design OK 4.0 k 91 k Left 2.32 k Right 3 02 k 0 00 k -ft Camber Left 0 000 in 0.00 k -ft Center 0 521 in Reactions. Right 0 000 in Left DL 1 41 k Max 2.32 k Right DL 1 80 k Max 3 02 k Dead Load Total Load 0.000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Ibs Ibs 0.000 ft CASCADE Residential Design Inc Job Name F 51-5/ Location Q u Op,tcri o Job Number Sheet of 102 South 2bth St. Tacona, WA 98402 253.284.3 170 253.234.3183 fax ca,,adegrx.netcom.com Technical Representative By EIt' Date 04 2 6 1 I I 1 L Wpi.__, \/.4 lel. 2. Y:7 ..4- alsElimussmosiallt 1 1 677- 1 1 1 0 1 1 I 0 w_D1,7_,,12 0 $o 1 4/-27,- 16 5G .7.- if- ?.-u 1 r i 11111111111111111111111.1M111 I _1__voi2 1 v 2 _--12 2, I i 1,1 I_ 1 4 locammimor 1 -T I 1 I I I I I 1 I I I I I I I I I 1 I I i 1 I I I I 1 I I I--- I I I I I I I I i i 11 I I i I I I I CASCADE Residential Design Inc Job Name F 51-5/ Location Q u Op,tcri o Job Number Sheet of 102 South 2bth St. Tacona, WA 98402 253.284.3 170 253.234.3183 fax ca,,adegrx.netcom.com Technical Representative By EIt' Date 04 2 6 Rev: 580000 Description BEAM 17 General Information D eflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity FuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 4 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 463.54 psi Fb 900 00 psi Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 0 00 k -ft 0.00 k -ft 3.74 Dead Load -0 004 in 2.000 ft 10 837 9 D.L. Defl 0 007 in 0.000 in 0.000 in 1 93 k -ft 0.00 k -ft 284 00 #/ft #/ft #/ft fv 55 03 psi Fv 180 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 Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 0 515 1 1.9 k -ft 3 7 k -ft at 2.000 ft at 4 000 ft Total Load -0 015 in 2.000 ft 3,192.90 LL LL LL Reactions. Left DL Right DL 4 00 ft ft ft 900.0 psi 180 0 psi 625 0 psi 1 600 0 ksi 680 00 #/ft #/ft #/ft 0.57 k 0 57 k Left Cantilever Deflection Length /Deft Right Cantilever Deflection Length /Defl .Lu ,Lu Lu Maximum Shear 1 5 Allowable Shear 0 00 ft 0 00 ft 0.00 ft Beam Design OK 1.8 k 5.8 k Left 1 93 k Right 1 93 k Camber Left 0 000 in Center 0.007 in @Right 0 000 in Max 1 93 k Max 1 93 k Dead Load 0 000 in 00 Total Load 0 000 in 00 0 000 in 0.000 in 00 00 Description General Information BEAM 18 Section Name 4x10 Center Span 5.00 ft .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Douglas Fir Larch, No.2 Fb Base Allow 900 0 psi Load Dur Factor 1 000 Fv Allow 180 0 psi Beam End Fixity Pin -Pin Fc Allow 625 0 psi E 1 600 0 ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary L Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right Span= 5 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.347 1 Maximum Moment 1 3 k -ft Maximum Shear 1 5 1 1 k Allowable 3 7 k -ft Allowable 5 8 k Max. Positive Moment 1 30 k -ft at 2.500 ft Shear Left 1 04 k Max. Negative Moment 0 00 k -ft at 0 000 ft Right 1 04 k Max Left Support Max Right Support Max. M allow fb 312.55 psi Fb 900 00 psi DL 96.00 #/ft LL 320 00 #/ft DL #/ft LL #/ft DL #/ft LL #/ft 0 00 k -ft 0.00 k -ft 3 74 Dead Load -0 004 in 2.500 ft 16,415.8 D.L. Defl 0 005 in 0.000 in 0 000 in fv 33 54 psi Fv 180 00 psi Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Total Load -0 016 in 2.500 ft 3,788.25 Reactions. Left DL Right DL 0.24 k 0.24 k Left Cantilever Dead Load Deflection 0 000 in Length /Defl 0 0 Right Cantilever Deflection Length /Defl 0.000 in 00 Beam Design OK Camber Left 0 000 in Center 0.005 in Right 0 000 in Max 1 04 k Max 1 04 k Total Load 0 000 in 00 0 000 in 0.0 C T4 4 et: it A 9 tyerharuser Business TJ- Beam(TM) 6.10 Serial Number 7003013791 User 2 8/2/2004 9.35:11 AM Page 1 Engine Version: 1 10.3 LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Width 1 Stud wall 3.50' 2 Stud wall 3.50' See TJ SPECIFIER'S BUILDERS GUIDE for detail(s) A3: Rim Board DESIGN CONTROLS. Maximum 332 332 796 Shear (lbs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Bearing Length 2.25' 2.25' PROJECT INFORMATION. Plan 1845/2 A Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 267/80/0/347 267/80/0/347 Design 326 332 796 0.069 0.090 55 Control 1220 1018 2380 0.240 0 479 35 Deflection Criteria. STANDARD(LL:U480 TL:U240) Deflection analysisis based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED NAILED wood decking. Bracing(Lu) All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability TJ -Pro RATING SYSTEM The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Copyr.gnt O 2003 by Trus Jot Weyerhaeus Bu nes TJ10 nd TJ Beam ar eg.stered trademarks of Trus Joint e -t Jo t" pro nd TJ Pro" are trademark of Tr Jo et Beam 19 9 1/2" TJIO 110 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TDM'C ICADE \Compa P les.2003 IBC Calcs Gle Terra\1845 -2 \Beam 19 sms 10• Other El Product Diagram is Conceptual. A3: Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® Control Passed (27 Passed (33 Passed (33 Passed (L/999 Passed (L/999 Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Phone (253) 284-3170 Fax (253) 284-3183 btran@cascaderd.com Cascade Residential Design, Inc. 1025outh 2611" St. Tacoma, WA 98402 Tel: (253) 284 -3170 .Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Maximum Load For 6x6 DF #2 Wood Post F 700 psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 E' 1300000 psi 6x6 Wood Post Properties F' c Fe CD CFc F 700 psi Axial Load Capacity Slenderness Ratio (SL) H SL C 0 8 KCE 0.3 KCE•E FCE SL C C FCE 806 psi 2 1 FCE 1 FCE FCE F'c F' F'c 2C 2C C F' 516 psi P max F' A Maximum Load For 3 -2x6 HF #2 Built up Wood Post F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E'•= 1300000•psi F' c F CD CF F' c 1430 psi 3 -2x6 Built Up Post Properties Kf 1 0 (Kf 0.6 for unbraced nailed Axial Load Capacity built up posts 0.75 for bolted) Slenderness Ratio (SL) h (5.5) in H t= 3(1.5)in SL C 0.8 KCE 0.3 A t h A 24 8 in KCE•E' FCE FCE 806 psi 3 SL I t h I 62.4 in 12 I FCE F'c 2C 1 FCE F' c Fe Cp F' c F' =682 psi FCE F'c Kf Kf C =048 2C C p max F' A psf psi plf psf ft 144 Kf 1 0.6 for unbraced nailed built up posts 0 75 for bolted) h 5.5•in t 5.5•in A t h A 30.3 in th 3 I I= 76.3in 4 12 S•= 12 S= 277in h C 0 74 Pmax 15613 lb (Maximum post Capacity) psi psf 144 S•= I2 S= 22.7in3 h lb plf ft H 10 083 ft pif psf ft lb plf ft H 10 083 ft Pmax 16871 lb (Maximum post Capacity) Cascade Residential Design, Inc. 102tou 26 h St. Tacoma, WA 98402 Tel: (253) 284 -3170 ax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Maximum Load For 2 -2x6 HF #2 Built up Wood Post F 1300•psi E' 1300000 psi F' c Fc CD CFc Axial Load Capacity Slenderness Ratio (SL) SL•_ h FCE C p F 1300•psi CD 1 E 1300000•psi F' c Fc CD CFc Axial Load Capacity Slenderness Ratio (SL) SL h FCE SL C F' C p F' Maximum Load For 4x4 HF #2 KCE•E' SL I FCE F'c 2C KCE C =08 KCE• =0.3 FCE 2 FCE 1 1 F' c F' c 2C 2C F' 682 psi C•= 0.8 CD 1 F' c 1430 psi F 806 psi CFb F' c 1495 psi KCE 0.3 FCE 326 psi 2 FCE FCE 1 F' c F' 2C F' 310psi psf psi plf psf ft 144 CFb 1 CM 1 Ct 1 CL 1 CF 1 1 C FCE F'c C Kf Kf max F' A max F c A t 3.5•in A• =th t h I 12 I2 S h C 0.21 2 -2x6 Built Up Post Properties Kf 1 0 Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) h 5.5.in t (2) 1.5-in A 16.5 in A• =th h 3 I t12 I= 41.6in4 S'= S= 151in3 h h 3.5-in C 0 48 Pmax 112471b (Maximum post Capacity) psf psi plf psf ft 144 1.5 CM 1 C 1 CL 1 CF 1 15 Ci 0.85 4x4 Wood Post Properties Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) A 12.3 in I 12.5 in S =711n P 37991b (Maximum post Capacity) lb plf ft H 10 083 ft 1b plf ft H 10 083 ft Casc de Residential Design, Inc. 102 tou 24 St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Maximum Load For 3 -2x4 HF #2 Built up Wood Post F 1300• psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF c 1 1 E''= 1300000-psi F' c F c CD CF F c 1430 psi 3 -2x4 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) h 3.5 in SL H h C 0.8 KCE 0.3 KCE•E' FCE FCE 326 psi SL C C F' C F' c Axial Load Capacity Slenderness Ratio (SL) H SL h KCE E FCE SL 2 l FCE 1 FCE F CE F' c F' c F' c 2C 2C j C 1 FCE F' c C'= 0.8 KCE 0.3 FCE 326 psi FCE 1 F' c 2 2C 2C C F' 309 psi FCE F'c Kf F' 309 psi P max F' A Maximum Load For 2 -2x4 HF #2 Built up Wood Post Kf Pmax F' A Kf 1 0 (Kf 0.6 for unbraced nailed t 3 1.5•in A• =th A= 158in 3 I= th 1= 161in4 12 I2 3 S h 5 =9.2in C 0.22 Pmax 48711b (Maximum post Capacity) F 1300-psi CD I CFb 1 CM 1 C 1 CL 1 CF 1 1 E'•= 1300000-psi F' c F CD CF F' c 1430 psi 2 -2x4 Built Up Post Properties Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0.75 for bolted) h 3.5.in t (2) 1.5-in A =th A= 10.5in th 3 I I= 107in 12 S 12 S =61in h C 0.22 psi psf 144 plf psf ft built up posts 0.75 for bolted) psf psi plf psf ft 144 P max 32471b (Maximum post Capacity) lb plf ft H 10 083 ft lb plf ft H 10 083 ft Ca,cacie gosidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 F ax: (253) 284 -3183 PROJECT 1845/2A 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN Maximum Load For 6x6 HF #2 Treated Post F 460•psi CD 1 CFb 1 CM 1 C 1 C 1 CF 1 E'•= 1045000•psi F' c F CD CF F' 460 psi 6x6 Treated Wood Post Properties c Axial Load Capacity Slenderness Ratio (SL) H SL h FCE SL C Maximum Load For 4x4 HF #2 Treated. Foundation Post psf psi plf psf ft lb plf ft H 4 ft 144 F 1040•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 E' 1235000-psi F' c F CD CF F' 1040 psi 4x4 Treated Wood Post Properties Kf 1 0 Kf 0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 3.5 in SL H C =0.8 h KCE•E' FCE C KCE* E' 1 FCE F'c 2C SL 1 FCE F c 2C C 0.8 KCE 0.3 FCE 648 psi 1 t h 3 I 76.3 in 12 1 FCE 2 FCE S 12 S 27 7 in h C F'c C Kf 2C C 0 79 F' 365 psi KCE 0.3 FCE 1970 psi 1 FCE FCE F' F' c 2C F' C F' c F' 892 psi Pmax F' A Kf Kf 1 0 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) h 5.5•1n t 5.5 in A• =th A= 30.3m A =th t h I 12 P max 110541b (Maximum post Capacity) t 3.5•in 12 S h C 0 86 psi psf plf psf ft lb plf ft H 10 083 ft 144 A 12.3 in 1 12.5 in S =71in Pmax F' A Amax 10930 Ib (Maximum post Capacity) The City of Port Angeles Building inspections Dept. Upon reviewing the single family residential plans submitted for permit, the following are some of the items that will need to be taken in to consideration. Foundation Footing The minimum size of a footing in Seismic zone D2 are as follows. (1 Story 12" W/ 6" min. thick) (2 story 15" W/ 7" min. thick) (3 story 23" W/ 8' min. thick) (Load bearing value of soil 1,500 (psi). With 2 4 bars horizontal continuous 3" off the bottom of footing The minimum specified compressive strength of concrete in basement walls, foundation walls, exterior vvalls and other vertical concrete work exposed to weather in moderate weathering table R402.2 of the IRC is 30001bs with a min. of 5% air entrained, but not more that 7% Foundations in seismic categories D2 that exceed 50' -0" in either direction are required to have a continuous footing per section R403.1.2 including support of an interior braced wall line. Locating and marking the property boundary is required for a footing inspection. Tables in chapter 4 of the IRC. Will be applied for soils that are heavy in moisture (hydraulic) in nature or foundation wall over 5' -0" in height. Verify site conditions and unbalanced back fill at time of application. Foundations Drains are required as per section R 405.1 (see exception for soil classification) 2- Foundation walls. Vertical steel in foundation walls as of July 1' 2004 Vertical bar reqd to be'/" #4 bar with a hook and tied to the footing steel in place at 4' -0" 0 C. at footing inspection. One #4 bar horizontal within the top 12 "of the wall.'/" anchor bolt with a 3" x 3" x' /4" steel washer is required at 6' -0 "OC for a 1 story and 4 -0 "OC for a 2 story, along and within 12" of each end the pressure treated sill plate. Crawl space ventilation is required at (1') s.f. of vent per (150') s.f. of area per sec. R408.2.2003 IRC. 6 mill black poly is required in crawl space as a below grade moisture barrier per section R406.3.2 2003 IRC. Finish grade shall be a 6" slope away from foundation within 10' -0" of the foundation wall measured horizontally as per sec. R406.3 2003 IRC. 3- Framing. All connections from a pier to a post and beam are required to have positive connection per code. In addition any connectors/ fasteners in contact with treaded wood are req'd to be hot dipped zinc /gals (See manufacture details.) All floor joist are required to be blocked with 2x material at the beam support. 7/16" OSB sheathing is required to be nailed to pressure treated sill plate and bottom plate or sole plate of wall. (or other approved hold down's). Attic ventilation is required at (1') s.f. of vent per (150') s.f. Of area with an allowable 50% of ventilation can be located in the upper portion of the ridge if applicable per 2003 IRC. Truss design and calculations are required upon submitting an application, lateral connections are required to end walls where truss rafters are perpendicular to end walls. A truss /rafter tie shall be required to prevent uplift per code. 4- Braced Wall Lines. In Seismic category D2 exterior and interior braced wall lines cannot exceed 25' -0" Wall bracing must start within 8' -O" of a transverse wall or a designed collector Standard wall bracing methods are required as per section R602.10.3 of the 2003 IRC. If the wall bracing methods cannot be met, then refer to "Alternate Braced wall panel" Section 602.10.6 of the 2003 IRC. If any of the aforementioned methods cannot be met, engineering design will be required for the "SHEAR WALL" design. Section R602.10.9 for interior braced wall line support for 1 and 2 story buildings require a continuous footing supporting a braced wall line, interior and exterior not to exceed 50' -0 "intervals. Oot 5- Egress. Rooms used for sleeping are required to have one window with 5.7'S.F of openable space and a sill height of not more the 44" above finished floor for emergency escape per 2003 IRC. 6- Energy and Air Quality Insulation, Heating, Air conditioning, Lighting, Windows and Appliances to meet 2003 WSEC VIAQ New single family structures are required to have a whole house exhaust fan with a 24hr timer per table 3 -1, 3 -2, 3 -3 of the 2003 VIAQ Mechanical fresh air intake (FAT) is required to have a 24 hr timer or windows in all bedrooms and living, dining area may have intake ports for fresh air per 2003 VIAQ if zone heat is applicable. 7 Dry Wall. (Gypsum wall board) 5/8" type "X" sheets rock is required in the accessible usable space under stairs and on ceiling of a garage only if a habitable area is located above the garage. The rating of the sheet rock nail pattern must be visible to the inspector Nail pattern for all sheet rock' and 5/8" to be 8" on center and 12" OC if drywall screws are used. Per table 702.3.5 of the 2003 IRC. Interior braced wall panels are to be inspected prior to tape, bed and texture. Moisture resistant wallboard is required around w /c. A cementuous backer board is required for tiled areas at tub and showers. Vapor barrier is required. A perm rated paint may be substituted for a poly vapor barrier on the warm in winter side. 8- Plumbing. Water heaters are required to have two approved seismic straps in the upper and lower 1 /3` of the tank per UPC. T &P valve to be 3 /4" I.D and directed to the exterior and turned 90 degree downward not less that 6 -12" above finish grade. Water heater s are required to have a 26 ga. Pan of other approved drain pan with a 3 drain line from pan to exterior Impact protection for w/h and mechanical equip are required to resist 6,0001bs impact if located in the garage area. All DWV are req'd. to be tested under water pressure per 2003 UPC or air test (consult manufacture recommendations for air test) Min. test pressure in Residential LPG is 30 lbs. 9- Smoke detectors. shall be located in each sleeping room and in the hall leading to each sleeping area. One smoke detector is required at the top of each stairs, and at least one smoke detector is required on every floor level. Smoke detectors must be within 6" to 12 "from the ceiling if mounted on wall. Smoke detector shall not be less than 36" from any air return. Power supply for smoke detectors shall be from the main house supply that is not switched and required to be battery back up. Smoke detectors to be inter connected so that if one smoke detector alarm will start a chain reaction to all other smoke detectors as per code. 10- Maximum building height allowable is 30' -0" based on an average grade plain per 2003 IRC. Property pins shall be located and marked for a footing inspection to verify zoning set back requirements. 11 Safety glazed tempered glass required within 24" of any doorway edge, along with other requirements as per 2003 IRC. 12- All water, sewer, gas, electrical, drywells, downspouts and footing drains are required to be inspected before cover This letter is not intended to cover all items required by the City of Port Angeles, but is to serve as a guide to help you understand frequently asked questions, "ALL WORK IS SUBJECT TO FIELD APPROVAL" 4/05.