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1210 O St Technical - Building
TECHNICAL Permit# 06- Address 121 0 St Project description New S Date the permit was finaled; 0 Number of technical pages 53 .y. 102 S 26 St Phone 253 284 -3170 Reskentia] Design, Inc. BEAM CALCULATIONS LATERAL ANALYSIS 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, /D, 0 (1/4p Tacoma, WA 98402 Fax 253 284 -3183 Cascade Residential Design, Inc. 102 Scut1i 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 OS 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- -H F #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) 2.0E 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 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 T-% OF THE SPECIFIED JOISTS OR BEAMS 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Cascade Residential Design, Inc. 102 Sputit 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Plan Area for Each Level: Al 36ft 38ft (Upper Floor) Al 1368 ft Plan Perimeter for Each Level: p 2(36ft) 2(38ft) PROJECT 1845/2A 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 Ig 1.0 For Seismic Use Group I occupancy (Table 1604 5) R 6.5 Light Framed Wood Walls Shear Panels (Table 1617 6.2) S 1.25 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period (Assumed) Si 0 40 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period (Assumed) F 1 00 Site Coefficient based on Site Class S (Table 1615 1 2(1)) F 1.5 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 2 q Sms Ss Fa Sms 1.25 Equation 16 -40 SDS 3 Sms SDS 0.83 Equation 16 -39 S S1 F S 0.6 Equation 16 -41 2 ml I v ml q SDI 3 Smi SDI 0 4 7 1.2 SDs 1.2 SDS Equation 16-56 V W V 0 154 W Equation 16 -57 F R w F 0 154 w R A2 36ft 38ft 12ft 20ft (Main Floor) A2 1608 ft P2 2(36ft) 2(38ft) [2 (12 ft) 1 (20•ft)] (Upper Floor) P1 148 ft (Main Floor) P 192 ft Total Weight of Structure at Each Level: (1.2 SDS -wl) wl 15 psf (Ai) 10•psf 5 ft (Pi) F1 (Roof) (Wall) 6.5 w 1 (A2) p (P1) 2)] p 1) 1 2 S w 2 15 psf A 10• sf• lOft P 5ft P 15- psf A F2 DS 2) (Roof) (Wall) (Floor) 6.5 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN F1 4295.38 lb F2 10621.54 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (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 Velocity Pressure Exposure Coefficients at z 15ft (Table 6 -3) K20 70 Velocity Pressure Exposure Coefficients at 15ft z 20ft (Table 6 -3) K 70 Velocity Pressure Exposure Coefficients at 20ft z 25ft (Table 6 -3) 1(30 70 Velocity Pressure Exposure Coefficients at 25ft z 30ft (Table 6 -3) K40 76 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) K1• 0 K2 1 K3 15 1 K3.20 1 K3.25 1 Topographic Factor Coefficients (Figure 6 -4) K15t (1 K1 K2'K3 15) 2 p gh[(GC (GCpi)] h 24•ft K15t 1 I O (1 K1 K2 2 K20t 1 K25t (1 K1 K2•K3.25) K25t 1 K30t (1 K1 K2 K3.30) 2 K30t 1 K40t (1 K1 K2'K3 40) 2 K40t 1 Kd 0 85 Wind Directionality Factor (Table 6 -4) v 100 Wind Speed per Hours (Figure 6 -1) I 1 0 Important Factor (Table 6 -1) PROJECT 1845/2A K3.30 I K3 40 1 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN Cascade Residential Design, Inc. 102 outh 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Velocity Pressure q Evaluated at Height z (Equation 6 -15) q 15 0 00256 K15 K15t Kd'v I q 15 15.23 q20 0 00256 K20'K20t Kd.v2 I q20 15.23 Internal Pressure Coefficients (Figure 6 5) GC 18 q25 0.00256 K25'K25t•Kd'v2 I q25 15.23 q30'= 0 00256 K30'K30t Kd•v I q30 15.23 q40 0.00256 K40'K40t Kd'v2 I q40 16.54 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) GCpfl .56 GCpf1E'= .69 GCO2 .21 GC .27 GC 43 GC —.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 3.8 ft or 40% of Mean Roof Height 0 4.h 9.6ft PROJECT 1845/2A whichever is smaller but not less than 4% of Least Horizontal Dimension or 3ft 0 04x 1.52 ft Therefore a 3.8ft 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Cascade Residential Design, Inc. 102 S.outh 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Design Wind Pressures P15 1 915 (GCpfl)•psf P15.2 q15 (GC psf P15.3 gi5'(GCO3)•psf P15 4 q15 (GC psf P20 1 g20'(GCpn)•psf P20.2 920'(GCpf2) psf P20.3 920 P20 4 920'(GCpf4) P25 1 925 (GC P25.2 925 (GC f2) psf P25.3 925 (GC psf P25 4 925 (GCpf4)'psf P30 1 930 psf P30.2 930'(GCpf2) psf P303 g30 psf P30.4 930 P40 1 P40.2 P40.3 P40 4 g40'(GCpn) psf q40 (GC f2) psf g40 g40'(GCpf4) psf (Equation 6 -18) P15 1 8.531b ft 2 P15.2 3.21bft 2 P153 -6.55 lb ft 2 P15 4 -5 641bft 2 P201= 8 531 bft 2 P20.2 3.2 lb ft 2 P20.3 -6.55 lb ft 2 P20 4 -5.64 lb ft 2 P25 1 8.53 lb ft 2 P25 3.21b ft 2 P25 6.551b ft 2 P25 4 -5.64 lb ft 2 P30 t 8.531b ft 2 P30.2 3.21b ft 2 P30.3 -6.55 lb ft 2 P30 4 5.641b ft 2 P40 1 926 lb ft 2 P40.2 3 471b ft 2 P40.3 -7 111b ft 2 P40 4 -6 121b ft 2 PROJECT 1845/2A P15 lE q15 (GC P15.2E 915 (GC psf P15.3E 915 (GC psf P15 4E 915 (GCpf4E) psf P20 1E g20'(GCpf1E)•psf P20.2E 920 P20.3E g20 P20 4E 920'(GCpf4E) psf P25 lE 925'(GCpflE) psf P25.2E q25 (GC P25.3E q25 (GCO3E)•psf P25 4E 925 (GCpf4E) psf P30 lE 930 P30.2E g30'(GCp f2E) psf P30.3E g30'(GCpf3E) psf P30 4E g30'(GCpf4E)•psf P40 lE g40'(GCpf1E) psf P40.2E g40 psf P40.3E g40 P40 4E 940'(GCpf4E)'psf 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN 'is 1E= 10.511bft P15.2E 4111 P15.3E 8.07lbft 2 P15 4E P20.1E= 10 51 lbft 2 P20.2E 4 11 lb ft 2 P20.3E -8 071b ft 2 P20 4E -7.31 lb ft 2 P25 1E 10.511b ft 2 P25.2E 4 11 lb ft 2 P25.3E -8.07 lb ft 2 P25 4E -7.31 lb ft 2 1 301E= 10 P30.2E 4 11 lb ft 2 P30.3E -8 071bft 2 P30 4E -7.311b ft 2 P40 1E 11 411bft 2 P40.2E 4 471b ft 2 P40.3E 761b ft 2 P40 4E -7.94 lb ft 2 c, Ii VAT ION FRONT ELEVATION r f SCALE 1 1 !—F EL VATION EAR ELEVATION SCALE Ws r Cascade Residential Design, Inc. 102 south 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 I W 1 (P25 1 P25 4)' 5 ft+ (P20.1 P20 .4)' 5 ft PROJECT 1845/2A WIND SHEAR AT ROOF DIAPHRAGM (Front Sides of House). WIND SHEAR AT ROOF DIAPHRAGM (Front Sides of House). WIE (P25 lE P25 4E) 5ft (P20 lE P20.4E) WIND SHEAR AT FLOOR DIAPHRAGM: W2 (P15 1 P15 4)' l Oft WIND SHEAR AT FLOOR DIAPHRAGM. W2E (P15 lE P15 4E) 10ft WIND SHEAR AT ROOF DIAPHRAGM (Front Rear of Garage). W3= (P151 P154) WIND SHEAR AT ROOF DIAPHRAGM (Front Rear of Garage). W3E (P15 lE PI5 40' W1= 141.66Ibft W2 141.661bft 1 W3'= 184 15 lb ft W1E.= 178.211bft ‘%E= 178.21 lb ft W3E 231.681bft 1 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN 1704 S. tw1Grwo eigazitrl WNW FEGIU rg Cascade Residential Design, Inc. 102 c oufh 26th St :Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL AA. Wind loads per foot: Distance between shear wall LI 34.ft Wall Length. Laa (4 4)ft Laa 8 ft Percent full height sheathing: Wind Force. vaa 0 7V Waa Seismic Force. Eaa Laa Laa DLRM W 2 Holdown Force Net Uplift: OTM DLRM HDFaa Co Laa Shear Wall Summary: W1 141661bft 1 4ft 4ft DLRM 676 81b ft ZN 122 lb CD 1.33 Z'N ZN CD Z'N Co B B =049ft vaa E 105 lb ft 1 HDFaa 2518.95 lb PROJECT 1845/2A W1E 178.211bft 1 =1 2 aL1 2a 2\ (L1 -2a) W1E W1 LI 2 L1 vaa 331.871b ft 1 vaa 331.8716 ft 1 Laa C Waa 15 psf (20ft 2 f t I 10-psf [5 ft•(20•ft L1)] 15 psf 0 ft ftJ (20•Fi ft) Paa 2 Paa 77 Therefore p 1 00 Eaa Laa Al Overturnina Moment on Wall: Plate Height: Pt 8.1 ft L 4•ft OTM vaa L Pt OTM 10752.58lbft Dead Load Resistina Overturnina: W 0.6(15-psf)-4-ft L 0 6•(10•psf) Pt L 0.6•(10psf) Oft Laa Base Plate Nailina Soacina (2001 NDS. Table 11N1 Anchor Bolt Soacina (2001 NDS Table 11E1 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 112' Plate Thickness. Z'N 162.26 lb Per Nail Eaa 1 105 lb ft C Laa Laa Laa 8 ft Max Opening Height Oft -Oin Therefore C 1.00 per IBC Table 2305 3 7.2 A 830 lb ZB C As vaa P1 7/16' Sheathing .w/ 8d nails 6' O.C. Wind Capacity 339 plf Seismic Capacity= 242 plf CD 1.33 ZB As CD As 3.33ft 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN ZB 1103.91b Per Bolt Wind Force. Seismic Force B.P. Nailina Spacina A.B. Soacina Holdown Force Holdown Types vaa 1 Eaa 1 B 0 49 ft As 3.33 ft HDFaa 2518.95 lb MST48 331.87 lb ft 105 lb ft Co Co 16d 6' o.c. 5/8' A.B. @'40' o.c. Cascade Residential Design, Inc. 102 4,out(i 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL BB. Wind loads per foot: Distance between shear wall. L1 34•ft Wall Length. Lbb (10)ft Percent full height sheathing' 2aL1 -2a (L1 -2a) W1B• L1 WI 2 L1 Wind Force vbb Lbb Wbb 15 psf 20ft 2 ft 10•psf [5 ft (20•ft L1)] 15 psf C0 ft ft 2 0 7V Wbb Seismic Force. Ebb Lbb (20•F1 ft) Pbb 2 Ebb Lbb Al Overturning Moment on Wall: Lbb 10•ft OTM vbb Lbb Pt Dead Load Resistina Overturnina: W 0 6(15•psf)•4•ft Lbb 0.6•(10•psf) Pt Lbb 0.6•(10psf) Oft DLRM W Lbb 2 Holdown Force Net Uplift: OTM DLRM HDFbb Co Lbb Shear Wall Summary: Wind Force. vbb 265.5 lb ft 1 E b b 841b ft 1 C C W1= 141.66lbft 10ft 1Oft Pbb —0 77 Therefore pbb 1 00 DLRM 4230 lb ft ZN 122 lb CD 1.33 Z'N ZN CD Z'N Co B B =0.61ft B P vbb p Seismic Force. Ebb 841b ft 1 HDFbb 1727.52 lb Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. W1E= 178.211bft Lbb 10 ft Lbb Lbb Plate Height: Pt 8 1 ft OTM 21505 171b ft Z'N 162.26 lb Per Nail PROJECT 1845/2A C Lbb B.P. Nailina Soacina B 0.61 ft 16d 6' o.c. E b b 841b ft Max Opening Height Oft -Oin Therefore C 1.00 per IBC Table 2305 3 7.2 A 830 lb ZB C As vbb A.B. Soacina As 4 16 ft 5/8' A.B. 48' o.c. vbb 265.5 lb ft 1 vbb 265.51b ft 1 C P1 -6 7/16" Sheathing w /"8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2001 NDS Table 11E1 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1.33 ZB As =416ft 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN A CD Lbb 10 ft Z 1103.91b Per Bolt Holdown Force Holdown Types MST37 ST6224 HDFbb 1727.52 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL CC. Wind loads per foot: Distance between shear wall: LI 38•ft Wall Length. Lcc (14.5 6 5)ft Lcc, 25.5 ft Percent full height sheathing: Wind Force. Wcc 15 psf 34ft 2 8 ftJ 10•psf [5 ft (34•ft L1)) 15 psf 0 ft ft) Seismic Force E 0 7V Wcc E 56 13 lb ft 1 Ecc 61.681b ft Lcc Co (20•F1 ft) Pcc 2 E Lcc Al Overturnina 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 Resistina Overturnina: W 0 6(15 psf)-4 ft L 0.6•(10•psf) Pt L 0 6•(l0psf) Oft Lcc 1 -cc DLRM W 2 Holdown Force Net Uplift: HDFcc OTM DLRM Co Lcc Shear Wall Summary: Wind Force. Seismic Force: W1= 141.661bft W1E= 178.211bft I 25.5ft 32ft 2aL1 -2a (L1 -2a) WIE• L1 W1 2 LI vcc Lcc Pcc 0.38 Therefore p 1 00 DLRM 27505.58 lb ft HDFcc 158.55 lb Base Plate Nailing Spacing (2001 NDS. Table 11N1 Anchor Bolt Spacing (2001 NDS Table 11E1 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt 1 1/2' Plate Thickness. 0.8 ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.261b Z'N Co Per Nail Bp B 1.28 ft vcc vcc E 126 761b ft 1 cc 61.681b ft C C PROJECT 1845/2A A 830 lb ZB C As vcc B.P. Nailina Spacina A.B. Soacina B =1.28ft As =871ft 16d 12' o.c. 5/8' A.B. 72' o.c. 1845 -2A. mcd 4/26/2006 Designer' TRUC NGUYEN Lcc Lcc Lcc 25.5 ft Max Opening Height 3ft -6in Therefore C 0.91 per IBC Table 2305 3 7.2 vcc 115.351bft vcc =126761bft C P1 -6. 7/16" Sheathing w/ 8d nails @6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf CD 1.33 ZB As•CD As 8.71 ft ZB= 1103 91b Per Bolt Holdown Force Holdown Tvoes. No Holdown Req'd HDFcc -158.55 lb 0 At, ao 4 1 1 0 C) 1 C 2 L_ 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: Distance between shear wall. L1 31 ft Wall Length La (4 5)ft La 9 ft Percent full height sheathing: 2 a Ll -2a (L1 -2 a) vaa Laa W7E. W2• Wind Force va L1 2 Ll va 566 05 lb ft I va 566 05 lb ft I Law, l Co W 15•psf 138ft 1 ft I 10•psf 15•ft (20.ft L1) 6•ft•(18•ft L1) 15.psf 16•ft 31 ft f 2 J 2 Seismic Force E (20.F2- ft) 0 7V W La Pa 2 E La A2 Overturnina Moment on Wall. L 4 ft OTM va•L Pt Dead Load Resisting Overturnina. Holdown Force Net Uolift: Wind Force* va 566 05 lb ft C Seismic Force: Ea 292.67 lb ft Co W2= 141.661bft 1' W2E= 178.21lbft I 4ft 4 ft p -013 PROJECT 1845/2A E a E 292 67 lb ft 292.67 lb ft C Therefore p 1 00 Plate Height: Pt 9 1 ft OTM 20604 13 lb ft W 0 6(15 psf) 4 ft L 0.6•(10•psf) 2Pt L 0.6•(10psf) 6ft L L DLRM W DLRM 1449 6 lb ft 2 OTM DLRM HDFa HDFaa HDFa 7307.58 lb C L Base Plate Nailing Spacing (2001 NDS. Table 11N1 Anchor Bolt Spacing (2001 NDS Table 11E) 1dd Common Nails, 1 112' Side Member Thickness. 518' Dia. Bolt 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26 lb A 830•Ib CD 1.33 ZB A CD ZB 1103 9lb Z'N C Per Nail ZB Per Bolt Bp Bp 0.29 ft As As= 1.95 ft va va Shear Wall Summary: B.P. Nailina Soacinq A.B. Spacing B =0.29 ft As= 1 95 ft 16d 3' o.c. 5/8' A.B. 24 o.c. La 4 5 ft 91 Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3.7 2 1845- 2A.mcd 4/26/2006 Designer' TRUC NGUYEN La 8.52 It P1 -3 7/16' Sheathing w/ 8d nails 3 0 C Wind Capacity 638 plf Seismic Capacity 456 plf Holdown Force Holdown Types HDQ8 HDFa 7307.58 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL B. Wind loads per foot: Distance between shear wall: LI 17 ft Wall Length Lb (11 3 3)ft Percent full height sheathing Wind Force. Wb 15 psf (38ft 8 ft) 10•psf [15 ft (27 ft L1)] 15•psf 127 ft 2 ft) Seismic Force 0 7V Wb Eb Lbs Lb W b DLRM 326 7 l ft 2 Lb DLRM W 2 Holdown Force Net Uplift: OTM DLRM HDFb1 C Lb W3= 1841SIbft 3ft 3ft DLRM 4392.3 lb ft PROJECT 1845/2A W3E 231.681b ft I W2 141.661b ft 1 L2 31 ft 11 Lb 17 ft Lb 11 3 1 12 ft 1 2 a2 I 1 k2 a L2 vbb•Lbb W3E W3• W L1, 2 L1 2: vb Lb E b Eb 216.021b ft 1 216.021b ft I Co 0 (20. F2• ft) Pb 2 pb 0.36 Therefore pb 1 00 Eb Lb V Overturnina Moment on 3ft Wall: Plate Height: Pt 9 1 ft Lb 3 ft OTM vb•Lb Pt OTM 10432.94 lb ft Dead Load Resisting Overturnina: W 0 6(15 psf) 2 ft Lb 0.6•(10•psf) Pt Lb 0.6•(10psf) Oft Lb Holdown Force.& Net Uplift: OTM DLRM HDFb HDFb 3368.75 lb C Lb Overturnina Moment on 11ft Wall: Plate Height: Pt 9 1 ft Lb 11 ft OTM vb-Lb Pt OTM 38254 121bft Dead Load Resistina Overturnina: W 0.6(15.psf) 2 ft Lb 0 6-(10-psf) Pt Lb 0.6•(10psf) Oft Lb HDFb1 3078.35 lb Max Opening Height Oft-Oin, Therefore C 1.00 per IBC Table 2305 3 7.2 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN Lb 14.96 ft vb 382.161bft 1 v 382.161bft I C P1-4 7116' Sheathing. w( 8d nails 4 O C Wind Capacity =494 pif Seismic Capacity= 353 plf Cascade Residential Design, Inc. 102 Couth 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT 1845/2A 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 B =042ft vb Shear Wall Summary: Wind Force Seismic Force vb 382.161bft 1 E b 216.021bft 1 C Co Z'N 162.26 lb Per Nail A 830 lb ZB C As= vb CD 1.33 ZB A ZB 1103.91b Per Bolt As 2.89 ft 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types STHDI4RJ B 0 42 ft As 2.89 ft HDFb 3368 75 lb 16d 4 o.c. 5/8' A.B. 32' o.c. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL C. Wind loads per foot: W2 141.66lbft 1 Distance between shear wall: L1 20•ft Wall Length. Lc (19 21)ft Percent full height sheathing: Wind Force. vc 48ft 35 15 psf 48•ft ft) 2 E c Seismic Force. E E 80 77 lb ft 1 80 77 lb ft 1 C L DLRM W 2 (20•F2•ft) 0 7V We c Lc Pc 2 E Lc 472 Overturnina Moment on 48ft Wall: L 40•ft OTM vc L Pt Dead Load Resistina Overturnina: W 0.6(15•psf) 4.ft L 0.6•(10•psf) 2Pt L 0 6•(l0psf) lft L Holdown Force Net Uplift: HDFc OTM DLRM B vc 114.581bft Co C L vcc Lcc W2E' W2' 2 L1 Base Plate Nailing Soacina (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 vc Shear Wall Summary: B 142 ft p 0.36 Wind Force Seismic Force DLRM 120960 lb ft Ec 80 771b ft Co 40ft 48ft 2 a LI 2 a (L1 2 a) 2 L1 Lc Plate Height: Pt 9 1 ft OTM 41706 781b ft HDFc 1981.33 lb W2E 178.21 lb ft 1 Lc 40 ft 0.83 Therefore p 1 00 Z'N 162.26 lb Per Nail PROJECT 1845/2A Lc Lc Max Opening Height 1ft -6in Therefore C 1 00 per IBC Table 2305 3 7.2 vc vc 114.581b ft 1 B.P. Nailina Soacina A.B. Soacina Holdown Force B 1 42 ft As 9.63 ft HDFc 1981.33 lb 16d 16' o.c. 5/8' A.B. 72' o.c. 1845-2A.mcd 4/26/2006 Designer TRUC NGUYEN Lc 40 ft vc 114.581bft Co ,Sheathing w /.8d;naiis wind' :Capacity 339 plf Seismic Capacity =742 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830 lb CD 1.33 ZB A CD ZB 1103.91b ZB Co Per Bolt As As 9 63 ft Holdown Tvoes No Holdown Req'd Cascade Residential Design, Inc. 102•3outh 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL D: Wind loads per foot: W3 184 15 Ib ft Distance between shear wall: LI 18.ft Wall Length. Ld (14.5 16)ft Percent full height sheathing: 2a -2a (LI 2 a) Wind Force. vd W3E L1 W3 2 L1 Ld Wd 15 psf• 36ft 18 ft 10.psf [15 ft (36•ft L1)] 15.psf 0 ft 2 2 Seismic Force C Pd 2 Ld DLRM W 2 Shear Wall Summary: vd 71.55Ibft 0 7V Wd Ed Ld (20• F2• ft) Ed V �l 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 Holdown Force Net Uplift: OTM DLRM HDFd C Ld Pd -1.8 DLRM 42140.32 lb ft ZN 122 lb CD 1.33 Z'N ZN CD B Z'N C B 2.27 ft vd Wind Force. Seismic Force: Ed 1 51 421b ft C 30.5 ft 36ft Ed 45 761b ft 1 HDFd –901.28 lb W3E 231 681bft 1 Ld, 30.5 ft 0.85 Therefore pd 1.00 Base Plate Nailina Spacing (2001 NDS. Table 11N1 16d Common Nails, 1 1/2' Side Member Thickness. Z'N 162.26 lb Per Nail B.P. Nailing Spacing B 2.27 ft 16d ac 16' o.c PROJECT 1845/2A Ld Ld Max Opening Height 5ft-Oin, Therefore C 0.89 per IBC Table 2305 3 7.2 ft C 51 421bft C Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830.1b CD 1.33 ZB A CD ZB 1103.91b ZB C As vd A.B. Spacing As 15 43 ft 5/8' A.B. ac 72' o.c. vd 63.681b ft As= 1543ft 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN Ld 30.5 ft vd 71.55 lb ft I C P1 6. 7/16" "Sheathing w/ 8dnails 6" O.C. Wind Capacity 339 plf Seismic Capacity 242 plf Per Bolt Holdown Force Holdown Tvoes HDFd –901.28 lb No Holdown Req'd Cascade Residential Design, Inc. 102Soiith 26th Si. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253)284 -3183 WALL E. Wind loads per foot: W3 184 151bft I W3E 231.681bft I Distance between shear wall: LP= 1841 L2 20ft Wall Length Le (18)ft Percent full height sheathing Wind Force Seismic Force. L DLRM W 2 HDFe ;}2 a W3F• ".L1 Ve 0 7V W Ee Les Holdown Force Net Uplift: OTM DLRM C L 18ft 18ft Wind Force Seismic Force: E ve =198621bft e 135.511bft C C Le 18ft E 135.51 lb ft 1 DLRM 36158 4 lb ft HDFe 201.34 lb PROJECT 1845/2A 1 W 15 psf 17ft ft) 10•psf [15 ft (48.ft LI L2)] 15.psf (48 ft 20 ft 2 2 (20• F2• ft) Pe 2 p -0 17 Therefore p 1 00 E Le V 2 Overturnina Moment on Wall: Plate Height: Pt 9 1 ft L 18 ft OTM ve•L Pt OTM 32534.25lbft Dead Load Resistina Overturnina: W 0.6(15.psf) 12 ft L 0.6•(10.psf) 2Pt L 0.6•(lOpsf) 1 ft L B.P. Nailina Spacing A.B. Spacina B =0.82ft As =5.56ft 16d 8' o.c. 5/8' A.B. 66' o.c. Le Le Le 18ft Max Opening Height Oft-Oin Therefore C 1.00 per IBC Table 2305 3 7.2 1845- 2A.mcd 4/26/2006 Designer TRUC NGUYEN 2'L1 2. 1 ve 1 ve 198 6216 ft 198.621b ft C P1•-6 7/16' Sheathing "vf78d naits" @".6' 'O" C. Ee 135.51 lb ft 1 Wind :Capacity 339' plfp: Co S "eismic Capacity Base Plate Nailing Spacing (2001 NDS. Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 1d 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 162.26 lb A 830 lb CD 1.33 ZB A CD Z'N C Per Nail ZB Co Bp Bp 0.82 ft As As 5.56 ft ve ye Shear Wall Summary: ZB 1103.91b Per Bolt Holdown Force Holdown Types No Holdown Req'd HDFe 201.34 lb Cascade Residential Design, Inc. 102•South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Lf PROJECT 1845/2A WALL F. Garage Portal Frame Wind loads per foot: W3 184 15lbft I Distance between shear wall: L1 17 ft Portal Frame Length Lf (1.88 1.88) ft W3E•2 a LI a W3 (L1 2 a) (L1 2 a) Wind Force vf LI 2 L1 vf 490.89 lb ft 1 W3E 231.681b ft 1 Wf 15•psf 20ft 1-7 ft I 10•psf [5 ft (20.ft L1)] 15.psf 20.ft 4 ftJ 2 J 2 Seismic Force Ef (20.F2 ft) Pf Ef Lf 472 0 7V Wf Lf Ef 143.21 lb ft 1 pf -7.84 Therefore Restraint Panel Height 9ft Maximum Restraint Panel Width 1ft -10 1 /2in Minimum Allowable Shear per Panel 1160 lb Shear per Panel. V (3 75ft vf) 2 Vf 920 431b 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 Pf 1 00 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN mr vmu•ni4 400f CASCADE Residential Design, Inc. I I I l LO'7L.:1 14 I I Job Name Location )'D tL (Ss g2 U�t -d 7.(-;?• r I Technical Representative U)P1�5_ h3 _I 1„) Lt 2 S t~ tD� -1271 -54 I 4, 0) 14° i6h 4-12 WG L 3 1S° 1)F 1 £p Ia 1� I 16 e 'Y x,11. I II I I q th,A" 1 1 t 6t,_ ,4 U9' tc L II I Job Number Sheet of By J Date 102 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.3183 fax email: cascade©ix.netcom.com Rev: 580000 Description BEAM 1 General Information Section Name 4x12 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Load Dur Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span. Deflection Location .Length /Defl Camber using 1.5 D. Center Left Right 1 150 Pin -Pin Span= 16.00ft, 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 fb 624 15 psi Fb 1 035.00 psi [Deflections 0.00 k -ft 0 00 k -ft 6.37 fv Fv Dead Load -0.100 in 8 000 ft 1,922.7 L. Defl 0.150 in 0 000 in 0.000 in 3.84 k -ft 0 00 k -ft 45.00 #/ft #/ft #/ft General Timber Beam 32.48 psi 207 00 psi Code Ref: 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 16.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Depth 11.25in, Ends are Pin -Pin 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 Reactions. Left DL Right DL 75 00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 0.36 k 0.36 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl .Lu .Lu .Lu 1.3 k 8.2 k Left 0 96 k Right 0.96 k Camber Left 0.000 in Center 0 150 in Right 0 000 in Max 0.96 k Max 0 96 k Dead Load 0.000 in 0.0 0.000 in 0.0 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 2. L General Information Section Name 4x12 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 8.00ft, Beam Width 3.500in x Depth 11.25in, 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 260.06 psi Fb 1 035.00 psi !Deflections Center Span. Deflection Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 1 150 Pin -Pin Dead Load -0 010 in 4 000 ft 9,228.8 D.L. Defl 0.016 in 0.000 in 0.000 in 1.60 k -ft 0.00 k -ft 0 00 k -ft 0.00 k -ft 6.37 75.00 #/ft #/ft #/ft fv 23.41 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 0.251 1 1 6 k -ft 6.4 k -ft at 4 000 ft at 0.000 ft Total Load -0 028 in 4 000 ft 3,460.78 LL LL LL Reactions. Left DL Right DL 8.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi 125.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0.30 k 0.30 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl Lu .Lu Lu 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 0.9 k 8.2 k 0.80 k 0.80 k 0.000 in 0.016 in 0.000 in 0.80 k 0.80 k Total Load 0.000 in 0.0 0.000 in 00 I Rev 580000 General Timber Beam Description BEAM 3. 'General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load distance Center Span. Deflection .Location Length /Deft Camber using 1.5 Center Left Right 4x10 Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever 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 800 0 lbs lbs 6.000 ft Span= 10.00ft, 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 692.43 psi Fb 1 035.00 psi Deflections DL DL DL lbs lbs 0.000 ft 2.88 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.30 Dead Load -0.092 in 5.240 ft 1 302.2 D.L. Defl 0 138 in 0.000 in 0 000 in 30.00 #/ft #/ft #/ft Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined I lbs lbs 0.000 ft 0.669 1 2.9 k -ft 4.3 k -ft at 6 000 ft at 10.000 ft fv 37.96 psi Fv 207 00 psi Total Load -0.123 in 5.200 ft 979.23 LL LL LL Reactions. Left DL Right DL lbs lbs 0000ft 10 00 ft ft ft 50.00 #/ft #/ft #/ft 0 47 k 0.63 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl lbs lbs 0.000 ft .Lu .Lu Lu Maximum Shear *1 5 Allowable Shear lbs lbs 0.000 ft 0 00 ft 0.00 ft 0.00 ft Beam Design OK 1.2 k 6.7 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 0.0 0.0 0.000 in 0 000 in 0 0 0.0 lbs lbs 0.000 ft Rev 580000 Description BEAM 4 !General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 3 500 in 9.250 in Sawn 1 150 Pin -Pin 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 7 00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1 600.0 ksi .Lu .Lu .Lu 0.00 ft 0 00 ft 0 00 ft i Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 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 fb 530.14 psi Fb 1 035 00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right Dead Load -0.020 in 3 500 ft 4,254.2 L. Defl 0.030 in 0.000 in 0.000 in 135.00 #/ft #/ft #/ft Depth 9.25in, 0 512 1 2.2 k -ft 4.3 k -ft 2.20 k -ft at 3.500 ft 0 00 k -ft at 0 000 ft 0 00 k -ft 0.00 k -ft 4.30 fv Fv 45 77 psi 207 00 psi Total Load -0.053 in 3.500 ft 1,595.31 LL LL LL Ends are Pin -Pin Reactions. Left DL Right DL 225.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 0.47 k 0 47 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl Beam Design OK 1 5 k 6.7 k Left 1.26 k Right 1.26 k Camber Left 0 000 in Center 0.030 in Right 0.000 in Max 1.26 k Max 1.26 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 I Rev 580000 Description BEAM 5 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 Center Span. Deflection Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL Summary Span= 5.00ft, 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 fb 180.32 psi Fb 1,035.00 psi Deflections Center Span 5.00 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 0.00 k -ft 0.00 k -ft 4.30 fv Fv Dead Load -0.003 in 2.500 ft 17,510.1 L. Defl 0.005 in 0.000 in 0 000 in 0.75 k -ft 0 00 k -ft 90.00 #/ft #/ft #/ft General Timber Beam Depth 9.25in, Ends are Pin -Pin 0.174 1 0.7 k -ft 4.3 k -ft at 2.500 ft at 0.000 ft 19.35 psi 207.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined LL LL LL Reactions. Left DL Right DL 150.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 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 .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.60 k Max 0.60 k Total Load -0.009 in 2.500 ft 6,566.30 Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Dead Load Total Load 0 000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0 0 Rev: 580000 Description General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right Lpoint Loads Dead Load Live Load .distance BEAM 6 2,600.0 lbs Ibs 8 000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,919.89 psi Fb 2,760.00 psi LDeflections Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right 5.125x12 5.125 in 12.000 in GluLam 1 150 Pin -Pin 120 00 #/ft LL Left 120 00 #/ft LL Right 233.00 #/ft LL Left 233.00 #/ft LL Right Ibs Ibs 0.000 ft 19 68 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 28.29 fv Fv Dead Load -0.312 in 7.280 ft 538.3 L. Defl 0.468 in 0.000 in 0.000 in General Timber Beam 111.06 psi 276.00 psi Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft Reactions. Left DL Right DL 200 00 #/ft 200.00 #/ft 388.00 #/ft 388.00 #/ft Ibs Ibs 0.000 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 2.10 k 2.86 k E. La.*—JS Total Load Left Cantilever -0.500 in Deflection 7.224 ft Length /Deft 335.90 Right Cantilever Deflection .Length /Deft Ibs Ibs 0 000 ft .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 Ibs 0.000 ft Summary Span= 14 OOft, Beam Width 5 125in x Depth 12.in, Ends are Pin -Pin 0 696 1 19 7 k -ft Maximum Shear 1 5 6.8 k 28.3 k -ft Allowable 17 0 k at 8.008 ft Shear Left 3.74 k at 14 000 ft Right 5.14 k Beam Design OK Camber Left 0.000 in Center 0.468 in Right 0.000 in Max 3.74 k Max 5 14 k Dead Load 0 000 in 0.0 0 000 in 0.0 Ibs Ibs 0.000 ft Total Load 0.000 in 0.0 0.000 in 0.0 1 w•Rr 4 CASCADE Residential Design, Inc. w Job Name Location Technical Representative AVE 4 -)&l b 4 1 'i 1 I SAI/' i it. A1 0 1, ?LA-t) I �k �F S /7, 24, Job Number Sheet r r' of B 2J I i•) ["T Date 102 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.3183 fax email: cascade©ix.netcom.com L Rev: 580000 Description BEAM 7 General Information Section Name 2x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 1.500 in 9.250 in Sawn 1 150 Pin -Pin Span= 9.00ft, Beam Width 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 454 40 psi Fb 977.50 psi Deflections Center Span. Dead Load Deflection -0.034 in .Location 4.500 ft Length /Defl 3,136.5 Camber using 1.5 D.L. Defl Center 0.052 in Left 0.000 in Right 0.000 in 0.81 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1 74 30 00 #/ft #/ft #/ft fv 32.38 psi Fv 172.50 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 LL LL LL Depth 9.25in, Ends are Pin -Pin 0.465 1 0.8 k -ft 1 7 k -ft at 4.500 ft at 0.000 ft Total Load -0.092 in 4.500 ft 1 176 17 Reactions. Left DL Right DL 9.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1 300.0 ksi 50.00 #/ft #/ft #/ft .Lu .Lu .Lu Maximum Shear *1 5 Allowable Shear 0.4 k 2.4 k Left 0.36 k Right 0.36 k Camber Left 0 000 in Center 0.052 in Right 0.000 in 0.13 k 0 13 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Deft 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.36 k Max 0 36 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 Rev: 580000 Description BEAM 8 General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity LFull Length Uniform Loads 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 173.11 psi Fb 1 035.00 psi [Deflections Center Span. Deflection Location 4x10 Center Span 3 500 in Left Cantilever 9.250 in Right Cantilever 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 DL DL DL Span= 6.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin 0.72 k -ft 0.00 k -ft 0 00 k -ft 0.00 k -ft 4.30 Dead Load -0.005 in 3.000 ft .Length /Defl 15 199.8 Camber using 1.5* D.L. Defl Center 0 007 in Left 0 000 in Right 0.000 in 60.00 #/ft #/ft #/ft General Timber Beam Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 0.167 1 0.7 k -ft 4.3 k -ft at 3.000 ft at 0 000 ft fv 16 55 psi Fv 207 00 psi Total Load -0.013 in 3.000 ft 5,699.91 LL LL LL Reactions. Left DL Right DL 6.00 ft ft ft 100.00 #/ft #/ft #/ft Maximum Shear Allowable Shear Left Cantilever Deflection Length /Defl Right Cantilever Deflection .Length /Defl Camber 0.18 k 018k Lu .Lu Lu *15 Left Right Left Center Right Max Max Dead Load Total Load 0.000 in 0 000 in 0.0 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0 00 ft Beam Design OK 0.5 k 6.7 k 0.48 k 0 48 k 0 000 in 0.007 in 0 000 in 0 48 k 0.48 k 0.000 in 00 Rev 580000 Description BEAM 9 General Information Full Length Uniform Loads Center DL 90.00 #/ft LL 150 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Max Left Support 0.00 k -ft Max Right Support 0.00 k -ft Max. M allow 13.78 fb 584.23 psi Fb 3,312.00 psi Deflections fv 41 63 psi Fv 189 75 psi General Timber Beam Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 9 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 Fb Base Allow 2,400.0 psi Load Dur Factor 1 150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Summary Span= 9 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.219 1 Maximum Moment 2.4 k -ft Maximum Shear 1 5 1.3 k Allowable 13.8 k -ft Allowable 6.1 k Max. Positive Moment 2.43 k -ft at 4.500 ft Shear Left 1.08 k Max. Negative Moment 0 00 k -ft at 0.000 ft Right 1 08 k Reactions. Left DL Right DL Camber' 0.40 k 0 40 k Beam Design OK Left 0 000 in Center 0 048 in Right 0.000 in Max 1 08 k Max 1 08 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.032 in -0.085 in Deflection 0 000 in 0.000 in .Location 4.500 ft 4.500 ft .Length /Defl 0.0 0.0 .Length /Defl 3,377 7 1,266.65 Right Cantilever Camber using 1.5 D.L. Defl) Deflection Center 0.048 in .Length /Defl Left 0.000 in Right 0.000 in 0.000 in 0 000 in 0.0 0.0 Rev. 580000 Description BEAM 10 '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 Span= 6.00ft, 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 282.38 psi Fb 1 035.00 psi [Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL Center Span 6.00 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 Dead Load -0.008 in 3.000 ft 9,306.0 D.L. Defl 0.012 in 0 000 in 0.000 in 1 17 k -ft 0.00 k -ft General Timber Beam 98.00 #/ft #/ft #/ft Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 0.273 1 1.2 k -ft 4.3 k -ft at 3.000 ft at 0.000 ft 0.00 k -ft 0 00 k -ft 4 30 fv 26.99 psi Fv 207 00 psi LL LL LL Reactions. Left DL Right DL 163 00 #/ft #/ft #/ft Maximum Shear Allowable Shear Camber 0.29 k 0.29 k .Lu .Lu .Lu *15 Left Right Left Center Right Max Max Total Load -0.021 in 3.000 ft 3,494.20 Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl 0 000 in 0.0 0.00 ft 0 00 ft 0.00 ft Beam Design OK 0.9 k 6.7 k 0.78 k 0.78 k 0.000 in 0.012 in 0.000 in 0.78 k 0 78 k Dead Load Total Load 0 000 in 0 000 in 0 0 0.0 0.000 in 0.0 I T 1'4= 4:100 T1 44 4 _LIMEY FLOOR FRAMING e_l_AN J 5 41111111111. CASCADE Residential Design, Inc. 1 1 1 1 JLJ LL s L. ,bcve i I I i 1 —1-- I 6, V.)!L 1_7,._e zii t_- tiVir 1 L --L--- 1 I 4 'CIIY 1 1-- Isi 12 2 it tP_ LL I. 1 I 1 T) I /0 4 1 1 1 1 AL 21. O 1/1_, 1 I 1 1 I J o 1 i 3 ir li -1-2'r--11' v.) LI_ r:::2 +I R $5 LioDoLec:-.(2 z_ t I A C e-4 ji i-_-_.s Iii 1 --I rf/12___:t_ 10' f s 1 1 1 L Lo I 0 _=-1s 4--I vuo,..., %!c. to if, _4 VODI—? 1;4,14(f2..4664_7■ir Z; 10- ct V,5 5 7i ›QCV Job Name Ft—A40 1 Sit'Si Job Number Location 12_ Vroom loc Sheet Technical Representative By r Zli H- 02 South 26th St. Tacoma WA 98402 253.284.37O 253.284 3183 fax emad. ca. J L t %Alf A 1.1-,jr of Date 0 4 4-.1 Rev: 580000 Description BEAM 11 [General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity LFull Length Uniform Loads Center Left Cantilever Right Cantilever Center Span. Deflection Location .Length /Deft Camber using 1.5 D. Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin Summary Span= 6.00ft, 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 3.74 fb 337.56 psi Fb 900 00 psi [Deflections 0.00 k -ft 0.00 k -ft Dead Load -0.006 in 3.000 ft 12,666.5 L. Defl 0.009 in 0.000 in 0.000 in 1 40 k -ft 0.00 k -ft 72.00 #/ft #/ft #/ft 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 LL LL LL Depth 9.25in, Ends are Pin -Pin 0.375 1 1 4 k -ft 3.7 k -ft at 3.000 ft at 0.000 ft fv 32.26 psi Fv 180.00 psi Reactions. Left DL Right DL Total Load -0 025 in 3.000 ft 2,923 03 6.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1 600 0 ksi 240 00 #/ft #/ft #/ft .Lu .Lu Lu Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 0.22 k 0.22 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Max Max 0 000 in 0.0 0.00 ft 0 00 ft 0 00 ft Beam Design OK 1.0 k 5.8 k 0 94 k 0 94 k 0 000 in 0.009 in 0 000 in 0.94 k 0.94 k Dead Load Total Load 0.000 in 0 000 in 00 00 0.000 in 00 I Rev. 580000 Description BEAM 12. General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity LFull Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Left Support Max Right Support Max. M allow fb 426.70 psi Fb 2,600.00 psi LDeflections Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right MicroLam 1 75x11.87 1 750 in 11.875 in Sawn DL DL DL 1.000 Pin -Pin 0.00 k -ft 0.00 k -ft 8.91 fv Fv Dead Load -0.003 in 2.500 ft 18,331 1 L.Defl) 0 005 in 0 000 in 0.000 in 108.00 #/ft #/ft #/ft General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1.9 E Fb Base Allow Fv Allow Fc Allow E 2,600 0 psi 285.0 psi 750.0 psi 1,900.0 ksi .Lu .Lu .Lu Span= 5.00ft, Beam Width 1 750in x Depth 11 875in, Ends are Pin -Pin Max Stress Ratio 0.180 1 Maximum Moment 1.5 k -ft Allowable 8.9 k -ft Max. Positive Moment 1 46 k -ft at 2.500 ft Max. Negative Moment 0.00 k -ft at 5.000 ft 51.35 psi 285.00 psi Total Load -0.014 in 2.500 ft 4,230.24 LL LL LL Reactions. Left DL Right DL 360.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 0.27 k 0.00 ft 0.00 ft 0.00 ft Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl 0.27 k Beam Design OK 11 k 5.9 k @Left 1 17 k Right 1 17 k Camber Left 0.000 in Center 0 005 in Right 0.000 in Max 1 17k Max 1 17 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 Rev: 580000 Description BEAM 14 [General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity LFuIl Length Uniform Loads Center Left Cantilever Right Cantilever Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb Fb Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right 98.45 psi 900.00 psi DL DL DL Center Span 3.00 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 1 000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1 600.0 ksi Dead Load -0.000 in 1.500 ft 86,855.8 D.L. Defl 0 001 in 0 000 in 0.000 in 0.41 k -ft 0 00 k -ft 0 00 k -ft 0.00 k -ft 3 74 fv Fv 84 00 #/ft #/ft #/ft General Timber Beam 12.35 psi 180 00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0.4 k -ft 3.7 k -ft at 1.500 ft at 0.000 ft Total Load -0.002 in 1 500 ft 20, 043.65 LL LL LL Span= 3.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0 109 1 Reactions. Left DL Right DL 280 00 #/ft #/ft #/ft 0.13 k 0.13 k .Lu Lu .Lu Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right Max Max 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.4 k 5.8 k 0.55 k 0.55 k 0 000 in 0.001 in 0.000 in 0.55 k 0.55 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Dead Load 0.000 in 0.0 0.000 in 00 Total Load 0.000 in 00 0.000 in 0.0 Rev 580000 Description BEAM 15 [General Information Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Load Dur Factor 1.000 Beam End Fixity Pin -Pin Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right #3 DL Left DL Right Point Loads Dead Load 2,400 0 Ibs Live Load Ibs .distance 10 000 ft Summary Span= 20.00ft, Beam Width 5 125in x Depth 16.5in, Max Stress Ratio 0 982 1 Maximum Moment 44.5 k -ft Allowable 45.3 k -ft Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,294 71 psi Fb 2,336 15 psi [Deflections Center Span. Deflection Location .Length /Deft Camber using 1.5 D. Center Left Right 173.00 #/ft 173.00 #/ft 367 00 #/ft 367.00 #/ft 164 00 #/ft 164 00 #lft 2,200 0 Ibs Ibs 12.000 ft 44 47 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 45.27 fv Fv Dead Load -0.617 in 10160ft 389 1 L.Defl) 0 925 in 0.000 in 0 000 in 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 LL Left LL Right at at 110.82 psi 240.00 psi Center Span i Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft Ends are Pin -Pin 10.000 ft 20 000 ft Reactions. Left DL Right DL Total Load -0.904 in 10.160 ft 265 42 235.00 #/ft 235.00 #lft 518.00 #/ft 518.00 #/ft 180.00 #/ft 180.00 #/ft Ibs Ibs 0000ft 20.00 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 0.00 ft 0 00 ft 0.00 ft Start Loc 0 000 ft End Loc 10.000 ft Start Loc 10.000 ft End Loc 12.000 ft Start Loc 12.000 ft End Loc 20 000 ft Ibs Ibs Ibs Ibs 0.000 ft 0 000 ft Beam Design OK 94 k 20 3 k Left 6.49 k Right 6.72 k Camber Left 0.000 in Center 0.925 in Right 0.000 in Maximum Shear* 1 5 Allowable Shear 3.97 k 441 k Max 6.49 k Max 6.72 k Dead Load Total Load 0.000 in 0.000 in 0.0 0 0 0 000 in 0.0 Ibs Ibs 0.000 ft 0.000 in 0.0 1 Rev 580000 Description BEAM 16 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 Point Loads Dead Load Load .distance 1 150 Pin -Pin 155.00 #/ft 155.00 #/ft 215.00 #/ft 215.00 #/ft General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E LL Left 125.00 #/ft LL Right 125 00 #/ft LL Left 225.00 #/ft LL Right 225.00 #/ft 900.0 lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 13.00ft, Beam Width 3.125in x Depth 10 5in, Ends are Pin -Pin 0.00 k -ft 0.00 k -ft 13.21 fv Fv 121.32 psi 276.00 psi Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Max Stress Ratio 0.727 1 Maximum Moment 9.6 k -ft Maximum Shear 1 5 4 0 k Allowable 13.2 k -ft Allowable 9.1 k Max. Positive Moment 9 60 k -ft at 7.956 ft Shear Left 2.32 k Max. Negative Moment -0 00 k -ft at 13.000 ft Right 3.02 k Max Left Support Max Right Support Max. M allow fb 2,005.41 psi Fb 2,760 00 psi 1 Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.348 in -0 545 in Deflection 0.000 in 0 000 in .Location 6.708 ft 6.708 ft Length /Defl 0.0 0 0 Length /Defl 448.9 286.50 Right Cantilever Camber using 1.5 D.L. Defl) Deflection Center 0.521 in .Length /Defl Reactions. Left DL Right DL 13.00 ft ft ft 2,400.0 psi 240.0 psi 650 0 psi 1 700.0 ksi Camber Left 0 000 in Center 0.521 in Right 0 000 in 1 41 k 1.80 k .Lu .Lu .Lu Start Loc End Loc Start Loc End Loc 0.00 ft 0.00 ft 0.00 ft 0.000 ft 8.000 ft 8.000 ft 13.000 ft Beam Design OK Max 2.32 k Max 3 02 k a Left 0 000 in Right 0 000 in 0.000 in 0 000 in 0.0 0.0 1 1 I 1F 1 1 I I L jF FOUNDATION FRAtING PLAN CASCADE Residential Des'gn, Inc. I 1E 1 16h.. w LL, I I Job Name 't -A-l� IF�-, /7-#R Location b s l Technical Representative Job Number Sheet 1 B Tiro CT Tat ;0 I o 1 102 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.3183 fax email: cascade@ix.netcom.com ix.netcom.com of LW Date (..��'P' 21' 06 Rev: 580000 Description BEAM 17 G eneral 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 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= 4 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 fb 463.54 psi Fb 900 00 psi Deflections 1.93 k -ft 0.00 k -ft 0 00 k -ft 0.00 k -ft 3.74 fv Fv Dead Load -0 004 in 2.000 ft 10,837.9 D.L. Defl 0.007 in 0.000 in 0.000 in 284.00 #/ft #/ft #/ft General Timber Beam Depth 9.25in, Ends are Pin -Pin 0.515 1 1.9 k -ft 3 7 k -ft at 2.000 ft at 4 000 ft 55.03 psi 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 Total Load -0015 in 2.000 ft 3,192.90 LL LL LL Reactions. Left DL Right DL 4 OO ft ft ft 900 0 psi 180.0 psi 625 0 psi 1 600.0 ksi 680.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear 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 0 57 k 0.57 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 1.93 k Max 1.93 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 -a Rev 580000 Description BEAM 18 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 DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin General Timber Beam 96.00 #/ft #/ft #/ft LL LL LL Span= 5 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 312.55 psi Fb 900 00 psi [Deflections Center Span. Deflection Location .Length /Defl Camber using 1.5 D. Center Left Right Dead Load -0.004 in 2.500 ft 16,415 8 L.Defl) 0.005 in 0.000 in 0.000 in 0.347 1.30 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv 33.54 psi Fv 180.00 psi Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft .Lu Left Cantilever ft .Lu Right Cantilever ft .Lu Douglas Fir Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180 0 psi Fc Allow 625.0 psi E 1 600.0 ksi 1 1.3 k -ft 3 7 k -ft at 2.500 ft at Total Load -0.016 in 2.500 ft 3,788.25 0.000 ft Reactions. Left DL Right DL 320.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 0.24 k 0.24 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl Max Max Dead Load 0.000 in 00 0.000 in 00 0.00 ft 0.00 ft 0.00 ft Beam Design OK 11 k 5.8 k 1 04 k 1.04 k 0 000 in 0.005 in 0 000 in 1 04 k 1 04 k Total Load 0.000 in 00 0.000 in 00 T k J 7 ffi t Atfyerhaeuser Busnem TJ- Beam(TM) 6.10 Serial Number 7003013791 User 2 8/2/2004 9:35:11 AM PAge 1 Engine Version: 1 10.3 SUPPORTS. 1 Stud wall 2 Stud wall LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf)• 40.0 Live at 100 duration, 12.0 Dead DESIGN CONTROLS. Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: Plan 1845/2 A 0 Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead /Uplift/Total 3.50' 2.25' 267 80 0 347 A3: Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Board® 3.50' 2.25' 267 80 0 347 A3: Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s). A3: Rim Board Maximum Design Control 332 -326 1220 332 332 1018 796 796 2380 0.069 0.240 0.090 0 479 55 35 Deflection Criteria. STANDARD(LL:U480 TL:U240). Deflection analysis is 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. Copyright 0 2003 by Tr Joist, Weyerhaeuser Bus TJI® nd TJ -Beam® re registered trademarks of Tr Joist T Joist" Pro" and TJ proTM are trademarks of Trus Joist Beam 19 91/2" TJI®110 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Control Passed (27 Passed (33 Passed (33 Passed (U999 Passed (L/999 Passed y \TDM \CASCADE \Company Files \2003 IBC Calcs \Glenn- Terra \1845 -2 \Beam 19 sms 10' i 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 Product Diagram is Conceptual. 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. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Maximum Load For 6x6 DF #2 Wood Post Axial Load Capacity Slenderness Ratio (SL) SL H h C 0.8 KCE 0.3 KCE'E' FCE FCE 806 psi SL Cp \2 1 FCE 1 FCE F' c F' c 2 C 2 C F' Cp F' c F' 516 psi Maximum Load For 3 2x6 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) SL H h C 0.8 KCE 0.3 KCE•E' FCE FCE 806 psi SL F' Cp F' c F' =682 psi PROJECT 1845/2A psi psf 144 plf psf ft F 700•psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 E' 1300000-psi F' c Fc CD CFc F' c 700 psi 6x6 Wood Post Properties Kf 1 0.6 for unbraced nailed built up posts 0.75 for bolted) h 5.5•in t 5.5.in A• =th A= 30.3in th 3 I'= I= 76.3 in 12 FCE S i2 S= 277 F' h Kf C Cp 0 74 Pmax'= F' A Pmax 15613 lb (Maximum post Capacity) psi psf 144 F 1300•psi CD 1 CFb 1 CM 1 Ct 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 built up posts 0.75 for bolted) h (5.5) in t'= 3(1.5)in A• =th A= 24.8in 3 I t h I 62.4 in 12 2 1 FCE 1 r FCE FCE S I 2 S 22.7 in F' F' F', h Cp 2C 2C C Kf C =048 lb plf ft H 10 083 ft plf psf ft lb plf ft H 10 083 ft Pmax F' A Pmax 16871 lb (Maximum post Capacity) 1845-2A.mcd 4/26/2006 Designer TRUC NGUYEN Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 psf psi plf psf ft 144 F 1300•psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 1 Maximum Load For 2 2x6 HF #2 Built up Wood Post E' 1300000•psi 2 2x6 Built Up Post Properties F' Fc CFc F'c= 1430 psi Axial Load Capacity Slenderness Ratio (SL) H SL h FCE C F'c Cp F' c Maximum Load For 4x4 HF #2 Axial Load Capacity Slenderness Ratio (SL) H SL h FCE KCE•E' SL KC SL 2 C 0.8 KCE 0.3 \2 FCE FCE F CE 1 1 F' c F' c F', 2C 2C C C 0.8 K 0.3 FCE 806 psi FCE 326 psi Kf F' 682 psi Pmax F A Pmax Fe A PROJECT 1845/2A Kf 1 0 0.6 for unbraced nailed built up posts 0.75 for bolted) h 5.5•in t•= (2) 1.5•in A.= t h A 16.5 in 3 I th I= 41.6in4 12 S•= I2 S= 15 1in h C =048 P max 11247 lb (Maximum post Capacity) psf psi plf psf ft 144 F 1300 psi CD 1 C Fb 1.5 CM 1 Ct'= 1 CL 1 CF 1 15 Ci 0.85 E'•= 1300000•psi 4x4 Wood Post Properties F' c Fc CD CFc F' c 1495 psi Kf 1.0 h 3.5•in t 3.5•in A• =th A= 12.3in 3 I•= th I= 12.5 in 12 FCE FCE 2 F CE S 1 2 S= 7 1 in 1 1 h F' c F' c F', Cp K 2C 2C C f Cp =0.21 F' C F' F' 310 psi (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) P max 3799 lb (Maximum post Capacity) 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN lb plf ft H 10.083 ft lb plf ft H 10 083 ft 16 Cascade Regidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 A Maximum Load For 3 -2x4 HF #2 Built up Wood Post Maximum Load For 2 -2x4 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) SL h KCE•E' FCE SL F'c CpF'c C•= 0.8 KCE 0.3 FCE 326 psi PROJECT 1845/2A F 1300•psi CD 1 CFb 1 CM 1 Ct,•= 1 CL 1 CF 1 1 E' 1300000•psi F' c F CD CF F' c 1430 psi 3 -2x4 Built Up Post Properties Axial Load Capacity K f 1 0 built U 0 6 for unbraced nailed up posts 0 75 for bolted) Slenderness Ratio (SL) h 3.5.in II t 3 1.5 in SL C 0.8 KCE 0.3 2 A• =th A 15.8 in E' FCE 2 FCE 326 psi t h 4 SL I_— I =161in 12 FCE FCE 2 FCE S 1 2 S 9.2 in 1 1 h F' c F' c F' c Cp 2 C 2 C C Kf Cp 0.22 F' 309 psi Pmax F'c•A 1 'max 4871 lb (Maximum post Capacity) psf psi 144 plf psf ft lb plf ft H 10 083.ft 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 2 -2x4 Built Up Post Properties Kf 1 0 h 3.5.in I2 2 S 1 FCE 1 FCE FCE h F'c F'c F', C Kf Cp 0.22 2C 2C C psf psi 144 plf psf ft lb plf ft H 10 083 ft t (2) 1.5•in A• =th A= 10.5in 3 I t12 I= 10 7 in 4 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) S 6 1 in 3 F' 309 psi Pmax 3247 lb (Maximum post Capacity) 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN C p Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 dok Maximum Load For 6x6 HF #2 Treated Post F 460 psi CD 1 E' 1045000•psi F' c Fc CD CFc Axial Load Capacity Slenderness Ratio (SL) SL h KCE•E' FCE SL F' c 460 psi C 0.8 KCE 0.3 CFb 1 CM 1 Ct 1 CL 1 CF 1 FCE 648 psi 2 1 +FCE 1 FCE F' F' 2C 2C F' C F' c F' 365 psi F C E F C Kf Pmax F' A Maximum Load For 4x4 HF #2 Treated Foundation Post F 1040.psi CD 1 E' 1235000 psi F' c Fc CD CFc Axial Load Capacity Slenderness Ratio (SL) H "SL h KCE.E' FCE SL C C 0.8 F' c 1040 psi KCE 0.3 CFb 1 CM 1 Ct 1 CL 1 CF 1 FCE 1970 psi \2 1 +FCE 1 FCE F' c F' c 2C 2C F' C F' c F' 892 psi FCE F C Kf Pmax F' A PROJECT 1845/2A 6x6 Treated Wood Post Properties Kf 1 0 h 5.5•in t 5.5•in A• =t t h I•= 12 S•= I2 S= 277in3 h C =079 4x4 Treated Wood Post Properties Kf 1 0 Pmax 11054 lb (Maximum post Capacity) h 3.5.in t 3.5 in A• =t psf 44 plf psf ft lb plf ft H 10.083•ft A 30.3 in 76.3 in psf psi plf psf ft lb plf ft H 4•ft 144 A 12.3 in t h 4 I•= I= 12.5in 12 S I2 S =71in3 h C =086 (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) Pmax 10930 lb (Maximum post Capacity) 1845 -2A. mcd 4/26/2006 Designer TRUC NGUYEN 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" nun. thick) (3 story 23" W/ 8" min. thick) (Load bearing value of soil 1,500 (psf). 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 walls 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 1RC. 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 1st 2004 Vertical bar reqd to be 1 /Z" #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. 1 /2" anchor bolt with a 3" x 3" x'h" 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' -0" 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. 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 (FAI) 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 'A" 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 113 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 /4" 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.