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Home My WebLink About1204 O St Technical - BuildingTECHNICAL Permit Q `i Address l Zo `f Project description New S■n� Ryn; Date the permit was finaled 1 4 36 4g Number of technical pages 5 Z tr 102 S 26 St Phone 253 284 -3170 LATERAL ANALYSIS BEAM CALCULATIONS EXPIRES. JUNE 5 2007 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1821/2A July 12, 2005 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D, /D, Tacoma, WA 98402 Fax 253 284 -3183 Cascade Vesidential Design, Inc. 102 South f6th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer' Binh Tran 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 WOODS JOISTS OR RAFTERS 2X. BEAMS OR HEADERS 4X 6X OR LARGER LEDGERS AND TOP PLATES STUDS 2X4 OR 2X6 POSTS 4X4 4X6- 6X6- GLUED LAMINATED (GLB) BEAM HEADER. Fb =2 400 PSI Fv =165 PSI Fc (Perp) =650 PSI PARALLAM (PSL) 2 OE BEAM HEADER. Fb =2,900 PSI Fv =290 PSI Fc (Perp) =750 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2 600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 800 000 PSI E =2,000 000 PSI E =1 900 000 PSI WOOD TYPE. -HF#2 -DF #2 -HF #2 -HF#2 HF #2 -HF #2 DF #2 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 3% OF THE SPECIFIED JOISTS OR BEAMS Cascade Residential Design, Inc. 102 South 4.6%h St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran 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 /0 IE 1 0 R 6.5 S 1.25 Si 0 40 F 1 00 F,„•= 1.5 W wx 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 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Site Coefficient based on Site Class S (Table 1615 1.2(1)) Site Coefficient based on Site Class S (Table 1615 1.2(2)) Seismic Weight of Overall Structure Seismic Weight of Structure above Level x (LB Equation 16 -38 Sms Ss Fa Equation 16 -39 Smi S1 Fv S 1.25 Equation 16 -40 S 0.6 Equation 16 -41 (1.2 SDS Equation 16 -56 V W V 0 154 W Equation 16 -57 R Seismic Base Shear Vertical Shear Distribution 2 SDS 3 Sms SDS 0 83 2 SD1 3 Sml 1.2 SDS F R SDI 0 4 wx F 0 154 w 1 Cascade Residential Design, Inc. 102 South 126th St. Tvcoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran 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 p= g (GC Mean Roof Height ff, 21 ft 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) K 70 Velocity Pressure Exposure Coefficients at 15ft z 20ft (Table 6 -3) K25 70 Velocity Pressure Exposure Coefficients at 20ft z 25ft (Table 6 -3) K30 70 Velocity Pressure Exposure Coefficients at 25ft z 30ft (Table 6 -3) 1<40 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) iK1 Topographic Factor Coefficients (Figure 6 -4) K15t (1 K1 KK2-1(3 15) 2 2 K20t (1 K1 K24(3.20) K25t (1 K1 K2 2 K30t (1 K1 K2 K3.30) 2 (i K K K K40t 1 2' 3 40 K15t 1 K20t 1 K25t 1 K30t 1 K40t 1 Kd 0 85 Wind Directionality Factor (Table 6 -4) v 100 Wind Speed per Hours (Figure 6 -1) 1 1 0 Important Factor (Table 6 -1) K3.20 1 K3:,25.•=' 1( 3.30 1 K3 40: >1 Cascade Residential Design, Inc. 102 South 6th St. Tacoma, WA 98402 Tel. (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/11/2005 Designer Binh Tran Velocity Pressure q Evaluated at Height z (Equation 6 -15) q15'= 000256 k15 klst kd v 1 qi; 15.23 q20 0 00256 k)p-k-m 141•' 1 q20 15.23 q25 0 00256 K25 k25 kd•v 1 q-)5 15 2 t qv) 0 00256 k30•k3Ot kd'v 1 q 15.23 q40 0 00256 k40 K401 key 1 q40 16 54 Internal Pressure Coefficients (Figure 6 -5) GC' 18 GC 56 GC .21 GCpt� 43 GC' 37 or 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 E 69 GC .27 GCpftE 53 GC1,1 48 End Zone Coeffieicient a (Figure 6 -10 Note 9) Least Horizontal Dimension x 36ft 10% of Least Horizontal Dimension 0 I x 3 6 ft 40` /o of Mean Roof Height 0 4.h 8 4 ft whichever is smaller but not less than 4% of Least Horizontal Dimension or 3ft Therefore a 4 Oft (104x 1 4411 Cascade Residential Design, Inc. 1 U2 Southh6th St. 1 acoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821- 2A- 100mph mcd 7/6/2005 Designer Binh Tran Design Wind Pressures (Equation 6 -18) P15 1 q15 (GC psf P15.2 Q15 (GC psf P15.3 q15 (GCpf3) P15 4 q15 (GC P20 1 Q20'(GCpfl)•psf P20.2'= g20'(GCpf2)•psf P20.3'= Q20•(GCpf3) psf P20 4 Q20.(GCpf4) psf P25 1 q25 (GC psf P25.2 q25 (GC psf P25.3 q25 (GCpf3) psf P25 4 Q25 (GC psf P30 1 g30.(GCpfl) psf P30.2 g30'(GCpf2) psf P30.3 g30 P30 4 g30 P40.1 g40 psf P40.2'= g40'(GCpf2) psf P40.3 g40 f3) psf P40 4 g40'(GCpf4) psf P151= 8 53 lbft 2 P15.2= 3 21 bft 2 P15.3= -6 55 lbft 2 PI54= 5641 bft 2 P20 1 8.53lbft 2 P20.2 3.21b ft 2 P20.3 -6.55 lb ft 2 P20 4 -5.64 lb ft 2 P251= 8.53Ibft P25.2 3.21b ft 2 P25 6.551bft 2 P254= 5 64 Ibft 2 P30 1 8.53 lb ft 2 P30.2= 3 2 Ibft 2 P30.3 -6.55 lb ft 2 P304= 5 641 bft 2 P40 1 9.26 lb ft 2 P40.2 3 471b ft 2 P40.3 -7 11 lb ft 2 P404 -6 12 lb ft P15 1E'= q15 (GCpnE) P15.2E Q15 (GCO2B) psf P15.3E Q15•(GCpf3B)•psf P15 4E q15 (GCpf4E)'psf P20.1E 420'(GCpnE) P20.2E g20'(GCpf20psf P20.3E g20'(GCpf3E) psf P20 4E g20'(GCpf4E)•psf P25 1E'= Q25 (GCpf1E) psf P25.2E q25 (GCpf2E)'psf P25.3E q25 (GC P25 4E Q25 (GCpf4E) psf P30 1E Q30 psf P30.2E Q30•(GCpf2E) psf P30.3E 1 430 (GCpf3E) psf P30 4E Q30'(GCpf4E) psf P40 1E Q40 P40.2E g40'(GCpf2E)•psf P40.3E'= g40'(GCpf3B)•psf P40 4E g40'(GCpf4E) psf P15 1E 10.51 Ibft 2 P15.2E P15.3E -8 07 lb ft 2 P154E= 7 31 Ibft 2 P2OIE= 10.511bft2 4 11 Ib ft 2 P20.2E P20.3E -8 07 lb ft 2 P20 4E -7.31 lb ft 2 P25IE= 10 P252E= 4111bft P25.3 E -8 071 b ft 2 P25 4E -7.31 lb ft 2 P30IE= 10 51 Ibft 2 P30.2E 4 11 lb ft 2 -8 0716 ft 2 P30.3E P30 4E -7.31 lb ft 2 P40IE= 11411 P40.2E 4 471b ft 2 P40.3E -8 761bft 2 P40 4E -7.94 lb ft 2 1I/ 1 1 MEIIIIME 111119f1111111111111rw.. al m i je llyl iri ll pi ltl i ll ii lir r Il m t itt 0 juit t7,2 AMIN 11111111.111 III 1111 1111111111111111 4t1111111111111111111111111b... 4111 11111.1114 111 ml.:1111. lliVIENEMINNINVIREIIMIHNIkin.._ PP" dall'IMAIUM "I'ANN 11211118m 1 1 'T.HEIVINEIMUFT'Inllu CI 1111111111111.1112.. .../1115101131111111,1111111111116.', ell111111111.111111.111111111111111111 11161 ..1111 1111111110111111111111110111.111111111111hi' ,01111111 IDE 111U11111111111111111111101111111111 ...11111111111311111112111 111M120111111111111111111111111111111111111611b., PAO IC-IT ELEVATION dIUI 11111 I lip -41.5111 111 _.dirulargUrr" _.1.11111HUN Pr l thin- reinit 1 2 1 1114 ikinirfnitt; FRONT ELEV14TION SCALE 114 11 1 Iviat IzoOF co Au•llIuIUlrluuluiuullI.. ani II III I i I o In Ioin iI 11 II=i III .n REAR ELEVATION 4 LEFT ELEVATION SCALE 4'• I'-m' Cascade Residential Design, Inc. 102 South'26th St. T acoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran WIND SHEAR AT ROOF DIAPHRAGM (Upper Level). W1 (P20 1 P20 4)' (P25 1 P25 4) END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Upper Level). WIE 13 20 1E P20 4E) 5 ft (P25 1E P25 4E) 4•ft WIND SHEAR AT FLOOR DIAPHRAGM (Main Level). W2 (P15 1 P15 4) 10ft END ZONE WIND SHEAR AT FLOOR DIAPHRAGM (Main Level). W2E lE P15 40' WIND SHEAR AT ROOF DIAPHRAGM (Living Dining RM). W3 (P15 1 P15 4) 5ft (P20.2 P20.3)' END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Living Dining RM). W3E (P15 1E P15 4E)'5ft (P20.2E P20.3E) 7 ft WIND SHEAR AT ROOF DIAPHRAGM (Garage). W4 (P15 1 P15 4)* (P15.2 P15.3) 4ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Garage). W4E (P15 1E P15 4E)'5ft (P15.2E P15.3E)' ft But not Tess than 10 psf over the projected vertical plane. W1= 12'7491bft W2 141:66lbft W3 139'.071b ft 1 W4 1.09 :82 lb ft 1 WIE= 160 :391bft 1 W2E 178.21 lb ft 1 W3E= 174411bft 1 W4E,= 137.85Ibft 1 WI =127491bft W1E= 160.39lbft 1 W2 141.661bft. W2E 178.211b ft 1 W3 139 071b ft 1 W3E 174 -41 1b ft W 109.821bft 1 W4E 137.$51bft 1 P Cascade Residential Design, Inc. 102 South 26th St. Tacoma WA 98402 Tel (253) 284 -3170 Fax. (253)284 -3183 PROJECT Plan 1821 -2A 1821 2A 100mph mcd 7/11/2005 Designer Binh Tran WALL AA. Wind loads per foot. Distance between shear wall [1 38 ft Wall Length Laa (4 15 5) ft Percent full height sheathing Check Wind Force Check Seismic: W, Rf Wa W, 11950 lb Seismic Force Shear Wall Summary: Wind Force \,aa 161 59 Ib i 1 W1 12749lbft W1E= 160.391b vaa 07\- W, Faa C 1 as WIE 2 a Seismic Force F 77641btt I 195ft 30ft ILI a I C Laa Rf 15 psf 30•ft 38 ft Wa I0•psf 5 I (10ft LI) 2 I' 77 64 lb ft I 0 65 1 (LI 2a)` WI 21 1 Overturning Moment on Wall. Plate Height: pt 8 1 ft L„ 19 5 ft OTM vaa I as Pt OTM 25523 1 lb ft Shear Wall Dead Load Resisting. RI 0 6(15 psf) 2 ft I. as Wa 0 6-(10 Pt Laa W Rf Wa W 1298 7 lb Laa DLRM W DLRM 12662 32 Ib ft 2 Holdown Force Net Uplift: OTM DLRM HDFaa HDFaa 659 53 Ib Laa Base Plate Nailing Spacing (2001 NOS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness ZN 122 Ib C'D 1.33 7'N ZN C D 7'N l6226lb 13 7 N B tit Per Nail 1 vaa B.P. Nailing Spacing f3 1 ft 16d 12' o.c 1 aa 1 Max Opening Height 4ft, Therefore 85 per IBC Table 2305 3 7 2 Holdown Force Holdown Types Simpson MSTC28 vaa 161 59 Ib ft 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf HDFaa 659 53 Ib \D Cascade Residential Design, Inc 102 South'26th St Tacoma, WA 98402 Tel: (253) 284 -3170 Fax. (253) 284 -3183 WALL BB. Wind loads per foot: Distance between shear wall LI 38ft Wall Length Lbb (4 4 3.5) ft Percent full height sheathing Check Wind Force Check Seismic. WI= 127491bft WIE= 16039Ibft 3.5ft 3.5ft L a (Ll 2a) WIE•_a C J WI L1 2Ll vbb l J C Lbb Rf 15 psf 20•ft 38 ft Wa 10•psf (20•ft L1) 5 ft W, Rf -a W 86001b 0 7V W7 1 Seismic Force Ebb Ebb 80.541b ft C Lbb Overturning Moment on Wall. Plate Height: Pt 8 1 ft Lhh 3.5 ft Rf Wa DLRM W Lbb 2 OTM vbb Lhh Pt OTM 6602 72 lb ft Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 2 ft Lhb Wa 0 6.(10•psf) Pt Lbb W 233 I Ib DLRM 407 921bft Holdown Force Net Uplift: OTM DLRM 1 1DFbb HDFbb 1769 94 Ib Lhb PROJECT Plan 1821 -2A Base Plate Nailing Spacing (2001 NOS, Table 11N) 16d Common Nails 1 1/2' Side Member Thickness. ZN 122 lb CD 1 33 Z'N ZN CD Z'N 162.26 B Z'N B 0 7 ft Per Nail vbb 1 Shear Wall Summary: Wind Force Seismic Force B.P. Nailing Spacing vbb 232 9 l ft Ebb 80.541b ft I B 0 7 ft 16d Ca 8' o.c. Lbb 11.5ft 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force HDFbb 1769.94 Ib Holdown Types Simpson MST37 ST6224 1821 2A 100mph mcd 7/11/2005 Designer Binh Tran 1 Max Opening Height Oft, Therefore C 1 0 per IBC Table 2305 3 7.2 1 vbb 232 91b1-1 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer' Binh Tran WALL CC. Wind Toads per foot: Distance between shear wall L1 20.ft Wall Length. Lcc (3.5 9 75 12)•ft Percent full height sheathing' Check Wind Force Check Seismic: Rf 15 psf 38•ft 20 ft 2 vcc Shear Wall Summary: Wind Force vcc Seismic Force: vcc 68.32 lb ft 1 E 42.161b ft 1 W1= 127491bft 25.25ft 0 7 Max Opening Height 4ft, Therefore C 0.87 36ft per IBC Table 2305 3 7.2 W 2a L1 a W (L1 2a) lE• LI 1 2L1 C Lcc Wa 10•psf (38.ft L1) 5 ft W Rf Wa W 86001b 0 7V W 1 Seismic Force Ecc 42.16Ib ft C Lcc Overturning Moment on Wall: Plate Height: Pt 8.1 ft L 25.25ft OTM vcc L Pt OTM 13972.521b ft Shear Wall Dead Load Resisting. Rf 0 6.(15-psf) 11.5 ft L Wa 0 6•(10•psf) Pt Lcc W Rf Wa W 3840.521b Lcc DLRM W DLRM 48486 63 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFcc HDFcc 1366.91b Lcc Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. Z 122 lb CD 1.33 Z' Z CD Z' 162.261b Z' Per Nail B B 2. ft B.P. Nailing Spacing Bp 2.38ft 16d 16' o.c. WIE 160.391bft 1 Lcc 25.25ft vcc 68.321b ft 1 7/16' Sheathing -w/ 8d nails 6` 0 C. Wind Capacity 339 plf Seismic Capacity =‘242 pif Holdown Force Holdown Types No Holdown Req'd HDFcc -1366 9lb Cascade Residential Design, Inc. 102 South St. I WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran WALL DD: 1 Wind Toads per foot: W1 127 491b ft Distance between shear wall: Ll 20ft L2 10ft Wall Length. Ldd (8) ft Percent full height sheathing. 8ft 8ft Check Wind Force Check Seismic: Rf= 15 psf (38.ft +15ft 2 2 W =Rf +Wa W =10225 lb Seismic Force. Edd C Ldd WIE 160.391bft 1 W 2 +W LI -4 a L2 vdd 1E L1 1 2 L1 2 vdd 247.01 lbft 1 C Ldd 0 7V W Wa 10•psf (38 ft Ll L2) 5 ft Edd 137 64 lb ft 1 Overturning Moment on Wall: Plate Height: Pt 8 1 ft Ldd 8 ft OTM vdd Ldd-Pt OTM 16006.21bft Shear Wall Dead Load Resisting: Rf 0.6415 psf) 11.5 ft Ldd Wa 0 6.(i0•psf) Pt Ldd W• =Rf +Wa W= 1216.81b DLRM W Ldd DLRM 4867.2 lb ft 2 Holdown Force Net Uplift: HDFdd OTM DLRM HDFdd 1392.38 lb Ldd 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 B B =0.66ft vdd p Shear Wall Summary: Wind Force Seismic Force. vdd 247 01 lb 1 Edd 137.641bft 1 Per Nail Ldd 8 ft 1 Max Opening Height Oft, Therefore C 1.00 per IBC Table 2305 3 7.2 B.P. Nailing Spacing B 0.66ft 16d 6' o.c. 7/16' Sheathing vv /`8d nails 6' 0 C. Wind Capacity 339`. Seismic Capacity 242 plf Holdown Force HDFdd 1392.38 lb Holdown Types Simpson MST37 3 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran WALL EE. Wind loads per foot: Distance between shear wall Wall Length Lee (8) ft Percent full height sheathing. 8ft 8ft Check Wind Force Check Seismic: Rf 15 psf 15 ft ]0 2 ft W Rf Wa W 2375 lb Seismic Force. Overturning Moment on Wall: L 10•ft OTM vee•L Pt Lee Shear Wall Summary: Wind Force vee 99.95 lb ft 1 0 7V W Eee C Lee W1 127491bft 1 WIB= 160.391bft 1 LI loft W. 2 a Ll =:al :(14 lE 1 2I,1 vee C I;ee Seismic Force. E 31.97 lb ft 1 Wa 10.psf (15•ft LI) 5 ft Plate Height: pt 8 1 ft OTM 8095.91 lb ft Shear Wall Dead Load Resisting: Rf 0 6•(15 psf) 2 ft L Wa 0.6•(10•psf) Pt Lee W Rf Wa W 666 lb Lee DLRM W DLRM 33301b ft 2 Holdown Force Net Uplift: OTM DLRM HDFee HDFee 476.591b 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 Per Nail B Bp 1.62 ft vee B.P. Nailing Spacing B =1.62ft 16d 16' o.c. Lee 8 ft 1 Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 7/16' Sheathing w/ 8d>nails.@ 6' O C. WindCapacity- 339 plf• E 31.971bft Seismic Capacity 242•plf ee Holdown Force Holdown Types No Holdown Req'd HDFee 476.591b 1 vee 99.95 lb ft V� Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/11/2005 Designer Binh Tran WALL A. Wind loads per foot: Distance between shear wall LI 30•ft Wall Length La (4 4) ft Percent full height sheathing' Check Wind Force Check Seismic. Seismic Force Overturning Moment on Wall. L 4 it OTM va L Pt Shear Wall Dead Load Resisting. Rf 0 6(15 psf) 2 ft L W•= Rf Wa +FI L DLRM W 2 Holdown Force Net Uplift: OTM DLRM HD1a L va W2 141.66 lb ft 1 0 7V W C La DLRM 820 8lbft 4ft 4ft C La E 386 48 lb ft I HDFa 5414 56 Ib Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails 1 1/2' Side Member Thickness. ZN 122 Ib CD 133 Z'N ZN CD Z'N B B 0.23 ft va Shear Wall Summary: Wind Force Seismic Force B.P. Nailing Spacing Z'N 162.261b Per Nail r ft va= 6938Ibli 1 E 3864816ft I B =0.23 16d 3' o.c W7E 178.21 Ib ft I 1 Plate Height: Pt 8 1 ft OTM 22479 05 Ib ft La 8 ft vaa Laa W21, 2a LI a W2 (LI 2a) (LI 2a) LI 2L1 Rf 15 psf 36•ft 38 ft Wa 10•psf (36•ft Li) 15 ft FI 15 psf 30•ft 38 ft 2 W, Rf Wa FI W 28710 Ib Wa 0 6410 psf) Pt L FI 0 6.(10•psf) 6 ft L W 410 41b HDFaI HDFa HDFaa Anchor Bolt Spacing (2001 NDS, Table 11E) 5/8' Dia. Bolt, 1 1/2' Side Member Thickness. A 830 Ib ZB As va Max Opening Height 4ft, Therefore per IBC Table 2305 3 7 2 7/16' Sheathing w/ 8d nails 2' 0 C Wind Capacity 833 plf Seismic Capacity 595 plf CD 1.33 ZB A CD As 1.59 ft A.B. Spacing Holdown Force As= 1.59ft 5/8' A.B. 18' o.c HDFa 5414.561b HDFaI 6074 09 Ib C 1 0 va 693 81b ft 1 HDFaI 6074 09 Ib ZB= 110391b Per Bolt Holdown Types Simpson PHD6 Simpson HDQ8 r Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/11/2005 Designer Binh Tran WALL B. Wind loads per foot: W, 141 66 Ih ft I Distance between shear wall Ll 30-ft Wall Length Lb (X 5 5 5) ft Percent full height sheathing Check Wind Force vb Check Seismic. 30 22 Rf 15 psf 36.6 ft 21 ft ft 2 2 W, Rf Wa Fl W, 33315 1h Seismic Force Holdown Force Net Uplift: OTM DLRM 1-1DFh vh 457 761b It I L.h 7 V W, Eb C 1.1) ZN 122 Ib CD 1 33 Z'N ZN CD Z'N 13 B =0 ft vb Shear Wall Summary: Wind Force Seismic Force Eb 256 27 !bit I 5 5ft 5 51 vbb Lhh W7L• W,E 17421 lb ft I L2 22 ft 1 Max Opening Height Oft, Therefore 1 00 per IBC Table 2305 3 7 2 W2• C Lb Wa 10psf (36.ft 1 1 1 2) 15 ft Fb 256.27 Ib ft I 1IDFb 3242 55 Ib Z'N 162.261h Per Nail B.P. Nailing Spacing 13 0 16d @4 oc. A.B. Spacing As 241 ft 5/8 A.B 30' o c 1 b 14 ft L1 -4a 1 I-.2 2 1.1 2 Overturning Moment on Wall. Plate Height: Pt R I ft Lb 5 5.6 ()TM vh• L.b Pt OTM 20393 181h ft Shear Wall Dead Load Resisting. Rf 6 I S.psf) 0 ft Lh Wa 6•(10.psf)2Pt Lb Fl 6 (l0•psf) 12 ft Lb W•= Rf +Wa +FI W= 9306Ib Lb DLRM W DLRM 2559 15 Ib ft Fl 15 psf 30•ft 3K ft 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf Base Plate Nailing Spacing (2001 NDS Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails 1 1/2' Plate Thickness 5/8' Dia. Bolt 1 1/2' Plate Thickness A X30 lb C 1 3 3 /1; A CD 1 13 1103 O lb 1 l3 Per Bolt As As 2 41 ft vb Holdown Force Holdown Types Simpson STHDI4RJ 1IDFh 3242 55 Ih 1 vh 457 761h ft Cascade Residential Design, Inc. 102 South 26th St. Tacoma WA 98402 Tel. (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A 100mph mcd 7/11/2005 Designer Binh Tran WALL C. Wind loads per foot: Distance between shear wall Ll 20.0 Wall Length Lc (16 30) 0 Percent full height sheathing Check Wind Force vc Check Seismic. 2 Rf 15 psf 52 ft W, Rf Wa FI Shear Wall Summary: Wind Force Seismic Force vc= 73751bt I l -c E 61 81 1b ft I W� 141 66lhft I 160 1611 vcc Lcc+ W2t. 2a rl 1 a) W2 (1.1 2a) (1_1 2a) L I 2L1 vc 73 751b It C„ Lc Wa 10•psf (52 ti L1) 15 ft W, 26400 Ib Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness ZN 122 Ib C D 1 33 7'N ZN C D Z'N 162.261h Z Per Nail B B 2.2 ft vc B.P. Nailing Spacing B =2.20 16d @16' oc. W2E= 178.21 Ihft I 1.c =461t 1 Max Opening Height Oft, Therefore C„ 1 00 per IBC Table 2305 3 7 2 FI 15 psf 52 ft 20 ft 0) Seismic Force Fc 7V W F 61 81 Ib ft I C Lc Overturning Moment on Wall. Plate Height: Pt 8 I ft L 16.0 OTM vc L Pt OTM 9558 01 lb ft Shear Wall Dead Load Resisting. Rf 6 (15 psf) 11 5 ft L Wa 6•(l0.psf) 2Pt I. Fl 6 (10•psf) 1 3 ft L W Rf Wa Fl W 33361h I.. DLRM W DI..RM 26688 Ib ft 2 Holdown Force Net Uplift: OTM DI. RM HDFc I-IDFc -1070 62 Ib A.B. Spacing As= 14 97 0 5/8 A.B. @72' oc. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2001 NDS Table 11E) 5/8 Dia. Bolt 1 1/2' Plate Thickness A 830 11) C D 1 33 71; A C D 713 1 I03 9 lb Z13 Per Bolt As As= 1497 ft vc Holdown Force Holdown Types No Holdown HDFc -1070 62 Ib Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A 100mph mcd 7/11/2005 Designer Binh Tran WALL D. Wind loads per foot: W, 141 66 Ib ft I W,E 178.21 lb ft Distance between shear wall Ll 21 ft L2 15-ft Wall Length Ld (22) ft Percent full height sheathing Check Wind Force v d Check Seismic. Rf 15 psf 52 ft 20 ft 30.6 166 ft 2 2 W, Rf Wa 11 W, 30300 Ib 7 V W, Seismic Force Ed C„ Ld 22ft 22 ft vdd I.dd W,F- 2 a� L1 W2• C Ld Ld 22 ft Ed 148.32 Ib ft I W3= 139071bft LI w3 L� Wa 10•psf (52 ft L 1 4- 1.2) 15.ft Overturning Moment on Wall. Plate Height: Pt 8 1 ft Lcf 22 ft OTM vd 1.d-Pt OTM 37048 54 Ib ft Shear Wall Dead Load Resisting. Rf 6•(15 psf) 11 5 6 Ld Wa 6•(l0•psf) 2Pt Ld Fl 6 I0•psf) 1 3 ft Ld W Rf+ Wa +11 W= 45871h DLRM W I .(.1 DLRM 50457 Ib ft 2 Holdown Force Net Uplift: OTM DLRM IIDFd F1DFd -609 48 Ib -d Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails 1 1/2' Plate Thickness. 7_N 122 Ih CD 1.33 7'N ZN CD Z B d B 0 78 ft Shear Wall Summary: Wind Force Seismic Force vd 207 9 Ib ft Ed 148 121h ft I 7'N 162 261h Per Nail B.P. Nailing Spacing B =078ft 16d @6 oc 1 Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7 2 2 11 vd 207 9 Ib ft I v 20 11 15 psf 38 ft ft 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2001 NDS Table 11E) 5/8 Dia. Bolt 1 1/2' Plate Thickness. A 830 Ib CD 1 33 7g C D 7B 1 103 91b 713 Per Bolt As As 5 31 ft A.B. Spacing Holdown Force Holdown Types As 5 31 6 FIDFd -609 48 Ib No Holdown Reg d 5/8" A.B 60' o.c. Cascade Res►dential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A 100mph mcd 7/11/2005 Designer Binh Tran WALL E. Wind loads per foot: W 139 07 Ib ft I Distance between shear wall 1,1 16.0 Wall Length Lc (10 4 12) 0 Percent full height sheathing Check Wind Force ve Check Seismic. 411 `%n 4 0 vee Lee W2E 2a rL1 a LI C„ Le 12f 15 psf 30.0 16 ft Wa 10•psf (30.0 LI) 15-ft 2 W, RI Wa Fl W, 11250 lb Seismic Force L DLRM W 2 OTM DLRM v e 1 7VW, E C Le Holdown Force Net Uplift: •N 122 Ib CD 1 33 Z Bp B 1 95 ft Overturning Moment on Wall Plate Height. Pt 8 1 ft L 4 ft ()TM ve L Pt OTM 2699.28 Ib ft Shear Wall Dead Load Resisting. Rf 6•(15 psf) 2 ft L Wa 6 (10•psf) 2Pt L FI 6•(I0psf) 1 30 L W Rf Wa FI W 492 1b DLRM 984 Ib ft Z ZN CD Shear Wall Summary: Wind Force Seismic Force ve 83.31 Ib ft E 46 6 Ib ft E 4661bft HDFe 428 82 Ib Base Plate Nailing Spacing (2001 NDS Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails 1 1/2' Plate Thickness. 5/8' Dia Bolt 1 1/2' Plate Thickness Z.'N 162.26 Per Nail B.P. Nailing Spacing B 1 95 ft 16d 16' o.c. W3[= 17441Ibft I W2 (LI 2a) Le =26ft 1 Max Opening Height Oft, Therefore 1 00 per IBC Table 2305 3 7 2 FI 15psf 1011 00 ft A.B. Spacing As 11.25 ft 5/8 A.B 72' o c. (LI 2a) 2L I ve 83 11 Ib It 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf A 830 Ib CD 1 33 Z13 A, CD 71; 1 103 9 Ib 7 u Per Bolt As As 13.25 ft ve Holdown Force HDFe 428 82 Ib Holdown Types No Holdown Cascade Residential Design, Inc. 102 South St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran WALL F. Garage Portal Frame Wind loads per foot: Distance between shear wall: Ll 22 ft Portal Frame Length Lf (1.88 1.88) ft Check Wind Force Check Seismic: Rf 15 psf 20•ft 22 ft Wa 10•psf•(20•ft L1) 5 ft 2 W =Rf +Wa W 54001b 7VWZ 1 Seismic Force: Ef Ef 154.66 Ib ft Lf Restraint Panel Height 10ft Maximum Restraint Panel Width 1ft 10 1 /2in Minimum Allowable Shear per Panel 860 Ib (3 7511 vf) Shear per Panel. Vf 2 Vf 700.81 Ib 0 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 W4 109.821b ft 1 W4E 137 851b ft 1 W4E• a L1 a W4 (LI 2 a) (L1 2 a) LI 2 L1 vf Lf vf 373 771b ft 1 1NCx PLAN ROOF FiZ41NC PL 4N OPTION CASCADE Residential Des'gn, Inc. Job Name 'LP tt ibzt-zok Location 0 Technical Representative Job Number I 02 South 26th Si fa Lortia, \NA 98- 253.224.3170 253.28 I ft fax email: cas :acie.00.netcom.corn Sheet of By 11\114 Date 4./ 5 1 IN pl,':,•_ .1-- .s' 2L 11?? t A L -Iji.c-; tl' z€3. i if 4i •F NI tS 2S s 4 2 1 I, 5)_ -I 5) 9 ►1 1 I W Ll--_ ipoumminalnion l-- 0 1 S 3i ez JLLt2Srt _I) OP L i 1 1 1 7 _xi% .4 ir .illiiir 1111111111114 1Y,. _km; 1 S5 lit N 14-1 A. ammatimummormomes 111111r tAi I. O 0 I 4 0 1 2 r 1v lV 0I J 2' 4 lk, 6. tiyptJ;_ is. W r _i Ai cfh 1 912 It th) F o -1- 1 1 _,5 L CASCADE Residential Des'gn, Inc. Job Name 'LP tt ibzt-zok Location 0 Technical Representative Job Number I 02 South 26th Si fa Lortia, \NA 98- 253.224.3170 253.28 I ft fax email: cas :acie.00.netcom.corn Sheet of By 11\114 Date 4./ 5 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (o1983 -2003 ENERCALC Engineering Software x «,.lr-ZMZ6a'a ,:tee Description BEAM #1 Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Full Length Uniform Loads 5w. 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 506.67 psi Fb 1,242.00 psi DL DL DL 1 150 Pin -Pin 32.500 pcf Span= 6.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin 2.11 k -ft 0.00 k -ft 0 00 k -ft 0 00 k -ft 5.17 [Deflections Center Span. Dead Load Deflection -0 014 in .Location 3.000 ft Length /Defl 5 058.0 Camber using 1.5 D.L. Defl Center 0 021 in Left 0.000 in Right 0.000 in 173.00 #/ft #/ft /ft 0 408 1 2.1 k -ft 5.2 k -ft at 3.000 ft at 6.000 ft fv 48.43 psi Fv 207 00 psi Total Load -0 037 in 3.000 ft 1 947 41 Reactions. Left DL Right DL Title Dsgnr Description Scope Page 1 ;2411: e,fp_p24.,, 182121- 100mph.ecw:Calculations General Timber Beam L General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined it on luratts aSe4Z Ml ,WA.WirSerr .61.'.3'EgAt k -474 -ems• K C OXM.44 .h� Center Span 6.00 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 LL 288.00 /ft LL #/ft LL /ft Maximum Shear 1 5 Allowable Shear 0.54 k 0.54 k Left Cantilever Dead Load Deflection 0.000 in .Length /Deft 0 0 Right Cantilever Deflection .Length /Defl Lu .Lu .Lu Job Date: 5:20PM, 11 JUL 05 0 00 ft 0 00 ft 0 00 ft Beam Design OK 1 6 k 67 k Left 1 40 k Right 1 40 k Camber Left 0 000 in Center 0 021 in Right 0 000 in Max 1 40 k Max 1 40 k r1 iiUggai4TiaZair a .0,w= Total Load 0 000 in 00 0.000 in 00 0 000 in 00 L General Information 7.797 e; Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads ,0frp Center DL Left Cantilever DL Right Cantilever DL Span= 11 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 595.97 psi Fb 722.20 psi L Deflections Center Span. Deflection Location Length /Deft Camber using 1.5 D.L. Defl Center Left Right 5.500 in 7.500 in Sawn 1 150 Pin -Pin 32.500 pcf 0 825 1 2.6 k -ft 3.1 k -ft 2.56 k -ft at 0 00 k -ft at 0 00 k -ft 0 00 k -ft 3.10 fv 30.07 psi Fv 161 00 psi -0 109 in -0.267 in 5.500 ft 5.500 ft 1,206.2 493.78 0 164 in 0 000 in 0.000 in Reactions. Left DL Right DL Title Dsgnr• Description Scope Rev. 580003 User 10N. 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam fc11983 -2003 ENERCALC Engineering Software a ice rsomxt",== RI CSFX,R ,g,.;'r,' aca Description BEAM #2 Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined 1 Center Span 11 00 ft .Lu 0 00 ft Left Cantilever ft Lu 0 00 ft Right Cantilever ft .Lu 0.00 ft Hem Fir No.2 Fb Base Allow 628.0 psi Fv Allow 140 0 psi Fc Allow 331 0 psi E 1 079.0 ksi rf .7r:V,rt-FMZEteai« ::a•• ta.tvTRM AErpc. ,sr 60 00 #/ft LL 100 00 #/ft /ft LL /ft /ft LL /ft 5.500in x Depth 7 5in, Ends are Pin -Pin ailrtAgma 141 e..:$ '23 Dead Load Total Load Left Cantilever Maximum Shear *1 5 1.2 k Allowable 6 6 k 5.500 ft Shear Left 0 93 k 0 000 ft Right 0 93 k Camber Left 0 000 in Center 0 164in Right 0 000in 0.38 k Max 0.93 k 0.38 k Max 0 93 k Deflection .Length /Deft Right Cantilever Deflection .Length /Deft Dead Load 0 000 in 00 Job Date. 5.20PM, 11 JUL 05 0.000 in 00 Page 1 1821 2a- 100mph.ecw:Calculations f< Beam Design OK Total Load 0 000 in 00 0 000 in 00 tco P r ev 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software m;4 'g Z7C3 ."'sail+ MEMa Description BEAM #3 LGeneral Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined 1, o trz.,,ma aLway .aska w [Deflections Section Name 6x10 Beam Width 5 500 in Beam Depth 9.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 150 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Trapezoidal Loads ZakArar 'HIM= #1 DL Left 135 00 /ft LL Left DL Right 135.00 #/ft LL Right #2 DL Left DL Right [point Loads Dead Load Live Load distance Summary 203.00 /ft LL Left 203 00 /ft LL Right ,,a ::.a .sGrr vfu^S7£1n:e7aaera- .u'rdi: sr"a:, as 'IaT 3v'. riniiiia m 5> a 261.1aL.S+ 2,200 0 Ibs Ibs Ibs Ibs Ibs lbs Ibs Ibs Ibs Ibs Ibs Ibs 3 000 ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft Span= 6 OOft, Beam Width 5.500in x Depth 9.5in, 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 780 42 psi Fb 1 006.25 psi Center Span. Deflection .Location Length /Defl Camber using 1.5 Center Left Right Dead Load -0 044 in 3.000 ft 1 643.6 D.L. Defl 0 066 in 0.000 in 0.000 in 0 776 1 5.38 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 6.94 fv 63.10 psi Fv 195 50 psi General Timber Beam Center Span LeftCantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 5 4 k -ft 6.9 k -ft at 3 000 ft at 0.000 ft Total Load -0 060 in 3 024 ft 1,202.46 Reactions. Left DL Right DL Title Dsgnr" Description Scope 225.00 /ft 225 00 /ft 338.00 /ft 338.00 /ft 6.00 ft ft ft 875.0 psi 170.0 psi 625.0 psi 1,300 0 ksi Start Loc End Loc Start Loc End Loc .Lu .Lu .Lu Maximum Shear *1 5 3.3 k Allowable 10.2 k Shear Left 2.35 k Right 2.62 k Camber Left 0 000 in Center 0 066 in Right 0 000 in 1.59 k Max 2.35 k 1.69 k Max 2.62 k Left Cantilever Dead Load Deflection 0 000 in .Length /Dell 0 0 Right Cantilever Deflection 0 000 in Length /Defl 0 0 Job Date 5:20PM, 11 JUL 05 Page 1 1821 2a -100m pI1.ecw:Calculations 0 00 ft 0 00 ft 0 00 ft 0 000 ft 3 000 ft 3.000 ft 6.000 ft ,xR Ibs Ibs 0 000 ft Beam Design OK Total Load 0 000 in 00 0 000 in 00 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983-2003 ENERCALC Engineering Software Description BEAM #4 [General Information -Tiatrzzearamar «IYM: Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center DL 240 00 /ft Left Cantilever DL /ft Right Cantilever DL /ft [Deflections 5.500 in 11.500 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 10 OOft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 809.55 psi Fb 1 006.25 psi Center Span. Deflection .Location Length /Deft Camber using 1.5 Center Left Right 8.18 k -ft 0 00 k -ft Scope General Timber Beam Code Ref' 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Depth 11.5in, Ends are Pin -Pin 0.805 1 8.2 k -ft 10.2 k -ft at 5 000 ft at 0 000 ft 0.00 k -ft 0 00 k -ft 10 17 fv 63.31 psi Fv 195 50 psi 4WD& .2 W ,v ,Z3; afffIZE-414 7a Dead Load Total Load -0 063 in 5 000 ft 1 900 7 D.L. Defl 0 095 in 0.000 in 0 000 in -0 162 in 5.000 ft 738.70 Title Dsgnr• Description Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Axe FWV0331ti t ^:z 9 43: LL 400.00 #/ft LL /ft LL /ft Reactions. Left DL Right DL 1000 ft ft ft 875.0 psi 170 0 psi 625.0 psi 1,300 0 ksi .Lu .Lu .Lu Maximum Shear *1 5 Allowable Shear Camber 1.27 k 1.27 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Deft 0.0 Job Date 5.20PM, 11 JUL 05 Page 1 1821 2a- 100mph.ecw:Calculations fme 0 00 ft 0 00 ft 0 00 ft Beam Design OK 40 k 12.4 k Left 3.27 k Right 3.27 k Left 0 000in Center 0 095in Right 0.000 in Max 3.27 k Max 3.27 k Dead Load 0 000 in 00 0.000 in Total Load 0 000 in 00 0 000 in 00 L Rev 580000 User Kw- 0005873 Ver 5.8.0, 1 -Dec 2003 Multi -Span Timber Beam Page 1 I- (c)1983-2003 ENERCALC Engineering Software 1821- 2a- 100rnph.ecw:Calculations w; r:_� '32. 6,7 :7.11 Z. Sit. �'b *atSt� Description BEAM #5 [General Information Douglas Fir 24F V4 All Spans Considered as Individual Beams Timber Member Information Span Timber Section Beam Width in Beam Depth in End Fixity Le: Unbraced Length ft Member Type [Loads [Results [Query Values Fb Basic Allow 2,400 0 psi Elastic Modulus 1 800 0 ksi Fv Basic Allow 240 0 psi Load Duration Factor 1 000 0.: .gin max Description SPAN 1 SPAN 2 ft 16 00 11 00 5 125x13.5 5.125x13.5 5.125 5 125 13.500 13.500 Pin Pin Pin Pin 0.00 0.00 GluLam GluLam Mmax Cntr in -k 326.4 79 9 @X= ft 8.00 550 Max Left End in -k 0 0 0 0 Max Right End in -k 0 0 0 0 fb Actual psi 2,096 7 513.0 Fb Allowable psi 2,400 0 2,400.0 Bending OK Bending OK Shear Left k 5 16 2.42 Shear Right k 5.16 2.42 fv Actual psi 1017 42.0 Fv Allowable psi 240.0 240 0 Shear OK Shear OK Title Dsgnr Description Scope Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined K �w adiatrAIMAXWMAkEWSW.PreahMil ZW.4""Siik.0.4.37,51k-Zatizaw z.a z ¢R Live Load Used This Span Yes Yes Dead Load /ft 165.00 165.00 Live Load #/ft 275.00 275.00 Point #1 Dead Load Ibs 3,280 00 Live Load lbs X ft 8.000 [Reactions Deflection ,w8;L: zi 71... a' Y. azi i ai. ,I :?U: ...:e.>x5i>.au.: tti ."2 DL Left k 2.96 0 91 LL Left k 2.20 1.51 Total Left k 5.16 2.42 DL Right k 2.96 0.91 LL Right k 2.20 1.51 Total Right k 5.16 2.42 Max. Deflection in -0.599 -0 077 X ft 8.00 5.50 Location ft 0 00 0.00 Moment in -k 0 0 0 0 Shear k 5.2 2.4 Deflection in 0 0000 0.0000 Job Date 5.20PM 11 JUL 05 :7l iy Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 987 psi Fb 1 138.50 psi [Deflections Center Span. Deflection Location .Length /Defl Camber using 1.5 Center Left Right 3.500 in 11.250 in Sawn 1 150 Pin -Pin 32.500 pcf L FuII Length Uniform Loads 715r •u, 4rA. Center DL Left Cantilever DL Right Cantilever DL -0.171 in 8.000 ft 1 125.3 D.L. Defl 0.256 in 0 000 in 0.000 in 6.08 k -ft 0 00 k -ft 0.00 k -ft 0 00 k -ft 7 00 0.868 1 6.1 k -ft 7 0 k -ft at 8.000 ft at 0 000 ft fv 51.39 psi Fv 207 00 psi Dead Load Total Load -0 421 in 8.000 ft 455.64 Reactions. Left DL Right DL Title Dsgnr• Description Scope Rev 580003 User KW- 0605873, ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM #6 General Timber Beam [General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 s:u5 galWAM .'.'L4 tUM. e ggi" iu. ,pit&aR Pyfy 16.00 ft ft ft Center Span Left Cantilever Right Cantilever 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 Span= 16.00ft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin urretA =.7W411 0 a k:1? t. Fiirav kart` '.'eV •r"", l'YT 41 68.00 /ft LL 113.00 /ft /ft LL /ft /ft LL /ft Maximum Shear *1 5 Allowable Shear 2.0 k 8.2 k Left 1.52 k Right 1 52 k Camber Left 0 000in Center 0.256 in Right 0 000 in 0 62 k 0.62 k .Lu .Lu Lu Total Load 0 000 in 0.0 Left Cantilever Dead Load Deflection 0 000 in .Length /Deft 0 0 Right Cantilever Deflection .Length /Deft Job Date. 5:20PM, 11 JUL 05 Page 1 1821 2a-100mph.ecw:Calculations .r '3`1;176:a. ..w Base allowables are user defined 0 00 ft 0.00 ft 0 00 ft Beam Design OK Max 1.52 k Max 1.52 k 0 000 in 0 000 in 00 00 5° UPPER FLOOR FRAMING PLAN 1 1 441, 4 tikL!..7. 2-t 2 f4_1- 40 I i t4 _i___,_. i iiiiii................ 1 i t2/2 /t I ill V4. 1 1 k 2SL!eez, 4- 1 2- V q 4 lik i I_ 14 L ullailIni A I i t2L- 1,0L,L_: t5 2-1+12- b__ i 1 go.p- aG 7-S 23/2, ±_21-o 1.3 1_ 4- 1 I X_Llo _F 4- 2_ .......molommiume. -a: ,AE /OA t i Fi LL ei-D 3 P 00 1 111111111111111111111111111111111, 1 A-L. 121__/ 2 W' 62 it 1/44-7-1--/l-i- 7 4 ?.....e.monsaium. 'oz} 40 ,S 5-kii, LZLis q.) -it- 2_}1,1J 1 r 1 I ;Li _o I t 30 -i iS -I f 2_ 1 z r- 1 --I 24Dc 1A),2.1..... t S 2.1 z lz_i f ij r I 1/2 -,so 4- I _1 Moo r E-L il um -Pr pz+ ---1--- 1 _awailimentani 1 7 A t I /2 1 1_ I-fl— 1 I i CA SCAIT 11 ihtt A Residential Design, Inc. LL- :7 40 24 17: Ti Job Name FLA I 2-1 Job Number Location tifg:j2_ F FU-YktiAj Technical Representative Sheet of By Z11014 Date 102 ,riutl 1 26th cit orna, WA 9R402 253 261 3170 2512b9.318 fa. e;n cascade(0Anetcorr.cor.-1 Description L Rev 580004 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software BEAM #7 [General Information Section Name 2 -2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads Summary Deflections Center Lett Cantilever Right Cantilever Max Left Support Max Right Support Max. M allow fb 228 17 psi Fb 850 00 psi Center Span. Deflection Location .Length /Deft Camber using 1.5 D.L. Center Left Right Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Tel 253 284 -3170 Fax 253 284 -3183 DL DL DL Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined MZU5SP1:2245t if .allA Mi .'7 +Ln43CZ 27}E.Z2f'X:4 r.Zr£'Vii,:85.11i U 2. 3 000 in 11.250 in Sawn 1 000 Pin -Pin 32.500 pcf 16.00 /ft 268.00 #!ft /ft 1.20 k -ft 0 00 k -ft 4 48 fv 28.46 psi Fv 150.00 psi Dead Load Total Load 0 003 in 2.330 ft 21 633.1 Defl 0 005 in 0013 in 0.000 in Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL 850 0 psi 150 0 psi 405.0 psi 1,300 0 ksi Span= 6 OOft, Left Cant= 2 OOft, Beam Width 3.000in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0.268 1 Maximum Moment 1.2 k -ft Maximum Shear *1 5 Allowable 4.5 k -ft Allowable Max. Positive Moment 0 12 k -ft at 4.213 ft Shear" Max. Negative Moment -0 55 k -ft at 0 000 ft Reactions. Left DL Right DL 071 k -002k Left Cantilever 0 001 in Deflection 1.053 ft .Length /Deft 97 947 01 Right Cantilever Deflection Length /Deft 6.00 ft 2.00 ft ft .Lu .Lu .Lu 3 7 7 .7 7 1 eR 52.00 #/ft 326 00 /ft #/ft 1 0 k 51 k Left 1 18 k Right 0 13 k Camber Left 0 013 in Center 0 005in Right 0 000 in Max 1 63 k Max 0 13 k Dead L oad -0.009 in 5,571 1 1821 2a- 100mph.ecw:Calculations 0 00 ft 0 00 ft 0.00 ft Beam Design OK Total Load -0 021 in 2.326 9 0 000 in 0 000 in 00 00 Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 'O s Tel 253 284 -3170 Btt( Fax: 253- 284 -3183 Rev• 580004 user Kw- 060587' ver 5.8.0, 1 -Dec 2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software h, s a jOa..1.6faa rrs,A X. ,3r .'xE. r a Description BEAM #8 General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined I) .,:t. '3'EnTICiiI=7..r. :X11,E. v4..4`4710 a '.:r..ii,Xf..& O L" sYiL `Is2r ",..X111sat.Va°.cis""S.o>' olinci^ .9:. C vi., °,':°LC,k Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Trapezoidal Loads #1 DL Left DL Right #2 DL Left DL Right Point Loads Dead Load Live Load .distance Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 767 85 psi Fb 2,358.52 psi [Deflections Center Span. Deflection Location Length /Deft Camber using 1.5 Center Left Right 5.125x15 Center Span 20 00 ft 5.125 in Left Cantilever ft 15 000 in Right Cantilever ft GluLam Douglas Fir 24F V4 Fb Base Allow 1 000 Fv Allow Pin -Pin Fc Allow 32.500 pcf E 1,5T ass. -N, r fl .'a ImgrBP,°c°LSVsn -s nosr s;'ikL'<.,ranzmI macro AiSmxr- nC%mTI.'S -rx.m.l du' 4@95 emaLt. 146 00 /ft LL Left 146 00 #/ft LL Right 170 00 /ft LL Left 170.00 /ft LL Right 423, iiYkb7 ar e 3r3i3Irfsi:RI r. <£si if salts, 1 640 0 Ibs Ibs Ibs Ibs Ibs Ibs 8.000 ft 0 000 ft 0 000 ft Span= 20 OOft, Beam Width 5 125in x Depth 15.in, Ends are Pin -Pin 28.31 k -ft 0.00 k -ft 0 00 k -ft 0 00 k -ft 37 77 fv Fv Dead Load -0 421 in 9.760 ft 570 6 D.L. Defl 0 631 in 0.000 in 0 000 in 0 750 1 28.3 k -ft 37.8 k -ft at 9 120 ft at 20.000 ft 90.27 psi 240.00 psi Total Load -0 766 in 9.920 ft 313 46 Reactions. Left DL Right DL 170 00 #/ft 170 00 /ft 290.00 /ft 290.00 #/ft 2,400 0 psi 240.0 psi 650.0 psi 1,800 0 ksi u.4were as Ibs Ibs Ibs Ibs 0 000 ft 0.000 ft Maximum Shear *1 5 Allowable Shear Camber 2.70 k 2.49 k Start Loc End Loc Start Loc End Loc Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Deft Lu .Lu .Lu xV. Dead Load 0 000 in 0.0 0.000 in 00 1821 2a- 100mpb.ecwCalculatlons €t bS3:7x 0 00 ft 0 00 ft 0 00 ft 0 000 ft 8.000 ft 8.000 ft 20 000 ft Ibs Ibs 0.000 ft Beam Design OK 6.9 k 18.5 k Left 4 84 k Right 5.20 k Left 0 000 in Center 0 631 in Right 0 000 in Max 4.84 k Max 5.20 k Total Load 0 000 in 00 Ibs Ibs 0 000 ft 0 000 in 00 a:= 4 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam Page 1 (cm 983 -2003 ENERCALC Engineering Software 1821 2a 100mp.caations i'2';'"s %'s°�'Y.;u_ Tx° 'wl.°.r:°,iittZ7.�t:z'Y.:.. <..:Fe4£�9s...'s.:.3.3R,m ms s' `ew:Clcul .?_.z€•. Description BEAM #9 [General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Lett Cantilever Right Cantilever 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 665 71 psi Fb 1 080 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 32.500 pcf Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Tr ;rW'I a=: *u.,, ,k.,:.: ZEUI.1 2 2-7N7, zr 'e ..r o... .a--r Center Span 6.00 ft Lu 0.00 ft Left Cantilever ft .Lu 0.00 ft Right Cantilever ft .Lu 0 00 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 268.00 /ft LL 340 00 #/ft /ft LL #/ft #/ft LL /ft 0.616 1 2.8 k -ft 4.5 k -ft 2.77 k -ft at 0 00 k -ft at 0 00 k -ft 0 00 k -ft 4 49 fv 63 63 psi Fv 180.00 psi Dead Load Total Load -0 022 in 3 000 ft 3,312.6 D.L. Defl 0.033 in 0 000 in 0.000 in -0 049 in 3 000 ft 1 482.16 3.000 ft 0 000 ft Reactions. Left DL Right DL Title Dsgnr Description Scope Maximum Shear *1 5 Allowable Shear 2.1 k 5.8 k Left 1 85 k Right 1.85 k Camber Left 0 000 in Center 0 033 in Right 0 000 in 0.83 k 0.83 k Right Cantilever Deflection .Length /Deft Job Date: 5:20PM, 11 JUL 05 Beam Design OK Max 1 85 k Max 1 85 k Nr iretE: We'r.1 4 v :3 '7 zi, 44"7. Left Cantilever Dead Load Total Load Deflection 0 000 in 0 000 in .Length /Deft 0 0 0 0 0.000 in 00 0 000 in 00 3S Rev. 5800033 I' User KW- 0605 ^73 Ver 5.8.0, 1 -Dec 2003 General Timber Beam Page 1 L ■c)1 983 -2003 ENERCALC Engineering Software 1821.2a- 100mph.ecw Calculations o Software s Arzumaxeirerarerrmffinr oT's;rmtifs 2 ar :Rsowtr ,'i"R FArarzezrzrzs.7 1 .7m .m.47 r Description BEAM #10 General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density fb Fb I Deflections Span= 4 OOft, Beam Width 3.500in x Depth 11.25in Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 256.45 psi 990 00 psi Center Span. Deflection Location .Length /Deft Camber using 1.5 Center Left Right Code Ref 2001 NDS Ziidgc Sal. .:;,OJ .Fm.. ss.'ss••! .r„vr'a3 :ex' 'L'C444712tM'. Ail. 3.500 in 11.250 in Sawn 1 000 Pin -Pin 32.500 pcf Dead Load -0.002 in 2.000 ft 29, 315.2 D.L. Defl 0 002 in 0 000 in 0.000 in Center Span Left Cantilever Right Cantilever Douglas Fir Larch, Fb Base Allow Fv Allow Fc Allow E 0.259 1 1 6 k -ft 6.1 k -ft 1.58 k -ft at 2.000 ft 0 00 k -ft at 4 000 ft 0 00 k -ft 0.00 k -ft 6.09 fv 32.22 psi Fv 180.00 psi Ends are Pin -Pin Reactions. Left DL Right DL Title Dsgnr• Description Scope 2003 IBC 2003 NFPA 5000 Base allowables are user defined 4 No.2 4 00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi Full Length Uniform Loads Center DL 180.00 /ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL /ft LL #/ft 0.38 k 0.38 k Right Cantilever Deflection .Length /Deft .Lu .Lu .Lu Maximum Shear *1 5 Allowable Shear Job Date: 5:20PM, 11 JUL 05 0.00 ft 0 00 ft 0.00 ft "Z4zrrwr zza: Beam Design OK 1.3 k 71 k Left 1 58 k Right 1.58 k Camber Left 0 000 in Center 0 002 in Right 0 000 in Max 1.58 k Max 1.58 k Total Load Left Cantilever Dead Load Total Load -0 007 in Deflection 0 000 in 0 000 in 2.000 ft .Length /Deft 0 0 0 0 7 019.07 0 000 in 0 000 in 0 0 0.0 L General Information Full Length Uniform Loads L Point Loads Dead Load Live Load distance [Deflections Center Left Cantilever Right Cantilever Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 726.69 psi Fb 2 600.00 psi DL DL DL "MR, ""af,I1M 1 6 Ibs 900 0 lbs lbs Ibs Ibs Ibs 4 000 ft 6.000 ft 0 000 ft Left 0.000 in Right 0 000 in 16.00 #/ft LL /ft LL /ft LL Title Dsgnr• Description Scope Rev 580003 User KW-0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam Ici1983.2003 ENERCALC Engineering Software Description BEAM #11 Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined l .Lt` 2 7 1 T _iZ.T•a171757935 i:2i.r' 7!. ra- qr 7,r N.. tom•t° 7 -c.`i, +°r 74 .74,3 Section Name MicroLam 3.5x11.25 Center Span 18.00 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 Manuf /So Pine Truss Joist MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads 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 Wood Density 32.500pcf E 1,900 0 ksi u =s�e" ,Xsah•r.Z;C =ZIZK:°ar MFTVZUVIT m 1 Ibs Ibs 0.000 ft Summary Span= 18.00ft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0.664 1 52.00 /ft /ft #/ft Ibs Ibs 0 000 ft Job Date. 5 30PM, 11 JUL 05 Page 1 1821 2a•100mph.ecw:Calculations Ibs Ibs 0 000 ft Ibs Ibs 0 000 ft Beam Design OK 10 6 k ft Maximum Shear *1 5 3.7 k 16.0 k -ft Allowable 11.2 k 10 62 k -ft at 5.976 ft Shear Left 2.54 k 0 00 k -ft at 18.000 ft Right 1 35 k 0.00 k -ft Camber Left 0 000 in 0.00 k -ft Center 0.824 in 16.00 Reactions. Right 0 000 in fv 93.88 psi Left DL 2.07 k Max 2.54 k Fv 285.00 psi Right DL 0 88 k Max 1.35 k •s?% 'ii;,ry4. TIP WrogfZriaMF is+1,' 3 1G u 'w. "s ria.M' Ns '4E'i'faas ,.aR.'se.+t:, v7r :sk. Center Span. Dead Load Total Load Left Cantilever Dead Load T otal Load Deflection -0.549 in -0 704 in Deflection 0 000 in 0 000 in .Location 8.136 ft 8.352 ft .Length/Defl 0 0 0 0 .Length/Defl 393.2 306.94 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0.000 in Center 0.824 in .Length /Defl 0 0 0 0 >a, Rev 580003 User Kw- 0605 ^73 Ver 5.8.0, 1-Dec 2003 General Timber Beam (01983 -2003 ENERCALC Engineering Software Description BEAM #12 L General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads :;7• 41slatrrfalS.0 MM. ,mraeU amiebotra7: :.Zi as iiliZi .x1c 7.17 mgt. f 209.00 /ft LL 355.00 /ft /ft LL /ft /ft LL /ft Center Left Cantilever Right Cantilever Summary Span= 6 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.572 1 Maximum Moment 2.6 k -ft Allowable 4 5 k -ft Max. Positive Moment 2.57 k -ft at 3.000 ft Max. Negative Moment 0 00 k -ft at 0 000 ft Max Left Support Max Right Support Max. M allow fb 618.11 psi Fb 1 080 00 psi [Deflections Center Span. Deflection Location Length /Defl Camber using 1. Center Left Right DL DL DL Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined 1 r 7 -37.1, v ".51171: TerYam.F.`FnFiJ3M.?., Y IZMIC1'?X.W•Viati tLv'. 2:+ Lan? 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf 0.00 k -ft 0 00 k -ft 4 49 fv Fv Dead Load -0017 in 3.000 ft 4,216.2 5 D.L. Defl 0 026 in 0 000 in 0 000 in 59 08 psi 180.00 psi Title Dsgnr• Description Scope Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Reactions. Left DL Right DL 6.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi Maximum Shear *1 5 Allowable Shear 1 9 k 5.8 k Left 1 71 k Right 1 71 k Camber Left 0 000 in Center 0 026in Right 0.000 in 0 65 k 0.65 k .Lu .Lu .Lu Job Date 5:20PM 11 JUL 05 Page 1 t, 1821 2a 100mph.ecw:Calculations 0 00 ft 0 00 ft 0 00 ft Beam Design OK Max 1 71 k Max 1 71 k -.V tee= 'r" E 21a .r w. 17M" 4, ZENZIMMEfferdL aggrii 4,200:a M, Total Load Left Cantilever Dead Load Total Load -0 045 in Deflection 0 000 in 0 000 in 3.000 ft .Length /Defl 0 0 0.0 1,596.32 Right Cantilever Deflection 0 000 in 0 000 in .Length /Deft 0 0 0 0 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam IG1983.2003 ENERCALC Engineering Software c. .412 nsrivern t IPP,Pale= Description BEAM#1 3 L Generai Information V 2 Section Name MicroLam 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf /So.Pine Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Trapezoidal Loads Jam #1 DL Left DL Right #2 DL Left DL Right [point Loads bead Load Live Load distance Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 176.78 psi Fb 2 600 00 psi L Deflections Center Span. Deflection Location .Length /Deft Camber using 1.5 Center Left Right 1 000 Pin -Pin 32.500 pcf 209 00 /ft LL Left 209 00 /ft LL Right 304 00 /ft LL Left 304 00 /ft LL Right Span= 8 OOft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin 1 400 0 Ibs 2;400.0 lbs Ibs Ibs Ibs Ibs 2.000 ft 7 000 ft 0 000 ft 7.24 k -ft -0 00 k -ft 0 00 k -ft 0 00 k -ft 16.00 fv Fv 0.103 in 0 000 in 0.000 in Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined C f Pao Center Span Left Cantilever Right Cantilever Truss Joist MacMillan, Fb Base Allow Fv Allow Fc Allow E 0.563 1 7.2 k -ft 16.0 k -ft at 3.936 ft at 8.000 ft 160.46 psi 285.00 psi 355 00 355.00 483.00 483.00 Reactions. Left DL Right DL Title Dsgnr Description Scope ..'..'..:Y3" I'1 iy. rew.& 4i S°$" •.i.'_..m.:Ei./.ea �...L"'. 8.00 ft ft ft MicroLam 1 9 E 2,600.0 psi 285 0 psi 750 0 psi 1,900 0 ksi #/ft /ft /ft #/ft Ibs Ibs Ibs Ibs 0 000 ft 0 000 ft .Lu Lu .Lu Start Loc End Loc Start Loc End Loc Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 2.23 k Max 3.41 k Max Deflection 0.000 in .Length /Deft 0.0 Right Cantilever Deflection 0 000 in .Length /Deft 0 0 Job Date. 5 30PM 11 JUL 05 Page 1 1821 2a -100m ph. ecw:Cal cu lati o ns 0 00 ft 0 00 ft 0 00 ft 0 000 ft 7 000 ft 7 000 ft 8.000 ft Ibs Ibs 0 000 ft Beam Design OK 63 k 11.2 k 3.66 k 4 95 k 0 000 in 0 103in 0 000 in 3 66 k 4.95 k ,r, r, 4 zw. `f i.'T'. nl i fin. tI N=ZET.PrilM74221w 1.2.^dOm.'ZZY 0.4.4 T?2,1,:S....1S, ,.,`ao Dead Load Total Load Left Cantilever Dead Load T otal Load -0 069 in -0.111 in 0 000 in 4 000 ft 4 000 ft 00 1,392.7 865.28 D.L. Defl Ibs Ibs 0 000 ft 0 000 in 00 FOUNDATION FRAMING PLAN I 0 _____‘.;,.\,__ILL .7... 4 c w 17 ....Axto 1 ct. 1 L 4 Ca$1,4044 L a j 7--,-- 1 I'D ci X1 0 7,___„ ':-.11-AILLO--` 1 a -j i .1 4:1 C2112,132gal 1 ...13._ L P4-n) 1 /2 Location c1N10 rjU t _k_nd Sheet 11 CA residential Des'gn, Inc. Job Name Job Number 102 _>outh 2r) h St Cac ima, `)3401 253.284.3170 2! 20:1.318 fa: email: ,.as,:ade@ix.netc.om LDrn of Technical Representative By IQ Date I 12_ /2 0 2 1 +QV) =34q 7 +/kJ. 2 -r l vtl 12. 1 L I /2. .-3O mum wit 0 /6 li l� I-T 111111111111IN111/11111111" o d Ftzo J o f W l..-,• l2 1 4 mil ��I 14 A b 4 E. 1 I Iii 21( 2. Cb C I i r 1 1 P4-n) 1 /2 Location c1N10 rjU t _k_nd Sheet 11 CA residential Des'gn, Inc. Job Name Job Number 102 _>outh 2r) h St Cac ima, `)3401 253.284.3170 2! 20:1.318 fa: email: ,.as,:ade@ix.netc.om LDrn of Technical Representative By IQ Date Rev 580003 User KW 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software 1821 2a- 100mpn.ecw:Calculations m ::.::x::.An'" "`:$'d *i.i'LIATL .x&*>M 'e' as zZAM,71.; r .v.- b.vt Description BEAM #14 BEARING WALL ABOVE [General Information Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500pcf L FuII Length Uniform Loads Center Left Cantilever Right Cantilever Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined Title Dsgnr Description Scope UMV2ki f le. Center Span 3.00 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 Job Date 5.20PM, 11 JUL 05 .Lu 0 00 ft .Lu 0 00 ft .Lu 0 00 ft I- l;1, DL 344 00 #/ft LL 880.00 #/ft DL #/ft LL /ft DL #/ft LL /ft Summary Span= 3.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.308 1 Maximum Moment 1 4 k -ft Allowable 4.5 k -ft Max. Positive Moment 1.39 k -ft at 1.500 ft Max. Negative Moment 0 00 k -ft at 0.000 ft Max Left Support Max Right Support Max. M allow fb 333.04 psi Fb 1 080 00 psi !Deflections Center Span. Deflection Location .Length /Defl Carnber using 1.5 Center Left Right 0.00 k -ft 0 00 k -ft 4 49 fv 41 76 psi Fv 180.00 psi Reactions. Left DL Right DL :sue ^Saxe xz »3; rra �ICeaVr., Dead Load 0.000 in 00 Dead Load Total Load Left Cantilever -0 002 in -0 006 in 1 500 ft 1.500 ft 20 767.9 5,925.32 D.L. Defl 0 003 in 0 000 in 0.000 in Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 0.53 k Max 0.53 k Max Deflection .Length /Deft Right Cantilever Deflection .Length /Defl 0 000 in 00 Beam Design OK 1 4 k 5.8 k 1.85 k 1.85 k 0 000in 0 003in 0 000in 1 85 k 1.85 k Total Load 0 000 in 00 0 000 in 0.0 L, Rev 520003 User kw- 060:'73 ver 5.8.0, 1 -Dec 2003 General Timber Beam Page 1 (c)1083.2003 ENERCALC Engineering Software 1821 2a- 100mph.ecw:Calculations as A: 'a i a., s ue -'17" .,eaL1 i.�:e 7: "Id zo Description BEAM #15 NONE BEARING WALL ABOVE General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density 3 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf L FuII Length Uniform Loads 96.00 /ft Left Cantilever DL /ft Right Cantilever DL #/ft Center DL 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 457 98 psi Fb 1 080 00 psi Center Span. Deflection Location Length /Deft Camber using 1.5 Center Left Right 1 90 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 0.424 1 1 9 k -ft 4 5 k -ft at 3 000 ft at 0.000 ft fv 43.78 psi Fv 180.00 psi LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope 3 7 ransz. zzi Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 6.00 ft ft ft 900 0 psi 180 0 psi 625.0 psi 1,600.0 ksi frkVIMIMMI 320 00 /ft /ft /ft 031 k 0.31 k [Deflections ..l• £.L- w:INfY•. tJ:ifi d itC lY (.�I.aLrlC: �1 eft L gL 6., iF Dead Load Total Load Left Cantilever -0 008 in 3.000 ft 8,827.9 D.L. Defl 0 012 in 0 000 in 0.000 in Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined t r -0 033 in 3.000 ft 2,154 43 Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu Lu Maximum Shear *1 5 Allowable Shear Job Date. 5:20PM, 11 JUL 05 Dead Load 0 000 in 00 0.000 in 00 0 00 ft 0.00 ft 0 00 ft Beam Design OK 1 4 k 58 k Left 1.27 k Right 1.27 k Camber Left 0 000 in Center 0 012 in Right 0 000 in Max 1.27 k Max 1.27 k Total Load 0 000 in 00 0 000 in 0 0 l\3 Rev. 580003 User KNJ- 0605873, Ver 5.8.0, 1 -Dec 2003 Icu1983 -2003 ENERCALC Engineering Software aro "d: %,y.:3 0 ''dk°a3s' kLrxa'2 nr 444-'r Description BEAM #16 MAIN FLOOR JOIST [General Information Section Name 2x10 Beam Width 1.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32 500 pcf L FuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL Span= 9 OOft, Beam Width 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 404 03 psi Fb 935 00 psi Deflections Center Span. Deflection Location Length /Deft Camber using 1.5 Center Left Right 0.00 0.00 0.72 k -ft 0.00 k -ft k -ft k -ft 1 67 �s. Dead Load -0 022 in 4.500 ft 4 918.3 D.L. Defl 0.033 in 0 000 in 0 000 in fv 28.79 psi Fv 150.00 psi -0.082 in 4.500 ft 1,322.81 Reactions. Left DL Right DL Title Dsgnr• Description Scope Center Span 9.00 ft Left Cantilever ft Right Cantilever ft Hem Fir No.2 Fb Base Allow 850.0 psi Fv Allow 150.0 psi Fc Allow 405 0 psi E 1,300.0 ksi s MeZ tr:_M 16.00 #/ft LL 52.00 #/ft /ft LL /ft #/ft LL /ft 500in x Depth 9.25in, Ends are Pin -Pin 0.432 1 0 7 k -ft 1 7 k -ft at 4.500 ft at 0.000 ft 0 09 k 0.09 k Total Load Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu Lu .Lu Maximum Shear *1 5 Allowable Shear Job Date 5:20PM, 11 JUL 05 General Timber Beam Page 1 1821- 2a-100mph.ecw:Calculations Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined zeuwrr. misov> ...astritzwearawkaakakitayeai zg: ,:anu .4s brv:dis.', 0 000 in 00 0 00 ft 0 00 ft 0 00 ft Beam Design OK 04 k 2.1 k Left 0.32 k Right 0.32 k Camber Left 0 000i Center 0 033 in Right 0 000 in Max 0 32 k Max 0.32 k Dead Load T otal Load 0.000 in 0 000 in 00 00 0 000 in 0.0 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 Ic11983 -2003 ENERCALC Engineering Software Description BEAM #16A, UPPER FLOOR JOIST [General Information ab [Deflections Section Name 2x12 Beam Width 1.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500pcf LFuII Length Uniform Loads 1 4 =zPr Center DL 16.00 /ft Left Cantilever DL /ft Right Cantilever DL /ft Summary Left 0 000 in Right 0 000 in General Timber Beam Mar" Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title Dsgnr Description Scope Job Date 5.24PM, 11 JUL 05 Page 1 1821 2a -100m ph.ecw:Calculations rawimpafxamatEmeatraizzcanzmuffm=".14,1or:' ;444, Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 16.00 ft .Lu 0 00 ft ft .Lu 0:00 ft ft .Lu 0.00 ft 850 0 psi 150.0 psi 405.0 psi 1,300 0 ksi 52.00 #/ft /ft /ft Repetitive Member Beam Design OK Span= 16 OOft, Beam Width 1.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0 1 Maximum Moment 2.3 k -ft Maximum Shear *1 5 0 8 k Allowable 2.6 k -ft Allowable 2.5 k Max. Positive Moment 2.30 k -ft at 8.000 ft Shear Left 0.57 k Max. Negative Moment 0.00 k -ft at 0 000 ft Right 0 57 k Max Left Support 0 00 k -ft Camber Left 0 000in Max Right Support 0 00 k -ft Center 0 189in Max. M allow 2.58 Right 0 000 in Reactions. fb 871 49 psi fv 45.34 psi Left DL 0 16 k Max 0.57 k Fb 977.50 psi Fv 150 00 psi Right DL 0 16 k Max 0 57 k .2711 4.7Z)===iiM CattlIMMIZERIftV i rZW 'Maur c .a c, ,.i.., Center Span. Dead Load Total Load Left Cantilever Dead Load Total L oad Deflection -0 126 in -0 458 in Deflection 0 000 in 0 000 in Location 8.000 ft 8.000 ft .Length /Deft 0 0 0 0 Length /Defl 1,520 9 419.55 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0 000 in Center 0.189 in Length /Dell 0 0 0.0 a \t. TJ- Beam® 6.16 Serial Number 7004113550 User' 2 7/11/2005 5:25..6 PM Page 1 Engine Version' 1 16 5 LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas.(psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. 1 Stud wall 2 Stud wall Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Input Bearing Width Length 3 50' 2.25' 3.50' 2.25' See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. Maximum 540 540 2105 Deflection Criteria. STANDARD(LL:L /480 TL:L /240). 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 3' 2" 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: 1.3 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. PROJECT INFORMATION. PLAN 1821/2A 0 3 Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 427/128/0/555 427 128 /0 555 Copyright 2004 by T us Joist Weyerhaeuser Bt iness TJI and TJ Be egIste ed trademarks of Trus Joist I Joist Pi. Id TJ Pro are trademarks of Trus Joist BEAM 16A, UPPER FLOOR JOIST (OPTION) 11 7/8" TJ I® 110 '16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 16 Other Design Control Control Location 534 1560 Passed (34 540 1018 Passed(53 2105 3015 Passed(70 0.262 0.390 Passed (L/713) 0.341 0.779 Passed (L/548) 39 35 Passed 6 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 0 Product Diagram is Conceptual. A3: Rim Board 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® OPERATOR INFORMATION. TRUC NGUYEN Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Phone (253) 284-3170 Fax (253) 284-3183 tnguyen @cascaderd.com Qascac+ Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran Maximum Load For 6x6 DF #2 Wood Post F 700•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF c 1 E' 1300000•psi F' c Fc CD CFc F' c 700 psi Axial Load Capacity Slenderness Ratio (SL) H SL h KCE FCE SL C FCE 1 F' c 2C F' C F' c F' c 516 psi Maximum Load For 3 2x6 HF #2 Built up Wood Post F 1300•psi CD 1 CFb 1 CM 1 C t 1 CL 1 CF c 1 1 E' 1300000•psi F' c F CD CF F' c 1430 psi 3 2x6 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL h KCE-E' FCE SL C C 0.8 KCE 0.3 FCE 1+ F' c 2C FCE 806 psi FCE 2 1 F' c F' c 2•C C 0.8 KCE 0.3 FCE 806 psi FCE 2 FCE 1+ F' c F' 2C C F' c C F' c Fi 682 psi Kf Kf Pmax F' A psf psi plf psf ft 144 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= 76.3in 12 S•= 12 S= 277in h C C =074 Pmax F' A Pmax 156131b (Maximum post Capacity) psf psi plf psf ft 144 Kr= 1 0 0.6 for unbraced nailed built up posts 0 75 for bolted) h 5.5•in t•= 3(1.5)in A t h A 24.8 in 3 th I= 62.4in4 12 S•= I2 S= 22.7in h C =048 lb plf ft H 10 083 ft Pmax 16871 lb (Maximum post Capacity) lb plf ft H 10.083 ft Cascade Residential Design, Inc. i 02 South' 26th Stlacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Maximum Load For 2 -2x6 HF #2 Built up Wood Post C F 1300•psi CD 1 CFb 1 CM 1 C 1 C 1 CF 1 1 E' I300000-psi F' c F CD CF F' c 1430 psi 2 2x6 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) H SL h KCE E' FCE SL` C KCE'E' FCE S L 2 1 FCE F' c 2•C 1 FCE F'c 2C F' C 0.8 KCE 0.3 FCE 806 psi Maximum Load For 4x4 HF #2 SL H C 0.8 h FCE FCE 1 F' c F' c Axial Load Capacity Slenderness Ratio (SL) F' 682 psi P max F' A F 1300-psi CD 1 CFb 1.5 CM 1 Ct 1 CL 1 CF 1 15 E 1300000•psi 4x4 Wood Post Properties F' c F CD CF F' c 1495 psi KCE 0.3 FCE 326 psi 2•C C FCE 2 FCE 1 F' c F' c 2C j C F' C F' 310psi Kf PROJECT Plan 1821 -2A Kf h 3.5•in t 3.5•in 12 I2 s•= 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• =th 3 I•= th I= 41.6in4 12 h C 0.21 psf pst pff psf ft lb plf ft H 10 083 ft 144 I2 S h C =048 A 16.5 in S 15 1 in Pmax 11247 Ib (Maximum post Capacity) psf psi pif psf ft Ib pif ft H 10 083.ft 144 A• =th A= 12.3in th 3 I•= 1= 12.5in S= 7'Iin Ci 0 85 Kf 1 0 (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) Pmax F'c'A Pmax 3799 Ib (Maximum post Capacity) 1821- 2A- 100mpn 7/6/2005 Designer' Binh Tran cascade Resdential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran Maximum Load For 3 2x4 HF #2 Built up Wood Post F 1300•psi CD 1 E' 1300000•psi F' c Fc CD CFc Axial Load Capacity Slenderness Ratio (SL) SL h KCE FCE SL 2 C C 1 FCE F c 2C F' C F' c Maximum Load For 2 2x4 HF #2 Built up Wood Post F 1300•psi CD 1 E' 1300000•psi F' c F CD CF F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL h KCE SL 1 FCE F' c 2C F' c 1430 psi C 0.8 KCE 0.3 psf psi plf psf ft 144 CFb 1 CM 1 Ct 1 CL 1 CFc 1 1 FCE 326 psi 2 1 FCE FCE F' c F', 2C C F' 309 psi Pmax F' A CFb 1 C 0.8 KCE 0.3 FCE 326 psi 2 1 FCE FCE F' C 2C C F' 309 psi Kf 3 -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 3 1.5-in A• =t A= 15.8in 1= 16 1 in S•= I2 S= 9.2in3 t h I•_ 12 h Cp 0.22 Pmax 4871 Ib (Maximum post Capacity) CM 1 Ct 1 CI, 1 CF 1 1 Kf Pmax Fc A 2 2x4 Built Up Post Properties Kf 1 0 h 3.5 in t (2) 1.5 in A 10.5 in I= 107in S•= I2 S =61in3 h A t h th I 12 C =0.22 psf psi plf psf ft lb plf ft H 10.083 ft 144 (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) Pmax 3247 Ib (Maximum post Capacity) lb plf ft H 10 083 ft pascaJe Resjdential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan 1821 -2A 1821 2A- 100mph mcd 7/6/2005 Designer Binh Tran Maximum Load For 6x6 HF #2 Treated Post F 460.psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 E'•= 1045000•psi F' F C C F' 460 6x6 Treated Wood Post Properties c c D' Fc c= psi P Axial Load Capacity Slenderness Ratio (SL) H SL h KCE' E' FCE SL C SL h FCE SL 2 C 1+ FCE F' c F' =C Axial Load Capacity Slenderness Ratio (SL) KCE• E' 1 FCE F' c 2C 2C C 0.8 KCE• 0.3 FCE 648 psi F' C F' c F' 892 psi FCE 2 FCE 1 F' F' C c 2C C F' 365 psi Maximum Load For 4x4 HF #2 Treated Foundation Post C•= 0.8 KCE• =0.3 FCE 1970 psi 1 FCE 2 FCE F' c F'c 2•C C Kf Kf Pmax F' A Kf 1 0 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) h 5.5•in t 5.5•in psf p44 plf psf ft lb plf ft H 10 083 ft A• =th A= 30.3in t h 3 I I 76.3 in 12 S 12 S= 277in h C =079 "max F'c•A Pmax 110541b (Maximum post Capacity) F 1040•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 E' 1235000-psi F' F F' 1040 psi 4x4 Treated Wood Post Properties Kf 1 0 h 3.5.in t 3.5 -in psf p s i plf psf ft lb plf ft H 4 ft 144 A• =th A= 12.3in t h 4 I•= 12 I= 12.5in S•= I2 S =7lin3 h C 0.86 0.6 for unbraced nailed built up posts 0.75 for bolted) Pmax 109301b (Maximum post Capacity)