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HomeMy WebLinkAbout1209 Rolling Hills Dr Technical - BuildingTECHNICAL Permit 0G- 9 Address zo 9 fro ll,v,c, I I )1,-- L} Project description &o S i n g FLY Restaence Date the permit was finaled 0 5 01 0g Number of technical pages 55 102 S 26 St Phone 253 284 -3170 CAsAi E eskent'ial Desi �n,lnc. LA"'ERAL ANAJYSS BEAM CACA?ONS EXPIRES. JUNE 5 2007 August 31 2005 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1819/2A 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D /D, t2og RoWolW\1\5 Tacoma, WA 98402 Fax 253 284 -3183 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel (253) 284-3170 Wax: (253) 284 -3183 DESIGN LOADS. ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOODS JOISTS OR RAFTERS 2X. BEAMS OR HEADERS 4X 6X OR LARGER LEDGERS AND TOP PLATES STUDS 2X4 OR 2X6 POSTS 4X4 4X6- 6X6- PROJECT PIan.1819/2 (100 MPHi GLUED LAMINATED (GLB) BEAM HEADER. Fb =2 400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2 OE BEAM HEADER Fb =2 900 PSI Fv =290 PSI Fc (Perp) =750 PSI E =2 000 000 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2 600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 900 000 PSI 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 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN ENGINEERED I- JOISTS -FLOOR JOISTS BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN EQUAL IS DEFINED AS HAVING MOMENT CAPACITY SHEAR CAPACITY AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS C Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 LATERAL ANALYSIS BASED ON 2003 INTERNATIONAL BUILDING CODE BY LOCAL JURISDICTION 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 I1, =10 R =6.5 S 1.25 S1 0 40 F 1 00 F 1 5 W w x Equation 16 -38 Equation 16 -39 Equation 16 -40 Equation 16 -41 For Seismic Use Group I occupancy (Table 1604 5) Light Framed Wood Walls Shear Panels (Table 1617 6.2) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period (Assumed) Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period (Assumed) Site Coefficient based on Site Class S (Table 1615 1.2(1)) Site Coefficient based on Site Class S (Table 1615 1 2(2)) Seismic Weight of Structure (Units LB Seismic Weight of Structure at Level x (LB S S F S 1.25 Sml Si Fv S 0 6 2 SDS Sms SDS 0 83 3 2 SDI -3 Still SDI =04 PROJECT PIan.1819/2 (100 MPH) l.2 SDS Equation 16 -56 v W Seismic Base Shear Equation 16 -57 R V =0154 W 1.2 SDS F R w F =0154 w x Vertical Shear Distribution (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral Forces will be distributed along lines of Force /resistance Lines of Force /resistance will be investigated for both wind and seismic lateral loads 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN 7 Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT PIan.1819/2 f100 MPH) 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 h 22 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) K 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) K4u 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) K151 =(i +K1 2 K20t (1 Ki K K K25t (1 KI K2 K3.25) 2 K30t (1 K1 K2 K3.30) 2 K40t (l Kt K2' K3 40) K151 1 K20t 1 K25t 1 K301 1 K40t 1 Kc1 0 85 Wind Directionality Factor (Table 6 -4) v l00 Wind Speed per Hours (Figure 6 -1) I 0 Important Factor (Table 6 -1) K3.30 1 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN K3 40 I 3 Page cascade Residential Design, Inc. 102 South 26th St. Tacoma WA 98402 Tel (253) 284 -3170 Eax: (253) 284 -3183 Velocity Pressure q Evaluated at Height z (Equation 6 15) q 15 0 00256 K15 K15t Kd'v2 1 q 15 15.23 q20'= 0 00256 K20•K20t Kd'v2 1 q20 15.23 q25 0 00256 K25 K251 Kd v2 I q25 15.23 q30 0 00256 K30'K301 Kd v I q30 15.23 q40 0 00256 K40'K40t Kd'v2 I q40 16 54 Internal Pressure Coefficients (Figure 6 5) GC 18 For Lateral Design of Shear Wall System Internal Pressure Coefficients will cancel out for overall building and will therefore be ignored for this application External Pressure Coefficients w/ Roof Pitch 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GC f1 .56 GC E 69 GCpt2 .21 GC p 126 .27 GCO3 —43 GCpi3L .53 GC 37 GC 48 End Zone Coeffieicient a' (Figure 6 -10 Note 9) Least Horizontal Dimension x 4411 10% of Least Horizontal Dimension 0 Ix 4 4 ft or PROJECT Plan 1819/2 (100 MPHI 40% of Mean Roof Height 0 4•h 8 8 ft whichever is smaller but not less than 4% of Least Horizontal Dimension or 3ft 0 04x 1 76 ft Therefore a 4 Oft 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Design Wind Pressures (Equation 6 18) P15 I q Es (GC psf P15.2 q15 (GCO2)•psf P15.3 q15 (GCO3) psf 13 15 4 915 (GC 13 20 I 920'(GCpfl) psf P20.2 g20'(GCO2) psf P20.3 920 (GCp13) psf P20 4 q20 (GC0-4) psf P25 I q25 (GCpfl) psf P q25 (GCp12) psf P25.3 925 (GC psf P25 4 q25 (GCp14).psf P30 1 P30.2 P30 3 P30 4 P40 l P40.2 P40 3 P40 4 g30.(GCpfi) psf g30•(GCO2)•psf q30 (GCp13) psf g30.(GCpf4) psf g40'(GCpfl) 940'(GCp12) 940'(GCp13) g4o.(GCpt4) psf psf psf psf P15 I 8.53 2 13 15.2= 3 21 bft 2 P15 3 -6.55 lb ft 2 P154 -5 lb ft 2 P201= 8 53 lbft 2 P20.2 3.21b ft 2 P20.3 -6.55 lb ft 2 P204= 5641 P25 1 8.53 Ibft 2 P25.2= 3 21 bft 2 P25.3 -6.55 lb it 2 P25 4 -5 641bft 2 P30 I 8.53 Ibft 2 P30.2 3.21b ft 2 P30.3 6.55 lb ft 2 P30 4 -5 641bft 2 13 401= 9 26 lbft 2 P40.2 3 47 Ibft 2 P40.3 -711 lbft2 P40 4= -6 12 Ibft 2 PROJECT PIan.1819/2 (100 MPH P15 lE q15 (GCpf1E) psf 1315.2E q15 (GCpt2E) psf 13 15 3E q15 (GCpt3E) psf P15 4E q15 (GC0 psf P20 IE g20'(GCpflE) Psf 13 20.2E 920'(GCpI2E)•psf 13 20.3E g20'(GCpI3E) psf P20 4E g20 psf P25 IE q25 (GCpfIE) psf 13 25.2E q25 (GCpI2E)'psf 13 25.3E 925 (GCpt3E) psf P25 4E 925 (GCpf4E)'psf P30 I E 13 30.2E P30.3 E P30 4E P40 I E 13 40.2E 13 40.3 E P40 4E g30'(GCpflE)'psf g30'(GCpt2E) Psf g30'(GCp130 psf g30'(GCp14E) psf g40'(GCpflE) psf g40'(GC0-2E) psf g4o•(GCp0E) psf g40'(GCpf4E) psf 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN P15 lE 10.51 Ibft 2 13 15.2E 4 11 lb ft 2 13 15.3E 8 071b ft P15 4E 7.31Ib ft 2 P20 1E 10.51 lb ft 2 13 20.2E 4 1 1 lb ft 2 13 20.3E -8 071b ft 2 P20 412 -7 31 Ibft 2 P25 1E 10 511b ft 2 13 25.2E 4 11 lb ft P25 3E -8 07 lb ft 2 P25 4E -7.31 lb ft 2 P30 1E 10.51lbft 13 30.2E 4 I I lb ft 2 2 13 30.3E -8 07 lb ft P30 4E 2 E. -7 31 Ib ft P40 IE 11 41 lb ft 2 P40.2E= 4471 bft 2 13 40.3E 76 lb ft 2 P40 4E 7941bft 2 r q i ti IREAR ELEVATION T WVATION f)E 6 /EE Lb rM 6ciNc(‘ 40 COW 0)1.A 92 14011VAtia ISCrag SOUVA 99\4049 No 115.533VM\ ;Gz Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT Plan.1819/2 (100 MPH) WIND SHEAR AT ROOF DIAPHRAGM (Sides). WI (P 15 1 P15 4) 1 ft (P20 I P20 4) 5 ft (P25 1 P25 4) 3 ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides). W I L= (Pis 1 E PI5 4E) 1 ft (P20 I E P20 4E) 5 ft (P25 IE P25 4E) 3 ft WIND SHEAR AT FLOOR DIAPHRAGM. W2 I PI5 4) 9 ft END ZONE WIND SHEAR AT FLOOR DIAPHRAGM. W2E lE P15 4E) 911 WIND SHEAR AT ROOF DIAPHRAGM (Front Rear). W3 0 P25.3) 17ft stn(27deg) (P20 I P20 4) 3ft (P15 1 P15 4) I ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front Rear). W3E (P25.2E P25,3E).17 ft stn(27 deg) �P 20 IL P20 4E) 3ft PIS IE Ply 4E) lft WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4 (P15.2 P15.3) 22ft sm(27deg) (P15 I PI5 4) 4ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4E'= (P15.2E 1315.3E).20.ft stn(27 deg) (P15 IE P15 4E) 4ft WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garaae). Ws (P15.2 P15.3) I3ft sm(27deg) (P15 1 P15 4) 4ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garaae). W5E (P15.2L P15.30• 13 ft stn(27 deg) (P15 I E Pl5 4E) 4ft But not less than 10 psf over the projected vertical plane W1 12749Ibft W2 127 491b ft 1 W3 131.9Ibft 1 W4= 15403Ibft 1 W5 114.2 Ib ft 1 W1E 160 39 lb ft 1 W2E 160.391b ft 1 W3E 165.33 lb ft 1 W4E 181 93 lb ft 1 W5L 143.21b ft 1 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN W 1 127 49 lb ft 1 WIE= I60.39Ibft 1 W2 127 491b ft 1 W2E 160.391b ft 1 W3 131 91bft 1 W3E= 165331bft 1 W4 154 03 lb ft 1 W4E 181 93 lb ft 1 W5 114.21bft 1 W5E 143.21bft 1 Page our- Baf 4 n tg 20 BEDROOM r3 BEDROOM OPEN Liempe FLOG AN OPEN (Be vMS otile BDLG LINE BELOW BDLG LINE BELOW a Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL AA. Wind loads per foot W1 12749Ibft 1 WIE= 160.39 I Distance between shear wall' L I 15 ft Wall Length Percent full height sheathing Check Wind Force Check Seismic. Rf 15 psf 28•ft 15 ft Wa 10•psf 28•ft 5 ft 2 W, Rf Wa W, 4550 lb Seismic Force 0 7V W Eaa C Laa Overturning Moment on 13ft Wall. Plate Height: Pt 8 1 ft L 7 ft OTM vaa L Pt OTM 11753 lb ft Shear Wall Dead Load Resisting. Rf 0 6(15 psf) 14•ft L Wa 0 6•(10•psf) Pt Laa W =Rf +Wa W= 1222.21b DLRM W Laa DLRM 4277 7 l ft Holdown Force Net Uolift: OTM DLRM HDFaa HDFaa 1067 9lb Laa Base Plate Nailing Spacinci (2001 NDS. Table 11N) 16d Common Nails 1 1/2' Side Member Thickness. ZN 122 lb CD 13 3 Z'N ZN CD Z'N 162.26 lb Z'N Per Nail B B =078ft vaa Shear Wall Summary: Wind force Seismic Force vaa 20728 lb ft I E 98 lb ft Laa (4 3) ft Laa 7 ft 7ft oh 13ft Wll.�aLl a W1 (LI 2a) (LI 2a) 2 vaa LI L1 vaa 207.28 lb ft C Laa E 981b ft 1 PROJECT PIan.1819/2 (100 MPH Laa 4 3I ft Laa 6.25 ft 8 0.54 Max Opening Height 4ft, Therefore per IBC Table 2305 3 7 2 B.P. Nailing Spacing B =078ft 16d 8' o.c. 7/16' Sheathing w/ 8d nails 6 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN C 0 80 Holdown Tvpes HDFaa 1067 91b Simpson MSTC28 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: W1= 127491bft Distance between shear wall L I 14ft Wall Length Lbb„ (3 3) ft Lbb„ 6 ft Lbb (2)3 8 ft Lbb 4.5 ft Percent full height sheathing' E 0.5 Max Opening Height 4ft, Therefore C 0 80 12ft per IBC Table 2305 3 7.2 W1S 2a (LI i a) WI (L1 2a) (LI 2a) L 2L1 vbb Check Wind Force I C Lbb„ vbb 227 2916 ft Check Seismic: Rf 15 psf 17 5 ft 14 ft 2 W, Rf Wa W,= 2712.516 0 7V W, Ebb C Lbb Overturning Moment on 12ft Wall: Seismic Force Lbh 6 ft OTM vbb Lbb Pt Shear Wall Dead Load Resisting. Rf 0 6•(I5 psf) 2 ft Lbb Wa 0 6•(10•psf) Pt Lbb W Rf Wa W 399 6Ib DLRM W Lbb DLRM 1198 8 lb ft Holdown Force Net Uplift: OTM DLRM HDFbb Wind force vbb 227.29 lb ft I Wa 10-psf 17.5 ft 5 ft HDFbb 1641.22 lb Seismic Force Ebb 81 141b ft Lbb Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 1 13 Z'N ZN CD Z'N 162.26 lb B Z I N B 0 71 ft Per Nail vbb Shear Wall Summary: PROJECT Plan.1819/2 (100 MPH W IE 160 39Ib ft 1 Ebb 81 141b ft I Plate Height: Pt 8 1 ft OTM 11046 151b ft B P. Nailing Soacinq B =071ft 16d @8' oc. Holdown Force Holdown Types Simpson ST2215 HDFbb 1641.22 lb 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Page Cascdde 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. vvali Length Percent full height sheathing Check Wind Force vcc Check Seismic. Rf•= 15psf40•ft' DLRM W Lcc Holdown Force Net Uplift: OTM DLRM HDFcc Z' B vcc B 3.33 ft Shear Wall Summary: Wind force Seismic Force vcc 48 79lb ft E I W3= 13191bft LI• =16•ft Lcc (26) ft Lcc 26ft 26ft 26ft LI a (LI -2a) W3E 2a W3 (Ll 2a) L1 L1 vcc 48 791bft I Co Lcc Wa 10•psf 40-ft 5 ft W Rf Wa W, 6800Ib 0 7V W Seismic Force Ecc Ecc 28 I7Ibft C Lcc Overturning Moment on 26ft Wall. Plate Height: Pt 8 1 ft L 26ft OTM vcc L Pt OTM 10274 84Ibft Shear Wall Dead Load Resistina. Rf 06(15psf)2ft L Wa•= 06(10psf)•PtL W Rf Wa W 1731 61b DLRM 22510 8 Ib ft HDFcc -470 61 Ib Lcc Base Plate Nailina SDacina (2001 NDS. Table 11N1 16d Common Nails, 1 1/2' Side Member Thickness. Z 122 lb CD 1 33 Z' Z CD Z' 162.261b Per Nail 28 171bft PROJECT PIan.1819/2 (100 MPH B.P. Nailina Spacing B 3.33 ft 16d 16' o.c. W3E 165.33Ibft I HDFcc -470 6116 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN 1 Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force Holdown Types No Holdown Req'd Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 _I (253) 284 -3170 Fax (253) 284 -3183 WALL DD. W3= 13191bft Wind loads per foot: Distance between shear wall LI 12ft Wall Length Percent full height sheathing Check Wind Force Check Seismic: p Rf 15 psf 40.ft 1 2 ft W Rf Wa W 56001b W Rf Wa Ldd DLRM W 2 Holdown Force Net Uolift: _HDFdd vdd 26 07 lb ft I 0 7V W Wa 10-psf 40.ft 5 ft W 1198.8Ib 18ft 18ft DLRM 10789.2lbft HDFdd -388.211b Seismic Force Edd 16.08 Ibft I PROJECT Plan.1819/2 (100 MPH1 W3E 165 33lbft I Ldd (19.5 18) ft Ldd 37.5 ft 1 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN Max Opening Height Oft. Therefore C 1 00 per IBC Table 2305 3 7.2 W3E 2a L1 a\ W3 (LI 2a) (L1 2a) vdd L 1 2L1 vdd 26 07 lb ft 1 C Ldd Edd .16 081bft I Seismic Force Edd Co Ldd Overturning Moment on 18ft Wall. Plate Height: Pt 8 1 ft Ldd 18 ft OTM vdd Ldd-Pt OTM 3801 41 Ibft Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 2 ft Ldd Wa 0 6•(I0 psf) Pt Ldd OTM DLRM Ldd Base Plate Nailina Soacina (2001 NDS. Table 11N1 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26 lb Z'N Per Nail B vdd Bp 6.22 ft Shear Wall Summary: Wind force B.P. Nailina Soacina Bp 6.22 ft 16d 16' o.c. 7/16' Sheathing w/ 8d Nails 6 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force Holdown Types No Holdown Req'd HDFdd 388.21 Ib Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL EE. Wind loads per foot: Distance between shear wall. Wall Length Lee (4) ft Percent full height sheathing Check Wind Force vee W 127491bft 1 Check Seismic: l Rf 15 psf 28 ft 11 ft +17.5ft 14 ftI 2 2 J Z Bp vee B 0 39 ft Shear Wall Summary: Wind force Seismic Force vee 421 16 lb ft 1 E 149.36 lb ft 1 L1 14ft L2•= lift 4ft PROJECT PIan.1819/2 (100 MPH) C Lee Per Nail W1F 160.391bft 1 1 Max Opening Height Oft -Oin Therefore 4ft per IBC Table 2305 3 7.2 (L1 4 a L2_ WI F Ll WI 2 L1 2 1 vee 421 16lbft Wa 10•psf 28 ft 5 ft W, Rf Wa W, 5547.5 lb 07VW, 1 Seismic Force Eee Eee 149.36 lb ft C Lee Overturnina Moment on 4ft Wall. Plate Height: pt 8 1 ft L 4 ft OTM vee•L Pt OTM 13645 61 lb ft Shear Wall Dead Load Resisting. Rf 0 6415 psf) I4-ft L Wa 0 6•(10•psf) Pt Lee W Rf Wa W 698 41b Lee DLRM W DLRM 1396 8 lb ft Holdown Force Net Uplift: OTM DLRM HDFee HDFee 3062.2 lb Lee Base Plate Nailina 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 162.261b B.P. Nailina Spacina B 0.39 ft 16d @4 oc. 7/16' Sheathing w/ 8d Nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf Holdown Force HDFee 3062.2 lb 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Holdown Types Simpson MST48 C 1 00 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Eax: (253) 284 -3183 WALL FF. Wind loads per foot: Distance between shear wall Wall Length Lff (7) ft Percent full height sheathing Check Wind Force Check Seismic. Rf 15 psf (2 8ft 26 ft 1 JJ W,.= Rf Wa W„ 68601b 07V W Seismic Force E C Lff Overturning Moment on 7ft Wall. Lff 7 ft OTM vff L1 f Pt Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 13 ft L1y W Rf Wa Lff DLRM W Holdown Force Net Uplift: OTM DLRM HDFff Base Plate Nailina 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 162.26 lb Z'N B vff Shear Wall Summary: Wind force vff 248 91b ft 1 B =065ft WI 127 491bft 1 WIL= 160391bft 1 (L1 4 a L2 WIE•\LI +WI* 2L1 2 vff C Lff W 1159.21b 7ft 7ft DLRM 4057.2 lb ft HDFff 1436.52 lb Seismic Force Ely 105.54 lb ft 1 Ll 15ft L2 I lft Wa 10•psf 28 ft 5 ft PROJECT PIan.1819/2 (100 MPH EI1• 105.54Ib ft 1 Plate Height: Pt 8 1 ft OTM 14112 81 lb ft Wa 0 6•(10•psf) Pt Llp Per Nail 1 Max Opening Height Oft -Oin Therefore C 100 per IBC Table 2305 3 7.2 B.P. Nailing Spacing B =065ft 16d @6' oc. 1819 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN vff 248 91b ft I 7/16' Sheathing w/ 8d Nails 6 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force HDFff 1436.52 lb Holdown Tvoes Simpson ST2122 MSTC28 Page i(� Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL GG. Wind loads per foot: Distance between shear wall: Wall Length Lgg (13 8)-ft Percent full height sheathing Check Wind Force. Check Seismic. 8 Rf 15 psf 40-ft ft 2 W Rf Wa Seismic Force Overturnina Moment on 8ft Wall: L gg 8 ft OTM vgg•L Pt Shear Wall Dead Load Resisting. Rf 0 6415 psf) 2 ft Lgg Wa 0 6•(10•psf) W Rf Wa W 532.8lb DLRM W Lgg 2 Holdown Force Net Uplift: OTM DLRM HDFgg L00 W3= 1319Ibft W 1040016 0 7V W Egg CO Lgg LI• =12ft L1 -4•a L2 W3E +W3 2Ll Ll 2 vgg DLRM 2131.2lbft HDFgg 487 471b Base Plate Nailina Saacina (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 Per Nail Bp vgg Shear Wall Summary: Wind force vgg 93 071bft I Bp 1 74 ft Seismic Force 8ft 2" 2a E 53.33lbft I 8ft PROJECT PIan.1819/2 (100 MPH1 C Lgg W3E 165 33 lb ft I L2• =16ft 1 Wa 10 psf 40•ft5ft E 53.33Ibft I Plate Height: Pt 8 1 ft OTM 6030 96lbft Pt L Z'N 162.26 lb B.P. Nailina Spacing B 1 74ft 16d 16' o.c. Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 7 2 Exterior 7/16' Sheathing 8d nails 6' 0 C WindCapacity 339 plf Seismic Capacity =242 plf Interior 1/2' GWB Unblocked BOTH SIDES w/ 5d Cooler Nails 7' 0 C WindCapacity 200 plf Seismic Capacity =100 plf Holdown Force Holdown Types no holdown HDFgg 487 471b 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN vgg 93 07lbft I Page LFt1 ilg t2 1 i- f i 1P -1 s 1\ k\s ko c4 oVIIJC3 -R i r VP-F X rigsyj MASTS t�. vet 2 GA!z �A \Q Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 ax: (253) 284 -3183 WALL A. Wind loads per foot: W2 127 49 lb ft Distance between shear wall LI 18.ft Wall Length La (4 3 6 4) ft La 17 ft Percent full height sheathing. Check Wind Force Check Seismic. va 3ft 1 3ft vaa Laa W2E 2a LI a W2•(L1 2a) (LI 2a) LI 2L1 C La Rf 15 psf 28•ft ?6 ft Wa 10•psf 44-ft 15 ft Fl 15 psf 28•ft 18 ft 2 W Rf Wa Fl W 158401b 07V W Seismic Force E C La Overturning Moment on 3ft Wall. Plate Height: Pt 8 1 ft L 3 ft OTM va-L Pt OTM 4026 9 l ft Shear Wall Dead Load Resisting: Rf 0 6(15 psf) 14•ft L Wa 0 6•(10•psf) 2Pt L W Rf Wa Fl L DLRM W 2 L Holdown Force Net Uplift: L Base Plate Nailing Spacing (2001 NDS. Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness ZN 122 lb CD 1 33 Z'N ZN CD Z'N 162.26 lb Z'N va OTM DLRM Shear Wall Summary: B =098ft W =864 DLRM 1296 lb ft PROJECT Plan 1819/2 (100 MPH 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf E 104.98 lb ft 1 Seismic Capacity 242 plf Per Nail Wind force Seismic Force B.P. Nailing Spacing va 165 721b ft I E 104 98 lb ft l B 0 98 ft 16d 12' o.c. W2E 160.39 lb ft 1 6 La 4 +4 +3 +6 ft Max Opening height Oft, Therefore per IBC Table 2305 3 7.2 Fl 0 6•(12 psf) 9 ft L HDFa HDFa 910 31b HDFaI HDFa HDFaa HDFaI 1978.2 lb Anchor Bolt Spacing (2001 NDS. Table 11E) 5/8' Dia. Bolt, 1 1/2' Side Member Thickness A 830 lb ZB As va A.B. Spacing As 6 66 ft 5/8' A.B 72' o.c va 165 721b ft 1 CD 1.33 ZB A CD ZB 1103 9lb Per Bolt As 6 66 ft Holdown Force Holdown Types No Holdown Req'd HDFa 910 31b 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN La 16.25 ft C 100 HDFaI 1978.2 lb Simpson STHD8RJ Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fex: (253) 284 -3183 WALL B. Wind loads per foot: W2 127 491b ft 1 Distance between shear wall LI 20•ft Wall Length Lb, (3 3) ft Lb 6 ft Lbs 3 6 2 ft Lb 4.5 ft ,8 Percent full height sheathing ,ft 1 Max Opening Height Oft, Therefore C, 1 00 aft t per IBC Table 2305 3 7 2 vbb Lbb W213 2a LI a L1 (L1 2a) W2 (Ll 2a) 2Ll vb C Lb Check Wind Force Check Seismic. Rf 15 psf 24•ft 14 ft Wa 10•psf 24-ft 15 ft Fl 15 psf 12 ft 2 14 ft W Rf Wa Fl W, 73801b 7 V W Seismic Force E b C Lb Overturning Moment on 3ft Wall. Holdown Force Net Uplift: Eb= 17662lbft 1 Lb 3 ft OTM vb•Lb Pt Shear Wall Dead Load Resisting: Rf 6 (15 psf) 2 ft Lb Wa 6 (10.psf)2Pt Lb W Rf +Wa +Fl W= 4968Ib Lb W b DLRM 745.2 lb ft 2 OTM DLRM HDFb HDFb 3618 64 lb Lb PROJECT Plan.1819/2 (100 MPH1 W2S 160 391bft 1 Plate Height: Pt 8 1 ft OTM 11601 121b ft Fl 6(12 psf) 7 ft Lb vb 477 41 1b ft 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf HDFb 1 HDFb HDFbb HDFbI 5259 86 lb Base Plate Nailing Spacing (2001 NDS Table 11N1 Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails, 1 1/2' Plate 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 B Z'N Per Nail B 0 34 ft Bp vb p Shear Wall Summary: Wind force vb= 47741lbft A 830 lb ZB As vb 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN CD 1.33 ZB A CD ZB 1 103 9Ib Per Bolt As 2.31 ft Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Tvoes As 2.31 ft HDFb 3618 64 lb Simpson STHD14RJ Eb= 17662Ibft 1 B 0.34 ft 16d @4 oc 5/8' A.B. 24 o c HDFbI 5259.86 lb Simpson PHD6 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 !^ax: (253) 284 -3183 WALL C. Wind loads per foot: W2 127 49 lb ft I Distance between shear wall L1 12 ft Wall Length. Lc (13 16) ft Percent full height sheathing Check Wind Force vc Check Seismic: Rf 15 (psf) 48 ft 2 f t) W, Rf Wa Fl W 22320lb 13 5 ft 13.5ft Wa 10•psf 48.ft 15 ft OTM DLRM HDFc HDFc 232.23 lb L Base Plate Nailing Spacing (2001 NDS Table 11N1 16d Common Nails 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N B p B l .96 ft E Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing vc 126.89lbft 1 E 82.891bft I B 1 96ft 16d 16' o.c. PROJECT Plan.1819/2 (100 MPH1 L2 20•ft 1 vcc Lcc+ W2E 2 a 2\ W2• L1 (2 a W4 L2 LI 2 LI 2 vc 126 891bft C Lc 7V W Seismic Force E E 82 891b ft C Lc Overturning Moment on 13ft Wall. Plate Height: Pt 8 1 ft L 13 ft OTM vc L Pt OTM 13361.84Ib ft Shear Wall Dead Load Resisting. Rf 6•(15 psf) 2 ft L Wa 6•(10 psf) 2Pt L Fl 6 12 psf 1 ft L W Rf Wa Fl W 1591.2 Ib L DLRM W DLRM 10342 8lbft 2 Holdown Force Net Uplift: Z'N 162.261b Per Nail W21; 160.39lbft I W4 154 03 lbft I Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 7.2 Fl 15 psf 40-ft 2 ft 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 Z B As As 13.32 ft E A.B. Spacing As 13 32 ft 5/8' A.B 72' o.c. Exterior 7/16' Sheathing 8d nails 6' 0 C WindCapacity 339 plf Seismic Capacity =242 plf Interior 1/2' GWB Unblocked BOTH SIDES wl 5d Cooler Nails 7' 0 C WindCapacity 200 plf Seismic Capacity =100 plf Holdown Force Holdown Types No Holdown Req'd HDFc 232.23 lb 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN 1103 91b Per Bolt Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 f-ax: (253) 284 -3183 WALL D: Wind loads per foot: Distance between shear wall LI 12ft Wall Length Ld (6 9 5 14) ft Percent full height sheathing Eft Check Wind Force Check Seismic. Rf 15 psf 40•ft 1 ft 2 W Rf Wa Fl W 132001b Seismic Force Ed C Ld Overturnina Moment on 6ft Wall. Ld 6 ft OTM vd•Ld Pt Shear Wall Dead Load Resistina. Rf 6 (15 psf) 2 ft Ld W Rf +Wa +FI Ld DLRM W 7 Holdown Force Net Uplift: HDFd ZN 122 lb EN B vd B 249ft W4 154 031b 1 ft vdd Ldd +W21'. 2a. a\ +W2 (L1 –2a) (L1 –Za) vd Ll 2L1 vd 65.291bft C Ld 7 V W Wa 10•psf 40•ft 15 ft Fl 15 psf 40•ft ft W 734 41b CD 1.33 EN ZN CD Ed 48.19Ibft 1 Plate Height: Pt 8 1 ft OTM 3173 08 Ib ft Wa 6 (10-psf) 2Pt Ld DLRM 2203 2 Ib ft OTM DLRM Ld Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. HDFd 161 651b Shear Wall Summary: Wind force Seismic Force. B.P. Nailina Spacing l P 2 49 vd 65.29Ibft Ed 48 191bft l B 1819- 2A,100MPH.Adendom mcd PROJECT Plan.1819/2 8/26/2005 (100 MPH Designer TRUC NGUYEN W4E= 18193Ibft Ld 29.5ft Z'N 162.261b Per Nail 16c1@ 12' o.c. °ro 1 Max Opening Height Oft, Therefore per IBC Table 2305 3 7.2 Fl 6•(12 psf) 1 ft Ld A 830 lb ZB As• A.B. Spacing As 16.91 ft 5/8' A.B. 72' o.c W2 127 491bft 1 As= 1691 ft C 1 00 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 ZB 1 103 91b Per Bolt Holdown Force Holdown Types No Holdown Req'd HDFd 161 651b Pe Cascade Residential Design, Inc. 102 South 26th St. Tacoma WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL E. Wind loads per foot: W2 127 49 Ib ft 1 W5 114.2Ib ft I Distance between shear wall L1 22 ft L2 26•ft Wall Length Le (8 4) ft Percent full height sheathing Oft 4ft Check Wind Force ve Check Seismic: 75 25 Rf 15 psf 44•ft ft Wa 10•psf 44•ft 15 ft Fl 15psf 28ft ft 2 2 W Rf Wa Fl W, 20100 lb 7VW Seismic Force E C Le Overturnina Moment on 4ft Wall: E 180.38 lb ft 1 PROJECT Plan 1819/2 (100 MPH =l vee•Lee+ W5E 2 a 2\ W5 L1 (2 a W2 L2 ,L1, 2 Ll 2 C Le Plate Height: Pt 8 1 ft L 4 ft OTM ve•L Pt OTM 12553lbft Shear Wall Dead Load Resistina. Rf 6 (15 psf) 14•ft L Wa 6 (10.psf)2Pt L Fl 6 (12psf) 4ft L W Rf Wa Fl W 10081b L DLRM W 2 Holdown Force Net Uplift: DLRM 2016 lb ft HDFe OTM DLRM HDFe 2634.25 lb L Base Plate Nailina Spacing (2001 NDS Table 11N1 16d Common Nails, 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N Bp B =042ft ve Shear Wall Summary: Z'N 162.26 lb Per Nail Wind force Seismic Force B.P. Nailing Spacina P ve 387 441b ft I E 180.38 lb ft I B 0 4 16d @4 oc. A 830 lb ZB As ve A.B. Spacing As 2.85 ft 5/8' A.B. 32' o.c. Wye 143.2Ib ft 1 HDFeI HDFe HDFee HDFeI 5696 45 lb Anchor Bolt Spacina (2001 NDS Table 11E1 5/8' Dia. Bolt 1 1/2' Plate Thickness. As 2.85 ft ve 387 441b ft 1 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Max Opening Height Oft, Therefore C 100 per IBC Table 2305 3 7 2 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf CD 1.33 ZB A CD ZB 1 103 9lb Per Bolt Holdown Force Holdown Types Simpson STHD8RJ HDFe 2634.25 lb HDFeI 5696 45 lb Simpson PHD6 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL F. Wind loads per foot: W2 127 491bft I Distance between shear wall: L I 18 ft Wall Length Lf (11.5 4) ft Percent full height sheathing 4ft Check Wind Force vf Check Seismic. 2 2 Rf 15 psf 44 ft ft Wa 10•psf 44-ft 15 ft Fl (28ft l5psf ft W, Rf Wa Fl W, 20640 lb 7VW Seismic Force Ef Co Lf Overturning Moment on 4ft Wall. Lf 4 ft OTM vf Lf Pt Shear Wall Dead Load Resistina. W Rf Wa Ft W 568 81b L DLRM W DLRM 1137.6 lb ft 2 Holdown Force Net Uplift: 1-IDFf OTM DLRM HDFf 1529.21 lb Lf Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness ZN 122 lb CD 1.33 Z'N ZN CD Z'N Bp vf B =072ft Shear Wall Summary: Wind force Seismic Force vf 2239lbft E= 143 I l E= 143 1 El PROJECT Plan 1819/2 (100 MPH W2E 160.39 Ib ft I L2 8 ft 1 2 a L1 2" l 2 4 a I 21 L2 vff Lff W2E• W2. LI 2 L1 C Lf Plate Height: Pt 8 1 ft OTM 7254 44 lb ft Z'N 162.26 lb Per Nail B.P. Nailing Spacing B 0 72 ft 16d 8' o.c. Max Opening Height Oft, Therefore per IBC Table 2305 3 7 2 2 Rf 6 (15 psf) 0 ft Ll. Wa 6 (10•psf) Pt Lf Fl 6 (12psf) 13ft Lf A 830 lb ZB As vf A.B. Spacing As 4 93 ft 5/8' A.B. 60' o c vf 223 91b ft I 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN 1/2' GWB Blocked BOTH SIDES w/ 5d Cooler Nails 4 0 C Wind Capacity 300 plf Seismic Capacity 150 plf Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness C 100 CD 1 33 ZB A ZB 1 103 9lb Per Bolt As 4.93 ft Holdown Force Holdown Types Simpson MSTC48B3 HDFf 1529.21 lb Page 23 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL G. Wind loads per foot: Distance between shear wall LI 20ft Wall Length Lg (48) ft Percent full height sheathing' Check Wind Force Check Seismic. Rf 15 psf 48 ft 20 ft W Rf Wa Fl 7/16' Sheathing w/ 8d nails 6' 0 C 7 V Wz Wind Capacity 339 plf Seismic Force E C Lg E 21.5416 ft Seismic Capacity 242 plf Overturning Moment on 48ft Wall: Plate Height: Pt 9 I ft L 48• ft OTM vg L Pt OTM 15759.32 lb ft Shear Wall Dead Load Resisting: Rf 6 (15 psf) 2 ft L Wa 6•(10•psf) Pt L Fl 6 (12 psf) 0 ft L W Rf Wa Fl W 3484 8 lb L DLRM W Holdown Force Net Uplift: OTM DLRM HDFg L W 9600lb DLRM 83635.2 lb ft HDFg -1414 08 lb Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN•CD B ZN p Bp =7.53ft E Shear Wall Summary: Wind force Seismic Force vg 36 08 lb ft I E 21.541b ft W4 154 03 lb ft I W41, 181 931b ft I 48ft 48ft LI a (LI 2a) W4E 2a W4 (LI 2a) LI 2L1 vg C L vg 36 0816 ft I Co g Wa 10•psf 48•ft 5 ft Z'N 162.26 lb Per Nail B.P. Nailing Spacing A.B. Spacing B 7.53 ft 16d 16' o.c PROJECT PIan.1819/2 (100 MPH1 1 Fl 15 psf 0 ft ft 2 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830 lb ZB As E As= 51.25ft 5/8' A.B 72' o.c As= 51.25ft 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7 2 CD 1 33 ZB A CD ZB 1 103 91b Per Bolt Holdown Force Holdown Types No Holdown Req'd HDFg -1414 08 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL H. Garage Portal Frame Wind loads per foot: W5 114.2lbft 1 Distance between shear wall L1 22 ft Portal Frame Length Lh (1 88 1 88) ft Check wind force Check Seismic. Rf 15 psf 20-ft 22 ft Wa 10•psf 20•ft 5 ft W, Rf Wa W 4300lb See•APA Technical Topic TT 100 A Portal Frame with Hold Downs for Wall Bracing or Enctineered Applications' (Emphasis Added) SEE PORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL SHEETS FOR FRAMING NAILING, AND HOLDOWNS AT EACH GARAGE PORTAL FRAME PANEL PROJECT PIan.1819/2 (100 MPH W5B 143.21b ft 1 Ll a (L1 -2 a) W2E•2 a W2 (Ll 2 a) L1 2 LI vh Lh 7VWz 1 Seismic Force Eh Eh 123 16 lb ft Lh Restraint Panel Height 10ft Maximum Restraint Panel Width 1 88ft Minimum Allowable Shear per Panel 860 lb Shear per Panel Vh (Lh vh) Vh 817 02 lb 0 K. 2 vh 434.581b ft 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Cascade Residential Design, Inc 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL I. Wind loads per foot: W2 127 49 lb ft Distance between shear wall LI 12 ft Wall Length Percent full height sheathing Check Wind Force Check Seismic. 1 Rf 15 psf 44•ft 24 ft 10-psf 44-ft 15 ft Fl 15psf 28ft ft 2 2 W Rf Wa Fl W 195601b 7VW Seismic Force E, C Li Overturnina Moment on 4ft Wall. L1:= 6 ft OTM vi Li Pt Shear Wall Dead Load Resistina. Rf 6 (15 psf) 2 ft L W•= Rf +\'Va +FI Li DLRM =W- 2 6ft 6ft vi 583 031b ft 1 E, 351 08 lb ft L, (6) ft Max Opening Height Oft, Therefore C 100 per IBC Table 2305 3 7 2 2 a 2' LI (2 a 2)` L2 vgg•Lgg W5E• L1 W5• LI W2 2 vi vi= 58303lbft I C Li DLRM 2203.2 lb ft Ei 351 08lbft Wa 6 (10•psf)2Pt Li W 734 41b Holdown Force Net Uplift: OTM DLRM HDFi HDF1 4355 38 lb Li Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26 lb Z'N Per Nail B p vi B 0.28 ft Shear Wall Summary: Wind force Seismic Force B.P. Nailina Spacing B =0.28ft 16d 3' o.c. PROJECT PIan.1819/2 (100 MPH W5 114.21bft I L2 12 ft Plate Height: Pt 8 1 ft OTM 28335 47 lb ft Fl 6 (12psf) 1 ft L, A 830 lb ZB As vt A.B. Spacing As 1 89 ft 5/8' A.B 22' o.c W5E 143.2lbft I 7/16' Sheathing w/ 8d nails 3' 0 C Wind Capacity 638 plf Seismic Capacity 456 plf HDFi 1 HDF1 HDFgg HDFi I 4842 85 lb Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1 3 ZB A CD ZB 1 103 9 lb Per Bolt As 189 ft 1819- 2A,100MPH mcd 8/31/2005 Designer TRUC NGUYEN Holdown Force Holdown Types STHDI4RJ or PHD6 HDFi 4355 38 lb HDFi I 4842.85 lb Simpson PHD6 Page GIPDER 6 12 6 12 17- 6ABLEIIEND MISS CCHMON TRISSES 24 24 0.C. PER MFG. SPECS. TYP MFR MONO 1RJS6E5 0.C. AS PER MFG. SPECS. TYP Ilb:12 -2 6 RAFTERS 24' OL jR0OF FRAM ING2j.. AN tfR cct11rJ1 TRJSSES 24' OC, AS PER MFG. SPECS. T'TF 11PR. C.CMMIONI TRASES 24' 0.C. AS PER MFG. SPECS. TYP MFR CalMON TRISSES 24' OL-, AS PER riFG. SPECS TYP 111111111 L i 6:12 612 4 .1( I GABL4END TRUSS r-S oleo •N i v LL. xe Jo hags L.: 2 iagwnN qof I ri7SZ ;7 OL I C1 f4Z 7: ii AI\ftw SCI 1� �19Z tones zu l i' v I oal )511 t7 4 b h 1 N'Ivi °s 7 )(9 'hi? -1\ 2 an,leluasaidab tea,utpal uogeDo1 aweN qof ;Iii''\ (I) •Du;'uBIsaa Ei a pisal acr4typsv Scope Rev. 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 General Timber Beam (01983 -2003 ENERCALC Engineering Software Description BEAM #1 General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft .Lu 0 00 ft 3.500 in Left Cantilever ft Lu 0 00 ft 9.250 in Right Cantilever ft .Lu 0 00 ft Sawn 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 Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor 1 150 Beam End Fixity Pin -Pin Wood Density 32.500pcf Center Left Cantilever Right Cantilever Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Left 0 000 in Right 0 000 in Title Dsgnr• Description Full Length Uniform Loads W(; art leX :SV. :4•71,, .l...., DL 225 00 /ft LL 375 00 /ft DL /ft LL /ft DL #/ft LL /ft Job Date. 4 40PM 23 JUN 05 Page 1 1819-2- 100MPH.ecw:Calculations Summary Span= 6 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0 529 1 2.7 k -ft Maximum Shear *1 5 2 0 k 5.2 k -ft Allowable 6 7 k 2.73 k -ft at 3 000 ft Shear Left 1 82 k 0 00 k -ft at 6.000 ft Right 1 82 k Beam Design OK Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 028 in Max. M allow 5 17 Reactions. Right 0 000 in fb 657 05 psi fv 62.80 psi Left DL 0 70 k Max 1 82 k Fb 1,242.00 psi Fv 207 00 psi Right DL 0 70 k Max 1.82 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.018 in -0 048 in Deflection 0 000 in 0 000 in .Location 3 000 ft 3.000 ft .Length /Defl 0 0 0 0 Length /Defl 3,925.8 1 501 69 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0 000 in Center 0 028 in .Length /Defl 0 0 0 0 Rev. 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM #2 !General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads 3 f W:' Center Left Cantilever Right Cantilever mw� »s 1 Summary Span= 8.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 919 97 psi Fb 1 006.25 psi L Deflections Center Span. Deflection .Location Length /Defl Camber using 1.5 D. Center Left Right DL DL DL .e.A� 5.500 in 9 500 in Sawn 1 150 Pin -Pin 32.500 pcf Dead Load -0 055 in 4 000 ft 1 745.9 L. Defl 0 082 in 0 000 in 0.000 in 293 00 /ft #/ft #/ft 6.34 k -ft 0 00 k -ft 0 00 k -ft 0.00 k -ft 6.94 fv Fv General Timber Beam Depth 9 5in, Ends are Pin -Pin 0 914 1 6.3 k -ft 6.9 k -ft at 4 000 ft at 8.000 ft 73.56 psi 195.50 psi Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow 875 0 psi Fv Allow 170 0 psi Fc Allow 625.0 psi E 1,300 0 ksi Total Load -0 143 in 4 000 ft 671.24 LL LL LL Title Dsgnr• Description Scope Reactions. Left DL Right DL 488.00 /ft #/ft /ft Maximum Shear *1 5 Allowable Shear 1.22 k 1.22 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl 8.00 ft Lu ft Lu ft Lu Camber gin: 38 k 10.2 k Left 3 17 k Right 3 17 k Left 0 000 in Center 0 082 in Right 0 000 in Max 3 17 k Max 3 17 k Dead Load 0 000 in 00 Job Date 4 40PM. 23 JUN 05 0 000 in 00 Page 1 t: 1 ^19- 2- 100MPH.ecw:Calculations Base allowables are user defined 0 00 ft 0 00 ft 0 00 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 #3 Left 0 000 in Right 0.000 in Title Dsgnr• Description Scope General Timber Beam vim, L General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 6x8 Center Span 6.00 ft Lu 0 00 ft Beam Width 5.500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 7 500 in Right Cantilever ft .Lu 0 00 ft Member Type Sawn Hem Fir No.2 Bm Wt. Added to Loads Fb Base Allow 675 0 psi Load Dur Factor 1 150 Fv Allow 140 0 psi Beam End Fixity Pin -Pin Fc Allow 405 0 psi Wood Density 32 500 pcf E 1 100 0 ksi LFuII Length Uniform Loads r ,w..-...,,,m- .v.....— r Center DL 60 00 /ft LL 100 00 /ft Left Cantilever DL /ft LL /ft Right Cantilever DL /ft LL /ft Job Date. 4 40PM 23 JUN 05 Page 1 1819- 2 -100M PH.ecw:CaIcu IationS Summary Span= 6.00ft, Beam Width 5.500in x Depth 7 5in, Ends are Pin -Pin Max Stress Ratio 0228 1 Maximum Moment 0.8 k -ft Maximum Shear *1 5 0 6 k Allowable 3.3 k -ft Allowable 6.6 k Max. Positive Moment 0 76 k -ft at 3.000 ft Shear Left 0 51 k Max. Negative Moment 0.00 k -ft at 0 000 ft Right 0 51 k Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 014 in Max. M allow 3.34 Reactions. Right 0 000in fb 177.31 psi fv 14 63 psi Left DL 0.21 k Max 0 51 k Fb 776.25 psi Fv 161 00 psi Right DL 0.21 k Max 0 51 k [Deflections w.w Center Span. Dead Load Total Loa Left Cantilever Dead Load Total Load Deflection -0 010 in -0 023 in Deflection 0 000 in 0 000 in I., Location 3 000 ft 3.000 ft .Length /Defl 0 0 0 0 Length /Defl 7,577 4 3,101.93 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0 000 in Center 0 014 in .Length /Defl 0 0 0 0 Beam Design OK Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam Ic11983 -2003 ENERCALC Engineering Software r.,,, .g:' ri� •7rrX1, x.As ed �:y,...ss .d r' ^vxl�u�Y' u Description BEAM #4 GARAGE DOOR HEADER 'General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads wot Center DL Left Cantilever DL Right Cantilever DL 3500 in 11.250 in Sawn 1 150 Pin -Pin 32.500 pcf Summary Span= 16 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 462.32 psi Fb 1 138.50 psi 'Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 D. Center Left Right Dead Load -0 086 in 8.000 ft 2,224 9 L. Defl 0 129 in 0 000 in 0 000 in Code Ref 2001 NDS 2003 1.14 Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 2.84 k -ft 0.00 k -ft 0 00 k -ft 0 00 k -ft 7 00 fv Fv 30 00 /ft /ft /ft Depth 11.25in, Ends are Pin -Pin 0 406 1 2.8 k -ft 7 0 k -ft at 8.000 ft at 16 000 ft 24 06 psi 207.00 psi Total Load -0 197 in 8.000 ft 973.37 LL LL LL Scope P,'^SU:; 4.4.= EC Reactions. Left DL Right DL Title Dsgnr• Description 7 16.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi 50 00 /ft /ft /ft Maximum Shear *1 5 Allowable Shear 0.31 k 0.31 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl Lu .Lu .Lu bead Load 0 000 in 00 Job Date. 4 40PM 23 JUN 05 Page 1 1819.2 100MPH.ecw:Calcuiation5 ;r IBC 2003 NFPA 5000 Base allowables are user defined 0 000 in 00 0 00 ft 0 00 ft 0 00 ft Beam Design OK 0.9 k 8.2 k Left 0 71 k @Right 0 71 k Camber @Left 0 000 in Center 0 129in Right 0 000 in Max 0 71 k Max 0 71 k Total Load 0 000 in 00 0 000 in 00 3 .r______._,i.. 1. 1116 TJI 110 FLR JETS IS OL. AS PER MFG. SPECS. TIP !Ili, TM i t o FLR JETS IS OL. AS PER MFG. SPECS. TIP Illy TM 1t FLR JETS IS O.C. AS PER MFG. SPECS. TIP ,1\ J 7'•0' CANTILEVER l ammommiammi7 L o I4 IL UPPER FLOOR FRAMING EJ..4N P)0145 i©of oPlio,(/ I2 6Kto -J C y n 4 )c rz CASCADE f Residential Design, Inc. 1 Job Name PC-44-10 1' I I Location �y Technical Representative A :X' IVI 102 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.31'83 fax email: cascade©ix.netcom.com Job Number Sheet of By 7 k/ Date -`2Z 17'7" v Residential Design, Inc. J AA* CASCADE Job Name Location w th G LL 12 1 2_ 4 2 +40le 41 o Technical Representative 40 4 IS 4C. 16 /2 yt l E Vf /7 LAY F r r fi L R A A i I kilt h 31 .E: 4><< Job Number Sheet 3 3 4 By 7 R U .t 102 South 26th St. Tacoma, NA '611;2 253.284.3170 25 28' 103 1 e:rnaik cascade dhx.nrtcom. orrl t2 66 f 34 of Date t 2 II -1(3T-04. 7 r i �;1 1 I l; iii 41 Z v t f I Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam c)198's -2003 ENERCALC Engineering Software a m Description A. BEAM OVER FAMILY ROOM General Information 4ts.;x% =10.. muae ur tw'r 'E:✓s �.r ,::u: 'a7' .u�ffi' Section Name MicroLam 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Manuf /So.Pine Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads ?rP'"r s .3 °m.�"«" _e:!.. s s 'a2o »X:° Center DL 76.00 /ft Left Cantilever DL /ft Right Cantilever DL /ft Summary 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 '72.02 psi Fb 2,600 00 psi Deflections 5.29 k -ft 0.00 k -ft 0 00 k -ft 0 00 k -ft 17 82 fv Fv 12E. eLVEagt.)Witial,. da Center Span. Dead Load Deflection 0 136 in Location 8.000 ft Length Defl 1 415.2 Camber using 1.5 D.L. Defl Center 0.203 in Left 0.000 in Right 0 000 in Code Ref' 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined k Depth 11 875in Ends are Pin -Pin 0.297 1 5 3 k -ft 17 8 k -ft at 8.000 ft at 0 000 ft. 42.02 psi 285.00 psi Center Span 16 00 ft Left Cantreve; ft Right Cantilever ft Truss Joist MacMillan, MicroLarn 1 9 E Fb Base Allow 2,600 0 psi Fv Allow 285 0 psi Fc Allow 750 0 psi E 1,900 0 ksi Total Load -0 263 in 8.000 ft 730 65 Lt. LL LL Title Dsgnr Description Scope Reactions. Left DL Right DL Lu .Lu .Lu 80 00 /ft /ft /ft 1 7 k 11.8 k Left 1.32 k Right 1.32 k Camber Left 0 000 in Center 0.203 in Right 0 000 in Maximum Shear *1 5 Allowable Shear 0 68 k 0 68 k A z Vt4 4 ;4, Min= s €mss Left Cantilever Dead Load Deflection 0 000 in Length /Defl 0 0 Right Cantilever Deflection 0 000 in Length /Defl 0.0 Job Date I 43PM. 26 AUG 05 Page 1 1519 2 100MPH.ecw:Calculations 0 00 ft 0 00 ft 0 00 ft S. 'TM Beam Design OK Max 1 32 k Max 1 32 k Total Load 0 000 in 00 0 000 in 00 1, /-5/1 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description B SUPPORT BEAM A LF uII Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL Left 0.000 in Right 0.000 in Point Loads Dead Load 1,323.0 lbs Ibs Live Load Ibs lbs .distance 4 000 ft 0 000 ft Scope General Timber Beam Page 1 1819- 2- 1o0MPH ecw:Calculations 7 v;Y` h+:- General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined .a,„, zc czam aezrrsrz+.a: ,asp :a °a* F". rg.4p..wa vaas f ram .ziwsrz. a, w;lify 4z. ris'v`v. "s Section Name MicroLam 3.5x11.875 Center Span 18.00 ft .Lu 0 00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 11.875 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 122.00 #/ft LL 90 00 /ft #/ft LL /ft #/ft LL /ft Title Dsgnr Description Ibs Ibs Ibs Ibs Ibs lbs Ibs Ibs 0 000 ft 0 000 ft 0 000 ft 0 000 ft Job Date. 1 43PM 26 AUG 05 Summary Beam Design OK Span= 18.00ft, Beam Width 3.500in x Depth 11.875in, Ends are Pin-Pin Max Stress Ratio 0 662 1 Maximum Moment 11.8 k-ft Maximum Shear 1 5 4.2 k Max. Positive Moment 11.81 k-ft at 7 704 ft Shear Left 3 02 k Max. Negative Moment 0.00 k-ft at 18.000 ft Right 2.29 k Max Left Support 0.00 k-ft Camber Left 0.000in Max Right Support 0.00 k-ft Center 0 783in Fb 2,600 00 psi Fv 285 00 psi Right DL 1 48 k Max 2.29 k Deflections H tze,d4 z xwtmaz:..m...-.evp',' P;f'sa' /w,w- rfzxr a.0 ,;,:zt Center Span. Dead Load Total Load Left Cantilever Dead Load Deflection -0 522 in -0 751 in Deflection 0.000 in .Location 8.568 ft 8.712 ft .Length /Deft 0.0 Length /Deft 413.8 287 74 Right Cantilever Camber using 1.5 D.L. Defl) Deflection Center 0 783 in .Length /Deft Total Load 0.000 in 00 0 000 in 0 000 in 0 0 0.0 Ibs Ibs 0 000 ft A \kV h Bu TJ- Beam(TM) 6.10 Serial Number 7003013791 User 2 11/9/2004 11:01.33 AM Page 1 Engine Version: 1 10.3 LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50' 2.25' 480 144 0 624 A3: Rim Board 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50' 2.25' 480 144 0 624 A3: Rim Board 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. Maximum Design Control Control Location Shear (Ibs) 610 -604 1655 Passed (36 Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 610 610 1110 Passed (55 Bearing 2 under Floor loading Moment (Ft -Lbs) 2680 2680 3620 Passed (74 MID Span 1 under Floor loading Live Load Defl (in) 0.363 0 440 Passed (L/581) MID Span 1 under Floor loading Total Load Defl (in) 0 472 0.879 Passed (L/447) MID Span 1 under Floor loading TJPro 35 35 Passed Span 1 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 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: 1.39 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 1819/2 1 Copyright 2003 by Trus Joist a Weyerhaeuser Business TJI and TJ Beam are egiste ed trademarks of Trus Joist I Joist' Pro' and TJ Pro' are trademarks of Trus Joist BEAM 5 UPPER FLOOR JOIST 11 7/8" TJI® 210 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 18' Product Diagram is Conceptual 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 39P) r Rev 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 101983 -2003 ENERCALC Engineering Software Description BEAM #6 [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 DL Left Cantilever DL Right Cantilever DL Summary Center Span. Deflection .Location Length /Defl Camber using 1.5 Center Left Right 3 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Span= 5 OOft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 4 49 fb 868.02 psi Fb 1 080 00 psi Deflections 3 61 k -ft 0 00 k -ft 0.00 k -ft 0 00 k -ft Dead Load -0 016 in 2.500 ft 3 749 4 D.L. Defl 0 024 in 0 000 in 0 000 in 413.00 /ft /ft /ft fv 93 14 psi Fv 180.00 psi Total Load -0 044 in 2.500 ft 1,364 06 Title Dsgnr Description Scope General Timber Beam Center Span 5 00 ft Left Cantilever ft 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 Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 1 LL LL LL Depth 9.25in, Ends are Pin -Pin 0.804 1 3.6 k -ft 4.5 k -ft at 2.500 ft at 5 000 ft Reactions. Left DL Right DL 735 00 /ft /ft /ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 105 k 1 05 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu ft Lu '9_ 15Z Max Max Job Date 4 40PM 23 JUN 05 Page 1 1819- 2- 100MPH.ecw:Calcul ations 0 00 ft 0 00 ft 0 00 ft Beam Design OK 30 k 58 k 2.89 k 2.89 k 0 000 in 0 024 in 0 000 in 2.89k 2.89 k bead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Y Rev 580003 user KW- 0605873, Ver 5.8.0, 1 2003 (c11983 -2003 ENERCALC Engineering Software Description BEAM #7 [General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Full Length Uniform Loads Summary Span= 6 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 514.24 psi Fb 1 080 00 psi LDeflections 2.14 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 fv Fv ar r� :tom Dead Load -0 009 in 3.000 ft 7 909.2 L. Defl 0 014 in 0.000 in 0.000 in General Timber Beam 108.00 /ft /ft /ft 49 15 psi 180 00 psi Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Center Span 6 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 -0 038 in 3.000 ft 1 918.73 LL LL LL Title Dsgnr Description Scope Depth 9.25in, Ends are Pin -Pin 0 476 1 2.1 k -ft 4.5 k -ft at 3.000 ft at 0 000 ft Reactions Left DL Right DL :7 360 00 /ft /ft /ft Maximum Shear *1 5 Allowable Shear 0.35 k 0.35 k MVP' .:_Y. a T' %tli ...''.f. ..n Total Load Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Job Date 4 40PM, 23 JUN 05 0 000 in 00 Page 1 i_, 1819- 2-100MPH.ecw:Calculations' Base allowables are user defined 0 00 ft 0 00 ft 0.00 ft Beam Design OK 1 6 k 5.8 k Left 1 43 k Right 1 43 k Camber Left 0 000 in Center 0 014 in Right 0 000in Max 1 43k Max 1 43 k Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 00 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983.2003 ENERCALC En Software Description BEAM #8 General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever MicroLam 1 75x11.25 1 750 in 11.250 in Manuf /So.Pine Loads Full Length Uniform Loads DL DL DL Summary 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 1 555 01 psi Fb 2,600 00 psi [Deflections Center Span. Deflection .Location Length /Defl Camber using 1.5 D. Center Left Right 1 000 Pin -Pin 32.500 pcf 8.00 fv Fv Dead Load -0 042 in 4 500 ft 2,566.9 L. Defl 0 063 in 0.000 in 0 000 in General Timber Beam trAl Aea.1.r "s€ ,ors 108.00 /ft #/ft /ft 128.29 psi 285 00 psi Code Ref' 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 'Tr :0 .e >.33 Center Span Left Cantilever Right Cantilever Truss Joist MacMillan, Fb Base Allow Fv Allow Fc Allow E 750in x Depth 11.25in, Ends are Pin -Pin 0.598 1 4.8 k -ft 8.0 k -ft 478k -ft at 4 500 ft 0 00 k -ft at 9 000 ft 0 00 k -ft 0 00 k -ft Total Load -0 177 in 4 500 ft 610.94 Scope Title Dsgnr Description rer LL 360 00 /ft LL /ft LL /ft Reactions. Left DL Right DL 900 ft ft ft MicroLam 1 9 E 2,600 0 psi 285 0 psi 750 0 psi 19000ksi Maximum Shear 1 5 Allowable Shear 051 k 051 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu Lu Lu 2.5 k 56 k Left 2.13 k Right 2.13 k Camber Left 0 000in Center 0 063 in Right 0 000 in Max 2.13k Max 2 13 k Dead Load 0 000 in 00 Job Date 4 40PM, 23 JUN 05 0 000 in 00 Page 1 1819- 2-100MPH.ecw:CalculatiOns 0 00 ft 0 00 ft 0 00 ft Total Load 0 000 in 00 0 000 in 00 Beam Design OK Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM #9 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment 7i.: 7 3 eeet':'. Title Dsgnr Description Scope General Timber Beam Full Length-Uniform Loads Center DL 120 00 /ft LL 400 00 /ft Left Cantilever DL #/ft LL /ft Right Cantilever DL /ft LL /ft Job Date 4 40PM, 23 JUN 05 Page 1 fti 1819- 2- 100MPH.ecw:Csicuiation L General Information Code Ref* 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined t :.c YF u z,' a s-s- s °Tv Section Name MicroLam 3.5x11.25 Center Span 12.00 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 32.500 pcf E 1 900 0 ksi Summary Span= 12 OOft, Beam Width 3 500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0 595 1 9.5 k -ft Maximum Shear *1 5 4 0 k 16.0 k -ft Allowable 11.2 k 9 52 k -ft at 6.000 ft Shear Left 3.17 k 0 00 k -ft at 0 000 ft Right 3 17 k Beam Design OK Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 114in Max. M allow 16.00 Reactions Right 0 000in fb 1,547 37 psi fv 102.51 psi Left DL 0 77 k Max 3 17 k Fb 2,600.00 psi Fv 285 00 psi Right DL 0.77 k Max 3 17 k LDeflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 076 in -0.313 in Deflection 0 000 in 0 000 in Location 6 000 ft 6 000 ft .Length /Defl 0 0 0 0 Length /Defl 1,889 5 460 47 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0 000 in Center 0 114 in Length /Dell 0 0 0 0 Left 0 000 in Right 0 000 in Rev' 580003 User KW- 0605873 Ver 5.8.0. 1 -Dec 2003 (01983 -2003 ENERCALC Engineering Software •;.,d:: ra. s .:s°i r 'T`11117 0 tutors Description BEAM #10 General Information (Deflections 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 DL Left Cantilever DL Right Cantilever DL Summary fb Fb Center Span. Deflection .Location .Length /Deft Camber using 1.5 Center Left Right 661 38 psi 1,080 00 psi 3 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf 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 4 49 fv Fv Dead Load -0.016 in 3.000 ft 4,530 3 D.L. Defl 0 024 in 0 000 in 0 000 in 194.00 /ft #/ft /ft 2.75 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft Title Dsgnr• Description Scope General Timber Beam 63.22 psi 180 00 psi Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined I rprm 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 .nra1W�Z'�T' LL LL LL Depth 9.25in, Ends are Pin -Pin 0612 1 2.8 k -ft 4.5 k -ft at 3 000 ft at 6.000 ft Reactions. Left DL Right DL TT 6.00 ft ft ft Te:§S 410 00 #/ft /ft /ft Maximum Shear *1 5 Allowable Shear 2.0 k 58 k Left 1 83 k Right 1.83 k Camber Left 0 000 in Center 0 024 in Right 0 000in 0 60 k 0 60 k Total Load Left Cantilever -0 048 in Deflection 3 000 ft .Length /Defl 1 491 86 Right Cantilever Deflection .Length /Defl Lu .Lu .Lu Job Date 4 40PM, 23 JUN 05 Page 1 1819- 2-100MPH.ecw:Calculations 0 00 ft 0 00 ft 0 00 ft Beam Design OK Max 1 83 k Max 1.83 k Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 IlL91121.211912E CONC... 24 24 1140 CP4 &IC 0 C 24 n .-1 /000 24 MA!~ BARRIER TYP 4'-3' 5 24 1 I m 44 I 14 X 1' SCREENED FDN VENTS IS /RED," 24 24 AL MAE GRADE 4' CONC. SLAB am a• COMP FILL TYP SLOPE FT TOWARD DOORS lb -3' RD. FOUNDATION FRAMING PLAN BLOC( CUT FOR MECPLORK 24' X 18' MIN CRAILL SPACE ACCESS 1 Allk)( f)74 2 011.1111MINIM lb .5 It C ASCADE Residential Design,.Inc. 2 v 1 4 2 I 1 1 )LL 46, B/ Job Name 14 Location .777)Wsl: L 4i t"'),} FA Ki Technical Representative 4'L 1 1 _L I ___K i iillii4 0. C I il Job Number Sheet k41 By L-.0 IC" mitt .h Si. fiCOn Id, \NA 253.284.3170 2S 3. 31 S la\ 2.rhai I: tasi net tc. I of Date T 117 (i 11 BEAM 11 MAIN FLOOR JOIST �v �s 9 1/2" TJ I®110 16" o/c TJ- Beam(TM) 6.10 Serial Number 7003013791 AM User 2 11/9/204 Page 1 Engine Version: Vers 1 10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /DeadlUpliftfrotal 1 Stud wall 3.50' 2.25' 347 104 0 451 A3: Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50' 2.25' 347 104 0 451 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 DESIGN CONTROLS. Maximum Design Control Control Location Shear (Ibs) 436 -430 1220 Passed (35 Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 436 436 1018 Passed (43 Bearing 2 under Floor loading Moment (Ft -Lbs) 1372 1372 2380 Passed (58 MID Span 1 under Floor loading Live Load Defl (in) 0 189 0.315 Passed (L/798) MID Span 1 under Floor loading Total Load Defl (in) 0.246 0 629 Passed (L/614) MID Span 1 under Floor loading TJPro 40 35 Passed Span 1 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 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. PROJECT INFORMATION: PLAN 1819/2 Copyright 2003 by Trus Joist Weyerhaeuser Busines TJI° and TJ Beam' are registered trademarks of Trus Joist I Joist Pro and TJ Pro are trademarks of Trus Joist 13' El Product Diagram is Conceptual. 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 Rev 580003 User KW- 0605873, ver 5.8.0, 1 -Dec 2003 General Timber Beam fc11983 -2003 ENERCALC Engineering Software N i a 9 t """u�72 g 177 rFrr n s t `73„ te a _C 'r n Description BEAM #11 -MAIN FLOOR JOIST General Information Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Span= 13 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 Fb 842 98 psi 935 00 psi L Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right R- 1 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Dead Load -0 096 in 6 500 ft 1 632 0 D.L. Defl 0 143 in 0.000 in 0 000 in Scope Code Ref' 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined p' Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E sa 16.00 #/ft /ft #/ft .500in x Depth 9.25in, Ends are Pin -Pin 0 902 1 1.5 k -ft Maximum Shear *1 5 1 7 k -ft Allowable 1.50 k -ft at 6.500 ft Shear 0 00 k -ft at 0 000 ft 0.00 k -ft 0 00 k -ft 1 67 fv 44.39 psi 0 12 k Fv 150 00 psi 0 12 k ;fie Total Load -0.355 in 6.500 ft 438.93 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description 13.00 ft ft ft 850 0 psi 150 0 psi 405 0 psi 1,300 0 ksi Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu Lu 44'4 52.00 /ft /ft /ft Job Date 4 40PM 23 JUN 05 0 000 in 00 Page 1 I F 1819- 2100MPH.ecw:Calculations 0 00 0 00 0 00 ft ft ft 06 k 21 k Left 0 46 k Right 0 46 k Camber Left 0 000 in Center 0 143in Right 0 000 in Max 0 46 k Max 0 46 k 00 Beam Design OK Dead Load Total Load 0 000 in 0.000 in 0 0 0.0 0 000 in l3 r .a Rev 580003 User KW- 0605873, Ver 8.0 1 -Dec 2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software P4 a=valeVita Description BEAM #12 -NONE BEARING WALL ABOVE General Information "r MUM,' Ma's 1,(4' .D, rIx 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 Full 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 914.21 psi Fb 1 080 00 psi LDeflections Center Span. Deflection .Location .Length /Defl Camber using 1. Center Left Right DL DL DL 95 tr 108.00 /ft /ft /ft 3 80 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 fv Fv Tom,. Dead Load -0 029 in 4 000 ft 3,336.7 5 D.L. Defl 0.043 in 0 000 in 0 000 in 0 846 38 45 1 k -ft k -ft at at 71 17 psi 180 00 psi Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined L. Center Span 8.00 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 4 000 ft 8.000 ft Total Load -0.119 in 4 000 ft 809 46 LL LL LL Summary Span= 8 OOft, Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Title Dsgnr• Description Scope Reactions. Left DL Right DL 360 00 /ft /ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0 46 k 0 46 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Max Max Dead Load 0 000 in 00 Job Date. 4 40PM, 23 JUN 05 Page 1 1319- 2- 100MPH.ecw:Calculations Lu 0 00 ft Lu 0 00 ft .Lu 0 00 ft 0 000 in 00 Beam Design OK 23 k 5.8 k 1 90 k 1 90 k 0 000in 0 043 in 0 000 in 1 90 k 1 90 k Total Load 0 000 in 00 0 000 in 00 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (01983 -2003 ENERCALC Engineering Software Description BEAM #13 WITH 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 Full Length Uniform Loads Center Left Cantilever Right Cantilever Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 443.74 psi Fb 1,080 00 psi LDeflections Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right DL DL DL Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf fv Fv Dead Load -0 003 in 1 750 ft 13,305.5 L. Defl 0.005 in 0.000 in 0 000 in 338.00 /ft /ft /ft General Timber Beam Summary Span= 3.50ft, Beam Width 3 500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0 411 1 Maximum Moment 1.8 k -ft Allowable 4.5 k -ft 1.85 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 54 73 psi 180 00 psi Code Ref' 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 900 0 psi Fv Allow 180 0 psi Fe Allow 625 0 psi E 1 600 0 ksi at 1 750 ft at 0 000 ft Total Load -0 011 in 1 750 ft 3,811.89 LL LL LL Reactions Left DL Right DL Title Dsgnr Description Scope 3.50 ft ft ft 860 00 /ft /ft /ft 0 60 k 0.60 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl .Lu .Lu .Lu Maximum Shear *1 5 Allowable Shear Job Date 4 40PM, 23 JUN 05 Page 1 1819- 2- 100MPH.ecw:Calcu ations 0.00 ft 0 00 ft 0 00 ft Beam Design OK 1 8 k 58 k Left 2.11 k Right 2.11 k Camber Left 0 000 in Center 0 005 in Right 0 000 in Max 2.11 k Max 2.11 k Dead Load Totai Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 0 0 0.0 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Maximum Load For 6x6 HF #2 Wood Post F 575 psi CD 1 CFb 1 CM 1 Ct 1 CL I CF c 1 E'•= 1100000•psi 6x6 HF #2 Wood Post Properties F' c F CD Cl: F' c 575 psi Axial Load Capacity Slenderness Ratio (SL) H SL h FCE SL Cp F' Cp F' c F' 491 psi Maximum Load For 3 -2x6 HF #2 Built up Wood Post psf p s i plf psf ft lb plf ft H 8 083•ft 144 F 1300•psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 1 E' 1300000 psi 3 -2x6 HF #2 Built Up Post Properties F' c F CD CF F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) H SL h KCE E FCE SL Cp KCE FCE F CE 2 FCE 12 3 1 1 S= h S =277in F' c F' c 1' C K1' 2C 1 2C C Cp =085 Pmax F' A max 14841 lb (Maximum post Capacity) F' C• =0 8 KCE' =0.3 C'= 08 FCE 1061 psi KCE 0.3 psi psf 144 FCE 1254 psi t h 4 1• 1 =62.4 in 12 2 FCE F CE 1 CE 1 2 3 1 1 S' S 22.7 in F' c F' c F c h 2 C 1, 2 C C_ Kf Cp 0 64 F' 921 psi Pmax F' A PROJECT PIan.1819 /2 (100 MPH) K1 1 h 5.5 in t 5.5 in plf psf ft A• =t A= 30.3in th 3 1•= 1= 76.3in 12 Kf 1 h 5.5•in t•= 3(1.5) in A t h A 24 8 in 2 lb plf ft H 8 083-ft (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 22791 lb (Maximum post Capacity) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 3170 Fax: (253) 284 -3183 Maximum Load For 2 2x6 HF #2 Built up Wood Post H SL h F 1300-psi CD 1 CFb 1 CM 1 CI 1 CL 1 CF 1 1 E' 1300000 psi 2 -2x6 HF #2 Built Up Post Properties F c Fc CD CFc F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) H SL• h KCEE' FCE SL FC:E FCE 2 T. S 11 2 S 15 1 in 1 1 h F' c F' c F c C p 2C 2C C Kf Cp =064 Axial Load Capacity Slenderness Ratio (SL) C 0 8 KCE 0 3 FCE 1254 pst F' 921 psi C 0 8 KCE 0.3 KC:L E FCE FCE 508 psi SL Pmax F' A Maximum Load For 4x4 HF #2 psf psi plf psf ft lb plf ft H 8 083•ft 144 F 1300•psi CD 1 CFb 1.5 CM 1 C I CL 1 CF 1 15 C1 0.85 E' 1300000 psi F' c F CD CF F' c 1495 psi 4x4 HF #2 Wood Post Properties �2 12 3 FCE FCE 1 'CE S S 7 1 in 1 1 h F' F' F C 2 C 2 C C Kf C 0. F' 466 psi Pmax F' A PROJECT PIan.1819/2 (100 MPH1 psf psi plf psf ft 144 K1' 1 (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 th 1 12 h•= 3.5 in t 3.5 in A= 16.5 in 2 1= 416in Pmax 15194 lb (Maximum post Capacity) Kf 1 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) A• =t A= 12.3in th 3 1•= 1= 12.5 in 4 12 Pmax 5704 lb (Maximum post Capacity) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN lb plf ft H 8 083-ft Page -I s CascadeResidential Design, Inc 102 South 26th St. Tacoma, WA 98402 Tel (253) 284 -3170 Fax: (253) 284 -3183 Maximum Load For 3 -2x4 HF #2 Built up Wood Post psf 44 plf psf ft lb plf ft 1-1 8 083•ft F 1300•psi CD 1 CFb 1 CM 1 Ct 1 CL 1 Cl: 1 1 E' 1300000 psi 3 -2x4 HF #2 Built Up Post Properties Kf 1 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) F' c Fc CD CFc F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) H SL h KCI; E' FCE FCE 508 psi 3 SL 1 t h 1= 16 1 in 12 .2 12 3 l FCE 1 FCE FCE S h S 9.2 in F' F' F C Cp 2 C 2 C C Kf C 0.32 F' Cp F' F' 463psi Maximum Load For 2 -2x4 HF #2 Built up Wood Post F 1300•psi CD 1 CFI) l CM 1 Ct 1 CL 1 CFc 1 1 E' 1300000 psi 2 -2x4 HF #2 Built Up Post Properties F' c F CD Cr c F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) H SL C• =08 KCE• =0.3 F FCE .2 1 S= 12 S =6lin Cl C CE h 1+ 1+ F'c F' I c C Kf C p 0.32 2C 2C C KCL E' SL C• =08 KCE= 0.3 FCE 508 psi F' Cp F' c F' 463 psi Pmax F'c A PROJECT PIan.1819/2 (100 MPH1 h 3.5 in t 3 1.5•in A• =th Pmax 7298 lb (Maximum post Capacity) psi psf plf psf ft 144 Kf 1 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) h 3.5 in t (2) 1.5 in A= 15.8 in 2 A• =th A= 10.5in th 3 1•= 1= 107in 12 Pmax F'c A Pmax 4865 lb (Maximum post Capacity) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN lb plf ft H 8 083•ft