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Home My WebLink About1109 Cathleen St Technical - BuildingTECHNICAL Permit 07 Address 1 6 1 Ceti1A-ecvl 5-�- Project description New S■ h \e, Date the permit was finaled 5 Number of technical pages 55 Residential Design, Inc. LATERAL ANALYSIS BEAM CALCULATIONS 102 S 26 St Phone 253 284 -3170 EXPIRES. JUNE 5, 200? 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 CATEGORN D Tacoma, WA 98402 Fax 253 284 -3183 Cascade Residential Design, Inc. 102 South 26th St ?Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 14 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 MPH) 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 mcc 6/28/200E 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 Page Cascade Residential Design, Inc. 102 Souih 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 1L =10 R• 65 S 1.25 51 =040 F 1 00 F,, 1 5 W w Equation 16 -38 Equation 16 -39 Equation 16 -40 Equation 16 -41 Equation 16 -56 V 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 Sms Ss Fa Sms 1.25 Sml Si F Smi 0 6 2 SDS S ms SDS 0 83 3 SDI S SD] 04 3 I.2 SDS" W R V =0154 W R PROJECT PIan.1819/2 (100 MPH) Seismic Base Shear 1.2 SDS Equation 16-57 F w Vertical Shear Distribution F 0 154 w (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 mcc 6/28/200! Designer TRUC NGUYEN Page Cascade Residential Design, Inc. 102 Soutth 26th St.tTacoma WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -02 SECTION 6 5 3 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE B 100 mph WIND SPEED Equation 6 -18 p= g (GC .A 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) K20 70 K25 70 K30 70 k40 76 K151 (1 K1 K2 K3 15 K20t (1 K1 k2-K3.20 2 K251 (1 KI K2 K3.25) K301 (1 K1 K2 K3 30)2 (1 K1 k K K40t 1 2' 3 40 Kd =085 v 100 1 10 Velocity Pressure Exposure Coefficients at 15ft z 20ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 20ft z 25ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 25ft z 30ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 30ft z 40ft (Table 6 -3) Topographic Factor Multipliers w/ L Oft H Oft and x Oft (Figure 6 -4) K1 0 K2 1 K3 15 1 K3. 1 K3.25 1 Topographic Factor Coefficients (Figure 6 4) K15t K20t 1 K25t 1 K30t 1 K401 Wind Directionality Factor (Table 6 -4) Wind Speed per Hours (Figure 6 -1) Important Factor (Table 6 -1) PROJECT PIan.1819/2 100 MPH K3.30 1 1819- 2A,100MPH mci 6/28/200! Designer TRUC NGUYEN K3 40 1 3 Page Cascade Residential Design, Inc. 102 Sout)S 26th St. t racoma, WA 98402 Tel: (253) 284 -3170 Fax: (253)284 -3183 PROJECT PIan.1819/2 100 MPH Velocity Pressure (q Evaluated at Height z (Equation 6 -15) q 15 0 00256. K15 K15t Kd v 1 1415 15.23 q20 0 00256 K20'K20t Kd'v2 1 q20 15.23 GC; 18 q25 0 00256 K25 K25t Kd'v2 1 q25 15.23 q,0 0 00256 K30•K301 Kd'v2 1 q30 15.23 q40 0 00256 K40.K40t Kd'v2 1 q40 16.54 Internal Pressure Coefficients (Figure 6 -5) 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) GCptl 56 GCpfl E 69 GC t2 .21 GCpi2E .27 GCpi3 43 GCpi3E —.53 GCpt4 .37 GC04E 48 End Zone Coeffieicient a' (Figure 6 -10 Note 9) Least Horizontal Dimension x 44ft 10% of Least Horizontal Dimension 0 lx 4 4 ft or 40% of Mean Roof Height 0 4.h 8 8ft 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 mcc 6/28/200E Designer TRUC NGUYEN Page Cascade Residential Design, Inc. 102 South 26th SoTacoma, WA 98402 Tel. (253) 284 -3170 Fax: (253) 284 -3183 Design Wind Pressures (Equation 6 18) P15 1 q15 (GC0f1) psf P15.2'= q15 (GCp12) psf P15.3 915 (GCpf3)•psf P15 4 915 (GCpt) psf P20 1 920'(GCpfl) psf P20.2'= 920'(GCO2) psf P20 3 g20'(GCpf3)•Psf P20 4 920'(GCpf4) psf P25 1 925 (GC psf P25.2 q25 (GCO2) psf P25 3 925 (GC Psf P25 4 q25 (GC04)•Psf P30 1 g30'(GCpfl) psf P30.2 930 P30.3 g30'(GCO3) psf P30 4 930 (GC P40 1 g40.(GCpfl) psf P40.2 9404GCp12)'Psf P40 3 940'(GCO3) Psf P40 4 g40•(GC04) psf P15 1 8.53 lbft 2 2 Pl5.2 3 21 bft P15.3 6.55lbft 2 P154= 5 P201= 8 .53 lbft 2 P20.2 3.21bft 2 P20 -6.551b ft 2 P20 4 -5 641b ft 2 P25 1 8.53 lb ft 2 P25.2= 3 21 bft 2 P25.3 6.55lbft 2 P25 4 -5 641b ft 2 P301= 8.53 2 P30.2= 3 21 bft 2 P30.3 -6.55 lb ft 2 P30 4 -5 641bft 2 P40 1 9.261b ft 2 P40.2= 3471 P40.3= 7 11 Ibft 2 P40 4 -6 121bft 2 PROJECT PIan.1819/2 (100 MPH) P15 IE 915 (GCpflE) Psf P15.2E q15 (GC psf P15.3E 915 (GCpt3E) Psf PI5 4E 915 (GCpf4E) Psf P20 1E 9204GCpf1E)•psf P20.2E 920•(GCp12E)•Psf P20.3E 920'(GCpf3E) psf P20 4E 920'(GCpf4E) Psf P25 lE q25 (GC0f1E) psf P25.2E q25 (GCO2E) psf P25.3E q25 (GCO3E)'Psf P25 4E q25 (GCpf4E) psf P30 lE 930 psf P30.2E 930'(GCpf2E) Psf P30.3E g30'(GCp13E)•psf P30 4E 930'(GCpf4E) P40 1E 940'(GCpflE)"Psf P40.2E 94o psf P40 3E g40"(GCpf3E) psf P40 4E 940'(GCp14E) Psf 1819- 2A,100MPH mc 6/28/200: Designer TRUC NGUYEN P15 1E 10.51 1b ft 2 P15.2E 4 11 Ib ft 2 P15.3E -8 07 lb ft 2 P154E= 7 .311bft 2 P20 1E 10.511bft 2 P20.2E 4 11 lb ft 2 P20.3E -8 07 Ib ft 2 P204E= 7 311bft 2 P25 1E 10.511b ft 2 P25.2E 4 111bft 2 P25.3E 8 071b ft 2 P25 4E -7.311b ft 2 P301E= 1 0.S1Ibft 2 P30.2E 4 11 lbft 2 P30.3E 07 lb ft 2 P304E= 7.311bft P40 1E 11 411 b ft 2 P40.2E= 4471bft P40.3E 8 76lbft 2 P40 4E -7 94 1b ft 2 1 r, tq� c L f'6 27 REAR ELEVATION Lo LEFT ELEVATION Lb t2 svenH. (VQ 33Y155g3d cintrri 5ae'?5 No 3553d dPI m X 9 2 NOI.WA 13£IO NOI.J.WA313 3G j tvq 3. n5531d drA Cascade Residential Design, Inc. 102 Soutli 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 W1= 127491bft W2 127 4916 ft 1 W3 131.9lbft 1 W4 154 03 lb ft 1 W5 114.21bft 1 PROJECT PIan.1819/2 (100 MPH) WIND SHEAR AT ROOF DIAPHRAGM (Sides). W1 (P15 1 P15 4) 1ft (P20 1 P20 4)• (P25 I P25 4) 3ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides). WI E (P15 1E P15 4E) 1 ft (P20 1E P20 4E) 5 ft +(P251E P254E)'3ft WIND SHEAR AT FLOOR DIAPHRAGM. \'2 (P15 1 P15 4) 9 fi END ZONE WIND SHEAR AT FLOOR DIAPHRAGM. W2E (P15 IE P15 4E) 9ft WIND SHEAR AT ROOF DIAPHRAGM (Front Rear). W3 0 P25.3) sin(27deg) �P20 1 P20 4) 3ft (P15 1 PI5 4) 1 ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front Rear). W3E (P25.2E P25.3E)' 17 ft sin(27 deg) �P20 lE P20 4E) 3ft (P15 lE P15 4E)' 1 ft WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4 (P15.2 P15.3) 22ft sin(27deg) �P15 1 PIS 4) 4ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4E (P15.2E P15.3E) sin(27 deg) �P15 IE P15 4E) 4ft WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garage). W5 (P15.2 P15.3) sin(27deg) (P15 1 P15 4)• END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garage). W5E (P15.2E P15.3E) 13 ft sin(27 deg) IE Ply 4E)' But not Tess than 10 psf over the projected vertical plane WIE= 160.391bft 1 W2E 16039Ibft 1 W3E 165.331b ft 1 W4E= 181.931b ft 1 W5E 143.2lbft 1 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN W1 127 491b ft 1 WIE= 160.391bft 1 W2 127 491b ft 1 W2E= 160.391b ft 1 W3= 13191bft W3E 165.33 lb ft 1 W4 154 031b ft 1 W4E 181 93 lb ft 1 W5 1142lbft 1 W5E 143.21bft 1 Page 1 1 7a 1g BEDROOM *3 BEDROOM n OPEN UPPER FLOOR PLAN OPEN &Nal 4 P1 to/VAL) BDLG LINE BELOW BDLG LINE BELOW a Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 ax: (253) 284-3183 WALL AA. Wind loads per foot: Wall Length Percent full height sheathing Check Wind Force vaa Check Seismic. Z'N B vaa Shear Wall Summary: Wind force vaa 207.28 lb ft 1 B =078ft W1 127491bft 1 Distance between shear wall L1 15 ft W, Rf Wa W, 45501b Laa _(4 +3)ft Laa =7ft 0 7V W W1B 2a Seismic Force E 98 Ib ft 1 7ft 13ft L1 a" L1 Rf 15 psf 28.ft IS ft Wa 10•psf 28 ft 5 ft 2 C Laa„ E 981b ft 1 Seismic Force Eaa C Laa Overturning Moment on 13ft Wall. L 7 ft OTM vaa L Pt 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 71b ft Holdown Force Net Uplift: PROJECT PIan.1819 /2 100 MPH W1E= 160.391bft 1 0.54 W1 (L1 2a) Plate Height: Pt 8 1 ft OTM 117531b ft OTM DLRM HDFaa HDFaa 1067.91b Laa 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 Per Nail B P. Nailing Spacing B =078ft 16d 8' o.c. l Laa 4 3 8 J ft Laa 6.25 ft Max Opening Height 4ft, Therefore per IBC Table 2305 3 7 2 (L1 2a) 2L1 Holdown Force vaa 207.28 lb ft 1 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 C 0 80 Holdown Types HDFaa 1067.91b Simpson MSTC28 Cascade Residential Design, Inc. 102 Soutli 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 ;ax:(253)284 -3183 WALL BB. Wind loads per foot: Distance between shear wall LI 14ft Wall Length Percent full height sheathing Check Wind Force Check Seismic. Rf 15 psf 17.5 ft 14 ft W =Rf Wa Seismic Force Ebb C Lbb Overturning Moment on 12ft Wall. Lbb 6 ft W1= 127491bft Lbb„ (3 3) ft Lbb„ 6 ft vbb W 2712.5 lb 0 7V W OTM vbb Lbb Pt 6ft 12ft LI a� W1E•2a L1 Wa 10•psf 17.5 ft 5 ft Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 2 ft Lbb Wa 0 6•(10 psf) Pt W• =Rf +Wa W= 39961b DLRM W Lbb DLRM 1198 81b ft Holdown Force Net Uplift: HDFbb OTM DLRM HDFbb 1641.221b Lbb Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails 1 112' Side Member Thickness. PROJECT PIan.1819 /2 (100 MPH) 0.5 Max Opening Height 4ft, Therefore per IBC Table 2305 3 7 2 W1•(L1 2a) (L1 2a) C Lbb„ W1E 160.391bft 1 Ebb 81 141b ft 1 Plate Height: Pt 8 1 ft OTM 11046 151bft Lbb ZN 122 lb CD 1 33 Z'N ZN CD Z'N 162.261b Z N Per Nail B B 0 71 ft vbb Shear Wall Summary: Wind force Seismic Force B P. Nailing Spacing vbb 227291b Ebb =81 14lbft 1 B =071ft 16d 8' o.c 2L1 Lbb [(2)3 61 ft Holdown Force HDFbb 1641.221b 1819- 2A,100MPH mcd 6/28/2005. Designer TRUC NGUYEN Lbb 4.5 ft Holdown Types Simpson ST2215 C 0 80 vbb 227.291b 1 ft 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Page Cascade Residential Design, Inc 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284 -3170 Fax: (253) 284 -3183 WALL CC. Wind loads per foot: Distance between shear wall. vvali Length Percent full height sheathing Check Wind Force Check Seismic. Rf•= 15 psf 40ft 2 ft DLRM W Lcc Holdown Force Net Uplift: OTM DLRM HDFcc Z' B P vcc B 3.33 ft W�= 131.91bft L1 16-ft Lcc (26) ft Lcc 26ft 26ft 26ft W3E 2a- L1 a W3 (LI 2a) (L1 2a) L1 2L1 1 vcc vcc 48 79Ibft C Lcc Wa•= 10 psf 40 W Rf Wa W 68001b 07V W 1 Seismic Force Ecc Ecc 28 171bft C Lcc Overturning Moment on 26ft Wall. Plate Height: Pt 8 1 ft L 26ft OTM vcc L Pt OTM 10274 841bft Shear Wall Dead Load Resisting. Rf 0 6 (15 psf) 2 ft L Wa 0 6•(10 psf) Pt Lcc W Rf Wa W 1731 6 Ib DLRM 22510.8 lb ft HDFcc —470 611b PROJECT PIan.1819/2 (100 MPH) 1 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 Per Nail Shear Wall Summary: Wind force. Seismic Force B.P. Nailing Spacing vcc 48 791bft 1 E 28 17lbft 1 Bp 3.33 ft 16d 16' o.c. W3E 165.33 Ibft 1 Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 Holdown Force Holdown Types No Holdown Reg d HDFcc —470 61 Ib 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 (253) 284 -3170 Fax: (253) 284 -3183 WALL DD. Wind loads per foot: Distance between shear wall L1 12ft Wall Length. Percent full height sheathing Check Wind Force Check Seismic. Rf 15 psf•40•ft 12 ft 2 VV Rf Wa W 560016 Ldd DLRM W 2 Holdown Force Net Uplift: OTM DLRM HDFdd W3 131.91bft 1 Ldd (19.5 18) ft Ldd =37.5ft Wag 2a (L1 l al W3 (L1 2a) (LI 2a) vdd L1 J 2L1 vdd 26 071bft 1 0 7V W 18ft 18ft Wa• =10 psf 40•ft 5ft DLRM 10789.21bft HDFdd 388.211b PROJECT PIan.1819/2 100 MPH W3E 165.331bft 1 C Ldd Edd 16 081bft 1 1 Seismic Force Edd C Ldd Overturning Moment on 18ft Wall. Plate Height: Pt 8 1 ft Ldd 18 ft OTM vdd Ldd•Pt OTM 3801 411bft Shear Wall Dead Load Resisting. Rf 0 6 (15 psf) 2 ft Ldd Wa 0 6•(10•psf) Pt Ldd W• =Rf +Wa W= 119881b 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 Per Nail B vdd Bp 6.22 ft Shear Wall Summary: Wind force Seismic Force vdd 26 071bft 1 Edd 16 081bft 1 B.P. Nailing Spacing Bp .6.22 ft 16d 16' o.c. 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 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 -388.211b Page Cascade Residential Design, Inc. 102 South 26th St.*Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT PIan.1819 /2 100 MPH 1819- 2A,100MPH mcc 61281200E Designer' TRUC NGUYEN WALL EE. Wind loads per foot: Distance between shear wall L1 14ft Wall Length Lee (4) ft Percent full height sheathing Check Wind Force vee Check Seismic. W1E' Rf 15 psf (28.ft 11 ft I7.5ft 14 ft 2 J W Rf Wa W 5547.51b Seismic Force 0 7V W Eee C Lee Overturning Moment on 4ft Wall: L 4 ft OTM vee-L Pt Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 14•ft Lee W• =Rf +Wa Lee DLRM W Holdown Force Net Uplift: WI= 127491bft 4ft 4ft 2a L1 ZN 122 lb CD 1.33 Z'N ZN CD Z'N Bp vee B 0.39 ft Shear Wall Summary: Wind force Seismic Force vee 421 161b ft 1 E 149.361b ft 1 W C Lee L2 11ft 1 (L1 4 a L2 2L1 2 Wa 10•psf 28•ft 5 ft E 149.361b ft 1 Plate Height: Pt 8 1 ft OTM 13645 611b ft Wa 0.6 (10 psf) Pt Lee W 698 41b DLRM 1396 81bft OTM DLRM HDFee HDFee 3062.2 lb Lee Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness Z'N 162.26 Per Nail W1E= 160.391bft 1 B.P. Nailing Spacing B =039ft 16d @4 oc Max Opening Height Oft -Oin Therefore per IBC Table 2305 3 7.2 Holdown Force HDFee 3062.2 Ib vee =421 16Ibft 1 7/16' Sheathing w/ 8d Nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf Holdown Types Simpson MST48 C 1 00 Page LI Cascade Residential Design, Inc. 102 South St. Tacoma, WA 98402 Tel (253) 284 -3170 F,ax: (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 28 ft 26 ft 2 W Rf Wa W 6860 lb Seismic Force Elf Co Lff Overturning Moment on 7ft Wall: Ltf 7 ft OTM vff Lff Pt Shear Wall Dead Load Resisting. Rf 06•(15 psf) 13 ft Ltl• W• =Rf +Wa W= 1159.21b Lff DLRM W 2 Holdown Force Net Uplift: OTM DLRM HDFff ZN 122 lb CD 1.33 Z'N ZN CD Z'N B vff Shear Wall Summary: Wind force B 0 65 ft W1= 127 ft (L1 4 a L2 W1B• W1• \L1� 2L1 2 vff C Lff 0 7V W DLRM 4057.21bft HDFff 1436.52 Ib Seismic Force L1 15ft L2 l lft 7ft 7ft vff 248 91b ft 1 Eff 105.541b ft 1 Wa 10•psf 28 ft 5 ft 1 Eff 105.541bft 1 Wa 0 6.(10-psf) Pt Lff L ff Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 112' Side Member Thickness PROJECT PIan.1819 /2 (100 MPH) Z'N 162.261b Per Nail W1E= 160.391bft 1 Plate Height: Pt 8 1 ft OTM 14112.81 Ibft B.P. Nailing Spacing B 0 65 ft 16d @6' oc 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Max Opening Height Oft -Oin Therefore 0 1 00 per IBC Table 2305 3 7.2 vff 24891bft 7/16' Sheathing w/ 8d Nails 6 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force HDFff 1436.521b Holdown Types Simpson ST2122 MSTC28 Page Cascade Residential Design, Inc. 102 South St. l WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL GG. Wind loads per foot: Distance between shear wall: Li 12ft Wall Length Lgg (13 8) ft Percent full height sheathing. 8ft 8ft Check Wind Force Check Seismic, Rf•= 15 psf (40.ft 28 ft) 2 W3 13191bft W3E vgg PROJECT PIan.1819/2 100 MPH W3E 165.33Ibft 1 L2 16ft 1 W [(L1 4•a L2 L1, 3 2L1 2 Co Lgg Wa 10.psf 40-ft 5 ft W Rf Wa W 104001b 07V W 1 Seismic Force E E 53.33Ibft Co Lgg Overturning Moment on 8ft Wall. Plate Height: Pt 8 1 ft Lgg 8 ft OTM vgg.L Pt OTM 6030.961bft Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 2 ft L Wa 0 6•(10•psf) Pt L W Rf Wa W 532.81b DLRM W L g g DLRM 2131.21bft 2 Holdown Force Net Uplift: OTM DLRM HDFgg HDFgg 487 471b Lo g 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 ZN Per Nail B vgg Bp 1 74ft Shear Wall Summary: Wind force Seismic Force vgg 93 07Ibft 1 Egg 4 3.331bft 1 B.P. Nailing Spacing B =174ft 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 pif Interior 1/2' GWB Unblocked BOTH SIDES w/ 5d Cooler Nails 7' 0 C WindCapacity 200 plf Seismic Capacity =100 pif Holdown Force HDFgg 487 471b 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN vgg 93 07lbft 1 Holdown Types no holdown Page 4 PATIO NOOK KITCHEN DINING ROOM 4 1 2 131 FOYER LIVING ROOM i BD LIN'c 'ABOVE CVD PORCH n FAMILY ROOM l2� PW R f MAIN FLOOR PLAN M1 r 1, MASTER BEDROOM 2 CAR GARAGE Sf ri 2_ o MSTR BATH Cascade Residential Design, Inc. 102 Sowth 26th S; Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL A. Wind loads per foot: W2 127 491b ft 1 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 va Check Seismic. 3ft 3ft PROJECT PIan.1819/2 100 MPH 1 W2E 160.391b ft 1 vaa Laa W2E•2a L1 a W2 (LI 2a) (LI 2a) L1 2L1 C La La +4 +3(8) +61ft Max Opening height J Oft, Therefore per IBC Table 2305 3 7.2 va 165 72 lb ft 1 1819- 2A,100MPH me 6/28/200 Designer TRUC NGUYEN C 1 00 Rf 15 psf 28-ft 26 ft Wa 10-psf 44-ft 15 ft Fl 15 psf 28•ft 18 ft 2 2 W Rf Wa Fl W 15840 Ib 7/16' Sheathing w/ 8d nails at7 6' 0 C Wind Capacity 339 plf Seismic Force 0 7V WZ I Seismic Capacity 242 If Ea E 104.981b f1 p y P C La Overturning Moment on 3ft Wall. Plate Height: pt 8 1 ft L 3 ft OTM va L Pt OTM 4026.91b ft Shear Wall Dead Load Resisting. Rf 0 6(15 psf) 14•ft L W Rf +Wa +FI L W a DLRM 12961b ft 2 Holdown Force Net Uplift: HDFa OTM DLRM HDFa 910 31b L Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. Wa 0 6.(10-psf) 2Pt L Fl 0 6412 psf) 9 ft L W 8641b ZN 122 lb CD 1 33 Z'N ZN CD Z'N 162.261b Z' B N B 0 98 ft Per Nail va Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing A.B. Spacing va 165 72 16 ft 1 E 104.9816 ft 1 Bp 0.98 ft As 6 66 ft HDFa1 HDFa HDFaa HDFaI 1978.2 Ib Anchor Bolt Spacing (2001 NDS, Table 11E) 5/8' Dia. Bolt, 1 1/2' Side Member Thickness 16d to 12' o.c. 5/8' A.B. 72' o.c. A 830 Ib CD 1.33 ZB A C Z B As As =666ft va La 1625 ft ZB 1103 9Ib Per Bolt Holdown Force Holdown Types HDFa 910.31b No Holdown Req'd HDFa1 1978.216 Simpson STHDBRJ Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL B. Wind loads per foot: Distance between shear wall' L1 20.ft [3(-6) l Wall Length Lb (3 3) ft Lb, 6 ft Lb 2 I ft ft Lb 4.5 ft Percent full height sheathing 3ft 1 Max Opening Height Oft, Therefore C. 1.00 3ft per IBC Table 2305 3 7.2 Check Wind Force Check Seismic: Rf 15 psf 24•ft 14 ft Wa 10.psf 24•ft 15 ft Fl 15 psf 12 ft 14 ft 2 2 W Rf Wa Fl W 73801b 7VW Seismic Force E b C Lb Overturning Moment on 3ft Wall: Lb 3 ft OTM vb•Lb Pt Shear Wall Dead Load Resisting. Rf 6 (15 psf) 2 ft Lb W Rf Wa Fl Lb DLRM W Holdown Force Net Uplift: HDFb OTM DLRM Shear Wall Summary: Wind force Seismic Force vb= 47741Ibft 1 Lb W2 127 49 Ib ft 1 W2E 160.39 Ib ft 1 vb (L1 2a) (LI a vbb Lbb W2S•2a l W2 (LI 2a) L i 2L1 C Lb, DLRM 745.2 lb ft Eb= 176 621bft 1 Eb 176.621bft 1 PROJECT PIan.1819/2 100 MPH Plate Height: Pt 8 1 ft Wa 6 (10•psf)2Pt Lb Fl 6 (12 psf) 7 ft Lb W 496.81b HDFb 3618 641b OTM 11601 121b ft ZN 122 lb CD 1.33 Z'N Z CD Z'N 162.261b Z'N Per Nail B B 0.34 ft vb B.P. Nailing Spacing B 0.34 ft 16d @4 oc A 830.16 ZB As vb 5/8' A.B 24 o c 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN vb= 47741Ibft 1 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf HDFb1 HDFb HDFbb HDFb1 5259 86 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. CD 1.33 ZB A CD ZB 1103.9 As 2.31 ft Per Bolt A.B. Spacing Holdown Force Holdown Types As 2.31 ft HDFb 3618.6416 Simpson STHD14RJ HDFb1 5259 86 Ib Simpson PHD6 Page Cascade Residential Design, Inc 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fox: (253) 284 -3183 "WALL C. Wind loads per foot: W2 127 491bft 1 W2E 160.391bft 1 Distance between shear wall: L1 12 ft L2 20.ft Wall Length. Lc (13 16) ft Percent full height sheathing Check Wind Force vc Check Seismic. Rf 15 (psf) (48 ft 32 ft) 2 W Rf Wa +FI W 223201b Seismic Force Ec C Lc Overturning Moment on 13ft Wall: L 13 ft OTM vc L Pt Shear Wall Dead Load Resisting. ZN 122 lb Z'N B E CD 1.33 Z'N ZN CD B 1.96ft 13 5ft 13.5ft vcc Lcc W2E [22) W2, L1 (2 a W4 L2 (TA Ll 2 7V W C Lc Wa•= 10•psf 15ft E 82 891bft 1 Rf 6415 psf) 2ftL W Rf +Wa +F1 DLRM W Z Lc DLRM 10342.8Ibft Holdown Force Net Uplift: OTM DLRM HDFc HDFc 232.23 lb L Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. Wa 6•(10•psf) 2Pt L W 1591.21b Z'N 162.261b Per Nail PROJECT PIan.1819/2 (100 MPH) 1 Plate Height: Pt 8 1 ft OTM 13361.84Ibft Fl 15 psf 40•ft 2 ft Fl 6.12 psf 1 ft L E Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing A.B. Spacing vc 126 89Ibft 1 E 82.89lbft 1 B 1.96ft qs 13 32ft 16d 16' o.c. 5/8' A.B. 72' o.c. W4 154 031bft 1 Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 7.2 vc 126 89Ibft 1 Exterior. 7/16' Sheathing 8d nails 6' 0 C WindCapacity 339 plf Seismic Capacity =242 pif Interior- 1/2' GWB Unblocked BOTH SIDES w/ 5d Cooler Nails 7' 0 C WindCapacity 200 pif Seismic Capacity =100 plf Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. As 830.1b CD 1 33 ZB A CD Z B As As 13.32 ft Holdown Force Holdown Types No Holdown Reg d HDFc 2 32.231b 1 819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN ZB 1103.91b Per Bolt Cascade Residential Design, Inc. 102 South 26th St.`Tacoma, WA 98402 Tel: (253) 284 -3170 .Fax: (253) 284 -3183 WALL D. Wind loads per foot: W4 154 031bft 1 Distance between shear wall LI 12ft Wall Length Percent full height sheathing* Check Wind Force Check Seismic. Rf 15 psf 40•ft 1 ft 2 W Rf Wa FI W 132001b 7 V W Seismic Force Ed C Ld Overturning Moment on 6ft Wall. Ld 6 ft OTM vd Ld Pt Shear Wall Dead Load Resisting: Rf 6•(15 psf) 2 ft Ld Ld (6 9.5 14) ft Ld 29.5 ft vdd Ldd W2E 2a L1 al W2 (LI 2a) (L1 2a) vd LI 2L1 1 C Ld vd 65.291b ft Wa 10•psf 40•ft 15 ft FI 15 psf 40•ft 12 ft Wa 6ft 6ft Ed 48 19Ibft 1 W Rf Wa FI W 734 41b Ld DLRM W DLRM 2203.2lbft 2 Holdown Force Net Uplift: HDFd OTM DLRM HDFd 161 651b Ld Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. 6•(10 psf) 2Pt Ld W4E 181 931bft 1 Plate Height: Pt 8 1 ft OTM 3173 08 lb ft Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z N A 830•Ib CD 1.33 ZB A CD Z p vd Bp =249ft As d As= 16.91ft v Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types 1 1 Bp 2.49ft As 16.91 ft HDFd 161 651b No Holdown Req'd vd 65.29Ibft Ed 48 191bft Z'N 162.261b Per Nail PROJECT PIan.1819/2 100 MPH =1 Fl 6412 psf) 1 ft Ld 16d 12' o.c. 5/8' A.B. 72' o.c. W2 127 491bft 1 1 819- 2A,100MPH.Adendom_ mcc 8/26/200! Designer TRUC NGUYEN Max Opening Height Oft, Therefore C 00 per IBC Table 2305 3 7.2 0 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf ZB 1103 91b Per Bolt PE �f 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: Distance between shear wall L1 22 ft L2 26.ft Wall Length Percent full height sheathing. Check Wind Force Check Seismic. Rf 15 psf 44•ft 25 ft 2 W Rf Wa Fl W 20100 lb ZN 122 lb Z'N Bp ve B =042ft ve W2 127 491b ft 1 4ft 4ft vee•Lee W5E 2a 2 L1 PROJECT Plan 1819/2 (100 MPH) W5 114.21b ft 1 W5E 143.21b ft 1 Le (8 4) ft Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7 2 =1 W5. C Le L1 (2 a 2 L1 J+w2 2 Wa 10.psf 44•ft 15 ft Fl 15psf 2 8ft 25 ft 2 7VW Seismic Force Ee Co E 180.381b ft 1 Le Overturning Moment on 4ft Wall: Plate Height: Pt 8 1 ft L 4 ft OTM ve•L Pt OTM 12553Ibft Shear Wall Dead Load Resisting. 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 DLRM 20161b ft Holdown Force Net Uplift: CD 1.33 Z'N ZN CD Z'N 162.261b Per Nail Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing ve 387 441b ft 1 E 180.38 lb ft 1 B 0 42 ft 16d 4 o.c A 830 lb ZB As ve A.B. Spacing As =2.85ft 5/8' A.B 32' o.c As 2.85 ft ve 387 441b ft 1 OTM DLRM HDFe HDFe 2634.25 lb HDFeI HDFe HDFee HDFeI 5696 45 lb L Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1.33 ZB A CD 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf ZB 1103.91b Per Bolt Holdown Force Holdown Types HDFe 2634.2516 Simpson STHD8RJ HDFeI 5696 451b Simpson PI-.1D6 Cascade Residential Design, Inc. 102 Souttt26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT PIan.1819/2 (100 MPH) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN WALL F. Wind loads per foot: Distance between shear wall. L1 18•ft Wall Length Lf (11.5 4) ft Percent full height sheathing pia Oft 4ft Check Wind Force W Rf Wa FI W 20640 Ib ZN 122 Ib Z'N B p vf B 0 72 ft W2 127 491bft 1 vff Lff W2E. vf 2 a LI 16d 8' o.c W2E 160.391b ft 1 L2 8 ft 1 w2. C Lf (L1 2 _4 a L2 2L1 2 Check Seismic. 1 r Rf 15 psf 44•ft ft I Wa 10•psf•44•ft 15 ft Fl 15psf 128ft 26 ft 2 J 7VW Seismic Force E f Ef 143 4Ibft C Lf Overturning Moment on 4ft Wall. Plate Height: Pt 8 1 ft Lf 4 ft OTM vf Lf Pt OTM 7254 44 lb ft Shear Wall Dead Load Resisting: Rf 6 (15 psf) 0 ft Lf Wa 6 (10•psf) Pt Lf FI 6 (12psf) 13ft Lf W Rf Wa FI W= 56881b Lf DLRM W DLRM 1137 6 Ib ft Holdown Force Net Uplift: OTM DLRM HDFf HDFf 1529.21 1b Lf Base Plate Nailing Spacing (2001 NDS'Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. CD 1.33 Z'N ZN CD Z'N 162.261b Per Nail Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing vf 223 91bft Ef= 14341bft 1 Bp =072ft Max Opening Height Oft, Therefore per IBC Table 2305 3 7.2 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness A 830 Ib CD 1 33 ZB As• As =4.93ft vf A.B. Spacing As 4.93 ft 5/8' A.B 60' o.c. vf= 223 9lbft 1 1/2' GWB Blocked BOTH SIDES w/ 5d Cooler Nails 4 0 C Wind Capacity 300 pif Seismic Capacity 150 plf ZB A CD C 1 00 ZB 1103 91b Per Bolt Holdown Force Holdown Types HDFf 1529.21 Ib Simpson MSTC48B3 Page 7-3 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. L1 20ft Wall Length Lg (48) ft Percent full height sheathing. Check Wind Force vg Check Seismic. Rf 15 psf 48ft 20 ft 2 W Rf Wa Fl W 9600Ib 7116' Sheathing w/ 8d nails 6' 0 C Seismic Force E 7 V WZ 21.5416 fr 1 Wind Capacity 339 plf g C Lg E g Seismic Capacity 242 plf Overturning Moment on 48ft Wall: Plate Height: Pt 9 1 ft L 48 ft OTM vg L Pt OTM 15759.321b ft Shear Wall Dead Load Resisting. Rf 6 (15 psf) 2 ft L Wa 6 (10•psf) Pt L Fl 6412 psf) 0 ft L W Rf Wa Fl W 3484 81b L DLRM W DLRM 83635.21b ft 2 Holdown Force Net Uplift: OTM DLRM HDFg L ZN 122 Ib Z'N Bp E B 7.53 ft vg= 3 6081bft 1 E 21.541bft 1 W4= 154.03 1 W4E= 181.931bft 1 48ft 48ft W4E•2a L1 a W4 (LI 2a) (L1 2a) L1 2LI Wa 10-psf 48-ft 5 ft HDFg 141408Ib C Lg Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails 1 1/2' Plate Thickness. 1 CD 1.33 Z'N ZN CD Z'N 162.261b Per Nail PROJECT PIan.1819/2 100 MPH A 830 lb ZB As E Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing A.B. Spacing B p 7.53ft 16d 16' o.c. Max Opening Height Oft, Therefore per IBC Table 2305 3 7.2 Fl 15 psf 0 ft o ft 2 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness As= 51.25ft 5/8' A.B. 72' o c 1819- 2A,100MPH mcc 6/28/200: Designer TRUC NGUYEN vg= 36081bft 1 CD 1.33 ZB A CD ZB 1103.916 As 51.25 ft Per Bolt C 1 00 Holdown Force Holdown Types No Holdown Req'd HDFg –1414 08 Ib Cascade Residential Design, Inc. 102 SoutIT 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Eax: (253) 284-3183 WALL H. Garage Portal Frame Wind loads per foot: W 114.2lbft 1 W5E 143.21bft 1 Distance between shear wall L1 22 ft Portal Frame Length Lh (1 88 1.88) ft Check wind force vh Check Seismic: Rf 15 psf 20-ft ft 2 W Rf Wa W 43001b 7VW Seismic Force E Restraint Panel Height 10ft Maximum Restraint Panel Width 1 88ft Minimum Allowable Shear per Panel 860 lb Shear per Panel Lh Vh 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 PROJECT PIan.1819/2 100 MPH L1 —a (L1 -2a) W2E 2 a W2•(L1 2 a) LI 2 L1 vh 434.58 lb ft (Lh-vh) 2 Lh Wa 10•psf 20-ft 5 ft Eh= 123 161b ft 1 Vh 817 021b O K. 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 Fix: (253) 284 -3183 PROJECT PIan.1819/2 (100 MPH) 1819- 2A,100MPH mcd 8/31/2005 Designer TRUC NGUYEN WALL I. Wind loads per foot: Distance between shear wall Li 12 ft L2 12 ft Wall Length Li (6) ft Percent full height sheathing Eft 6ft Check Wind Force W Rf Wa Fl W 19560 Ib Seismic Force E C Li W Rf Wa Fl W 734 4 Ib Li DLRM W DLRM 2203.21b ft 2 Holdown Force Net Uplift: OTM DLRM HDF1 VI B =0.28ft Li Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness ZN 122 Ib ZN B vi 7VW Shear Wall Summary: Wind force Seismic Force W2 127 491b ft 1 vgg-Lgg W5E vi 583 03 Ib ft 1 Ei 351 08 Ib ft 1 HDFi 4355 38 lb 2a 2 1 W5 L1 W5 114.2lbft 1 W5E 143.21bft 1 C Li L1 (2 a L2 W2•- 2 L1 2 Check Seismic. Rf 15 psf 44-ft 24 ft Wa 10 psf 44 ft 15 ft Fl l5psf 28ft 24 ft 2 2 Ei 351 08 lb ft 1 Overturning Moment on 4ft Wall. Plate Height: Pt 8 1 ft Li 6 ft OTM vi Li Pt OTM 28335 471b ft Shear Wall Dead Load Resisting. Rf 6 (1S psf) 2 ft Li Wa .6 (10•psf)2Pt Li Fl 6 (12psf) lft Li CD 1.33 Z'N ZN CD Z'N 162.261b Per Nail B.P. Nailing Spacing Bp 0.28ft 16d 3 o.c Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 A 830 Ib ZB As vI A.B. Spacing as 1 89 ft 5/8' A.B 22' o.c. vt 583 031b ft 1 7/16' Sheathing w/ 8d nails 3' 0 C Wind Capacity 638 plf Seismic Capacity 456 plf HDFi1 HDFi HDFgg HDFil 4842.85 lb Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 133 ZB• =A CD ZB 110391b Per Bolt As= 1.89ft Holdown Force Holdown Types HDFi 4355.381b STHDI4RJ or PHD6 HDF11 4842 85 Ib Simpson PHD6 Page R CCM 10N TRJ55E5 24' OL. PER MK:. SPECS. TTP GIRDER 6:12 GAB/ END TgJ55 6:12 MFR MONO TRUSSES 24' OL. A5 PER MFG. SPECS. TTP ROOF FRAMING PLAN 2 6 RAFTERS 24' OL MFR COMMON TRJ55E5 24' OL. AS PER MFG. SPECS. TTP MFR COMMON TRJ55ES 24' 0L. A5 PER MFG. SPECS. TTP MFR COMMON TRJSSEE 24' OL. 45 PER MFG. SPECS. M. 2 f i% L 2 V.2 2 ”c1 L-14 1 i z e WfL 5 vc (c.rirz- RH W wpi_ e) E, f._ 21 zq‘ 8 loo' 4. i t'r 4,) V 1)1., I IL 2,5 4), 2D��t2. i I I L I I I I I i I 1 I CASCADE Location Residentia Des'gn, inc. Job Name Technical Representative g t Job Number p� T t Sheet of By No Date I )2 South 261h Si. Tai_uma,"tiA °•8402 253.284.3170 15 .284 I °3 fix malt cascaden)lx. II Rev 580003 User KW- 0605873 Ver5.8.0,1 -Dec 2003 (01083 -2003 ENERCALC Engineering Software Description BEAM #1 LGeneral Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 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 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 657 05 psi Fb 1.242.00 psi !Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 D. Center Left Right 3.500 in 9.250 in Sawn 1 150 Pin -Pin 32.500 pcf Dead Load -0 018 in 3.000 ft 3,925.8 L. Defl 0 028 in 0 000 in 0 000 in 2.73 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 5 17 fv Fv 225 00 /ft /ft /ft General Timber Beam Depth 9.25in, Ends are Pin -Pin 0 529 1 2.7 k -ft 5.2 k -ft at 3.000 ft at 6 000 ft 62.80 psi 207 00 psi Center Span 6.00ft 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 Total Load -0 048 in 3.000 ft 1,501 69 LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope 375.00 #/ft /ft /ft Maximum Shear *1 5 Allowable Shear 2.0 k 6.7 k Left 1.82 k Right 1.82 k Camber Left 0 000 in Center 0 028in Right 0 000 in 0 70 k 0 70 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Deft Max 1.82 k Max 1 82 k Dead Load 0 000 in 00 Job Date 4 40PM 23 JUN 05 Page 1 1 8 1 9 2 100MPH.ecwCaIculations Base allowables are user defined 0 000 in 00 0 00 ft 0.00 ft 0 00 ft Beam Design OK Total Load 0 000 in 00 0 000 in 00 Rev 580003 user KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM #2 LGeneral Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads L Deflections Center Left Cantilever Right Cantilever Summary 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 DL DL DL 5.500 in 9 500 in Sawn 1 150 Pin -Pin 32.500 pcf Center Span. Dead Deflection -0 055 in .Location 4 000 ft Length /Defl 1 745.9 Camber using 1.5 D.L. Defl Center 0.082 in Left 0.000 in Right 0 000 in 293 00 #/ft /ft /ft LL LL LL Span= 8.00ft, Beam Width 5 500in x Depth 9 Sin, Ends are Pin -Pin 0 914 1 6.3 k -ft 6 9 k -ft 6.34 k -ft at 4 000 ft 0 00 k -ft at 8.000 ft 0 00 k -ft 0 00 k -ft 6.94 fv 73.56 psi Fv 195.50 psi Total Load -0 143 in 4.000 ft 671.24 Reactions Left DL Right DL Title Dsgnr• Description Scope General Timber Beam Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 8.00 ft ft ft 875.0 psi 170.0 psi 625 0 psi 1,300 0 ksi 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 .Lu .Lu .Lu Job Date. 4 40PM, 23 JUN 05 Page 1 1 O 2 100MPH.ecw:Calculations 0 00 ft 0 00 ft 0 00 ft Beam Design OK 3.8 k 10.2 k Left 3 17 k Right 3 17 k Camber Left 0 000 in Center 0 082 in Right 0 000 in Max 3 17k Max 3 17 k bead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Title Dsgnr Description Rev 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM #3 General Information Section Name 6x8 Beam Width 5.500 in Beam Depth 7.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 150 Beam End Fixity Pin -Pin Wood Density 32.500 pcf L FuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Scope General Timber Beam :7" Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow 675 0 psi Fv Allow 140.0 psi Fc Allow 405.0 psi E 1 100.0 ksi 600 ft ft ft ,k' DL 60 00 /ft LL 100.00 /ft DL /ft LL /ft DL /ft LL #/ft Job Date 4 40PM 23 JUN 05 .Lu 0 00 ft .Lu 0 00 ft .Lu 0 00 ft Page 1 1819 2- 100MPH.ecw:Calculations Beam Design OK Span= 6.00ft, Beam Width 5.500in x Depth 7.5in, Ends are Pin -Pin Max Stress Ratio 0.228 1 0.8 k -ft Maximum Shear *1 5 0 6 k 3.3 k -ft Allowable 6.6 k 0 76 k -ft at 3.000 ft Shear Left 0 51 k 0 00 k -ft at 0 000 ft Right 0 51 k Max Left Support 0 00 k -ft Camber Left 0 000in Max Right Support 0 00 k -ft Center 0 014in Max. M allow 3.34 Reactions Right 0 000 in 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 Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.010 in -0 023 in Deflection 0 000 in 0 000 in .Location 3 000 ft 3.000 ft .Length /Deft 0 0 0 0 Length /Deft 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 Left 0.000 in Right 0.000 in Rev 580003 User KnJ- 0605873, Ver 5.8.0, 1 -Dec 2003 General Timber Beam tu1983 -2003 ENERCALC Engineering Software Description BEAM #4 GARAGE DOOR HEADER General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined i. Section Name 4x12 Center Span 16 00 ft .Lu 0 00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 11.250 in Right Cantilever ft .Lu 0 00 ft Member Type Sawn Douglas Fir Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900 0 psi Load Dur Factor 1 150 Fv Allow 180 0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1 600 0 ksi Full Length Uniform Loads Center DL 30.00 /ft LL 50 00 #!ft Left Cantilever DL #/ft LL /ft Right Cantilever DL #/ft LL /ft Deflections Title Dsgnr Description Scope Job Date. 4 40PM. 23 JUN 05 Page 1 1819- 2 -100M PH.ecw:Calculations Beam Design OK Span= 16 OOft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0.406 1 Maximum Moment 2.8 k -ft Maximum Shear *1 5 0.9 k Allowable 7 0 k -ft Allowable 8.2 k Max. Positive Moment 2.84 k -ft at 8.000 ft 1 Shear Left 0 71 k Max. Negative Moment 0 00 k -ft at 16 000 ft Right 0 71 k Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 129in Max. M allow 7 00 Reactions. Right 0 000 in fb 462.32 psi fv 24 06 psi Left DL 0.31 k Max 0 71 k Fb 1 138.50 psi Fv 207 00 psi Right DL 0.31 k Max 0 71 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 086 in -0 197 in Deflection 0 000 in 0 000 in Location 8.000 ft 8 000 ft .Length /Defl 0 0 0 0 Length /Defl 2,224 9 973 37 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0 000 in Center 0 129 in .Length /Deft 0 0 0 0 Left 0 000 in Right 0.000 in Ilk TJI ,10 FLR JSTS 16 OC. AS PER MFG. SPECS. ttP II1 TJI 1( FLR J5T5 16 OC. AS PER MFG. SPECS TTP 4x w UPPER FLOOR FRAMING PLAN d1 145 P.coli cPfl,x/ 3 iz4 AAA CAE Location Residential Design, Inc. Job Name L, V Technical Representative Job Number Sheet Ott ti 102 South 26th St Tacoma, WA 98402 253.284.3170 253.284.31'83 fax email: cascade@x.netcorn.com of By T /L.' Date (9t al 1 a 3 0 f 4 ,EMI 111311111111111111 al ■.1 f i <it II III 1111111 i� zi z. it At 2 1111■■■■ t tt 11y*. 4x1 F" 1111■■ 1111■ 1111■■■■■■■ ■■1■■■11m 1111 1111■■■ ■111 1 AAA CAE Location Residential Design, Inc. Job Name L, V Technical Representative Job Number Sheet Ott ti 102 South 26th St Tacoma, WA 98402 253.284.3170 253.284.31'83 fax email: cascade@x.netcorn.com of By T /L.' Date (9t _1 J____W _b'L r ..ofri 10L,L _A__ 1 7 5, 2 17 1 \s i,1 1 1 6 6 le) is 3 E! c�} 75. o ►_t �?C 1 0 \Al >L 12 I 1 V. -n I C3 L I D'? imp -I 0 4 1 7.,:: 6 e 13 4 IKEt X II LUIL t r i IR L 12. 12 I 400 6L o zo b I t E I I 1 AA* CASCADE Residentia Design, Inc. Job Name Location PL0L z 102 South 26th t. Tacorna,WA 98402 253.284.3170 1183 fax email: cascadetix.netcom.Lorn Job Number Sheet 13A- of Technical Representative By '7R J r\.1. r Date I Q 's Rev 520003 I User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 I (c)198 2003 ENERCALC Engineering Software .zsx.✓�.�'sas>•.,�• disc:. zs' v�".: :;:�'Ci�az.a°irc °;s.'v-s.'�:>dz �':,%v'�.�'�:4�3:::�.. Cts.a ;c Description A. BEAM OVER FAMILY ROOM rGeneral Information 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 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 7 72.02 psi Fb 2.600 00 psi L Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 D. Center Left Right 5 3 k -tt 17.8 k -ft 5.29 k -ft at 8.000 ft 0 00 k -ft at 0 000 ft 0 00 k -ft 0.00 k -ft 17.82 fv Fv 42.02 psi 285 00 psi Dead Load Total Load -0 136 in -0.263 in 8.000 ft 8 000 ft 1 415.2 730 65 L. Defl 0.203 in 0 000 in 0 000 in Title Dsgnr• Description Scope General Timber Beam Code Ref' 200i NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 8 Center Span 16 00 ft Left Canti)eve: ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1.9 E Fb Base Aliow 2,600 0 psi Fv Allow 285 0 psi Fc Allow 750 0 psi E 1 900 0 ksi Full Length Uniform Loads a e .1 Z ,=a. Center DL 76.00 #/ft LL 80.00 /ft Left Cantilever DL #Ift LL /ft Right Cantilever DL #Ift LL #/ft Depth 1 .875in Ends are Pin -Pin 0.297 1 Reactions. Left DL Right DL Left Cantilever Deflection Length /Deft Right Cantilever Deflection .Length /Defl .Lu Lu .Lu Job Date 1 43PM, 26 AUG 05 0 000 in 0.0 i Page 1 E 1819.2- 10oMPH.ecw:Caiculations 0 00 ft 0 00 ft 0 00 ft Beam Design OK Maximum Shear *1 5 1 7 k Allowable 1 8 k 1\ Shear Left 1.32 k Right 1.32 k Camber Left 0 000in Center 0.203 in (a@ Right 0 000in 0 68 k Max 1 32 k 0 68 k Max 1 32 k Dead Loa Total Load 0.000 in 0 000 in 00 00 0 000 in 00 is 3'� Rev 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever 1,323.0 Ibs Ibs 4 000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max. M allow B SUPPORT BEAM A MicroLam 3.5x11.875 3.500 in 11.875 in Manuf /So.Pine DL DL DL Camber using 1.5 D.L. Defl Center 0 783 in Left 0 000 in Right 0.000 in 122.00 #/ft #/ft /ft LL LL LL Title Dsgnr Description Scope General Timber Beam Point Loads Dead Load Live Load distance Summary Span= 18.00ft, Beam Width 3.500in x Depth 11.875in, Ends are Pin -Pin Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Center Span 18.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1.9 E Fb Base Allow 2,600 0 psi Fv Allow 285.0 psi Fc Allow 750 0 psi E 1,900.0 ksi 90 00 #/ft #/ft #/ft Lu .Lu .Lu Ibs Ibs Ibs Ibs lbs lbs 0 000 ft 0 000 ft 0 000 ft Ibs Ibs 0000ft 0 662 1 11.8 k -ft Maximum Shear 1 5 4.2 k 17.8 k -ft Allowable 11 8 k 11.81 k -ft at 7 704 if Shear Left 3.02 k 0 00 k -ft at 18.000 ft Right 2.29 k Max Left Support 0.00 k -ft Camber Left 0.000 in Max Right Support 0 00 k -ft Center 0 783in 17.82 Reactions. Right 0 000in fb 1 722.41 psi fv 101 57 psi Left DL 2.21 k Max 3.02 k Fb 2,600.00 psi Fv 285.00 psi Right DL 1 48 k Max 2.29 k Deflections Center Span. Dead Load Total Load Deflection -0.522 in -0 751 in .Location 8.568 ft 8.712 ft .Length /Defl 413.8 287 74 Dead F amp Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Job Date: 1 43PM. 26 AUG 05 00 Page 1 r 1819 2 100MPH.ecw:Calculationsj, 0.00 ft 0 00 ft 0 00 ft 7 W7R51ryz" Ibs lbs Ibs Ibs 0.000 ft 0 000 ft Beam Design OK Load Total Load 0.000 in 0.000 in 00 00 0.000 in 0 000 in 00 4�Xrvrrh Bu iat TJ- Beam(TM) 6.10 Serial Number 7003013791 User 2 11/9/2004 11.01:33 AM Page 1 Engine Version 1 10.3 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Input Bearing Width Length 1 Stud wall 3.50' 2.25' 2 Stud wall 3.50' 2.25' PROJECT INFORMATION: PLAN 1819/2 0 LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 480/144/0/624 480 144 0 624 -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. Maximum 610 610 2680 Design -604 610 2680 0.363 0 472 35 Control 1655 1110 3620 0 440 0.879 35 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. Copyright 2003 by Trus Joist Weyerhaeuser Business TJI and TJ Beam eglstered trademark of Trus Joist I Joist" Pro and TJ Pro' are trademarks of Trus Joist BEAM 5 UPPER FLOOR JOIST 11 7/8" IMO 210 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Control Passed (36 Passed (55 Passed (74 Passed (L/581) Passed (L/447) Passed 18' Other Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 b 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 -3 General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density 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 fb 868.02 psi Fb 1 080 00 psi [Deflections Center Span. Deflection Location .Length /Deft Camber using 1.5 D. Center Left Right 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Dead Load -0016 in 2.500 ft 3 749 4 L. Defl 0 024 in 0.000 in 0 000 in 3.61 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 fv Fv 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 93.14 psi 180 00 psi Total Load -0 044 in 2.500 ft 1,364 06 Reactions. Left DL Right DL Title Dsgnr Description Scope Rev 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 General Timber Beam Page 1 (o1983-2003 ENERCALC Engineering Software c.:d..�.; u s e:'.an. -"r' rr "Toait�tar-•usaz 5n�s'sar�:.i '3ZLi.✓' '.'.•s^ .sz 181 .1 Suv;:�:.'u:�a^.z'a_ ..s�d3lTv?:t r, z s He C i0��5 Description BEAM #6 Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 1- rte:,• 5 Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 5.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi Full Length Uniform Loads _ey- r .;.w p zm-%. Center DL 413.00 /ft LL 735.00 #/ft Left Cantilever DL /ft LL /ft Right Cantilever DL /ft LL #/ft Maximum Shear *1 5 Allowable Shear 105 k 1.05 k "M" Le Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl Job Date. 4 40PM, 23 JUN 05 .Lu 0 00 ft Lu 0 00 ft Lu 0 00 ft Beam Design OK 3.0 k 5.8 k Left 2.89 k Right 2.89 k Camber Left 0 000 in Center 0 024 in Right 0 000in Max 2.89k Max 2 89 k Dead Load 0 000 in 00 Total L d 0 000 in 0.0 0 000 in 0 000 in 00 00 morass, Rev 580003 User KW- 0605873 ver 5.8.0, 1 -Dec 2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software Description BEAM#7 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 [Deflections Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right 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 fb 514.24 psi Fb 1 080 00 psi fv Fv Dead Load -0 009 in 3.000 ft 7,909.2 L. Defl 0014 in 0 000 in 0 000 in 108.00 /ft /ft /ft 2.14 k -ft 0 00 k -ft 0 00 k -ft 0.00 k -ft 4 49 49 15 psi 180 00 psi Title Dsgnr Description Scope Job Date. 4 40PM. 23 JUN 05 Page 1 s 1819- 2- 100MPH. ecw- Calculation s Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 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 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 Total Load -0 038 in 3.000 ft 1 918.73 L L LL LL Reactions. Left DL Right DL 360 00 #/ft /ft /ft Maximum Shear *1 5 Allowable Shear 1 6 k 5.8 k Left 1 43 k Right 1 43 k Camber Left 0.000 in Center 0.014 in Right 0.000 in 0 35 k 0 35 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Lu 000 ft .Lu 0 00 ft .Lu 0 00 ft Dead Load 0 000 in 00 Beam Design OK Max 1 43 k Max 1 43 k Total Load 0 000 in 00 0 000 in 0 000 in 00 00 .3 v Rev 580003 User KW- 0605573 Ver 5.8.0, 1 -Dec 2003 tct1983 -2003 ENERCALC Engineering Software Description BEAM #8 General Information 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 /Deft Camber using 1.5 Center Left Right Section Name MicroLam 1 75x11.25 Beam Width 1 750 in Beam Depth 11.250 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 Center DL Left Cantilever DL Right Cantilever DL 4 78 k -ft 0.00 k -ft 0.00 k -ft 0 00 k -ft 8.00 fv Fv Dead Load -0.042 in 4 500 ft 2,566.9 DL.Defl) 0 063 in 0 000 in 0.000 in T<" 0 598 General Timber Beam L Full Length Uniform Loads ma=r sue::: i x' '7RM..�:,,r1i, Span= 9 OOft, Beam Width 1 750in x Depth 11.25in, Ends are Pin -Pin Code Ref 2001 NDS. 2003 IBC 2003 NFPA 5000 Base allowables are user defined 1 l 108.00 /ft /ft /ft Center Span 9 00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1 9 E Fb Base Allow 2,600 0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1 900 0 ksi 1 4 8 k -ft 8.0 k -ft at 4 500 ft at 9 000 ft 128.29 psi 285 00 psi Reactions. Left DL Right DL Title Dsgnr• Description Scope 4333;°. `l .!i �•r`.5L4'S"' :y.t.^Sdv''f LL 360 00 #/ft LL #/ft LL #/ft Job Date. 4 40PM. 23 JUN 05 Lu 0 00 ft Lu 0 00 ft .Lu 0 00 ft 77-E'. ::a:1::am7t 7'77 s..cr'"o rax i�'P. T,r ,.r.^«. a..::° 5sbt Total Load Left Cantilever Dead Load -0 177 in Deflection 0 000 in 4.500 ft .Length /Defl 0 0 610 94 Right Cantilever Deflection .Length /Deft Page 1 1819- 2- 10OMPH.ecw:Calcutations' Beam Design OK Maximum Shear *1 5 2 5 k Allowable 5 6 k Shear Left 2.13 k Right 2.13 k Camber Left 0 000 in Center 0 063 in Right 0 000in 0.51 k Max 2.13 k 051 k Max 2.13k Total Load 0 000 in 00 0 000 in 0 000 in 0.0 0 0 Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 General Timber Beam Page 1 83 -2003 ENERCALC Engineering Software .s' ,s^ :mc;;:;s„: 14,4ts,,...a��. �,w C,z... 1819- 2-100MPH.ecw:Calculations Description BEAM #9 General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads r Center DL Left Cantilever DL Right Cantilever DL MicroLam 3.5x11.25 3.500 in 11.250 in Manuf /So.Pine Span= 12.00ft, Beam Width 3 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1.547 37 psi Fb 2,600 00 psi [Deflections Center Span. Deflection .Location Length /Deft Camber using 1.5 Center Left Right Dead Load -0 076 in 6.000 ft 1 889 5 D.L. Defl 0 114 in 0 000 in 0 000 in Title Dsgnr Description Scope Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined yz, ::kZ7Mt 3, 7T ;r 'x' ..v:,:✓ '3$',,"'> -;;?aY 12.00 ft ft ft MicroLam 1.9 E 2,600.0 psi 285 0 psi 750 0 psi 1 900 0 ksi .500in x Depth 11 0.595 1 9.5 k -ft 16.0 k -ft 9 52 k -ft at 0 00 k -ft at 0 00 k -ft 0 00 k -ft 16.00 fv 102.51 psi Fv 285.00 psi Center Span Left Cantilever Right Cantilever Truss Joist MacMillan, Fb Base Allow Fv Allow Fc Allow E 7;t" z 120 00 #/ft LL /ft LL /ft LL .25in, Ends are Pin -Pin Total Load -0.313 in 6.000 ft 460 47 400 00 #/ft #/ft /ft Maximum Shear *1 5 4 0 k Allowable 11.2 k 6.000 ft Shear Left 3.17 k 0 000 ft Right 3 17 k Camber Left 0 000 in Center 0 114 in Reactions. Right 0 000 in Left DL 0 77 k Max 3 17 k Right DL 0 77 k Max 3.17 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Dead Load 0 000 in 00 0 000 in 00 Job Date 4 40PM, 23 JUN 05 0 00 ft 0 00 ft 0 00 ft Beam Design OK Total Load 0 000 in 00 0 000 in 00 J Rev 580003 User KW- 0605873, Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software n a, ss� .,-c�7 7T; x r-• Description BEAM #10 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 Deflections Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 661.38 psi Fb 1 080 00 psi Center Span. Deflection .Location Length /Deft Camber using 1.5 Center Left Right 3 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf 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 General Timber Beam Code Ref' 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined fi, cFa' 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 0 612 1 2.8 k -ft 4.5 k -ft 2.75 k -ft at 3 000 ft 0.00 k -ft at 6.000 ft 0 00 k -ft 0 00 k -ft 4 49 fv 63.22 psi Fv 180 00 psi Total Load -0 048 in 3.000 ft 1 491.86 LL LL LL Span= 6.00ft, Beam Width 3 500in x Depth 9.25in, Ends are Pin -Pin Reactions. Left DL Right DL Title Dsgnr Description Scope 410 00 #/ft /ft /ft Maximum Shear *1 5 Allowable Shear 0 60 k 0 60 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Deft Job Date 4 40PM. 23 JUN 05 Page 1 1819- 2- 100MPH ecw:Calculations Beam Design OK 2.0 k 5.8 k Left 1.83 k Right 1 83 k Camber Left 0 000 in Center 0 024 in Right 0 000in Max 1 83 k Max 1 83 k Dead Load Total Load 0 000 in 0 000 in 00 00 0.000 in 0 000 in 00 00 1. .II •.,l 1 4 I 1 -4-.' Ot isr ga I 24 X IS' MIN GULL SPACE ACCESS 7 it t 1 I4-c/ 0 41( 10 d-4(i0 1 24 24 24 24 14 24 24 1 2 Mq C Pitik5 Sic 11 1 RAO/ I nag. 0 F C 0 BARRIER I'M tvogs.-64A)-e 0(6 1 i. Ka) t ill; e 24 4 4 74 24 24 24 4 24 f I 5'-b 1 I 6■1.• 1 I 14 24 24 1 BLOCK OUT FOR MECI-LWORK a 1 1 1 1 1 l 1 1 1 .0-,Ct ALMSEISINDE 4 24' 10' CCNC. PIER la CBE POST ANCHOR 0/ P.T. b POST _I- ..7 4' C. SLAB ON 4' =IP FILL TIP SLOPE 3/1b FT TOWARD DOORS i J' 6 V 0' 6 -0' V-104' lb -3' R.O. FOUNDATION FRAMING PLAN 4A4, GAscADE Job Name Location Residentia Design, Inc. L4: Kt 10 I q/2- .s1 1.41 Ft A Technical Representative Job Number Sheet 17 71 1r By 1 C2 Ruth 'AI St Tacoma, 1\/ AQ84( 253.289.3170 25 284 3 83 email: 'IT of Date -4— 1 di W i 24 2 41 1 :/I 1 _P.'. cq: 2 l i_ ;1.�1.__ —r— r-- 166 3f ii—r-rf I 12 2i 15 1/ 7, 4Or E'Lt. 11g- 4 0 DF.44 .2- FmA i ii, wm .12. 4-0B04[,12.17 i \1$) LL L 401 U rZ. itio L1S 1 x. tO -F i I 1 1- 1 1 J 1 1 1 1 _j_ 1 4A4, GAscADE Job Name Location Residentia Design, Inc. L4: Kt 10 I q/2- .s1 1.41 Ft A Technical Representative Job Number Sheet 17 71 1r By 1 C2 Ruth 'AI St Tacoma, 1\/ AQ84( 253.289.3170 25 284 3 83 email: 'IT of Date -4— 4 ViN rharuser Busi TJ- Beam(TM) 6.10 Serial Number 7003013791 User 2 11/9/2004 11:02:12 AM Page 1 Engine Version: 1 10.3 BEAM 11 MAIN FLOOR JOIST 9 1/2" TJI® 110 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 13' 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' 347 104 0 451 2 Stud wall 3.50' 2.25' 347/ 104/0/ 451 See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. Maximum 436 436 1372 Shear (lbs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION. PLAN 1819/2 Design -430 436 1372 0 189 0.246 40 Control 1220 1018 2380 0.315 0.629 35 Copyright 2003 by Trus Joist a Weyerhaeuser Business TJT° and TJ Beam are registered trademarks of Trus Joist I Joist Pro' and TJ Pro' are trademarks of Trus Joist Control Passed (35 Passed (43 Passed (58 Passed (L/798) Passed ([1614) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Product Diagram is Conceptual. A3: Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Board® 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. OPERATOR INFORMATION. TRUC NGUYEN Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Phone (253) 284 Fax (253) 284-3183 tnguyen @cascaderd.com Rev 530003 User KW- 0605373 Ver 5.8.0, 1 -Dec 2003 Icr1983 -2003 ENERCALC Engineering Software Description BEAM #11 -MAIN FLOOR JOIST General Information 7 ,7 77 77 Section Name 2x10 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 Summary L Deflections Center Span. Deflection Location .Length /Deft Camber using 1.5 D. Center Left Right DL DL DL 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 842.98 psi Fb 935 00 psi 1 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf bead Load -0 096 in 6.500 ft 1 632.0 L. Defl 0 143 in 0 000 in 0.000 in 16.00 /ft #/ft /ft Title Dsgnr Description Scope General Timber Beam Center Span 13.00 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 LL LL LL 500in x Depth 9.25in, Ends are Pin -Pin 0 902 1 1.5 k -ft 1 7 k -ft 1.50 k -ft at 6 500 ft 0 00 k -ft at 0.000 ft 0 00 k -ft 0 00 k -ft 1 67 fv 44.39 psi Fv 150 00 psi Reactions. Left DL Right DL 52.00 /ft /ft /ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0 12 k 0 12 k Total Load Left Cantilever -0.355 in Deflection 6.500 ft .Length /Deft 438.93 Right Cantilever Deflection Length /Defl .Lu .Lu .Lu Max Max Job Date. 4 40PM, 23 JUN 05 Page 1 1819- 2- 10 0MPH.ecw Calculations' Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined I V3 0 00 ft 0.00 ft 0 00 ft Beam Design OK 06 k 2.1 k 0 46 k 0 46 k 0 000in 0 143 in- 0 000in 0 46 k 0 46 k Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 0 0 0.0 kA3 Rev 580003 User Kw- 0605873, Ver 5.8.0, 1 -Dec 2003 101983 -2003 ENERCALC Engineering Software Description BEAM #12 -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 LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 914.21 psi Fb 1 080.00 psi Deflections DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span. Dead Load Deflection -0 029 in Location 4 000 ft Length /Deft 3 336 7 Camber using 1.5 D.L. Defl Center 0 043 in Left 0 000 in Right 0 000 in 3.80 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 108.00 /ft #/ft /ft fv 71 17 psi Fv 180.00 psi Title Dsgnr Description Scope General Timber Beam Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Span= 8.00ft. Beam Width 3.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0.846 1 3.8 k -ft 4.5 k -ft at 4 000 ft at 8.000 ft Total Load -0 119 in 4 000 ft 809 46 LL LL LL Reactions. Left DL Right DL 8.00 ft ft ft 900 0 psi 180 0 psi 625.0 psi 1 600 0 ksi 360.00 /ft /ft #/ft 0 46 k 0.46 k Left Cantilever Deflection :Length /Deft Right Cantilever Deflection Length /Defl r .Lu .Lu Lu Maximum Shear 1 5 Allowable Shear Dead Load 0 000 in 00 0 000 in 00 Job Date: 4 40PM. 23 JUN 05 Page 1 1819- 2 -100M PH.ecw:Calculations Base allowables are user defined 0 00 ft 0 00 ft 0 00 ft Beam Design OK 2.3 k 5.8 k Left 1 90 k Right 1 90 k Camber Left 0 000 in Center 0.043 in Right 0 000 in Max 1 90 k Max 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 General Timber Beam fu1983 -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 Summary L Deflections Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Span= 3 50ft, 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 443 74 psi Fb 1 080.00 psi 0 00 k -ft 0.00 k -ft 4 49 fv Fv Dead Load -0 003 in 1 750 ft 13 305 5 L. Defl 0 005 in 0 000 in 0 000 in 1 85 k -ft 0 00 k -ft 338.00 /ft /ft /ft 54 73 psi 180 00 psi Title Dsgnr Description Scope Center Span 3.50 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 Total Load -0 011 in 1 750 ft 3 811 89 LL LL LL Depth 9.25in, Ends are Pin -Pin 0.411 1 1 8 k -ft 4.5 k -ft at 1 750 ft at 0 000 ft Reactions. Left DL Right DL 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 Dead Load 0 000 in 00 Job Date 4 40PM. 23 JUN 05 Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 1 8 k 58 k Left 2.11k Right 2.11 k Camber Left 0 000 in Center 0 005 in Right 0 000 in Max 2.11k Max 2.11 k 0 000 in 00 Page 1819- 2,100MPH.ecW:Calculations 0 00 ft 0 00 ft 0 00 ft Beam Design OK Total Load 0 000 in 00 0 000 in 00 Cascad Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT PIan.1819/2 (100 MPH) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Maximum Load For 6x6 HF #2 Wood Post psf psi plf psf ft lb plf ft H 8 083-ft 144 Fc 575 psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 E' 1100000 psi 6x6 HF #2 Wood Post Properties F' c F CD CFc F' c 575 psi Axial Load Capacity Slenderness Ratio (SL) H SL• h KCE E FCE 2 SL 1 FCE F' c 2C F' Cp F' C• =08 Axial Load Capacity Slenderness Ratio (SL) 1 FCE F' c 2C F' Cp F' KCE 0.3 FCE 1061 psi 1 FCE\ F' c 2C F' c 1430 psi F' c FCE F' c C 2 1 FCE F CE F'c 2C C Kf F' 491 psi Pmax F' A Kf F' 921 psi Pmax F' A Kf =1 h 5.5-in t 5.5 in A• A= 30.3in t h 3 1 I 76.3 in 12 S I2 S= 27 7in 3 h Cp 0.85 Pmax 14841 lb (Maximum post Capacity) Maximum Load For 3 -2x6 HF #2 Built u Wood Post ps p psf 144 plf psf ft lb plf ft H 8 083-ft 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 Fc CD CFc Kf 1 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) h•= 5.5•In C p =0 64 0.6 for unbraced nailed built up posts 0 75 for bolted) t•= 3(1.5)in SL C 0.8 KCE 0.3 2 A• A 24.8 in KCE E' FCE FCE 1254psi t h 3 4 SL I 1 62.4 in 12 S 12 S 22.7 in h Pmax 22791 lb (Maximum post Capacity) 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 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E' 1300000 psi F' c F CD CF F' c 1430 psi 2 HF #2 Built Up Post Properties Kf 1 0 6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 5.5 in SL• =H C• =0 KCE =0.3 Ic-CE*E' FCE FCE 1254 psi SL 1 FCE F' c 2C F'c Cp F' c Maximum Load For 4x4 HF #2 F 1300•psi E'•= 1300000•psi F' c Fc CD CFc Axial Load Capacity Slenderness Ratio (SL) H SL• h KCE• E' FCE S L C p FCE 1 F' c 2 I FCE FCE F c F'c 2C C F' c 1495 psi C 0 8 KCE 0.3 FCE 508 psi 2 FCE FCE 1 F' c F c 2C 2C C F' 466 psi Kf PROJECT PIan.1819 /2 (100 MPH) Kf F' =921 psi P F' Pmax Pc A t (2) 1.5-in A• =th th 3 I•= 1= 41.6in S 12 S =151in h psi psf pif psf ft 144 CD 1 CFb 1.5 CM 1 C 1 CL 1 CF 1 15 Ci 0 85 4x4 HF #2 Wood Post Properties Kt 1 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) h 3.5 in t 3.5 in A• A= 12.3in t h 4 I• 1 =12.5 in 12 S• S =7lin h C p 0. 31 psf psi 144 12 C 0 64 plf psf ft lb plf ft H 8 083-ft A 16.5 in 1 max 151941b (Maximum post Capacity) lb pif ft H 8 083.ft P 57041b (Maximum post Capacity) 1819- 2A,100MPH mcd 6/28/2005 Designer' TRUC NGUYEN Page L\1 Cascade firsidential Design, Inc. 102 South 26th t. Tacoma, WA 98402 Tel: (253) 284-3 fax: (253) 284 -3183 PROJECT PIan.1819/2 100 MPH 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Maximum Load For 3 -2x4 HF #2 Built up Wood Post F 1300•pst CD 1 CFb 1 CM 1 CI 1 CL 1 CF 1 1 E 1300000 psi 3 2x4 HF #2 Built Up Post Properties F' c F CD CF F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL h KCE FCE SL C p H SL h KCT•E' FCE SL 1 FCE F' c 2C C 0.8 KCE 0.3 FCE 508 psi i �2 1 FCE 1 F CE F CE F Fc F'c 2C 2C C F' Cp F' c F' 463 psi F' c F CD CF F' c 1430 psi Axial Load Capacity Slenderness Ratio (SL) C =08 1{CE• =0.3 FCE 508 psi Kf Pmax F' A Kf 1 h•= 3.5 in t•= 31.5 in C 032 Maximum Load For 2 2x4 HF #2 Built u Wood Post psi p psf 144 plf psf ft lb plf ft H 8 083.ft F 1300•psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 1 E' 1300000 psi 2 -2x4 HF #2 Built Up Post Properties Kf 1 h 3.5-in t•= (2) 1.5 in FCE2 FCE S•= L F' F' c Kf C 0 32 2C C p F' 463 psi Pmax F' A psf ps, plf psf ft lb plf ft H 8 083•ft 144 A t h A= 15 8 in th 3 1 I= l61 12 S lh S 9.2111 0.6 for unbraced nailed built up posts 0 75 for bolted) Pmax 7298 Ib (Maximum post Capacity) A• =th A= 10.5in th 3 I•= 1= 10 7in 4 12 0 6 for unbraced nailed built up posts 0 75 for bolted) Pmax 4865 (Maximum post Capacity) Page \J Y\