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HomeMy WebLinkAbout224 Juniper Ln Technical - BuildingTECHNICAL Permit OZ 22_1- 3unl pe Lane Project description e S e Fm Resaterioe Date the permit was finaled CA -Z3 -Q2 Number of technical pages 70 Address CASCAI esdenni Desig, Inc LAri:ERAL ANAlYSIS BEAM CAIJCUIJA7IONS EXPIRES. JUNE 5 200 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1819/2A August 31 2005 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D 2i Turn& Lculle c1 -So n cl /4 5-23-02 102 S 26 St. Tacoma, WA 98402 Phone 253 284 -3170 Fax 253 284 3183 Cascade Re4idential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Te`I (253) 284 -3170 Fax (253) 284 -3183 DESIGN LOADS. ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF PROJECT F'lan.1819/2 (100 MPHI WOODS WOOD TYPE. JOISTS OR RAFTERS 2X. -HF #2 BEAMS OR HEADERS 4X 6X OR LARGER -DF #2 LEDGERS AND TOP PLATES- -HF #2 STUDS 2X4 OR 2X6- -HF #2 POSTS 4X4- -HF #2 4X6- -H F #2 6X6- -DF #2 GLUED- LAMINATED (GLB) BEAM HEADER. Fb =2 400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2.0E BEAM HEADER Fb =2 900 PSI Fv =290 PSI Fc (Perp) =750 PSI E =2 000 000 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2 600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 900 000 PSI TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON 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 Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 T (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 IL 1 0 For Seismic Use Group I occupancy (Table 1604 5) R 6 5 Light Framed Wood Walls Shear Panels (Table 1617 6.2) S 1.25 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short Period (Assumed) S1 0 40 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period (Assumed) F 100 Site Coefficient based on Site Class S (Table 1615 1.2(1)) F, 1 5 Site Coefficient based on Site Class S (Table 1615 1 2(2)) W Seismic Weight of Structure (Units LB w Seismic Weight of Structure at Level x (LB Equation 16 -38 Equation 16 -39 Equation 16 -40 Equation 16 -41 S S F S 1.25 S Si Fv Sm1 0 6 2 SDS 3 Sms SDS 0 83 2 SDI Sml SDI 0 4 1.2 SDS Equation 16 -56 V W Seismic Base Shear R V =0154 W Equation 16 -57 1.2 SDS F R w PROJECT PIan.1819/2 (100 MPH 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 mcd 6/28/2005 Designer* TRUC NGUYEN Cascade Residential Design, Inc. 102 Smith 26th St. Tacoma WA 98402 MU (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 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 K20 70 Velocity Pressure Exposure Coefficients at 15ft z 20ft (Table 6 -3) K25 70 Velocity Pressure Exposure Coefficients at 20ft z 25ft (Table 6 K30 70 Velocity Pressure Exposure Coefficients at 25ft z 30ft (Table 6 -3) K40 76 Velocity Pressure Exposure Coefficients at 30ft z 40ft (Table 6 -3) Topographic Factor Multipliers w/ L Oft H Oft and x Oft (Figure 6 -4) K 1 0 K2 1 K3 15 1 K3.20 1 K3.25 1 K3.30 1 Topographic Factor Coefficients (Figure 6 4) K151 (1 K1 K2 K3 15) 1 '201 (I K1 K K3.20)2 2 K251 (1 K1 K2 K3.25� K30t (I K1 K2 K3.30) 2 K401'= (1 KI K2 K3 40) K15t= 1 K201 1 K251 1 K301 1 K40 1 Kd 0 85 Wind Directionality Factor (Table 6 -4) v 100 Wind Speed per Hours (Figure 6 1) I 0 Important Factor (Table 6 -1) PROJECT PIan.1819/2 (100 MPH 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN K3 40 1 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284 -3170 Fax: (253) 284 -3183 Internal Pressure Coefficients (Figure 6 -5) GC. 18 GC .56 GCp12 .21 GCO3 43 GC 14 Zr ;7 End Zone Coeffieicient a (Figure 6 -10 Note 9) Least Horizontal Dimension x 44ft 10% of Least Horizontal Dimension 0 Ix 4 4 ft or GCp 69 GCO2i. .27 GCp13L —.53 GC 48 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 Therefore a 4 Oft PROJECT Plan 1819/2 (100 MPH Velocity Pressure q Evaluated at Height z (Equation 6 -15) q15 0 00256 K15 K15t Kd v 1 115 15.23 q20 0 00256 K20•K201 Kd•v I '120=15.23 q25 0 00256 K25 K25t Kd v I q25 15.23 q30 0 00256 K30.1{301 Kd v 1 gm= 15.23 440 0 00256 1( 40 .1( 40t Kd v 1 q40 16.54 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) 0 04x 1 76 ft 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Page Cascade Residential Design, Inc 102 Sou4h 26th St. Tacoma, WA 98402 TM: (253) 284 -3170 Fax: (253) 284 -3183 Design Wind Pressures (Equation 6 18) P151'_ P15.2 P 15.3 P154'= P20 I P20.2 P20.3 g is (GCpfl) psf q is (GCO2) psf q is (GCp13) psf 915 (GCpf4) psf g20'(GCpfl) psf 920' (GCO2)• psf g20'(GCp13) psf 1 20 4 g2o'(GCpf4) psf P25 I q25 (GC P25.2 q25 (GCO2) psf P25.3 q25 (GCO3) psf P25 4 925 (GCp14) psf P30 I g30 psf P30.2 g30'(GCO2) psf P30.3 930 psf P30 4 g30'(GCpf4) psf P40 1 94o'(GCpfl) psf P40.2 g40 psf 1 '40.3 g40 P40 4 g40 psf P15 1 8.53 lb ft 2 P15.2= 3 21 bft 2 P15 3 -6.55 lb ft 2 P154= 5641 P20 1 8.53 lb ft 2 P20.2= 3 2 lbft 2 P20.3 -6.55 lb ft 2 P20 4 -5 641b ft 2 P251= 8 53 lbft 2 P25.2 3.2 lb ft 2 P25.3 -6.55 lbft 2 1 254 -564 lb ft 2 P30 1 8.53 lb ft 2 P30.2 3.21b ft 2 P30.3 -6.55 lb ft 2 P30 4 -5 64 lb ft 2 1 40 I 9.26 lb ft 2 P40.2= 3471 P40.3 11 Ib ft 2 P40 4 -6 121 b ft 2 PROJECT PIan.1819/2 (100 MPH P15 IE 915 (GCpflE) Psf P15.2E 915 (GCp12E)•psf P15.3E 915 (GCp13E) psf P15 4E qis (GCp14E) psf P20 IE 920'(GCpf1E)'Psf P20.2E 920'(GCp12E) psf P20.3E 920'(GCpl3E)'psf P20 4E g20'(GCpl4E)'psf P25 1E q25 (GCpf1 E) psf P25.2E 925 (GCp12E)'Psf P25.3E 925 (GCp13E) psf P25 4E q25 (GC04E) psf P30 lE 9304GCpfnE) psf P30.2E 9304GCp12E) psf P30.3E 930 (GCp13E) psf P30 4E g30'(GCpi4E) psf 1 40 1E 940'(GCpf1E) Psf P40.2E 940'(GCpt2E) psf P40.3E g40'(GCpt3E) psf P40 4E g40•(GCpt4E) psf 1819- 2A,100MPH mod 6/28/2005 Designer TRUC NGUYEN P15 1E 10.51 lbft 2 P15.2E= 411 lbft 2 P15.3E= -8071 1 l54E= 7311 P201E= 10 P20.23 4 1 l lb ft 2 P20.3E ft 807lb P204E= -731 Ibft 2 P25 1E 10.511bft 2 P25.2E 4 11 lbft 2 P25 3E -8 07 lb ft 2 P25 4E 7.311b ft 2 1 30IE= 10 51 lbft 2 P30.2E 4 1 1 lb ft 2 P30.3E -8 07 lb ft 2 P304E= 7 311 bft 2 P40IE= 1141 lbft 2 2 P40.2E P40.3E -8 76 lb ft 2 P40 4E -7 941b ft 2 cLoPc= 2-7° EgAR ELEVATION FT gvATION SLep i 17 PE6gE 6 7 Lb ---4\0y;kCAO 7 evi 12.1 µT VA VJiN4 Q Qec7S 7G: Cascade Re Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 W2 (P15 1 P15 4) 9ft END ZONE WIND SHEAR AT FLOOR DIAPHRAGM. W2E (P15 IE P15 4E) 9ft WIND SHEAR AT ROOF DIAPHRAGM (Front Rear) PROJECT PIan.1819 /2 (100 MPH WIND SHEAR AT ROOF DIAPHRAGM (Sides). W l (PIS I P15 4)' I ft P20 1 P20 4) 5 ft (P25 I P25 4) 3 ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides). WIL (P15 IL P15 4E) 1 ft (P20 IE P20 4E) 5 f (P25 IE P25 4E)' WIND SHEAR AT FLOOR DIAPHRAGM. W3 (P25.2 P25.3) 17ft sin(27deg) (P20 1 P20 4) 3ft P 204) (-IS P154) Ift END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front Rear). W3E (P25.2E P25.30'17 ft sin(27 deg) �P20 IE P20 4E) 3ft (P15 lE PI5 4E) Ift WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4 (P15.2 P15.3) 22ft sin(27deg) (P15 1 P15 4)' END ZONE WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4E (P15.2E P15.3E) 20•ft sin(27 deg) �P15 IE PIS 4E) 4 ft WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garaae). WS (P15.2 F15.3) 13ft sin(27deg) 15 I P15 4) END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garaae). W5E (P15.2E P15.3E) 13 ft sin(27 deg) �P15 1E P15 4E)' But not less than 10 psf over the projected vertical plane W1 127 491bft W2 127 491b ft 1 W3 131 91b ft 1 W4 154 031bft 1 W5 114.2 WIE= 160.391bft 1 W2E 160 391b ft 1 W3E 165.33 lb ft 1 W4E 181 931b ft 1 W5E 143.2lbft 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN W1= 127491bft W1E= 160.391bft I W2 127 491b ft 1 W2E 160.39lbft 1 W3 131 91bft 1 W3E= 16533Ibft 1 W4 154 03 lb ft I W4E 181.93 lb ft W5 114.21bft 1 W5E 143.21b ft 1 ?_o I ff k BEDROOM 0 3 BEDROOM 0 2 IZMIR F..Ofj_ (BvNNg o PrioNAL) z n BDLG LINE BELOW BDLG LINE BELOW if Cascade Residential Design, Inc. 102 Soath 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL AA. Wind loads per foot: W 1 127 49 Ib ft I Distance between shear wall L I 15 ft Wall Length Laa„ (4 3) ft Percent full height sheathing. 7ft 13ft Check Wind Force Check Seismic. I Rf 15 psf 28 ft ft Wa= 10•psf28•ft 5ft 2 7/16' Sheathing w/ 8d nails 6 0 C W Rf Wa W 4550 Wind Capacity 339 plf Seismic Capacity 242 plf 0 7V W E C Laa Overturnina Moment on 13ft Wall. Seismic Force L 7 ft OTM vaa L Pt Shear Wall Dead Load Resistina. W =Rf +Wa DLRM W Laa 2 Holdown Force Net Uplift: Z'N B•= Bp 078ft vaa Shear Wall Summary: W= 1222.2lb L1 a L1 2a l WIE 2a W1 (L1 2a) LI i 2L1 1 vaa vaa 207.28 lb ft C Laa DLRM 4277 7 lb ft Wind force Seismic Force. vaa 207.28 lb ft E 98 lb ft I E 98 lb ft Rf 0 6(15 psf) 14•ft L Wa 0 6•(10•psf) Pt Laa 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 13 3 Z'N ZN CD Z'N 162.26 lb PROJECT PIan.1819/2 (100 MPH) WIE= 16039 I Laa, 7 ft 0.54 Plate Height: pt 8 I ft OTM 11753 lb ft Per Nail B.P. Nailing Spacing. B =078ft 16d 8' o.c. Laa 4 3 8 ft Laa 6.25 ft Max Opening Height 4ft, Therefore per IBC Table 2305 3 7.2 Holdown Force 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN C 0 80 Holdown Tvoes HDFaa 1067 9lb Simpson MSTC28 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 T61: (253) 284 -3170 Fax: (253) 284 -3183 WALL BB. Wind loads per foot: Distance between shear wall. LI 14ft Wall Length Lbb„, (3 3) ft Lbb„ 6 ft Lbb (2)3 8 ft Lbb 4.5 ft Percent full height sheathing Eft 0.5 Max Opening Height 4ft, Therefore C 0.80 per IBC Table 2305 3 7 2 Check Wind Force Check Seismic: Rf•= 15 psf 17.5ft W, Rf Wa W, 2712.5 lb Seismic Force W1 127491bft 0 7V W Ebb C Lbb Overturning Moment on 12ft Wall: Plate Height: Pt 8 1 ft Lbb 6 ft OTM vbb Lbb Pt OTM 11046 151b ft Shear Wall Dead Load Resistina. Rf 0 6•(I5 psf) 2 ft Lhb Wa 0.6•(10 psf) Pt Lhb W• =Rf +Wa W= 3996Ib DLRM W L h b DLRM 1 198 8 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFbb HDFbb 1641.22 lb Lbb Base Plate Nailing Spacing (2001 NDS. Table 11N) 16d Common Nails 1 1/2' Side Member Thickness. ZN 122 lb CD 1 33 Z'N ZN CD Z'N B B =071ft vbb Shear Wall Summary: Wind force vbb 227.29 lb ft I 12ft W a f Ll a W LI 2a (LI 2a) I L Ll I 2L1 vbb Seismic Force Ebb 81 141b ft I PROJECT PIan.1819/2 (100 MPhil C Lbb„ Wa 10•psf 17.5 ft 5 ft Ebb 81 14Ib ft I Z'N 162.26 lb Per Nail W1E= 160.391bft I B.P. Nailing Spacing B =071ft 16d 8' o.c. vbb 227.29 lb ft I HDFbb 1641.22lb 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 Holdown Force Holdown Types Simpson ST2215 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 vcc Check Seismic: Rf• =15 psf 40•ft ft 2 DLRM W L cc 2 Holdown Force Net Unlit Z Bp vcc B 3 33ft Shear Wall Summary. Wind force Seismic Force vcc 48 791bft E 28 171bft 1 Wt 13191bft LI 16-ft Lcc (26) ft Lcc 26ft 26ft 26ft W3E 2a L1 a W3 (LI 2a) (LI 2a) LI 2L1 1 vcc 48 79 Ib ft Co Lcc Wa 10-psf 40-ft 5 ft W Rf Wa W 68001b 07V W Seismic Force Ecc Ecc 28 17lbft C Lcc Overturnina Moment on 26ft Wall. Plate Height: Pt 8 1 ft L 26ft OTM vcc L OTM 10274 84 lb ft Shear Wall Dead Load Resistina. Rf 0 6.(15 psf) 2 ft L Wa 0 6•(10•psf) Pt Lcc W Rf Wa W 1731 6lb DLRM 22510 81bft PROJECT Plan.1819/2 (100 MPH 1 HDFcc OTM DLRM HDFcc –470 61 Ib Lcc Base Plate Nailina Soacina (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 B.P. Nailina Soacina Bp= 3.33ft 16d 16' o.c. W3E 165.33Ibft Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 Holdown Force 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 Holdown Tvoes 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: Wind loads per foot W3 131 9lbft 1 W 165.33 lbft I Distance between shear wall: L i 12ft Wall Length Percent full height sheathing' Check Wind Force Check Seismic. Rf 15 psf-40 ft ft W Rf Wa W 56001b 0 7V Wz 18 ft 18 ft Wa 10-psf 40 ft 5 ft Seismic Force Edd C Ldd Overturnina Moment on 18ft Wall. Plate Height: Pt 8 1 ft Ldd 18 ft OTM vdd Ldd•Pt OTM 3801 41 lb ft Shear Wall Dead Load Resistina. Rf 0 6415 psf) 2 ft Ldd Wa 0 6•(10 psf) Pt Ldd W Rf Wa W 1198 81b DLRM W Ldd DLRM 10789.2 lb ft Holdown Force Net Uplift: HDFdd OTM DLRM HDFdd -388.211b Ldd Base Plate Nailina Snacina (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 B vdd Shear Wall Summary: Wind force vdd 26 07Ibft B p 6.22 ft Seismic Force Edd 16081bft 1 Edd 16 081bft I PROJECT PIan.1819/2 (100 MPH Ldd (19 5 18) ft Ldd 37.5 ft 1 W3E 2a 7L1 a W3 (LI 2a) (L1 2a) Ll 2L1 1 vdd vdd 26 07lbft C Ldd Z'N 162.261b Per Nail B.P. Nailing Spacing Bp 6.22ft 16d 16' o.c. Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 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 Holdown Force. Holdown Types No Holdown Req'd HDFdd 388.21 lb 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 WI 127 491bft 1 Check Seismic: 11 Rf 15 psf 28•ft 2 ft 17.5ft 2 ft) L 1 14ft L2 l l ft 4ft o 4ft OTM DLRM HDFee HDFee 3062.2lb Lee Base Plate Nailing Solacing (2001 NDS, Table 11N) 16d Common Nails 1 1/2' Side Member Thickness ZN 122 lb CD 1.33 EN ZN CD EN 162.26 lb Z'N Per Nail B p vee B 0.39 ft Shear Wall Summary: Wind force Seismic Force vee 421 16 Ib ft E 149.361b ft 1 PROJECT PIan.1819 /2 j100 MPH) WIL= 160.39lbft 1 1 Za L1 2 4 a L2 WIE WI• vee �L1, 2L1 2_ vee= 421161bft1 C Lee Wa 10•psf 28 ft 5 ft W Rf Wa W 5547.51b 0 7V W 1 Seismic Force Eee E„ 149.36lbft 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 Resistina. Rf 0 6.(15 psf) 14.ft L Wa 0 6.(10 psf) Pt Lee W Rf Wa W 698 41b DLRM W Lee DLRM 1396.8 lb ft Holdown Force Net Uplift: B.P. Nailina Spacing, B 0.39 ft 16d 4 o.c. Max Opening Height Oft -Oin 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 Holdown Force HDFee 3062.2lb 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Holdown Types Simpson MST48 Page 1'1 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 T'el: (253) 284 -3170 Fax: (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) W, Rf Wa W 68601b Seismic Force E I-I Co Lff Overturning Moment on 7ft Wall: Lff 7 It OTM vff Lff Pt Shear Wall Dead Load Resisting. Rf 0 6•(15 psf) 13 ft Lff W =Rf Wa W= 1159.21b L DLRM W DLRM 4057.2 lb ft Holdown Force Net Uplift: HDFff OTM DLRM Z'N B vff Shear Wall Summary: Wind force vff 248 9 I ft B =065ft WI 127 491bft I WIE= 160391bft I 0 7V W, Seismic Force EIt 105.541b ft LI l5ft L2•= Ilft 7ft 7ft (L1 4 a L2 WIE WI. vff L1, 2L1 2 vff= 24891bft1 C Lff Wa 10•psf 28 ft 5 ft HDFff 1436 52 lb Ely 105.541b ft I Wa 0 6.(10-psf) Pt Lff LIT 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 ZN 162.26 lb PROJECT PIan.1819/2 (100 MPH) Plate Height: Pt 8 1 ft OTM 14112.81 Ib ft Per Nail 1 Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 7.2 B.P. Nailing Spacing B =065ft 16d @6' o 7/16' Sheathing w/ 8d Nails 6 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force HDFff 1436.52 lb 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Holdown Types Simpson ST2122 MSTC28 Page it Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tet: (253) 284 -3170 Fax: (253) 284 -3183 WALL GG. Wind loads per foot: Distance between shear wall: L I l2ft Wall Length Lgg (13 8)•ft Percent full height sheathing 8ft ono 8ft Check Wind Force Check Seismic. l Rf• =15psf 40ft 28 ft l 2 J W Rf Wa W 1040016 Seismic Force E 0 7V W, E 53.33Ibft Co Lgg Overturning Moment on 8ft Wall. Plate Height: Pt 8 1 ft Lgg 8 ft OTM vgg Lgg Pt OTM 6030 96 lb ft Shear Wall Dead Load Resisting. Rf 0 6 (15 psf) 2 ft Lgg Wa 0 G.(10-psf) Pt Lgg W Rf Wa W 532.81b DLRM W Lgg DLRM 2131.2lb1t 2 Holdown Force Net Uplift: Q OTM DLRM HDFgg HDFgg 487 471b L Base Plate Nailing Saacina (2001 NDS. Table 11N) 16d Common Nails, 1 1/2' Side Member Thickness. ZN 122 lb CD 13; Z'N ZN CD Z'N 162.26 lb Z'N Bp vgg Shear Wall Summary: Wind force vgg 93 07 lb ft I vgg B 1 74ft W3 131 9lbft I W3E 165.33Ibft I (L1 4•a L2 W3E L1, W3• 2L1 2 Co Lgg Seismic Force. E 53.33 lb ft 1 PROJECT PIan.1819/2 (100 MPH) L2 16ft Wa 10-psf 40•ft 5 ft Per Nail 1 Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 7 2 B.P. Nailina Spacing B 1 74ft 16d 16' o.c. 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN vgg 93 07 Ib ft I 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 HDFgg 487 471b Holdown Types no holdown 0\* \\T „--1/ #f- I Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 TI: (253) 284 -3170 Fax: (253) 284 -3183 WALL A. Wind loads per foot: Distance between shear wall: L1 18.ft Wall Length La (4 3 6 4) ft La 17 ft Percent full height sheathing Check Wind Force Check Seismic: OTM DLRM va W2= 127491bft 1 3ft 3ft Rf 15 psf 28 ft '76 ft Wa 10•psf 44•ft 15 ft Fl 15 psf 28 ft 188 ft 2 2 W Rf Wa Fl W, 15840 lb 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf 0 7V WZ I Seismic Capacity 242 plf Seismic Force E E 104.98 lb ft C La Overturning Moment on 3ft Wall. Plate Height: Pt 8 1 ft L 3 ft OTM va L Pt Shear Wall Dead Load Resisting. Rf 0 6(15 psf) 14•ft L W Rf Wa Fl L DLRM W 2 Holdown Force Net Uplift: DLRM 12961b ft HDFa HDFa 910 31b L Base Plate Nailing Spacing (2001 NDS. Table 11141 16d Common Nails, 1 1/2' Side Member Thickness Shear Wall Summary: PROJECT PIan.1819/2 1100 MPH La 4 +4 +3 6 ft 8 1 Max Opening height Oft, Therefore per IBC Table 2305 3 7 2 vaa Laa W2E 2a LI a W2 (LI 2a) (LI 2a) LI 2L1 va 165 721bft C La OTM 4026.9 lb ft Wa 0 6•(10 psf) 2Pt L Fl 0 6•(12 psf) 9 ft L W =8641b Wind force Seismic Force B.P. Nailing Spacing va 165 72 lb ft 1 E 104 98 lb ft l B 0 98 ft 16d @12' oc. W2E= 160.391bft 1 HDFa1 HDFa HDFaa HDFaI 1978.2 lb Anchor Bolt Spacing (2001 NDS. Table 11E1 5/8' Dia Bolt, 1 1/2' Side Member Thickness. A.B. Spacing As 6 66 ft 5/8' A.B 72' o.c 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN La 16.25 ft C„ 1 00 ZN 122 lb CD 1 33 Z'N ZN CD Z'N 162.261b A 830 lb CD 1 33 ZB A CD ZB 1103.9Ib Z'N Per Nail ZB Per Bolt B B 0.98 ft As• As 6 66 ft va va Holdown Force Holdown Types No Holdown Req'd HDFa 910.3 lb HDFaJ 1978.2 lb Simpson STHD8RJ Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 121: (253) 284 -3170 Fax. (253) 284 -3183 WALL B. Wind loads per foot: Distance between shear wall. LI 20.ft Wall Length Percent full height sheathing Check Wind Force Check Seismic: W2 127 491b ft 1 Seismic Force E b C Lb Overturnina 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: OTM DLRM HDFb Lb Lb (3 3) ft Lb 6 ft Lb 6 Lb, w= s 3 2 ft 8 aft o aft PROJECT PIan.1819/2 (100 MPH W2E 160.391b ft 1 1 Max Opening Height Oft, Therefore per IBC Table 2305 3 7.2 (LI vbb Lbb��, W2E•2a LI a W2 (LI 2a) L1 2a vb LI 2L1 C Lb, 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 7 'v W Wa 6 (10•psf)2Pt Lb Fl 6 (12 psf) 7 ft Lb W 496 8lb DLRM 745.2Ibft Eb 176 621b ft 1 Plate Height: Pt 8 1 ft OTM 11601 12lbft HDFb 3618 641b 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 ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.26lb B Z N B 0.34 ft Per Nail vb p HDFb1 HDFb HDFbb HDFb1 5259.86 lb A 830 lb ZB As vb As =2.31ft 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN Lb 4.5 ft vb 477 41 lb ft 1 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf C 1 00 CD 1.33 ZB A CD ZB 1103.9 lb Per Bolt Shear Wall Summary: Wind force Seismic Force B.P. Nailina Soacina A.B. Spacing Holdown Force Holdown Types Simpson STHD14RJ 1 B =0.34ft As =2.31ft HDFb 3618 641b vb= 47741lbft 1 Eb 176.62lbft 16d 4 o.c 5/8' A.B. 24 o c. HDFb1 5259 86 lb Simpson PHD6 Cascade Residential Design, Inc 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WALL C. Wind loads per foot: W2 127 491bft Distance between shear wall LI 12 ft Wall Length Lc (13 16) ft Percent full height sheathing Check Wind Force vc Seismic Force Holdown Force Net Uplift: Ec C Lc Overturning Moment on 13ft Wall. L 13 ft OTM vc L Pt Shear Wall Dead Load Resisting: Rf 6(Ispsf)2ftL W Rf +Wa +F1 L DLRM W 2 OTM DLRM 7V W vc 126 89lbft E 82.89Ibft W 1591.2 lb 13 5f 13 5ft E 82.891bft 1 Wa 6•(10•psf) 2Pt L DLRM 10342.8 lbft HDFc HDFc 232.23 lb L Base Plate Nailing SDacina (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD Z'N 162.261b B Z'N Per Nail P E Bp 1 96 ft Shear Wall Summary: Wind force Seismic Force B.P. Nailing Spacing B 1 96 ft 16d 16' o.c. PROJECT PIan.1819/2 1100 MPH) W2E 160 391bft 1 L2 20•ft 1 vcc Lcc W2E a 2 W2 L1 (2 a W4 L2 LI 2 LI 2 C Lc Check Seismic. 1 Rf 15 (psf) 48 ft ft) Wa 10-psf 48 ft 15 ft Fl 15 psf 40-ft ft W R Wa Fl W 223201b Plate Height: Pt 8 1 ft OTM 13361 841b ft Fl 6.12 psf 1 ft L Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830-lb ZB As E A.B. Spacing As 13 32f 5/8' A.B. 72' o.c. W4 15403 lb ft 1 CD 1.33 ZB A CD As 13.32 ft HDFc 232.23 lb 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN Max Opening Height Oft -Oin, Therefore C 1 00 per IBC Table 2305 3 7.2 vc 126 89lbft 1 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 ZB 1103.91b Per Bolt Holdown Force Holdown Types No Holdown Req'd Page t Cascade Re Design, Inc. 102 Sottih 26th St. Tacoma, WA 98402 T81:(253)284 -3170 Fax: (253) 284 -3183 WALL D. Wind loads per foot: W4 154 031bft I Distance between shear wall LI 12ft Wall Length Ld (6 9.5 14) ft Percent full height sheathing* oho Eft 6ft Check Wind Force Check Seismic. Rf 15 psf 40•ft 1 2 ft 2 W Rf Wa Fl W, 132001b 7 V W 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 Fl W 734 41b Ld DLRM W DLRM 2203.2lbft L1 a) Ldd W2E 2a W2 (LI gal LI (LI 2a) 2L1 I vd vd 65.291b ft C„ Ld Ed 48 191bft I Wa 6•(10 psf) 2Pt Ld Holdown Force Net Uplift: HDFd OTM DLRM HDFd 161 65 lb Ld Base Plate Nailina Soacina (2001 NDS Table 11N) 16d Common Nails, 1 1/2' Plate Thickness. ZN 122 lb Z'N B vd CD 1.33 Z'N ZN CD B 2.49 ft Shear Wall Summary: Wind force Seismic Force. vd 65.291bft 1 Ed 48 19lbft 1 PROJECT PIan.1819/2 (100 MPH1 W4E 181 931bft I Ld 29.5 ft Z'N 162.261b Per Nail Plate Height: Pt 8 1 ft OTM 3173 08 lb ft I Max Opening Height Oft, Therefore per IBC Table 2305 3 7 2 Wa• =10 psf 40•ft15ft Fl•= IS psf 40•ft 12 ft 2 Fl 6•(12 psf) 1 ft Ld B.P. Nailing Spacina A.B. Soacina Bp =2.49ft As 16.91ft 16d 12' o.c. 5/8' A.B. 72' o.c. W2 127 491b ft I A 830•ib CD 1.33 ZB A CD ZB As As 16.91 ft vd 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Soacina (2001 NDS Table 11E1 5/8' Dia. Bolt 1 1/2' Plate Thickness. HDFd 161.65 lb 1819- 2A,100MPH.Adendom mcd 8/26/2005 Designer TRUC NGUYEN ZB 1103 9Ib Per Bolt C 1 00 Holdown Force Holdown Types No Holdown Req'd Pa ��l Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 TAI: (253) 284 -3170 Fax: (253) 284 -3183 WALL E. Wind loads per foot: W2 127 491b ft 1 W5 114.21b ft 1 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 Check Seismic. ve Rf 15 psf 44 ft 25 ft Wa 10•psf 44•ft 15 ft Fl 15psf 28ft 25 ft 2 2 W Rf Wa Fl W 20100 lb 7VW Seismic Force E C Le Overturning Moment on 4ft Wall: L 4 ft OTM ve•L Pt Shear Wall Dead Load Resistina. W Rf Wa Fl W 1008 lb L DLRM W DLRM 2016 lb ft 2 Holdown Force Net Uplift: E 180.38lbft OTM DLRM HDFe HDFe 2634.25 lb L -Base Plate Nailina Spacing (2001 NDS Table 11N1 16d Common Nails, 1 1/2' Plate Thickness. PROJECT PIan.1819/2 (100 MPH 1 vee•Lee+ W5E 2 a 2\ W5 LI (2 a W2 L2 L1 2 LI 2 C Le Plate Height: Pt 8 I ft OTM 12553 lb ft Rf 6 (15 psf) I4-ft L Wa 6 (10•psf) 2Pt L Fl 6 (12psf) 4ft L ZN 122 lb CD 1 33 Z'N ZN CD Z'N 162.26 lb A 830 lb Z'N Per Nail ZB Bp ye B 0 42 ft As ve Shear Wall Summary: Wind force Seismic Force B.P. Nailina Spacina ve= 387441bft 1 E 180381bft 1 B p 042ft 16d @4 oc A.B. Spacing As 2.85 ft 5/8' A.B 32' o.c. W5E 143.2 Ib ft Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7 2 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf HDFeI HDFe HDFee HDFeI 5696 45 lb Anchor Bolt Soacina (2001 NDS Table 11E1 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1.33 Z13 As CD As 2.85 ft ve 387 441b ft 1 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN ZF3 1103.9 lb Per Bolt Holdown Force Holdown Types Simpson STHD8RJ HDFe 2634.25 lb HDFeI 5696 45 lb Simpson PHD6 Cascade Residential Design, Inc. 102 Sodth 26th St. Tacoma, WA 98402 Tel (253) 284 -3170 Fax: (253) 284 -3183 WALL F. Wind loads per foot: W2 127 49 lb ft 1 Distance between shear wall LI 18-ft Wall Length Lf (11.5 4) ft Percent full height sheathing 4ft Check Wind Force Check Seismic: Rf 15 psf 44•ft 2. ft 2 L1 DLRM W 2 vf W, Rf Wa Fl W 20640 lb 7 V W, Seismic Force E1- Co Lf Overturnina Moment on 4ft Wall: B 0 72 ft 4ft DLRM 1137 61b ft 16d 8' o.c PROJECT PIan.1819/2 (100 MPH W2E 160.391b ft 1 L2 8 ft 1 2 a 2\ L1 2 4 a 2l L2 vff Lff W2E• W2 L1, 2L1 2_ C, Lf Wa 10•psf 44•ft 15 ft Fl 15psf 28ft 26 ft 2 Ef= 143 41bft 1 Plate Height: Pt 8 1 ft L1. 4 ft OTM vf L f Pt OTM 7254 44 lb ft Shear Wall Dead Load Resistina. Rf 6 (15 psf) 0 ft L1• Wa 6 (10•psf)Pt Lf Fl 6 (12psf) 13ft Lf W Rf Wa Fl W 568 81b Holdown Force Net Uplift: HDFf OTM DLRM HDFf 1529.21 lb L 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 vf Shear Wall Summary: Wind force Seismic Force B.P. Nailina Spacing A.B. Spacing vf= 22391bft Ef= 14341bftl Bp 072ft Max Opening Height Oft, Therefore per IBC Table 2305 3 7.2 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. A 830 lb ZB As vf 5/8' A.B. 60' o.c. CD 1.33 ZB A CD ZB 1103.9 lb Per Bolt As 4.93 ft vf 223.91b ft 1 As 4.93 ft HDFf 1529.21 lb 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN C 100 Holdown Force Holdown Types Simpson MSTC48B3 Page 23 Cascade Residential Design, Inc 102 Soulth 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT PIan.1819 /2 (100 MPH WALL G. Wind loads per foot: W4 154 03 lb ft I W4E 181 93 lb ft I Distance between shear wall L l 20ft Wall Length Lg (48) ft Percent full height sheathing 48ft 48ft Check Wind Force Check Seismic. ZN 122 lb CD 1.33 Z'N ZN CD Z'N B E B 7.53 ft Shear Wall Summary: vg= 36081bft I Eg= 21.54lbft I =1 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 Ll a (LI 2a) W4 (L1 2a) W4E 2a vg LI 2L1 I vg 36 081bft Co Lg 20 Wa 10•psf 48.ft 5 ft Fl 15 psf 0 ft ft Rf 15 psf 48ft —ft 2 2 W Rf Wa Fl W 96001b 7/16' Sheathing w/ 8d nails 6' 0 C Seismic Force E 7 V W' I Wind Capacity 339 plf g C Lg E g 21.54 lb ft Seismic Capacity 242 plf Overturnina Moment on 48ft Wall: Plate Height: Pt 9 1 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 DLRM 83635.2 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFg HDFg —1414 08 lb L g Base Plate Nailina Soacina (2001 NDS Table 11N1 16d Common Nails 1 1/2' Plate Thickness. Z'N 162.26 lb Per Nail A 830 lb ZB As E Wind force Seismic Force B.P. Nailing Spacing A.B. Spacing Bp 7.53ft As= 51.25ft 16d 16' o.c. 5/8' A.B. 72' o.c. Anchor Bolt Soacina (2001 NDS Table 11E1 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1.33 ZB A CD ZB 1103.9 lb Per Bolt As= 51.25ft 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 114.2 lb ft 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 ft 2 W Rf Wa Seismic Force W2E•2 a LI a W2 (LI 2 a) (L1 2 a) vh L1 2 L1 vh 434.58lbft l Lh W 4300 lb 7VW Eh Lh Restraint Panel Height 10ft Maximum Restraint Panel Width 1 88ft Minimum Allowable Shear per Panel 860 lb Shear per Panel Vh (Lh vh) 2 Wa 10•psf 20.ft 5 ft 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 MPHI W5E 143.2 lbft 1 Eh 123 161b ft 1 Vh= 817.021b O 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 WALL I. Wind loads per foot: Distance between shear wall L I..= 12 ft L2 12 ft Wall Length Percent full height sheathing. Check Wind Force Check Seismic: Rf 15 psf 44-ft ft 2 Holdown Force Net Uplift: OTM DLRM HDFi HDFi 4355 38 lb Li Base Plate Nailing Spacina (2001 NDS Table 11N1 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 Bp v B 0.28 ft Shear Wall Summary: Wind force vi 583 0 3 Ib ft VI W2 127 491b ft 1 6ft 6ft Seismic Force B.P. Nailing Spacing I B 0.28 ft E, 351 081b ft 16d 3' o.c. PROJECT PIan.1819/2 (100 MPH) W5 114.2lbft 1 W5E= 143.2Ibft 1 I a 2 L l (2 a L2 vgg Lgg W5E LI W5• LI W2'— C Li 24 Wa 10-psf 44-ft 15 ft Fl 15psf 28ft 24 ft 2 W, Rf Wa Fl W 195601b 7VW7 I Seismic Force Ei Ei 351 081b ft C Li Overturnina 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 Resistina. Rf 6 (I S psf) 2 ft Li Wa 6 (10•psf) 2Pt Li Fl 6 (12psf) l ft Li W Rf Wa Fl W 734 416 L, DLRM W DLRM 2203.2 lb ft 2 HDFiI HDFi HDFgg HDFiI 4842.85 lb Anchor Bolt Soacina (2001 NDS Table 11E1 5/8' Dia. Bolt 1 1/2' Plate Thickness A 830 lb ZB As vi A.B. Spacina As 189 ft 5/8' A.B. 22' o c As 1 89 ft vi 583 031b ft I 1819- 2A,100MPH mcd 8/31/2005 Designer TRUC NGUYEN (6) ft Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7 2 7/16' Sheathing w/ 8d nails 3 0 C Wind Capacity 638 plf Seismic Capacity 456 plf CD 1 33 ZB A CD ZB 1 103 91b Per Bolt Holdown Force Holdown Types STHDI4RJ or PHD6 HDF, 4355 38 lb HDFiI 4842.85 lb Simpson PHD6 Page R. COMMON TRUSSES 14' O C PER MFG. SPECS. TYP I0111I1111►r RIM 4 1 o mpg Iq 11 U I•11l1111l GIRDER Pr JK,Ettl 6:11 n 0 END TRUSS MFR MONO TRUSSES 24' O.G. AS PER MFG. SPECS. TYP ROOF FRAMIh B. N -2 6 RAFTERS 14' OL. MFR COMMON TRJ55ES 14' OL. AS PER MFG. SPECS. TYP GIRDE R15 MFR CGYPION TRUSSES 14' 0L. AS PER MFG. SPECS. TYP Q 6:11 0 �I t 1 4 r4 GABIEND TRUSS MFR COMMON TRUSSES 14' OL.` AS PER MEG. SPECS. TYP 5:11 6 CAsCADE Aft.44 Residential Des inc. lc; ''r2_ Z� LL l,S 2s 2: 8/. A Ice ,2 7I 2,5 4 /'2 Job Name P t•1 I gt /1 Location Technical Representative 4 12 Job Number Sheet e l B TPJ C 102 x:uth 2hih iacora, -'8402 251284.3179 25 .251 i I F3 tax ma is scaae( ix.netc.om.L of i \l. Date a Rev- 580003 User kW- 0605873 Vet 5.8.0, 1 -Dec 2003 (CI1983 2003 ENERCALC Engineering Software Description BEAM #1 [General Information 4x10 Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads Summary Center Left Cantilever Right Cantilever DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin 32.500 pcf 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 LDeflections Center Span. Deflection Location Length /Defl Camber using 1.5 D. Center Left Right Dead Load -0 018 in 3 000 ft 3,925.8 L. Defl 0 028 in 0.000 in 0.000 in .w.+1 r 2.73 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 5 17 fv Fv Scope General Timber Beam 2' 225 00 /ft /ft #!ft Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined I li 7/1_. -max 6.00 ft .Lu 0 00 ft ft .Lu 0 00 ft ft Lu 0 00 ft Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow 900 0 psi Fv Allow 180 0 psi Fc Allow 625 0 psi E 1 600 0 ksi LL LL LL 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 Total Load -0 048 in 3 000 ft 1,501 69 Reactions. Left DL Right DL Title Dsgnr Description 375 00 /ft /ft /ft Maximum Shear *1 5 Allowable Shear Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Deft Camber 0 70 k 0 70 k Job Date. 4 40PM. 23 JUN 05 Page 1 'x 1819- 2- 100MPH.ecw:Calculations Beam Design OK 2.0 k 6.7 k Left 1.82 k Right 1.82 k Left 0 000 in Center 0 028in Right 0 000 in Max 1.82 k Max 1.82 k Dead Load 0 000 in 00 0.000 in 00 Total Load 0 000 in 00 0 000 in 00 Rev- 580003 User KW- 0605873, Ver ,.8.0, 1 -Der 2003 (cl1983 -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 LFuII Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Span= 8.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support 0 00 Max Right Support 0.00 Max. M allow 6.94 fb 919 97 psi Fb 1 006.25 psi Deflections 5.500 in 9.500 in Sawn 1 150 Pin -Pin 32.500 pcf 6.34 k -ft 0 00 k -ft k -ft k -ft fv Fv Center Span. Dead Load 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 0 914 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 Depth 9.5in, Ends are Pin -Pin 1 6.3 k -ft 6.9 k -ft at 4 000 ft at 8.000 ft 73.56 psi 195.50 psi Total Load -0 143 in 4.000 ft 671.24 LL LL LL Scope Reactions. Left DL Right DL Title Dsgnr Description 8 00 ft ft ft 875 0 psi 170 0 psi 625 0 psi 1,300 0 ksi 488.00 /ft /ft #/ft Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Deft Camber 1.22 k 1.22 k .Lu Lu .Lu Maximum Shear 1 5 Allowable Shear 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 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 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 Rev- 580003 User kW- 0605873, Ver J.8.0 1 -Dec 2003 (01983-2003 ENERCALC Engineering Software Description BEAM #3 General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Span= 6.00ft, 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 177.31 psi Fb 776.25 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right 5 500 in 7.500 in Sawn 1 150 Pin -Pin 32.500 pcf 0 76 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 3.34 fv Fv Dead Load -0 010 in 3 000 ft 7 577 4 L. Defl 0 014 in 0 000 in 0 000 in General Timber Beam 60 00 /ft /ft /ft 14 63 psi 161 00 psi Code Ref 2001 NDS Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0 023 in 3 000 ft 3 101 93 LL LL LL Title Dsgnr Description Scope Depth 7 5in, Ends are Pin -Pin 0.228 1 0.8 k -ft 3.3 k -ft at 3 000 ft at 0 000 ft Reactions. Left DL Right DL Job Date 4 40PM 23 JUN 05 Page 1 1819- 2- 10OMPH.ecw 2003 IBC 2003 NFPA 5000 Base allowables are user defined 6.00 ft ft ft 675 0 psi 140 0 psi 405.0 psi 11000ksi 100 00 /ft /ft /ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0.21 k 0.21 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection .Length /Defl Lu 0 00 ft Lu 0 00 ft Lu 0 00 ft Max Max Beam Design OK 0.6 k 6.6 k 0.51 k 0.51 k 0 000 in 0014 in 0 000 in 0 51 k 0.51 k Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 [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 Center Left Cantilever Right Cantilever DL DL DL 3.500 in 11.250 in Sawn 1 150 Pin -Pin 32.500 pcf 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 462.32 psi Fb 1 138.50 psi !Deflections Center Span. Deflection ,Location .Length /Defl Camber using 1.5 Center Left Right Dead Load -0 086 in 8.000 ft 2,224 9 D.L. Defl 0 129 in 0 000 in 0 000 in 2.84 k -ft 0 00 k -ft 0.00 k -ft 0 00 k -ft 7 00 fv Fv 30 00 /ft #1ft /ft 24 06 psi 207 00 psi Total Load -0 197 in 8.000 ft 973.37 LL LL LL Title Dsgnr Description Scope Rev- 580003 User KW -0805973 Ver ,.9.0 1 -Dec 2003 General Timber Beam 011983 2003 ENERCALC Engineering Software Description BEAM #4 GARAGE DOOR HEADER 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 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 Reactions. Left DL Right DL 16.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi 50 00 /ft /ft /ft .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0.31 k 0.31 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl Max Max Job Date: 4 40PM, 23 JUN 05 Page 1 1819-2 -100M PH.ecw 0 00 ft 0 00 ft 0 00 ft Beam Design OK 09 k 8.2 k 0 71 k 0 71 k 0 000 in 0 129 in 0.000 in 0 71 k 0 71 k Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 31 r II1 TJI 110 FLR J5T5 16 00. AS PER PEG. SPECS. TYP 1116 TM /'O FLR JSTS 16 OC. AS PER MFG. SPECS. T7P 1116 TJI 1( FLR JSTS IS 06. AS PER MFG. SPECS. TiP 40 2' -0' CANTILEVER -•may a 1 UPPER FLOOR FR4MING 4N 6005 Roof) cPrity/ Kt 3 h.- .J 4 3 2-A CAs Residential Design, Inc. 1 Job Name I" kAJ 1' i f i f Location Technical Representative i p({2, 1 102 South 26th St. Tacoma,WA 98402 253.284.3170 253.284 31'83 fax email: cascade@ix.netcom.com Job Number Sheet of By TA,/ Date CASCADE Residential Des Inc. Ott 1 1g_ o4:[ 4G. re /2 S, yo Job Name \11)1 /2- Vd' i.1 w r w P 3 6e P S EV l7 Location UD R. P,. 1\17:7 ref -"l' N Technical Representative 1.1.5E; 4 b_ I Y; LV L 102 South 26th St. Tacoma, NA 90'102 253.284.3170 233 ")84 3183 fa, email: cascade©Ix.netcom.com Job Number Sheet 3 3A- of 7 HA 1- I— i TT Kw R t4 By 71 Z11,, U,,.- r Date _t I Title Dsgnr. Description Scope r S I IA.:Y.141/-06055373, Ver lt 0 1-Dec 200.; General Timber Beam Page 1 101083 2003 ENERCALC Engineering Software 1819-2-100MPftecw-Calculations air555544, 5 '955 Description A. BEAM OVER FAMILY ROOM I I General Information Code Re- 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 1 f vea097 01 ,177 12 A7P 77,..ir.4:71:. .712TVZI W,,,,rx-M7f,"3 7 a.v. §7.77 '2n 77 74 Section Name MicroLam 3.5x11.875 Center z-_,pan 16 00 ft .i_u 0 00 ft Beam Width 3.500 in Left CaniiieN..e ft Lu 0 00 ft Beam Depth 11.875 in Right Cantilever ft .1_u 0 00 ft Member Type Manuf/So.Pine Truss Joist MacMillan, MicroLarn 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 [Full Length Uniform Loads 7.0;3 .7 55,55455., "7777,1'717 •7.27 Center DL 76 00 #/ft i 1 80 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft I Summary Span= 16.00ft, Beam Width 3 500in x Depth 11 875in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 772.02 psi Fb 2.600 00 psi Job Date 1 43PM, 26 AUG 05 Beam Design OK 0.297 1 5.3 k-ft Maximum Shear *1 5 1 7 k 178 k-ft Allowable 11 8 k 5 29 k-ft at 8 000 ft Shear Left 1 32 k 0 00 k-ft at 0 000 ft 677) Right 1.32 k 0 00 k-ft Camber Left 0 000 in 0 00 k-ft Center 0.203 in 17.32 Right 0 000 in Reactions. fv 42.02 psi Left DL 0 68 k Max 1 32 k Fv 285 00 psi Right DL 0 68 k Max 1 32 k Deflections ear 0 ,4:4' 7St.7, M" .a. 7; 'LW% Center Span. Dead Load Total Load Left Cantilever bead Load Total Load Deflection .0 136 in -0.263 in Deflection 0 000 in 0 000 in .Location 8.000 ft 8.000 ft .Length/Defl 0 0 0 0 .LengthIDefl 1 415.2 730 65 Right Cantilever Camber using 1.5 D.L. Defl Deflection 0 000 in 0 000 in Center 0.203 in .Length/Defl 0 0 0 0 Left 0 000 in Right 0 000 in 1r 4 Rev- 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined y ,,...,.orrx.,;,, _r ;ia,nov -,.m a' arav :rea. v Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur Factor Beam End Fixity Wood Density B SUPPORT BEAM A MicroLam 3.5x11.875 3 500 in 11 875 in Manuf /So Pine Loads 1 000 Pin -Pin 32.500 pcf Full Length Uniform Loads Center DL 122.00 /ft Left Cantilever DL /ft Right Cantilever DL /ft LPoint Loads S.;',"" 7z.:.r A..,» ao is, ,,4ps',,..M7y,itnnx,• v ,r,: Dead Load 1,323.0 lbs lbs lbs Live Load lbs lbs lbs .distance 4 000 ft 0.000 ft 0000 ft Su Title Dsgnr Description Scope General Timber Beam 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 LL LL LL Span= 18.00ft, Beam Width 3.500in x Depth 11.875in, Ends are Pin -Pin Max Stress Ratio 0 662 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 722 41 psi Fb 2,600 00 psi [Deflections 11 8 k -ft 17 8 k -ft 11.81 k -ft at 7 704 ft 0.00 k -ft at 18.000 ft 0 00 k -ft 0 00 k -ft 17.82 fv 101 57 psi Fv 285.00 psi Deflection -0 522 in -0 751 in Location 8.568 ft 8.712 ft .Length /Defl 413.8 287 74 Camber using 1.5 D.L. Defl Center 0 783 in Left 0 000 in Right 0.000 in Reactions. Left DL Right DL 90 00 /ft /ft #/ft lbs lbs lbs lbs 0 000 ft 0 000 ft Lu Lu .Lu 4.2 k 11 8 k Left 3.02 k Right 2.29 k Camber Left 0 000in Center 0.783 in Right 0 000in Maximum Shear *1 5 Allowable Shear 2.21 k 1 48 k Deflection .Length /Defl Right Cantilever Deflection .Length /Deft Job Date: 1 43PM, 26 AUG 05 lbs lbs -0 000 ft Max 3.02 k Max 2.29 k .�,;o �i,.�,.�., R. a,.van,»Y;�av=a �,�az�aysw am .a z..tt. a ;.aa rasw�«�c -are, ,0 ,.v ur a. 0 Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load 0 000 in 0.0 0.000 in 00 0 000 in 0.0 Page 1 1819- 2- 100MPH.ecw:Calculations 0 00 ft 0 00 ft 0 00 ft lbs lbs 0 000 ft Beam Design OK 0 000 in 00 4 AW 111 x, 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 SUPPORTS. 1 Stud wall 2 Stud wall Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Input Bearing Width Length 3.50' 2.25' 3.50' 2.25' DESIGN CONTROLS. PROJECT INFORMATION. PLAN 1819/2 Copyright 2003 by Trus Joist a Weyerhaeuser Business TJI' and TJ Beam ar registe ed trademarks of Trus Joist I Joist' Pro and TJ Pro' are trademarks of Trus Joist BEAM 5 UPPER FLOOR JOIST 11 7/8" TJ I® 210 16' o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED v Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead 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 Maximum Design Control Control 610 -604 1655 Passed (36 610 610 1110 Passed (55 2680 2680 3620 Passed (74 0.363 0 440 Passed (L/581) 0 472 0.879 Passed (L/447) 35 35 Passed 18' Other 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® 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. 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. 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 (01983 -2003 ENERCALC Engineering software Description BEAM #6 General Information Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin -Pin Wood Density 32.500pcf [full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL Summary Span= 5.00ft, Beam Width 3 500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow 4 49 fb 868 02 psi Fb 1 080 00 psi Deflections Center Span. Deflection Location .Length /Deft 3.61 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft r, Dead L oad -0.016 in 2.500 ft 3,749 4 Camber using 1.5 D.L. Defl Center 0 024 in Left 0 000 in Right 0 000 in 413.00 /ft /ft /ft Total Load -0.044 in 2.500 ft 1,364 06 Iv 93.14 psi Fv 180 00 psi 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 Title Dsgnr• Description Scope General Timber Beam Code Ref 2001 NDS 2003 Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E IBC 2003 NFPA 5000 Base allowables are user defined 5 00 ft ft ft 900 0 psi 1800 psi 625 0 psi 1 600 0 ksi 735 00 /ft /ft /ft Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 105 k 1 05 k Left C antilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu Lu Max Max Dead Load 0.000 in 00 Job Date 4 40PM, 23 JUN 05 0 000 in 00 Page 1 1819- 2 -10OM PH. ecw:CaICU latiOns 0 00 ft 0 00 ft 0 00 ft Beam Design OK 3.0 k 5.8 k 2.89 k 2.89 k 0 000 in 0 024 in 0 000 in 2.89 k 2.89 k Total Load 0.000 in 0.0 0 000 in 00 S 5) Rev- 580003 User KW- 0605873, Vet' 5.8.0, 1 -Dec 2003 (01983.2003 ENERCALC Engineering Software Description BEAM #7 [General Information [Full Length Uniform Loads Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Center DL Left Cantilever DL Right Cantilever DL Summary Span= 6.00ft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 514.24 psi Fb 1 080 00 psi Deflections 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 0.00 k -ft 0 00 k -ft 4 49 Dead Load -0 009 in 3.000 ft 7,909.2 D.L. Defl 0014 in 0.000 in 0.000 in 108.00 /ft /ft /ft 2.14 k -ft 0 00 k -ft fv 49 15 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 LL LL LL 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 Reactions. Left DL Right DL 6.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi 360 00 /ft /ft /ft Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 0 35 k 0 35 k Left Cantilever Deflection Length /Deft Right Cantilever Deflection .Length /Deft Lu .Lu .Lu Max Max Dead Load 0 000 in 00 Job Date. 4 40PM. 23 JUN 05 Page 1 I. 1819-2- 100MPH.ecw Base allowables are user defined 0 000 in 00 0 00 ft 0 00 ft 0 00 ft Beam Design OK 1 6 k 5.8 k 1 43 k 1 43 k 0 000 in 0 014 in 0 000 in 1 43 k 1 43 k total Load 0 000 in 00 0 000 in 00 Rev- 580003 User KW- 0605873 ver ,.8.0, 1 -Dec 2003 IC)1983 -2003 ENERCALC Engineering Software Description BEAM #8 Summary Left 0 000 in Right 0 000 in Title Dsgnr• Description Scope General Timber Beam [full Length Uniform Loads Center DL 108.00 /ft LL 360.00 /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.eCwCalculations [General Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name MicroLam 1 75x11.25 Center Span 9 00 ft Lu 0 00 ft Beam Width 1 750 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 O 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 Beam Design OK Span= 9 OOft, Beam Width 1 750in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0 598 1 Maximum Moment 4.8 k -ft Maximum Shear 1 5 2.5 k Allowable 8.0 k -ft Allowable 5 6 k Max. Positive Moment 4 78 k -ft at 4.500 ft Shear Left 2.13 k Max. Negative Moment 0.00 k -ft at 9 000 ft Right 2.13 k Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0 063 in Max. M allow 8.00 Right 0 000 in Reactions. fb 1 555 01 psi fv 128.29 psi Left DL 0.51 k Max 2.13 k Fb 2,600 00 psi Fv 285 00 psi Right DL 0.51 k Max 2.13 k [Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 042 in -0 177 in Deflection 0 000 in 0 000 in Location 4.500 ft 4.500 ft .Length /Defl 0.0 0 0 Length /Defl 2,566.9 610.94 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0 000 in 0 000 in Center 0 063 in .Length /Defl 0 0 0.0 3- Rev 520003 User KW- 0605873, Ver 3.8 0 1 -Dec 2003 101983 2003 ENERCALC Engineering Software Description BEAM #9 Title Dsgnr Description Scope General Timber Beam Job Date 4 40PM, 23 JUN 05 Page 1 1819- 2 -100M PH.ecw Calculations LGeneral Information Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined 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 ManuflSo.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 L FuII Length Uniform Loads Center DL 120 00 /ft LL 400 00 /ft Left Cantilever DL /ft LL /ft Right Cantilever DL /ft LL /ft Summary ....F.., Span= 12.00ft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0.595 1 Maximum Moment 9.5 k -ft Maximum Shear *1 5 4 0 k Allowable 16.0 k -ft Allowable 11.2 k Max. Positive Moment 9.52 k -ft at 6.000 ft Shear Left 3.17 k Max. Negative Moment 0 00 k -ft at 0.000 ft Right 3 17 k Max Left Support 0 00 k -ft Camber Left 0 000 in Max Right Support 0 00 k -ft Center 0.114 in Max. M allow 16.00 Right 0 000 in Reactions 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 [Deflections 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 /Defl 0 0 0 0 Left 0 000 in Right 0 000 in Beam Design OK Rev 580003 User KW- 0605973, Ver 5.9.0, 1 -Dec 2003 (01983-2003 ENERCALC Engineering Software Description BEAM#1 0 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 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 Deflections 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 Dead Load -0 016 in 3 000 ft 4 530 3 L. Defl 0 024 in 0 000 in 0.000 in 2.8 k -ft 4 5 k -ft 2.75 k -ft at 3 000 ft at 6.000 ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 4 49 fv Fv 194 00 /ft /ft /ft 63.22 psi 180 00 psi Total Load -0 048 in 3 000 ft 1 491 86 LL LL LL Title Dsgnr Description Scope General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Span= 6.00ft, Beam Width 3 500in x Depth 9.25in, Ends are Pin -Pin 0 612 1 Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Reactions. Left DL Right DL 6.00 ft ft ft 900 0 psi 180 0 psi 625 0 psi 1 600 0 ksi 410 00 /ft /ft #/ft 2.0 k 58 k Left 1 83 k Right 1.83 k Camber Left 0 000 in Center 0 024 in Right 0 000 in Maximum Shear *1 5 Allowable Shear 0 60 k 0 60 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Deft 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 0.0 1L411.21.013612E 4 CONC. I (V o s is z LI w 5.-0. 24 )144)( cpw-3.ci 9 BARRIOR P V AP OR 6 -0' Peug M" se Li 2 1 -0' CANTILEVER -24' 24' 10• CONC. PIER VI CB66 POST ANCHOR IV P.T. 6 6 PO5T qxtv 5'-0' U 24 24 24 24 24 24 ._J 1 1261142K 9 L I W X r SCREENED FUN VENTS IS 2 REQ'D S .C 16 RO. BLOCK our FOR MECI-IWORC 11.6121S01121 4' CONC. SLAB ON 4' COMP FILL TYP SLOPE 346 FT TOWARD DOORS 712Y -0' FOUNDATION FRAMING PLAN 24' X IV TIN CRAILL SPACE ACCESS .111.111■ J r, 7 .5 C It „drtitiA k_ASCADE Residential Design, Inc. r Qv LL1 -0 2 RI_ Job Name 4rt ZZ1 210 Fit P Ki 1 l q Location v A y i. A ir' J Technical Representative 37v VCE 6 41 P.1 41 v,J10 pf Job Number Sheet "l' s I C' n L” .h St Tacoma, '/VA °8=4( 253.284.3170 25 1. R4 3 S lar email: a, adNcTri nct oni.c mr of r MA K.I. Date l t: 1- t 4 k )1 4;t 4 SUPPORTS. Input Width 1 Stud wall 3.50' 2 Stud wall 3.50' Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJ Pro 111 TJ-Bea 9 1/2" TJI® 110 16" o/c m(TM) 6.10 Serial Number 7003013791 AM Pagel EngneVerso :1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN LOADS. Analysis is for a Joist Member Primary Load Group Residential DESIGN CONTROLS. Bearing Length 2.25' 2.25' Maximum 436 436 1372 PROJECT INFORMATION. PLAN 1819/2 Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 347/104/0/451 347/104/0/451 -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board Design -430 436 1372 0 189 0.246 40 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. Copyright 2003 by Trus Joist a Weyerhaeuser Business TJI° and TJ Beam° are registered trademarks of Trus Joist e -I Joist' Pro" and TJ Pro" are trademarks of Trus Joist 1220 Passed (35 1018 Passed (43 2380 Passed (58 0.315 Passed (L/798) 0.629 Passed (L/614) 35 Passed BEAM 11 MAIN FLOOR JOIST CONTROLS FOR THE APPLICATION AND LOADS LISTED 13' Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead Other 2 Product Diagram is Conceptual. A3: Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Board® Control Control Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 OPERATOR INFORMATION. TRUC NGUYEN Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Phone (253) 284-3170 Fax (253) 284-3183 tnguyen @cascaderd.com l Rev 580003 User KW- 0605873 Ver 5.8.0, 1 -Dec 2003 (01983 -2003 ENERCALC Engineering Software 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 [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 53 fb Fb 842.98 psi 935 00 psi [Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 Center Left Right DL DL DL Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined s Zt*+sr.:�: -rd v...r- mss a mn •c sic »e ;•r.,'-. -a-.. v 1 500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Span= 13.00ft, Beam Width 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow Dead Load -0 096 in 6.500 ft 1 632 0 D.L. Defl 0 143 in 0 000 in 0 000 in 1 50 k -ft 0 00 k -ft 0 00 k -ft 0 00 k -ft 1 67 fv Fv ,Ye General Timber Beam 16 00 /ft /ft /ft 44.39 psi 150 00 psi Title Dsgnr• Description Scope 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 Total Load -0 355 in 6.500 ft 438.93 LL 52.00 /ft LL #/ft LL /ft Reactions. Left DL Right DL .Lu .Lu .Lu Depth 9.25in, Ends are Pin -Pin 0 902 1 1 5 k -ft Maximum Shear *1 5 1 7 k-ft Allowable at 6.500 ft Shear at 0 000 ft 0 12 k 0 12 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl Dead Load 0 000 in 00 Job Date 4 40PM, 23 JUN 05 0 000 in 00 Page 1 1819- 2- 100MPH.ecw-Calcu rations 0 00 ft 0 00 ft 0.00 ft Beam Design OK 06 k 2.1 k Left 0 46 k Right 0 46 k Camber Left 0.000 in Center 0 143 in Right 0 000 in Max 0 46 k Max 0 46 k Total Load 0 000 in 0.0 0 000 in 0.0 L Rev. 520003 User KVV-0605273, Ver 5.2.0, 1-Dec 2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Description BEAM#12-NONE BEARING WALL ABOVE General Information "r "NW 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 tcrd 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 Deflections Center Span. Deflection .Location .Length/Defl Camber using 1.5 D.L. Center Left Right DL DL DL 3 500 in 9.250 in Sawn 1 000 Pin-Pin 32.500 pcf 747 3 80 k-ft 0 00 k-ft 0 00 k-ft 0 00 k-ft 4 49 fv Fv vaz: .727atfetaA Dead Load -0.029 in 4 000 ft 3,336 7 Defl 0.043 in 0 000 in 0 000 in 108.00 #/ft #/ft #/ft 71 17 psi 180 00 psi Title Dsgnr Description Scope Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined 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 Span= 8.00ft, Beam Width 3.500in x Depth 9.25in, Ends are Pin-Pin 0 846 1 3.8 k-ft 4 5 k-ft at 4 000 ft at 8.000 ft LL 360 00 #/ft LL #/ft LL #/ft Reactions. Left DL Right DL Right Cantilever Deflection .Length/Defl .Lu .Lu Lu Maximum Shear *1 5 Allowable Shear Job Date. 4 40PM, 23 JUN 05 Page 1 L 1819-2-100MPH.ecwCalculations r 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 0 46 k 0 46 k Max 1.90 k Max 1 90 k 0 000 in 0.0 I L', sizs 44,,siiWarh s fi.is ta wsmes4./TfrA',Nsse.s.sys.:41 41", s /2477,7 Total Load Left Cantilever Dead Load Total Load 119 in Deflection 0 000 in 0.000 in 4 000 ft .Length/Defl 0 0 0.0 809 46 0.000 in 00 1 Rev- 58000 User kW- 0005873, Ver 5.8.0. 1 -Dec 2003 General Timber Beam (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 DL Left Cantilever DL Right Cantilever DL Summary Span= 3.50ft, Beam Width 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 [Deflections Center Span. Deflection Location Length /Defl Camber using 1.5 D. Center Left Right 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf 3.500in x Depth 9.25in, Ends are Pin -Pin 0 411 1 1.8 k -ft 4 5 k -ft 1 85 k -ft at 1 750 ft 0 00 k -ft at 0 000 ft 0.00 k -ft 0 00 k -ft 4 49 fv 54 73 psi Fv 180 00 psi 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 Reactions. Left DL Right DL Title Dsgnr Description Scope Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 -371^ ;r,-- 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 860 00 /ft /ft /ft Maximum Shear *1 5 Allowable Shear 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 0 60 k 0 60 k .Lu Lu .Lu Total Load Left C antilever D ead Load -0.011 in Deflection 0 000 in 1 750 ft .Length /Defl 0 0 3 811.89 Right Cantilever Deflection 0 000 in .Length /Defl 0 0 Job Date 4 40PM, 23 JUN 05 Page 1 1819- 2 -100M PH.ecw:Ca(culations Base allowables are user defined 0 00 ft 0 00 ft 0 00 ft Beam Design OK Max 2.11 k Max 2.11 k Total Load 0 000 in 0.0 0 000 in 00 Cascade Residential Design, Inc 102 South 28th S4. 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 1 CF 1 E 1100000 psi 6x6 HF #2 Wood Post Properties F' c F CD Cr, F' c 575 psi Axial Load Capacity Slenderness Ratio (SL) H SL h C C• =08 KCE =0.3 KCE' E' FCE FCE 1061 psi SL 2 FCE, FCE FCE 1 1 F' c F' c 1' c 2C 2C C F' Cp F' F' =491 psi Maximum Load For 3 -2x6 HF #2 Built up Wood Post 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 CFc F' c 1430 psi Kf 1 (Kf 0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 5.5•in t 3 (1.5) in SL C 0 8 KCE 0.3 A =t A= 2481n KCEE' 3 F FCE 1254 psi h SL 2 1_t 1= 62.4in 12 FCE FCE 2 FCE 12 3 l i S S= 22.7in F' c F' c F', h Cp 2C 2C C Kf Cp 0.64 F' 921 psi Pmax F' A PROJECT Plan.1819/2 (100 MPH psi psf 144 plf psf ft Pmax F' A Kf 1 h 5.5 in t 5.5 in A t A= 30.3in 3 1•= th 1= 76.3in4 12 S 1 S= 277in3 h psf psi pif psf ft 144 lb Of ft H 8 083•ft (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) Cp 0.85 Pmax 14841 lb (Maximum post Capacity) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN lb plf ft H 8 083•ft Pmax 22791 lb (Maximum post Capacity) Cascade Residential Design, Inc. 102 Soi 2&th S!. Tacoma, WA 98402 Tel: (253) 284 -3170 rax: (253) 284-3183 Maximum Load For 2 -2x6 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) SL H h C 0 8 KCE 0.3 FCE SL KCE' E' FCE 1254 psi FCE FCE 2 FCE 1+ 1+ F' c F' c I. c C 2C 2C C Kf F' Cp F' F' 921psi Maximum Load For 4x4 HF #2 Axial Load Capacity Slenderness Ratio (SL) PROJECT PIan.1819/2 (100 MPH1 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E' 1300000 psi F'c FcCDCFc F' =1430 psi 2 2x6 HF #2 Built Up Post Properties max Pc A psi psf 144 Kf 1 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) h 5.5 in t (2) 1.5•in A• =t t h I 12 S•= 12 S= 151in F 1300•psi CD 1 CFb 1.5 CM 1 Ct 1 CL 1 Cl. 1 15 C 0 85 E' 1300000 psi F' c CI:, F' c 1495 psi 4x4 HF #2 Wood Post Properties F CD C Kf 1 0 6 for unbraced nailed built up posts 0.75 for bolted) h•= 3.5 in plf psf ft t•= 3.5 in SL C 0 8 KCE 0.3 2 A• =th A 12.3 in KCE 3 FCL FCE 508 psi 1 t h 1 12.5 in SL 12 �2 I2 FCE FCE FCE S S 7 1111 1 1 h F'c F'c F'c Cp 2C 2C C Kt C p 0.31 A= 16.5 in 2 I= 41.6111 h Cp 0.64 Pmax 15194 lb (Maximum post Capacity) lb plf ft H 8 083.ft F' 466 psi Pmax F'c A "max 5704 lb (Maximum post Capacity) 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN psf p s i plf psf ft lb plf ft H 8 083.ft 144 Page Cascade Residential Design, Inc. 102 Sough 2f.0 S4. Tacoma, WA 98402 Tel: (253) 284 -3170 Pax: (253) 284 -3183 Maximum Load For 3 -2x4 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) 1-1 SL h C 0.8 KCE E' FCE SL "CE F FCL SL C KCE 0.3 FCE 508 psi FCE FCE ,2 FCE 1+ 1+ F' c F' c F c C K1. 2C 2C C F Cp F' c F' 463 psi FCE 508 psi F' Cp F F' 463 psi FCE FCE 2 F CE 1+ 1+ F' c F' c 1 c 2C 2C C K Pmax F' A PROJECT PIan.1819/2 (100 MPH psi psf plf psf ft 144 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E 1300000 psi 3 -2x4 HF #2 Built Up Post Properties F' c Fc CD CFc F' c 1430 psi Kf 1 h 3.5 in t•= 31.5 in A• =th 3 1•= t 1= 161in 12 1.2 S h C 0.32 Pmax Fc A Pmax 7298 lb (Maximum post Capacity) Maximum Load For 2 -2x4 HF #2 Built up Wood Post psf psi plf psf ft lb plf ft H 8 083.ft 144 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E' 1300000 psi 2 -2x4 HF #2 Built Up Post Properties F' FcCDCIc F' =1430 psi Kr 1 (Kf 0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 3.5 in H t (2) 1.5 in SL C'= 08 KCE 0.3 A• =th 3 1•= t h 1= 107 12 12 S h C 0.32 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) A 158in S 9.2 In A= 10.5 in S 6 1 in 3 1819- 2A,100MPH mcd 6/28/2005 Designer TRUC NGUYEN lb plf ft H 8 083 ft Pmax 4865 lb (Maximum post Capacity) Residential Engineering Group LATERAL ANALYSIS BEAM CALCULATIONS EXPIRES JUNE 5 2009 June 28, 2007 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Addendum to Plan 1819/2A For 3 rd Car Option 1901 Center Street Tacoma, WA 98409 Phone 253 284 -3100 Fax 253 284 -3183 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 DESIGN LOADS. ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF PROJECT PIan.1819/2 (100 MPH) WOODS WOOD TYPE. JOISTS OR RAFTERS 2X. -HF #2 BEAMS OR HEADERS 4X 6X OR LARGER -DF #2 LEDGERS AND TOP PLATES- -HF #2 STUDS 2X4 OR 2X6- -HF #2 POSTS 4X4- -HF #2 4X6- -H F #2 6X6- -DF #2 GLUED LAMINATED (GLB) BEAM HEADER. Fb =2,400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2.0E BEAM HEADER. Fb =2 900 PSI Fv =290 PSI Fc (Perp) =750 PSI E =2,000 000 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2,600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 900 000 PSI TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON 1819- 2A,100MPH mcd 6/27/2007 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 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 IE 1.0 For Seismic Use Group I occupancy (Table 1604 5) R 6.5 Light Framed Wood Walls Shear Panels (Table 1617 6.2) S 1.25 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period (Assumed) 81 0 40 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period (Assumed) F 1.00 Site Coefficient based on Site Class S (Table 1615 1.2(1)) F 1.5 Site Coefficient based on Site Class S (Table 1615 1.2(2)) W Seismic Weight of Structure (Units LB w Seismic Weight of Structure at Level x (LB Equation 16 -38 Equation 16 -39 Equation 16 -40 Equation 16 -41 1.2 SDS Equation 16 -56 V W Seismic Base Shear R Equation 16 -57 S S F S 1.25 Sml' =S1Fv Smi 2 SDS 3 Sms SDS 0.83 2 SD1 3 Sm1 SDI 0 4 V =0154 W 1.2 SDS F, R w PROJECT Plan.1819/2 (100 MPH) Vertical Shear Distribution F =0154 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,100M PH. mcd 6/27/2007 Designer TRUC NGUYEN Page. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -02 SECTION 6 5 3 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE B 100 mph WIND SPEED Equation 6 -18 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) K20 70 Velocity Pressure Exposure Coefficients at 15ft z 20ft (Table 6 -3) K25 70 Velocity Pressure Exposure Coefficients at 20ft z 25ft (Table 6 -3) K30 70 Velocity Pressure Exposure Coefficients at 25ft z 30ft (Table 6 -3) K40 76 Velocity Pressure Exposure Coefficients at 30ft z 40ft (Table 6 -3) Topographic Factor Multipliers w/ L Oft, H Oft, and x Oft (Figure 6 -4) Kj..= .0 K2','= I K3 15 1 K3.20 1 K3.25 I K3.30 I Topographic Factor Coefficients (Figure 6 4) K15t (1 Ki K2 K3 15) '<15t 1 K20t (1 K1 K2 2 K20t 1 K25t (1 K1 K2 K25t 1 2 K301, (1 Kl K2•K3.30 K30t 1 K40t (1 K1 K2•K3 40) 2 K40t 1 Kd 0.85 v 100 I 1.0 Wind Directionality Factor (Table 6 -4) Wind Speed per Hours (Figure 6 -1) Important Factor (Table 6 -1) PROJECT PIan.1819/2 f100 MPH 1819- 2A,100MPH mcc 6/27/200 i Designer TRUC NGUYEN K3:40 "1 Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 Velocity Pressure q Evaluated at Height z (Equation 6 -15) q1 0 00256 K15 K15t Kd'v2 I q 15 15.23 q20'= 0 00256 K20.K20t Kd'v2 I q20 15.23 q25 0 00256 K25 K25t Kd'v2 I q25 15.23 q30 0.00256 K30.K30t Kd'v I q30 15.23 940'= 0.00256 K404('-40t Kd•v I q40 16.54 Internal Pressure Coefficients (Figure 6 5) GC 18 GC .56 GC f2 .21 GCf3 —43 GCpf4 —.37 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) GCpflE 69 GC .27 GC —.53 GCpf4E 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 8.8 ft PROJECT PIan.1819/2 (100 MPH), whichever is smaller but not less than 4% of Least Horizontal Dimension or 3ft 0 04x 1 76 ft Therefore a 4 4ft 1819- 2A,100MPH mcd 6/27/2007 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 1 915 (GC psf P15.2 q15 (GC P15.3 g15 P15 4 q15 (GC P201 g20'(GCpfl) P20.2'= g20'(GCpf2)•psf P20.3 g20'(GCp f3)•psf P20 4 q20 (GC f4) psf P25 1 q25 (GC P25.2 q25 (GC f2). psf P25.3'= q25 (GC P25 4 q25 (GCpf4)•psf P301 g30'(GCpfl)•psf P30.2 g30'(GCpf2)•psf P30.3'= g30 P30 4 130' (GCpf4). psf P40 1 P40.2 P40.3 g40'(GCpfi)•psf q40 (GCpf2) psf q40 (GC f3) psf P404'= g40 P151= 8 531 bft 2 P15 3.21bft 2 P15.3 -6.55lbft 2 P154 -5 lb ft 2 P20.1= 8 531 bft 2 P20.2 3.21bft 2 P20.3 -6.55 lb ft 2 P20 4 5.641b ft 2 P25 1 8•53 lb ft 2 P25.2 3.21b ft 2 P25.3 -6.55 lb ft 2 P25 4 -5 64 lb ft 2 P30 1 8.53 lb ft 2 P30,2 3.21bft 2 P30.3 -6.55 lb ft 2 P30 4 -5.64 lb ft 2 P40 1 9.26 lb ft 2 P40.2= 3471 P40.3 -7 111b ft 2 P40.4 -6.12 lb ft 2 PROJECT PIan.1819/2 f100 MPHj P15 lE g15 psf P15.2E q15 (GC P15.3E qis (GC psf P15 4E q15 (GCpf4E) psf P20 lE g20 psf P20.2E g20 psf P20.3E g20'(GCpf3E) psf 1 20 4E g20'(GCpf4E) psf P25 lE q25 (GCpflE)'psf P25.2E q25 (GCpfZE)•psf P25.3E q25 (GCpf3E) psf P25 4E g25•(GCpf4E) psf P30.1E g30 psf P30.2E g30'(GCpf2E) psf P30.3E g30 psf P30 4E g30'(GCpf4E)•psf 1 40 lE g40'( psf P40.2E g40'(GCpf2E)•psf P40.3E g40•(GCpf30•psf P40 4E g40'(GCpf4E) psf 1819- 2A,100MPH mcd 6/27/2007 Designer TRUC NGUYEN P15 lE 10•511bft 2 P15.2E= 4111 P15.3E -8 .07lbft 2 P154E= -7 1 201E= 10 P20.2E 4 111b ft 2 P20.3E -8 071b ft 2 P20.4E -7.31 lb ft 2 P25 lE 10.511b ft 2 P25.2E 4 111b ft 2 P25.3E -8 0716 ft 2 P25 4E -7.31 lb ft 2 P30 1E 10.511bft 2 1 30.2E P30.3E -8 07 lb ft 2 P30 4E 7.311b ft 2 P40.1E 11 4 1 1 bft 2 P40.2E 4 47 Ib ft 2 P40.3E 8. 7 6 lb ft 2 P40 4E -7.94 lb ft 2 Page. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 W2 (P15 1 P15 4) 9ft END ZONE WIND SHEAR AT FLOOR DIAPHRAGM: W2E (P15 lE P15 4E)' WIND SHEAR AT ROOF DIAPHRAGM (Front Rear). W1 =127491bft W2 127 491b ft 1 W3 131.91bft 1 W4 154.031b ft. W5 114.21bft I PROJECT PIan.1819/2 (100 MPH) WIND SHEAR AT ROOF DIAPHRAGM (Sides): W1 (P 15 1 P 15 4)' l ft (P20 1 P20 4)' 5 ft (P25 1 P25 4)' 3 ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides). WIE (P15 lE P15 4E)' 1 ft (P20.1E P20 4E) 5 ft (P25 1E P25.4E) 3ft WIND SHEAR AT FLOOR DIAPHRAGM. W3 (P25.2 P25.3) 17ft sin(27deg) (P20 1 P20 4) 3ft (P15 1 P15 0'1 ft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front& Rear). W3E (P25.2E P25 ft sin(27 deg) lE P20 4E) 3ft (P15 lE P15 4E) 1 f WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4'= (P15.2 P15.3) 22ft sin(27deg) (P15 1 P1 4)' END ZONE WIND SHEAR AT ROOF DIAPHRAGM (FRONT OF GARAGE). W4E'= (P15.2E P15.34 sin(27 deg) (P15 lE P15 4E) WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garaael. W5 (P15.2 P15.3) 13ft sin(27deg) (P15 1 P1 4)' END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of Garaae). W5E'= (P15.2E P15.3E) sin(27 deg) (P15 lE P15 4E) But not less than 10 psf over the projected vertical plane W1E 160.39Ibft W2E 160.39Ib ft-1 W3E 165.33lbft 1 W4E 181.93 lb ft 1 W5E 143.21b ft 1 1819- 2A,100MPH mcd 6/27/2007 Designer TRUC NGUYEN W1 =127 491bft 1 W1E= 160.391bfft 1 W2= 127 491b ft 1 W2E =160.391b -ft W3 =131.911)11 1 W3E 165.33 lb'ft 1. W4 154 03 lbft 1 W4E =,181 :931bft' W5 =114.21bft W5E 143.21b ft 1 Page. Y \TDM\CASCADE\Company Files\2003 IBC Drawing\STOCK\0 1999 ft\1819-2A STOCK Glenn Terra 100mph dwg 6/27/2007 3 Mil Y \TDM\CASCADE\Cornpany Files\2003 IBC Drawing\STOCK\O 1999 ft\1819-2A STOCK Glenn Terra, 100mph dwg, 6/27/2007 3 1 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: W4 154 03 lb ft 1 W4E= 181.931bft 1 Distance between shear wall: L1 20ft L2 12 ft Wall Length Lg (25.5) ft Percent full height sheathing Check Wind Force Check Seismic: Rf 15 psf 48.ft 20 ft 22 ft 12 ftl 2 2 W Rf Wa Fl W 115801b L Shear Wall Summary: 48ft 2 a 2\ (L1 4•a L2 W4E• W4• vg L1 2 L1 2 vg 98.761b ft 1 C Lg W Rf Wa +Fl W 1851.3 lb L DLRM W g DLRM 23604.08 lb ft 2 Holdown Force Net Uplift: HDFg OTM DLRM HDFg 26.9 lb PROJECT Plan.181912 (100 MPH), =1 Wa 10-psf 48.ft 5 ft 7/16' Sheathing w/ 8d nails 6' O C Seismic Force. E 7 V R z 4 8.91b ft 1 Wind Capacity 339 plf g C Lg Eg Seismic Capacity 242 plf Overturnina Moment on 48ft Wall: Plate Height: Pt 9 1 ft L 25.5 ft OTM vg L Pt OTM 22918 13 lb ft Shear Wall Dead Load Resistina. Rf .6•(15•psf) 2 ft L Wa .6•(10•psf) Pt L Fl .6•(12 psf)•0•ft L Base Plate Nailing Soacina (2001 NDS Table 11N1 16d Common Nails, 1 1/2' Plate Thickness. ZN 122 lb CD 1.33 Z'N ZN CD EN 162.26 lb EN Per Nail Bp g B 3.32 ft Max Opening Height Oft, Therefore C 1 00 per IBC Table 2305 3 7.2 A 830-lb ZB As E Fl 15 psf 0 ft ft 2 Anchor Bolt SDacina (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. CD 1.33 ZB A CD As 22.57 ft 1819- 2A,100MPH mcd 6/28/2007 Designer TRUC NGUYEN ZB 1103.9 lb Per Bolt Wind force. Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types. 1 1 B 3.32 ft As 22.57 ft HDFg —26.9 lb No Holdown Req'd vg= 98761bft E 48.91bft 16d 16' o.c. 5/8' A.B. 72' o.c. Page 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 114.2 Ib ft Distance between shear wall. Li 22 ft Portal Frame Length Lh (1.88 1.88) ft Check wind force Check Seismic: W2E•2 a L1 a W2•(L1 2 a) (Ll 2 a) vh L1 2 L1 1 vh 434.58lbft Rf 15 psf 32 ft 22 ft Wa 10•psf 32 ft 5 ft 2 W Rf Wa W 68801b Seismic Force. 7VW Eh Lh PROJECT PIan.1819/2 (100 MPH W5E 143.21b ft 1 Lh Eh 197 05 lb ft 1 Restraint Panel Height 10ft Maximum Restraint Panel Width 1ft- 10 E1 /2in Minimum Allowable Shear per Panel 830 lb Shear per Panel: vZ (3 75ft vh) 2 V 814.84 lb O K. See APA Technical Topic TT -100 A Portal Frame with Hold Downs. for Wall Bracing or Engineered olications' (Emphasis Added) SEEPORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL SHEETS FOR FRAMING, NAILING, AND HOLDOWNS AT EACH GARAGE PORTAL FRAME PANEL 1819- 2A,100MPH mcd 6/27/2007 Designer TRUC NGUYEN Page Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax:. (253) 284 -3183 WALL J. Wind loads per foot: W4 154 03 Ibft W4E 181.93 lb ft 1 Distance between shear wall: L1 12ft Wall Length. Lj (20) ft 20ft Max Opening Height Oft, Therefore C 1.00 Percent full height sheathing. 1 20ft per IBC Table 2305 3 7.2 Check Wind Force. Check Seismic: Li DLRM W 2 Holdown Force Net Uplift: OTM DLRM HDFj L. W4E•2 L1 a (L1 2a) W4 (Li 2a) L1 2L1 vj Rf 15 psf (22 ft 12 ft Wa 10-psf 22 ft 5 ft Fl 15.psf 0•ft ft 2 2 W Rf Wa Fl W 30801b 7/16' Sheathing w/ 8d nails 6' O.C. Seismic Force. E• 7 V WZ E• 16.58 lb ft 1 Wind Capacity 339 plf C Lj Seismic Capacity 242 plf Overturning Moment on Wall. Plate Height: Pt 9 1 ft L OTM vj•Lj Pt OTM 9824.98lbft Shear Wall Dead Load Resisting: Rf .6.(15 psf)-2 ft Lj Wa .6 (10•psf)Pt Lj Fl .6•(12 psf) 0 ft Lj W Rf +Wa +Fl W= 14521b DLRM 145201b ft HDFj -234 75 lb C Lj Base Plate Nailina SDacina (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 Ej B 9 78 ft Shear Wall Summary: Wind force vj 53.98 lb ft 1 Seismic Force: B.P. Nailina Spacing Ej 16.581b ft 1 B 9 78 ft 16d 16' o.c. PROJECT PIan.1819/2 (100 MPH), Anchor Bolt Spacing (2001 NDS Table 11E) 5/8' Dia. Bolt 1 1/2' Plate Thickness. A 830 lb ZB As E. A.B. Spacing As 66.56 ft 5/8' A.B. 72' o.c. CD 1.33 ZB A CD As 66.56 ft Holdown Force Holdown Types No Holdown Req'd HDFj -234 75 lb 1819- 2A,100MPH mcd 6/27/2007 Designer TRUC NGUYEN vj 53.98 lb ft 1 ZB 1103.9 lb Per Bolt Page. IEL C.441 ---11M idAM Y \TDM \CASCADE \Company Files \2003 IBC Drawing \STOCK \O 1999 ft \1819 -24 STOCK Glenn Terra 100mph dwg 6/27/2007 3 Rev' 580004 User KW 0605873, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engi ng Sofwa Description General Information 4a. 3rd car garage door header General Timber Beam Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density 4x12 LFuII Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 3.500 in 11.250 in Sawn 1 000 Pin -Pin 32.500 pcf Span= 8.00ft, 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 167 59 psi Fb 990.00 psi Deflections Center Span. Dead Load Deflection -0.007 in .Location 4 000 ft .Length /Deft 12,844 7 Camber using 1.5 D.L. Defl Center 0.011 in Left 0.000 in Right 0.000 in 1 03 k -ft Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined 45.00 #/ft #/ft #/ft 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 Depth 11.25in 0.169 1 1 0 k -ft 6.1 k -ft at 4 000 ft 0.00 k -ft at 0 00 k -ft 0.00 k -ft 6.09 fv 15.08 psi Fv 180.00 psi Total Load -0.018 in 4 000 ft 5,370.27 LL LL LL Ends are Pin -Pin 0.000 ft Reactions. Left DL Right DL Title Dsgnr Description Scope 75.00 #/ft #/ft #/ft Maximum Shear 1.5 Allowable Shear 0.6 k 71 k Left 0.52 k Right 0.52 k Camber Left 0.000 in Center 0.011 in Right 0.000 in 0.22 k 0.22 k .Lu .Lu .Lu Job Date: 3.48PM, 27 JUN 07 Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Deft 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.52 k Max 0 52 k Dead Load Total Load 0.000 in 0 000 in 0.0 0.0 0.000 in 0.000 in 0 0 0.0 Page