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Home My WebLink About1218 Rolling Hills Dr Technical - Building TECHNICAL Permit # Address 12- Ig iZo11; hR�s b r Project description N QW SPR Date the permit was finaled 5 _ ►--o 8 Number of technical pages 5 � 0 <5-` 46 J s Wig �i Res1*denti*a1 Desl"gn, Inc, BEAM CALCULATIONS & LATERAL ANALYSIS fie., •��' �. N /v. /N Fe 2 y �� IS T �S to -AL. 6 �3 EXPIRES. JUNE 5, 2007 � l IF THIS SIGNATURE IS NOT IN COLOR, i DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1845/2A April 27 2006 2003 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B hj SOIL SITE CLASS D �j� STs SEISMIC:DESIGN CATEGORY Di/D, 102S 26th St Tacoma, WA 98402 Phone 253 284-3170 Fax 253 284-3183 Cascade Residential Design, Inc. 1845-2A.mcd 102 South 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer, TRUC NGUYEN F&x: (253)284-3183 DESIGN LOADS. ROOF DEAD LOADS 15 PSF Total ROOF LIVE LOADS 25 PSF (Snow) FLOOR DEAD LOADS 15 PSF Total FLOOR LIVE LOADS 40 PSF(Reducible) STAIR LIVE LOADS 100 PSF 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- --- --- --- --- --- ---HF#2 6X6- --- --- ------ -DF#2 GLUED-LAMINATED (GLB) BEAM & HEADER. Fb=2,400 PSI Fv=165 PSI Fc(Perp) =650 PSI E=1 800 000 PSI PARALLAM (PSL) 2 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 TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON ENGINEERED I-JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN 'EQUAL IS DEFINED AS HAVING MOMENT CAPACITY SHEAR CAPACITY AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS Cascade eR sidential Design, Inc. 1845-2A.mcd 102 south 26Th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tee(253)284-3170 Designer TRUC NGUYEN FV:(253)284-3183 LATERAL ANALYSIS . BASED ON 2003 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/Allowable Stress Design) SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615 SINGLE FAMILY DWELLING LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT(EXCLUDING BASEMENT) Seismic Design Data. -Soils Site Class D (Assumed) -Seismic Design Category D1/D2 IE = 10 For Seismic Use Group I occupancy(Table 1604 5) R = 6.5 Light Framed Wood Walls Shear Panels(Table 1617 6.2) Ss = 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) Fa = 100 Site Coefficient based on Site Class& Ss (Table 1615 1.2(1)) FV = 1.5 Site Coefficient based on Site Class&S1 (Table 1615 1.2(2)) W wX Seismic Weight of Overall Structure Seismic Weight of Structure above Level x (LB ) Equation 16-38 Sms— Ss Fa Sms= 1.25 Equation 16-40 SDS 3 Sms SDS=0 83 Equation 16-39 Sml — S1 Fv SMI =0.6 Equation 16-41 SDI 3 Sml SDI =0 4 1.2 SDS 1.2 SDS Equation 16-56 V = W V=0154 W Equation 16-57 FX•= wX FX= 0 154 wX R R - Plan Area for Each Level: Al •= 36ft 38ft A2•= 36ft 38ft+ 12ft 20ft (Upper Floor) Al = 1368 ft2 (Main Floor) A2 = 1608 ft2 - Plan Perimeter for Each Level: PI — 2(36ft) + 2(38ft) P2•= 2(36ft) + 2(38ft) + [2 (12 ft) + 1 (20-ft)] (Upper Floor) P1 = 148 ft (Main Floor) P2= 192 ft Total Weight of Structure at Each Level: (1.2 SDS wl) wI = ISpsf Al) + 10-psf 5 ft(PI) Fl •= 6.5 Fl =4295.381b (Roof) (Wall) (1.2 SDS-w2) w2— 15 psf (A2) + I0•psf•[10ft(PI) + 5 f (P2)] + 15 psf (Al) F2 = 6.5 F2 = 10621.541b (Roof) (Wall) (Floor) CascaResidential Design, Inc. 1845-2A.mcd 102 South 26th St.Tacbma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer' TRUC NGUYEN Fix:(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=gh[(GCpf) (GCpi)) Mean Roof Height h = 24-ft qh = 0 00256KZKZtKdv2l =Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCpf= External Pressure Coefficients per Figure 6-10 GCpi = 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/ Lh = Oft, H = Oft, and x= Oft (Figure 6-4) K1 '_ 0 K2'= 1 K3 15'= I K3.20'= 1 K3.25'= I K3.30, 1, K3 40,.= 1. Topographic Factor Coefficients (Figure 6-4) KI 5t'= (I + KI K2-K3 15)2 K15t = 1 K20t = (I + KI K2'K3.20)2 K20t = 1 ~ K25t'= (I + KI K2'K3.25)2 K25t= 1 K30t (I + KI K2•K3.30)2 K30t= I K40t'= (1 + KI K2•K3 40)2 K40t= 1 Kd = 0.85 Wind Directionality Factor(Table 6-4) V'= 100 Wind Speed per Hours (Figure 6-1) 1— 1 0 Important Factor(Table 6-1) Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer- TRUC NGUYEN Fax: (253)284-3183 Velocity Pressure (qZ) Evaluated at Height z(Equation 6-15) q15'= 0 00256 K15 K15t Kd'v2 1 q15= 15.23 q20'= 0.00256 K20'K20t Kd'v2 1 q20= 15.23 q25' 0.00256 K25 K25t Kd•v2 1 q25 = 15.23 q30'= 0 00256•K30•K30t Kd.v2 I q30= 15.23 q40'= 0 00256 K40'K40t Kd•v2 1 q40= 16.54 Internal Pressure Coefficients (Figure 6-5) GCpi•= 18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees)to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpfl = .56 GCpf1E•= .69 GCpf2 _ .21 GCpf2E .27 GCpf3 = —43 GCpf3E —.53 GCpf4 —.37 GCpf4E —48 End Zone Coeffieicient 'a' (Figure 6-10 Note 9) Least Horizontal Dimension x•= 38ft 10% of Least Horizontal Dimension 0 lx= 3.8 ft or 40% of Mean Roof Height 0 4•h =9 6 ft whichever is smaller but not less than 4% of Least Horizontal Dimension or aft 0 04x= 1.52 ft Therefore a•= 3.8ft Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer* TRUC NGUYEN F,Ax:(253)284-3183 Design Wind Pressures (Equation 6-18) P15 I gl5'(GCpfl) Psf P15 1 = 8.53lbft 2 P15 1E'= 915 (GCpflE) Psf P15 lE = 10.51lbft 2 P15.2 = q15 (GCpf2) psf P15.2= 3.21bft 2 P15.2E'= q15 (GCpf2B)•psf P15.2E =4 11 lbft 2 P15.3= q15 (GCpf3)•psf P15.3 =-6.55 lbft 2 P15.3E q15 (GCpf3E) Psf P1 53E =-8 07lbft 2 P15 4'= gl5'(GCpf4) Psf P15 4=-5.641bft 2 P15 4E= q15 (GCpf4E) Psf P15 4E = -7.31 lb ft 2 P20 1 g20'(GCpfl)'Psf P20 1 = 8.53lbft 2 P20 IE- g20'(GCpf1E).psf P20.1E = 10.511bft 2 P20.2- g20'(GCpf2) Psf P20.2= 3.2lbft 2 P20.2E g20'(GCpf2E)'Psf P20.2E =4 11 lbft 2 P20.3 = g20'(GCpf3) Psf P20.3 = -6.55 lb ft 2 P20.3E g20-(GCpf3E)'Psf P20.3E =-8.07lbft 2 P20 4= g20'(GCpf4) psf P20 4=-5.64lbft 2 P20 4E,= g20'(GCpf4E) Psf P20 4E =-7.31 lbft 2 P25 1 = q25 (GCpfl) psf P25 1 = 8.53lbft 2 P25 1E = q25 (GCpf1E) Psf P25 1E = 10.51 lbft 2 P25.2= q25 (GCpf2) psf P25.2=3.2 lb ft 2 P25.2E = q25 (GCpf2B) psf P25.2E =4 11 lb ft 2 P25.3 = q25 (GCpf3) psf P25.3 =-6.55 lb ft 2 P25.3E = q25 (GCpf3E) Psf P25.3E =-8 07 lb ft 2 P25 4 q25 (GCpf4) psf P25 4=-5 641b ft 2 P25 4E q25 (GCpf4E) Psf P25 4E =-7.31 lbft 2 e P30 1 g30'(GCpfl) psf P30 1 = 8.53lbft 2 P30 IE- g30-(GCpfIE).psf P30 lE = 10.51lbft 2 P30.2 = g30'(GCpf2)•psf P30.2=3.2lbft 2 P30.2E g30'(GCpf2E)'Psf P30.2E = 4 11 lbft 2 P30.3 g30'(GCpf3)•psf P30.3 =-6.55 lbft 2 P30.3E g30'(GCpf3E)•psf P303E =-8.07lbft 2 P30 4 g30'(GCpf4)'Psf P30 4=-5.64lbft 2 P30 4E g30'(GCpf4E)'Psf P30 4E =-7.31 Ibft 2 P40 1 q40-(GCpfl) psf P40 1 = 9.26lbft 2 P40 IE = g40-(GCpflE) Psf P40 1E = 1141 lbft 2 P40.2 = g40-(GCpf2) Psf P40.2=3 47 lbft 2 P40.2E g40'(GCpf2E)-Psf P40.2E = 4 47lb ft 2 P40.3 = g40'(GCpf3).psf P40.3 =-7 11 Ibft 2 P40.3E = g40'(GCpf3B) Psf P40.3E =-8 76lbft 2 P40 4 g40-(GCpf4)'Psf P40 4=-6 12 lbft 2 P40 4E g40'(GCpf4E) Psf P40 4E =-7 941b ft 2 • / H- 1 --- . ................ ......... .............. .. �1 ,RIWT ELEVATION W&E 44 r-& f _ Iut 2 -- - MWN T ELEVATION i i l I AD REAR ELEVATION sca' P-m' ti 3 LL �!� E�IIYI EyATI Cascade Residential Design, Inc. 1845-2A.mcd 102 South 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer TRUC NGUYEN Fsu: (253)284-3183 WIND SHEAR AT ROOF DIAPHRAGM (Front&Sides of House). Wl (P25 1 - P25 4) 5ft + (P20 1 -P20.4) 5ft WIND SHEAR AT ROOF DIAPHRAGM (Front& Sides of House). W1E= (P25 IE — P25 4E) 5ft+ (P20.1E —P20 4E)-5ft WIND SHEAR AT FLOOR DIAPHRAGM: W2'= (P15 1 —P15 4)'1 Oft WIND SHEAR AT FLOOR DIAPHRAGM. W2E (P15 IE —P15 4E)']Oft WIND SHEAR AT ROOF DIAPHRAGM (Front& Rear of Garage). W3 (P151 -P15 4) 13 ft WIND SHEAR AT ROOF DIAPHRAGM (Front& Rear of Garage). W3E'= (P15 lE - P15 4E)'13-ft W1'--14f.661bft 1 W"lE:= 178.hbft'l W2* 141 66 lbtt 1- W2E`='178.21 lb ft 1 F -T i. WI—=184`15 loft W3E="231.6,8-Ib ft i � r $ s - ----------- ---- li I i � I I f I I I I I -----J eL \ r lk v n Cascade Residential Design, Inc. 1845-2A.mcd 102 South 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer- TRUC NGUYEN Fssc:(253)284-3183 WALL AA. Wind loads per foot: W1 = 141.66lbft 1 WIE= 178.21lbft I Distance between shear wall: Ll •= 34-ft Wall Length Laaw- (4 + 4)ft Laaw= 8 ft Laas•= Laaw Laas = 8 ft Oft Max Opening Height= Oft-Oin Therefore Percent full height sheathing % _ — %= 1 ft Co-C 100 per IBC Table 2305 3 7.2 - 2aL1 - 2a2 + W1 (L1 -2 a)2 Wind Force. vaa- W1E L1 2 L1 vaa=331.87lbft 1 C as =331.87lbft 1 1 Laa r 1 0 Waa'= 15 psf 120ft 4 ft I + 10-psf [5 ft(20-ft + LI)] + 15 psf 10•ft 0 ft) J ` 01'4 7/16' Sheathing w!-:8d nails.@ 6' 'O C-1 Seismic Force. Eaa = 0 7V Waa Eaa= 105 1b ft 1 Eaa = 105 1b ft 1 Windi"*86ity-= 339-plf, Laas Co Seismic Capabity-.242 plf' Paa'- - 2 - (20•F1 ft) Paa=-0 77 Therefore Paa•= 1 00 Eaa Laas AI Overturning Moment on Wall. Plate Height: Pt•= 8 1 ft Laa•= 4 ft OTM- vaa Laa Pt OTM= 10752.58 lb ft Dead Load Resisting Overturning: W•= 0 6(15•psf)•4 ft Laa+ 0 6•(10•psf) Pt Laa+ 0.6•(10psf) Oft Laa DLRM- W Laa DLRM=676.8 lb ft 2 Holdown Force & Net Uplift: OTM -DLRM HDFaa•= HDFaa=2518.95 lb Co Laa Base Plate Nailing Spacing (2001 NDS,Table 11 N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 1/2' Plate Thickness. ZN •= 122 Ib CD` 1.33 Z'N •= ZN CD Z'N = 162.26 lb As•= 830.1b CD •= 1.33 ZB •= As CD ZB = 1103.91b Z'N Co Per Nail ZB Co Per Bolt BP.= Bp =049ft As•= As=3.33ft vaa vaa Shear Wall Summary: Wind Force. Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types. vaa 1 Eaa 1 Bp=0 49 ft As= 3.33 ft HDFaa= 2518.95 lb MST48 — = 331.871bft — = 105lbft Co Co 16d @ 6' o.c. 5/8' A.B. @ 40' o.c. Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer, TRUC NGUYEN FO.(253)284-3183 WALL BB: Wind loads per foot: WI = 141.66lbft 1 WIE= 178.21 lbft I Distance between shear wall: L1 •= 34-ft Wall Length LbbW•= (10)ft LbbW= ]Oft Lbbs LbbW Lbbs = 10 ft Percent full height sheathing: %.= loft %_ 1 Max Opening Height= Oft-Oin Therefore loft Co— 100 per IBC Table 2305 3 7.2 2aLl -2 a2 + WI (L1 -2 a)2 Wind Force vbb = W1E L1 2 L1 vbb =265.5lbft I vbb =265.5lbft I 1 (LbbW 1 Co Wbb = 15•psf C20ft 34 ft) + 10•psf [5 ft(20-ft+ Ll)] + 15 psf I 0 ft 0 ftJ 2 J ` 2 P,1';6. 7/:16' Sheathing W/,8d_inails.�@<6' O C. Seismic Force. Ebb` 0 Wbb Ebb= 841b ft 1 Ebb = 84 Ib ft 1 'Wind Capacity"=339' 'if Lbbs Co Seismic-'Capacity=,242w plf (20•FI ft) Pbb•= 2 - Pbb=-0 77 Therefore Pbb = 100 Ebb LbbsAI Overturning Moment on Wall: Plate Height: Pt•= 8 1 ft Lbb•= 10-ft OTM vbb Lbb Pt OTM = 21505 17lbft Dead Load Resisting Overturning: W•= 0 6(15•psf) 4-ft Lbb+ 0.6•(10•psf) Pt Lbb+ 0 6•(10psf) Oft Lbb DLRM•= Lbb Lbb DLRM= 4230lb ft 2 Holdown Force& Net Uplift: OTM -DLRM HDFbb•= HDFbb = 1727.52 Ib Co Lbb Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 1/2' Plate Thickness. ZN = 122 Ib CD 1.33 ZN'= ZN CD ZN = 162.26 lb As•= 830•Ib CD= 1.33 ZB = As CD ZB = 1103.91b B Z'N•Co B =061ft As = As= 416ft Per Nail ZB-Co Per Bolt = P vbb p vbb Shear Wall Summary: Wind Force. Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types. vbb = 265.5 Ib ft I Ebb = 841b ft 1 Bp=0.61 ft As=4 16 ft HDFbb = 1727.521b MST37 &ST6224 Co Co 16d @ 6' o.c. 5/8' A.B. @ 48' o.c. Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer, TRUC NGUYEN Feg:(253)284-3183 WALL CC. Wind loads per foot: W 1 = 141.66 lb ft 1 W 1 E= 178.21 lb ft 1 Distance between shear wall: L1 - 38-ft Wall Length Lcc,•_ (14.5 + 6 + 5)ft LccN,=25.5 ft Lccs- Lccs, Lccs=25.5 ft 25.5ft Max Opening Height= 3ft-6in, Therefore Percent full height sheathing: % = 32ft % =0.8 Co = 0.91 per IBC Table 2305 3 7.2 2aL1 -2 a2 + W1 (L1 - 2 a)2 Wind Force vcc•= W1E Ll 2 L1. vcc= 115.35lbft 1 vcc = 126 76lbft 1 1 Lccs, ( 1 Co Wcc•= 15 psf 134ft � ft) + 10-psf [5 ft(34-ft+ Ll)] + 15 psf I 0 ft 0 ft J J ` P1=6:7/1.6"'Sheathing.w/:a8d n'aits @'>6' :Q-C. 0 7V Wcc Seismic Force Ecc•= ECC = 56 13 Ib ft 1 Ecc =61 681b ft 1 'Wind Capacity 339.p1 =< f. Lccs Co 'Seismid;Capacity=-=242':plf` Pcc- 2 — (20•F1 ft) pCC =0.38 Therefore pcC— 1 00 Ecc Lccs' Al Overturning Moment on 32ft Wall. Plate Height: Pt = 8 1 ft LCC— 25.5 ft OTM•= vcc LCC Pt OTM = 23826.5 lb ft Dead Load Resisting Overturning. W— 0 6(15 psf) 4 ft LCC + 0.6•(10•psf) Pt Lcc + 0.6•(10psf) Oft Lcc DLRM- W Lcc DLRM=27505.58 lb ft 2 Holdown Force & Net Uplift: OTM—DLRM HDFcc•= HDFcc=—158.55 Ib Co Lcc Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 1/2' Plate Thickness. ZN '= 122 lb CD •= 1.33 Z'N= ZN CD Z'N = 162.26 lb As= 830-lb CD•= 1.33 ZB•= As CD ZB = 1103.91b N Z' Co Per Nail ZB Co Per Bolt Bp•= BP= 1.28 ft As•= As= 8.71 ft vcc vcc Shear Wall Summary: Wind Force. Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types- vcc = 126 76 Ib ft 1 Ecc =61.68 Ib ft 1 Bp= 1.28 ft As= 8 71 ft HDFcc=—158.55 Ib No Holdown Req'd Co Co 16d @ 12' o.c. 5/8' A.B. @ 72' o.c. zo IWL ` SIS Patto g ,76 LY\. \r - MASTER SLATE 77(1 ENM \ q \ I f I: I a --------- carts !?k Dzz- Z 2 CAR12 I I I I I I I MAIN FLOOR PLAN s rH v a 9 Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT' 1845/2A 4/26/2006 TeL(253)284-3170 Designer- TRUC NGUYEN Fax:(253)284-3183 WALL A. Wind loads per foot: W2= 141.66lbft I W2E= 178.21 lb ft I Distance between shear wall Ll — 31 ft [4( lWall Length Law•_ (4 + 5)ft Law=9 ft Las = 1 + 5Jft La, =8.52 ft 91 Percent full height sheathing: %•= Oft � _ Max Opening Height=Oft-Oin Therefore 4ft �� 1 Co•= 1.00 per IBC Table 2305 3.7 2 2 2aL1 -2a (L1 -2 vaa Laaw+ W2E + W2 a) Wind Force. va = L1 2 Ll va= 56605Ibft I va = 566.05 Ib ft r1 Law l C) Wa` 15•psf 138ft Ll ft I + 10•psf [ 15-ft(20•ft+ L1) + 6•ft•(18•ft+ L1)] + 15•psf 16-ft 31 ft 0 7V Wa I Ea 1 J Seismic Force Ea•= Ea= 292.67 Ib ft — =292.67 lb ft P1 3. 7/16' Sheathing w/8d nails @ 3' O C Las Co Wind Capacity=638 plf (20-F-)-ft) Pa Capacity=456 plf Pa'= 2 — pa=-0 13 Therefore pa •= 1.00 Ea Las A2 Overturning Moment on Wall. Plate Height: Pt•= 9 1 ft La— 4 ft OTM•= va-La Pt OTM=20604 13 lb ft Dead Load Resisting Overturning. W— 0 6(15•psf)•4 ft La+ 0 6•(10•psf) 2Pt La+ 0.6•(10psf)•6ft La La DLRM•= W— DLRM= 1449 6 lb ft 2 Holdown Force & Net Uplift: HDFa = OTM -DLRM + HDFaa HDFa = 7307.58 Ib C, L, Base Plate Nailing Spacing(2001 NDS,Table 11 N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 1/2' Plate Thickness. ZN •= 122 lb CD •= 1.33 Z'N •= ZN CD Z'N = 162.26 lb As — 830 lb CD •= 1.33 ZB •= As CD Z,B = 1 103 9 l Z'N Co Per Nail ZB•Co Per Bolt Bp•= Bp=0.29 ft As— As= 1.95 ft va va .Shear Wall Summary: Wind Force Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types vaI Ea I Bp=0.29 ft As= 1 95 ft HDFa = 7307.58 Ib HDQ8 — = 566 05 Ib ft — =292.67 Ib ft Co Co 16d @ 3' o.c. 5/8' A.B. @ 24 o.c. Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tell(253)284-3170 Designer' TRUC NGUYEN Fax:(253)284-3183 WALL B. Wind loads per foot: W3 = 184 15 Ib ft 1 W3E=231.68 lb ft 1 W2 = 141.66 lb ft 1 Distance between shear wall: Ll — 17 ft L2- 31 ft r l Wall Length Lbw'_ (11 + 3 + 3)ft Lbw= 17ft Lbs L11 + 3(91/ 2Jft Lbs = 14.96ft aft Max Opening Height= Oft-Oin Therefore Percent full height sheathing % — %= 1 aft Co — 100 per IBC Table 2305 3 7.2 — 2 '2 L,1` r(Z all Q L2, vbb'.Lbb.N.+'W3E'.:_ +W3' — — ` , . + W2'2' LI : =2: :L°l: Wind Force. vb•= vb=382.16lbft 1 vb =382.16lbft 1 Lbw Co Wb•= 15 psf C38ft 48 ft) + 10•psf [15•ft(27 ft+ L1)] + 15•psf C27 ft 48 ft) P1-4 '.71:1:6' theatfiing W/`8& 2 2 nails'@';4' 'b C. Seismic Force. E 0 7V Wb E 216 021b ft 1 Eb =216 02 lb ft 1 1Nind"Ca"pacity=494,p1f b = Lbs b= co ;Seismic Capacity.= 35,101f1f _ �20•F2•ft) pb•= 2 — Pb=0.36 Therefore Pb ` 1.00 Eb Lbs 4A2 Overturning Moment on 3ft Wall: Plate Height: Pt— 9 1 ft Lb- 3 ft OTM- vb•Lb Pt OTM= 10432.94lbft Dead Load Resisting Overturning: W— 0 6(15•psf)•2 ft Lb+ 0.6•(10•psf)•Pt Lb+ 0.6•(10psf) Oft Lb L DLRM— W DLRM= 326 71b ft 2 Holdown Force & Net Uplift: OTM—DLRM HDFb•= HDFb=3368.75 lb Co Lb Overturning Moment on 11 ft Wall: Plate Height: Pt— 9 1 ft Lb = 11 ft OTM•= vb•Lb Pt OTM= 38254 12lbft Dead Load Resisting Overturning: W— 0 6(15•psf) 2 ft Lb+ 0.6•(10•psf) Pt Lb+ 0.6•(10psf) Oft Lb Lb DLRM•= W DLRM=4392.3lbft 2 Holdown Force& Net Uplift: HDFbI •= OTM —DLRM HDFbl =3078.35 lb Co Lb Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel_(253)284-3170 Designer- TRUC NGUYEN Fax:(253)284-3183 Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt&1 112' Plate Thickness. ZN •= 122 Ib CD 1.33 Z'N -= ZN CD Z'N = 162.26 lb AS— 830 lb CD 1.33 ZB= AS-CD ZB= 1103.9 lb Z'N Co Per Nail ZB Co Per Bolt Bp•= Bp=0 42 ft As = As=2.89 ft vb vb Shear Wall Summary: Wind Force Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types vb1 Eb I Bp=0 42 ft As=2.89 ft HDFb= 3368 75 lb STHD14RJ — =382.16lbft — =216.02lbft Co Co 16d @ 4 o.c. 5/8' A.B. @ 32' o.c. 1845-2A.mcd Cascade Residential Design, Inc. 102 South 26th St.Tdcoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer TRUC NGUYEN Fay (253)284-3183 WALL C. Wind loads per foot: W2= 141.66 lb ft 1 W2E= 178.21 lb ft 1 Distance between shear wall: L1 - 20-ft Wall Length. LcW (19+ 21)ft LcW=40ft Lcs LcW Lcs =40ft Percent full height sheathing: % = 40ft %=0.83 Max Opening Height= 1ft-6in, Therefore 48ft Co•= 1 00 per IBC Table 2305 3 7.2 vcc•Lccw+ W2E 2aL1 -2a2 + W2 (L1 -2 a)2 Wind Force. vc = L1 2 L1 vc= 114.58 lb ft 1 vc = 114.581bft 1 l Lcw ( 1 Ca We•= 15 psf 48ft 35 ft I + 10-psf [15 ft(48-ft+ L1)] + 15 psf 148-ft 20 ft) 2 J ` 2 0 7v We 1 Ec 1 P1-6:,7/16"'Sheathing w/,8d"flails @,6' d C. Seismic Force. Ec = Ec= 80 771b ft — = 80 77 lb ft Wind�Gapaeity-= 339'plf Lcs Co Seismic Capacity=;:242.p1f (20-F2-ft)pc*= 2 - pc=0.36 Therefore pc = 100 Ec Lcs V A2 Overturning Moment on 48ft Wall. Plate Height: Pt = 9 1 ft Lc 40-ft OTM•= vc Lc Pt OTM =41706 78 lb ft Dead Load Resisting Overturning: W— 0.6(15 psf) 4-ft Lc+ 0 6•(10•psf) 2Pt Lc+ 0 6•(10psf) lft Lc L DLRM•= W - DLRM= 120960 lb ft 2 Holdown Force& Net Uplift: OTM -DLRM HDFc •= HDFc =-1981.33 lb Co Lc Base Plate Nailing Spacing (2001 NDS,Table 11 N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 1/2' Plate Thickness. ZN •= 122 lb CD•= 1.33 Z'N •= ZN CD Z'N = 162.26 lb As— 830 lb CD •= 1.33 ZB= As CD ZB = 1103.9 Ib Z'N Co Per Nail ZB Co Per Bolt Bp�= Bp = 1 42 ft As�= As= 9.63 ft VC vc Shear Wall Summary: Wind Force Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types. VC 1 Ec1 Bp= 1 42 ft As= 9.63 ft HDFc =-1981.33 Ib No Holdown Req'd — = 114.581b ft — = 80 77 lb ft Co Co 16d @ 16' o.c. 5/8' A.B. @ 72' o.c. Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer- TRUC NGUYEN Fax. (253)284-3183 WALL D: Wind loads per foot: W3 = 184 15 Ib ft l W3E=231.68 lb ft l Distance between shear wall- L1 — 18-ft Wall Length. Ld,'= (14.5 + 16)ft LdW= 30.5 ft Lds•= LdW Lds =30.5 ft Percent full height sheathing: % 3 Eft %=0.85 Max Opening Height= 5ft-0in, Therefore - Co•= 0.89 per IBC Table 2305 3 7.2 2aL1 - 2a2 (Ll -2 a)2 Wind Force- vd = W3E Ll + W3 2 Ll vd=63.68lbft l Cd = 71.55 lb ft l l LdN r 1 0 Wd•= 15 psf (36ft 2 J `18 ft I + 10-psf [15 ft(36-ft+ L1)] + 15-psf I 0 ft 0 ft) J . 0 7V Wd 1 Ed 1 P14 .7/16' Sheathing.w/•8d',riails'@ 6' OtC: Seismic Force. Ed' Lds o Ed=45 761b ft C =51 421b ft �WindTCapacity.=339°plf Selsmlc Capacity=242':plf (20-F2-ft)Pd 2 - � Pd=-1.8 Therefore Pd ` 1.00 VA Ed Lds l Overturning Moment on 36FT Wall: Plate Height: Pt- 9 1 ft Ld•= 30.5 ft OTM— vd Ld Pt OTM= 17675 16 lb ft Dead Load Resisting Overturning: W— 0.6(15 psf) 4 ft Ld+ 0 6-(10-psf) Pt Ld + 0.6•(10psf)•Oft Ld L DLRM— W DLRM=42140.32 lb ft 2 Holdown Force & Net Uplift: OTM-DLRM HDFd•= HDFd=-901.2816 Co Ld Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 112' Plate Thickness. ZN •= 122 lb CD'= 1.33 Z'N = ZN CD Z'N = 162.26 lb As— 830 lb CD•= 1.33 ZB•= As CD ZB = 1103.91b Z'N Co Per Nail ZB Co Per Bolt B •= B =2.27 ft As•= As= 15 43 ft P vd p vd Shear Wall Summary: Wind Force Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types vd I Ed 1 Bp=2.27 ft As= 15 43 ft HDFd=–901.28 lb No Holdown Req'd — = 71.55lbft — = 51 421bft Co Co 16d @ 16' o.c. 5/8' A.B. @ 72' o.c. Cascade Residential Design, Inc. 1845-2A.m 102 South 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2000 66 Tel: (253)284-3170 Designer TRUC NGUYEN Fax: (253)284-3183 WALL E. Wind loads per foot: W3 = 184 15 loft 1 W3E=231.68lbft 1 Distance between shear wall L1 — 18-ft L2- 20ft Wall Length Le,-= (18)ft Lew= 18 ft Les = Lew Les = 18 ft i8ft Max Opening Height= Oft-Oin Therefore Percent full height sheathing: % = 18ft % = 1 Co .= 1.00 per IBC Table 2305 3 7.2 4 W3 --- +W3.: + Ve :L1 bft I Wind Force L;1 2 2 ve= 198.62lbft I — = 198.621 ye :Lew C'C 0 we— 15 psf 117ft � ft) + 10•psf [15 ft(48-ft+ Ll + L2)] + 15•psf 148 ft � ft) J ` t'? E1=6 7/16? ;Sheathing w%;8d:nails=:@�6' O;C: 0 7V We I e 1 Seismic Force. Ee Ee= 135.51 lb ft — = 135.51 lbft WindCapacity=3139"plf' Les Co Seismic.Capacity;;=:242 plf Pe _ 2 _ (20-F2-ft) pe=_0 17 Therefore pe = 1 00 Ee Les V A2 Overturning Moment on Wall: Plate Height: Pt-= 9 1 ft L,-= 18-ft OTM— ve-Le Pt OTM = 32534.25 lbft Dead Load Resisting Overturning: W•= 0.6(15•psf) 12 ft Le+ 0 6•(10•psf) 2Pt Le+ 0.6•(1Opsf) l ft Le L DLRM= W e DLRM=36158 41bft 2 Holdown Force& Net Uplift: OTM -DLRM HDFe =-201.34Ib HDFe•_ Co Le Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacinq (2001 NDS Table 11 E) 16d Common Nails, 1 1/2' Side Member Thickness. 5/8' Dia. Bolt& 1 1/2' Plate Thickness. ZN •= 122 Ib CD'= 1.33 Z'N'= ZN CD Z'N = 162.26 lb As— 830-lb CD '= 1.33 ZB— As CD ZB = 1103.91b Z'N Co Per Nail ZB Co Per Bolt gP•= Bp=0.82 ft As-= As= 5.56 ft ve ve Shear Wall Summary: Wind Force Seismic Force. B.P. Nailing Spacing A.B. Spacing Holdown Force Holdown Types No Holdown Req'd ve = 198 621b ft I Ee = 135.51 lb ft 1 BP=0.82 ft As= 5.56 ft HDFe =-201.341b Co Co 16d @ 8' o.c. 5/8' A.B. @ 66' o.c. Cascade Residential Design, Inc. 1845-2A.mcd 102 south 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer, TRUC NGUYEN Fax (253)284-3183 WALL F. Garage Portal Frame Wind loads per foot: W3 = 184 151bft 1 W3E=231.68lbft 1 Distance between shear wall: L1 •= 17 ft Portal Frame Length Lf•_ (1.88 + 1.88) ft W302 3 ( )L1 —a + W L1 -2a (L1 -2 a) Wind Force of •= 3E L1 2 L1 vf =,490.891bft 1 Lf Wf•= 15 psf C20ft 2 ft) + 10•psf [5 ft (20-ft+ L1)] + 15•psf (20-ft 4 ft� 0 7V Wf 1 Seismic Force Ef•= Ef= 143.21 lb ft Lf ( Pf.= 2 _ 20•F2•ft) pf=—7.84 Therefore p f = 1.00 Ef Lf V A2 Restraint Panel Height= 9ft Maximum Restraint Panel Width = 1ft-10 1/2in Minimum Allowable Shear per Panel = 1160 Ib Shear per Panel: Vf•_ (3 75ft vf) 2 Vf=920 43 Ib O K. See APA Technical Topic TT 100 A Portal Frame with Hold Downs for Wall Bracing or Engineered Applications' (Emphasis Added) SEE PORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL SHEETS FOR FRAMING, NAILING,AND HOLDOWNS AT EACH GARAGE PORTAL FRAME PANEL r :I i I ! H. OF oz _ - -- ..... _. -.---- ---- ----'-- -- .. ......_..__... -...-- -- --.... ... Y i;. 1 ILT 3 ROOF FRAMING FLAN T A4wAACAS�C 102 South.226th St. 253. ,WA 98402 Li 253.284.3170 253.284.3183 fax Residential Design,Inc. email:cascade@ix.netcom.com 9 u 2 t OSS WO-L «• Oz LZ- Z z Ob4 '4 - o' C4, L ' 1Q T� L 0 LAD LL 2,e-11 U55 17 16 (� 717. 43 l rz 1.4 Job Name t- -{-- )�/7► Job Number LocationSheet ,, of I• Technical Representative By Iv Date 64"72 �� Rev: 580000 General Timber Beam L Description BEAM 1 General Information Code Ref: 1997 NDS,2003 IBC 2003 NFPA 5000.Base allowables are user defined 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 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 E 1,600.0 ksi Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft, Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.603 1 Maximum Moment 3.8 k-ft Maximum Shear* 1 5 1.3 k Allowable 6.4 k-ft Allowable 8.2 k Max.Positive Moment 3.84 k-ft at 8.000 ft Shear- @ Left 0.96k Max. Negative Moment 0 00 k-ft at 0.000 ft @ Right 0.96 k Max @ Left Support 0 00 k-ft Camber- @ Left 0 000 in Max @ Right Support 0.00 k-ft @ Center 0.150 in @Right 0 000 in Max.M allow 6.37 Reactions. fb 624 15 psi fv 32.48 psi Left DL 0.36 k Max 0 96k Fb 1 035.00 psi Fv 207 00 psi Right DL 0.36 k Max 0 96 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 100 in -0.266 in Deflection 0 000 in 0.000 in .Location 8.000 ft 8.000 ft Length/Defl 0.0 0.0 Length/Defl 1,922.7 721.00 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0.000 in @ Center 0 150 in Length/Defl 0.0 00 @ Left 0 000 in @ Right 0 000 in General Timber Beam Description BEAM 2. General Information Code Ref- 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 Center Span 8.00 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 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 E 1,600 0 ksi Full Length Uniform Loads Center DL 75.00#/ft LL 125.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft, Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.251 1 Maximum Moment 1.6 k-ft Maximum Shear1 5 0.9 k Allowable 6 4 k-ft Allowable 8.2 k Max.Positive Moment 1.60 k-ft at 4.000 ft Shear @ Left 0.80k Max.Negative Moment 0.00 k-ft at 0 000 ft @ Right 0 80 k Max @ Left Support 0.00 k-ft Camber- @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.016 in Max.M allow 6.37Reactions. @ Right 0.000in fb 260 06 psi fv 23.41 psi Left DL 0.30 k Max 0.80k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.30 k Max 0 80 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.010 in -0.028 in Deflection 0.000 in 0.000 in Location 4 000 ft 4 000 ft Length/Deft 0.0 0.0 Length/Deft 9,228.8 3,460.78 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0.000 in @ Center 0.016 in Length/Defl 0.0 00 @ Left 0.000 in @ Right 0 000 in 1 Rev 580000 General Timber Beam Description BEAM 3 General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 10.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Douglas Fir Larch,No.2 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 E 1 600 0 ksi Full Length Uniform Loads lffl� Center DL 30.00#/ft LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft .Point Loads Dead Load 800 0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs distance 6.000 ft 0.000 ft 0.000 ft 0 000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=10.00ft, Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.669 1 Maximum Moment 2.9 k-ft Maximum Shear* 1 5 1.2 k Allowable 4.3 k-ft Allowable 6.7 k Max. Positive Moment 2.88 k-ft at 6.000 ft Shear- @ Left 0.72 k Max. Negative Moment 0 00 k-ft at 10.000 ft @ Right 0.88 k Max @ Left Support 0.00 k-ft Camber- @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.138 in Max.M allow 4.30Reactions. @ Right 0 000 in fb 692.43 psi fv 37.96 psi Left DL 047 k Max 0 72 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.63 k Max 0.88 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 092 in -0.123 in Deflection 0 000 in 0.000 in Location 5.240 ft 5.200 ft Length/Dell 00 0.0 .Length/Deft 1,302.2 979.23 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0.000 in @ Center 0.138 in .Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0 000 in Rev 580000 General Timber Beam Description BEAM 4 General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 7.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch,No.2 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 E 1,600.0 ksi Full Length Uniform Loads Center DL 135.00#/ft LL 225.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft EMEM Summary Beam Design OK Span=7 00ft, Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.512 1 Maximum Moment 2.2 k-ft Maximum Shear1 5 1.5 k Allowable 4.3 k-ft Allowable 6.7 k Max. Positive Moment 2.20 k-ft at 3.500 ft Shear, @ Left 1.26 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.26 k Max @ Left Support 000 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.030in Max.M allow 4 30Reactions. @ Right 0 000 in fb 530 14 psi fv 45.77 psi Left DL 047 k Max 1.26 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.47 k Max 1.26 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.020 in -0 053 in Deflection 0.000 in 0.000 in .Location 3.500 ft 3.500 ft Length/Defl 0.0 0.0 .Length/Defl 4,254.2 1,595.31 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0.000 in @ Center 0 030 in Length/Defl 0.0 00 @ Left 0 000 in @ Right 0.000 in Rev 580000 General Timber Beam i Description BEAM 5 General Information Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 5.00ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch, No.2 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 E 1,600 0 ksi Full Length Uniform Loads Center DL 90.00#/ft LL 150.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.174 1 Maximum Moment 0.7 k-ft Maximum Shear ' 1 5 0.6 k Allowable 4.3 k-ft Allowable 6.7 k Max.Positive Moment 0.75 k-ft at 2.500 ft Shear @ Left 0 60 k Max. Negative Moment 0 00 k-ft at 0.000 ft @ Right 0 60 k Max @ Left Support 000 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0 005 in Max.M allow 4.30Reactions. @ Right 0 000 in fb 180.32 psi fv 19.35 psi Left DL 0.22 k Max 0.60 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.22 k Max 0.60 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.003 in -0 009 in Deflection 0 000 in 0.000 in Location 2.500 ft 2.500 ft Length/Defl 00 00 .Length/Deft 17,510.1 6,566.30 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0 000 in @ Center 0.005 in Length/Defl 00 00 @ Left 0.000 in @ Right 0.000 in Rev: 580000 General Timber Beam Description BEAM 6 General Information Code Ref: 1997 NDS,2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 5.125x12 Center Span 14 00 ft .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir 24F V8 Fb Base Allow 2,400.0 psi Load Dur Factor 1 150 Fv Allow 240 0 psi Beam End Fixity Pin-Pin Fc Allow 650 0 psi E 1 700 0 ksi Trapezoidal Loads #1 DL @ Left 120.00 #/ft LL @ Left 200.00 #/ft Start Loc 0 000 ft DL @ Right 120 00 #/ft LL @ Right 200.00 #/ft End Loc 8.000 ft #2 DL @ Left 233.00 #/ft LL @ Left 388.00 #/ft Start Loc 8.000 ft DL @ Right 233.00 #/ft LL @ Right 388.00 #/ft End Loc 14.000 ft Point Loads Dead Load 2,600.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs .distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0 000 ft 0.000 ft 0.000 ft Summary IBeam Design OK Span=14 00ft, Beam Width=5.125in x Depth=12.in, Ends are Pin-Pin Max Stress Ratio 0.696 1 Maximum Moment 19 7 k-ft Maximum Shear" 1 5 6.8 k Allowable 28.3 k-ft Allowable 170 k Max.Positive Moment 19 68 k-ft at 8.008 ft Shear- @ Left 3.74 k Max. Negative Moment -0.00 k-ft at 14.000 ft @ Right 5 14k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.468 in Max.M allow 28.29Reactions. @ Right 0.000in fb 1 919.89 psi fv 111 06 psi Left DL 2.10 k Max 3.74 k Fb 2,760.00 psi Fv 276.00 psi Right DL 2.86 k Max 5.14 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.312 in -0.500 in Deflection 0.000 in 0.000 in .Location 7.280 ft 7.224 ft Length/Defl 0.0 0.0 .Length/Defl 538.3 335.90 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0 000 in @ Center 0 468 in Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 102 South 26th St. Tacoma,WA 98402 CASCALE 253.284.3170 253.284.3183 fax Residential Design,Inc. email:cascade((D_ix.netcom.com u ' sill Ot 2— b L � • Q Ib ' low O (� L L b I Job Name & rt) t I%�� Job Number Location r� Sheet ,, of r Technical Representative By �I/v`` CI(�— Date " I� Rev: 580000 General Timber Beam Description BEAM 7 General Information Code Ref- 1997 NDS 2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 9.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir No.2 Fb Base Allow 850.0 psi Load Dur Factor 1 150 Fv Allow 150 0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi E 1,300.0 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 Summary Beam Design OK Span=9.00ft, Beam Width=1.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.465 1 Maximum Moment 0.8 k-ft Maximum Shear" 1 5 04 k Allowable 1 7 k-ft Allowable 2.4 k Max.Positive Moment 0.81 k-ft at 4 500 ft Shear @ Left 0.36 k Max.Negative Moment 0.00 k-ft at 0 000 ft @ Right 0.36 k Max @ Left Support 0.00 k-ft Camber- @ Left 0.000in Max @ Right Support 000 k-ft @ Center 0.052 in Max.M allow 1 74Reactions. @ Right 0.000 in fb 454 40 psi fv 32.38 psi Left DL 0.13 k Max 0.36k Fb 977.50 psi Fv 172.50 psi Right DL 0 13 k Max 0.36 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.034 in -0 092 in Deflection 0.000 in 0 000 in .Location 4 500 ft 4.500 ft Length/Defl 0.0 0.0 .Length/Defl 3,1365 1 176.17 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0 000 in 0.000 in @ Center 0 052 in Length/Defl 0.0 0.0 @ Left 0 000 in @ Right 0.000 in Rev 580000 --- General Timber Beam Description BEAM 8. General Information Code Ref: 1997 NDS,2003 IBC 2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch,No.2 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 E 1 600 0 ksi Full Length Uniform Loads Center DL 60.00#/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0167 1 Maximum Moment 0.7 k-ft Maximum Shear* 1 5 05 k Allowable 4.3 k-ft Allowable 6.7 k Max.Positive Moment 0 72 k-ft at 3.000 ft Shear @ Left 0.48 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.48 k Max @ Left Support 0.00 k-ft Camber- @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0 007 in Max.M allow 4 30Reactions. @ Right 0 000 in fb 173 11 psi fv 16.55 psi Left DL 0.18 k Max 0.48 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.18 k Max 0.48 k Deflections Center Spanmwzw�. Dead Load =Total Left Cantilever Dead Load Total Load Deflection -0.005 in -0.013 in Deflection 0.000 in 0.000 in .Location 3.000 ft 3 000 ft Length/Deft 00 0.0 :Length/Dell 15,199 8 5,699.91 Right Cantilever Camber(using 1.5 D.L.DO) Deflection 0.000 in 0.000 in @ Center 0.007 in Length/Defl 00 0.0 @ Left 0.000 in @ Right 0 000 in Rev 560000 General Timber Beam Description BEAM 9 General Information Code Ref- 1997 NDS,2003 IBC 2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 9 00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 2,400.0 psi Load Dur Factor 1 150 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1 800.0 ksi Full Length Uniform Loads Center DL 90.00#/ft LL 150.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9 00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0219 1 Maximum Moment 2.4 k-ft Maximum Shear* 1 5 1.3 k Allowable 13 8 k-ft Allowable 6.1 k Max.Positive Moment 2.43 k-ft at 4 500 ft Shear, @ Left 1 08k Max.Negative Moment 0 00 k-ft at 0 000 ft @ Right 1 08k Max @ Left Support 0.00 k-ft Camber @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0 048 in Max.M allow 13.78Reactions. @ Right 0.000 in fb 584.23 psi fv 41.63 psi Left DL 0.40 k Max 1 08k Fb 3,312.00 psi Fv 189.75 psi Right DL 0.40 k Max 1.08 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.032 in -0.085 in Deflection 0.000 in 0.000 in .Location 4 500 ft 4.500 ft Length/Dell 00 0.0 .Length/Deft 3,3777 1,266.65 Right Cantilever Camber(using 1.5 D.L.DO) Deflection 0.000 in 0.000 in @ Center 0 048 in Length/Deft 0.0 00 @ Left 0.000 in @ Right 0.000 in I Rev: 580000 General Timber Beam Description BEAM 10 General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 6.00 ft Lu 0.00 ft Beam Width 3 500 in Left Cantilever ft .Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch, No.2 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 E 1,600.0 ksi Full Length Uniform Loads Center DL 98.00#/ft LL 163.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3 500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.273 1 Maximum Moment 1.2 k-ft Maximum Shear" 1 5 0.9 k Allowable 4.3 k-ft Allowable 6.7 k Max. Positive Moment 1 17 k-ft at 3.000 ft Shear @ Left 0 78k Max.Negative Moment 0 00 k-ft at 0.000 ft @ Right 0 78 k Max @ Left Support 0 00 k-ft Camber @ Left 0.000 in Max.@ Right Support 000 k-ft @ Center 0.012 in Max. M allow 4 30Reactions. @ Right 0.000 in fb 282.38 psi fv 26.99 psi Left DL 0.29 k Max 0.78 k Fb 1 035 00 psi Fv 207 00 psi Right DL 0.29 k Max 0.78 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 008 in -0.021 in Deflection 0.000 in 0.000 in .Location 3.000 ft 3.000 ft .Length/Dell 0.0 0.0 .Length/Deft 9 306 0 3,494.20 Right Cantilever Camber(using 1.5 D.L.DO) Deflection 0.000 in 0.000 in @ Center 0.012 in Length/Defl 0.0 00 @ Left 0 000 in @ Right 0.000 in I i r T I oo fl IF' I c� 0 IiAx T jL-----77 III UPPER FLOOR FRAIIis PLAN r t AWWWAM I0`2 Sou[h loth St. Tacoma,�NA 9fl4G2 CASCALE 253.284.3170 253.2fl4.31 fl3 fax Residential Design,Inc. email:cascade@tx.netcom.corn tit it ---- - __ I � A --1- I I I I � I I � � i ► � 1 � 1 � � I --i } 1 _ -- ��jj AN ; 11-1,7 Job Name y� Job Number Location U P- tZA� Sheet of /y Technical Representative By Date ® -` �"'Dy t Rev 580000 General Timber Beam Description BEAM 11 General Information Code Ref- 1997 NDS,2003 IBC 2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch,No-2 Fb Base Allow 900.0 psi Load Dur Factor 1 000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600 0 ksi Full Length Uniform Loads Center DL 72.00#/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.375 1 Maximum Moment 1 4 k-ft Maximum Shear* 1 5 1.0 k Allowable 3.7 k-ft Allowable 5.8 k Max.Positive Moment 1 40 k-ft at 3.000 It Shear @ Left 0.94 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.94 k Max @ Left Support 0.00 k-ft Camber @ Left 0 000 in Max @ Right Support 000 k-ft @ Center 0 009 in Max.M allow 3.74 Reactions. @ Right 0.000 in fb 337.56 psi fv 32.26 psi Left DL 0.22 k Max 0.94 k Fb 900 00 psi Fv 180.00 psi Right DL 0.22 k Max 0.94 k Deflections Center Span. Dead Load TOnootal mm'Load Left Cantilever Dead Load Total Load Deflection -0.006 in -0 025 in Deflection 0.000 in 0.000 in .Location 3.000 ft 3.000 It Length/befl 0.0 00 .Length/Deft 12,666.5 2,92303 Right Cantilever Camber(using 1.5 D.L.DO) Deflection 0.000 in 0.000 in @ Center 0.009 in Length/Defl 00 0.0 @ Left 0 000 in @ Right 0.000 in Rev 580000 General Timber Beam Description BEAM 12. General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name MicroLam.1 75x11.87 Center Span 5.00 ft Lu 0.00 ft Beam Width 1 750 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Truss Joist MacMillan,Microl-am 1 9 E 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 E 1,900.0 ksi 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 Summary Beam Design OK Span=5.00ft,Beam Width=1 750in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0180 1 Maximum Moment 1.5 k-ft Maximum Shear* 1 5 1 1 k Allowable 8.9 k-ft Allowable 5.9 k Max. Positive Moment 1 46 k-ft at 2.500 ft Shear- @ Left 1 17k Max.Negative Moment 0.00 k-ft at 5 000 ft @ Right 1 17k Max @ Left Support 0.00 k-ft Camber- @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0 005 in Max.M allow 8.91Reactions. @ Right 0.000in fb 426.70 psi fv 51 35 psi Left DL 0.27 k Max 1 17k Fb 2,600 00 psi Fv 285 00 psi Right DL 0.27 k Max 1 17k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.003 in -0.014 in Deflection 0 000 in 0.000 in .Location 2.500 ft 2.500 ft Length/Defl 0.0 00 .Length/Deft 18 331 1 4,230.24 Right Cantilever Camber(using 1.5 D.L.DO) Deflection 0 000 in 0.000 in @ Center 0.005 in Length/Defl 00 00 @ Left 0.000 in @ Right 0 000 in r Rev' 580000 General Timber Beam Description BEAM 14 General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 3.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch,No.2 Fb Base Allow 900 0 psi Load Dur Factor 1 000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625 0 psi E 1 600.0 ksi Full Length Uniform Loads Center DL 84.00#/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0 109 1 Maximum Moment 0.4 k-ft Maximum Shear" 1 5 0.4 k Allowable 3.7 k-ft Allowable 5.8 k Max.Positive Moment 0.41 k-ft at 1.500 ft Shear- @ Left 0.55 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.55 k Max @ Left Support 0.00 k-ft Camber- @ Left 0 000 in Max @ Right Support 0.00 k-ft @ Center 0 001 in Max.M allow 3 74Reactions. @ Right 0.000in fb 98.45 psi fv 12.35 psi Left DL 0.13 k Max 0 55k Fb 900.00 psi Fv 180.00 psi Right DL 0 13 k Max 0.55 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0 000 in -0.002 in Deflection 0.000 in 0.000 in .Location 1.500 ft 1.500 ft Length/Defl 0.0 00 .Length/Deft 86855.8 20 043 65 Right Cantilever Camber(using 1.5 D.L.Defi) Deflection 0.000 in 0.000 in @ Center 0.001 in Length/Defl 00 0.0 @ Left 0.000 in @ Right 0.000 in Rev 580000 General Timber Beam Description BEAM 15 General Information Code Ref 1997 NDS,2003 IBC 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x16.5 Center Span 20.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0 00 ft Beam Depth 16.500 in Right Cantilever ft Lu 0 00 ft Member Type GluLam Douglas Fir 24F V8 Fb Base Allow 2,400 0 psi Load Dur Factor 1 000 Fv Allow 240 0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1 700.0 ksi Trapezoidal Loads #1 DL @ Left 173.00 #/ft LL @ Left 235.00 #/ft Start Loc 0 000 ft DL @ Right 17300 #/ft LL @ Right 235.00 #/ft End Loc 10 000 ft #2 DL @ Left 36700 #/ft LL @ Left 518.00 #/ft Start Loc 10.000 ft DL @ Right 367.00 #/ft LL @ Right 5.18.00 #/ft End Loc 12.000 ft #3 DL @ Left 16400 #/ft LL @ Left 180.00 #/ft Start Loc 12.000 ft DL @ Right 16400 #/ft LL @ Right 180.00 #/ft End Loc 20.000 ft Point Loads Dead Load 2,400.0 lbs 2,200.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs distance 10.000 ft 12.000 ft 0.000 ft 0.000 ft 0.000 ft 0 000 ft 0 000 ft Summary Beam Design OK Span=20.00ft, Beam Width=5 125in x Depth= 16.5in,Ends are Pin-Pin Max Stress Ratio 0982 1 Maximum Moment 44.5 k-ft Maximum Shear* 1 5 94 k Allowable 45.3 k-ft Allowable 20.3 k Max. Positive Moment' 44 47 k-ft at 10 000 ft Shear- @ Left 6 49 k Max. Negative Moment 0 00 k-ft at 20.000 ft @ Right 6.72 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.925 in Max.M allow 45.27Reactions. @ Right 0.000 in fb 2,294 71 psi fv 110.82 psi Left DL 3.97 k Max 6.49 k Fb 2,336.15 psi Fv 240.00 psi Right DL 4 41 k Max 6.72 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.617 in -0.904 in Deflection 0 000 in 0 000 in .Location 10 160 ft 10.160 ft Length/Defl 00 00 .Length/Defl 3891 265.42 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0 000 in 0.000 in @ Center 0.925 in Length/Defl 0.0 0.0 @ Left 0 000 in @ Right 0.000 in Rev 580000 General Timber Beam Description BEAM 16 General Information Code Ref- 1997 NDS,2003 IBC 2003 NFPA 5000.Base allowables are user defined Section Name 3.125x10.5 Center Span 13.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir 24F V8 Fb Base Allow 2,400 0 psi Load Dur Factor 1 150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1 700 0 ksi Trapezoidal Loads #1 DL @ Left 155.00 #/ft LL @ Left 125.00 #/ft Start Loc 0.000 ft DL @ Right 155.00 #/ft LL @ Right 12500 #/ft End Loc 8.000 ft #2 DL @ Left 215.00 #/ft LL @ Left 22500 #/ft Start Loc 8 000 ft DL @ Right 215.00 #/ft LL @ Right 225.00 #/ft End Loc 13 000 ft Point Loads Dead Load 900.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs .distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=13 00ft,Beam Width=3.125in x Depth= 10.5in,Ends are Pin-Pin Max Stress Ratio 0.727 1 Maximum Moment 9.6 k-ft Maximum Shear* 1 5 4.0 k Allowable 13.2 k-ft Allowable 91 k Max. Positive Moment 9 60 k-ft at 7 956 ft Shear, @ Left 2.32 k Max. Negative Moment -0.00 k-ft at 13.000 ft @ Right 3 02 k Max @ Left Support 0.00 k-ft Camber @ Left 0 000 in Max @ Right Support 0.00 k-ft @ Center 0.521 in Max.M allow 13.21 Reactions. @ Right 0 000 in fb 2,005.41 psi fv 121.32 psi Left DL 1 41 k Max 2.32k Fb 2,760.00 psi Fv 276.00 psi Right DL 1 80 k Max 3.02 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.348 in -0 545 in Deflection 0.000 in 0 000 in Location 6.708 ft 6 708 ft Length/Defl 0.0 0.0 Length/Defl 448.9 286.50 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0.000 in @ Center 0 521 in Length/Defl 0.0 0.0 @ Left 0 000 in @ Right 0.000 in I F ISI Ixl fl 14 - - - - - - - - - - Jll� Pj FOLMATION FRAMM PLAN (7AS 102 South 26th St. Tacoma,WA 98402 IL-1 253.2.284.3170 253.284.3183 fax Residential Design,Inc. email:cascade@ix.netcom.com Q IAl I 2d6 I I I i I � Job Name 1v �� Z� Job Number Location 1� I® "�3 AA Sheet 1� of Technical Representative By S=ly' Date 04°"2.7 ®6 Rev: 580000 ---_ General Timber Beam Description BEAM 17 General Information Code Ref: 1997 NDS 2003 IBC 2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 000 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch,NO-2 Fb Base Allow 900.0 psi Load Dur Factor 1 000 Fv Allow 180 0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1600.0 ksi Full Length Uniform Loads Center DL 284 00#/ft LL 680.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4 00ft, Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.515 1 Maximum Moment 19 k-ft Maximum Shear ' 1 5 1.8 k Allowable 3.7 k-ft Allowable 5.8 k Max. Positive Moment 1 93 k-ft at 2.000 ft Shear @ Left 1 93k Max. Negative Moment 0.00 k-ft at 4.000 ft @ Right 1 93k Max @ Left Support 0.00 k-ft Camber- @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.007in @ Right 0.000in Max.M allow 3.74 Reactions. fb 463.54 psi fv 55.03 psi Left DL 0.57 k Max 1 93k Fb 900.00 psi Fv 180 00 psi Right DL 0 57 k Max 1 93 k Deflections all Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.004 in -0.015 in Deflection 0.000 in 0.000 in Location 2.000 ft 2.000 ft Length/Defl 0.0 0.0 .Length/Deft 10,8379 3,192.90 Right Cantilever Camber(using 1.5 D.L.DO) Deflection 0 000 in 0.000 in @ Center 0.007 in Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0 000 in ,r s Rev: 580000 General Timber Beam —�dIA'SS7f1rt11n �' Description BEAM 18 General Information Code Ref- 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 4x10 Center Span 5.00 ft .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir Larch,No.2 Fb Base Allow 900.0 psi Load Dur Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1 600.0 ksi Full Length Uniform Loads Center DL 96.00#/ft LL 320.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.00ft, Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.347 1 Maximum Moment 1.3 k-ft Maximum Shear" 1 5 1 1 k Allowable 3 7 k-ft Allowable 5.8 k Max. Positive Moment 1.30 k-ft at 2.500 ft Shear @ Left 1 04k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1 04 k Max @ Left Support 0 00 k-ft Camber- @ Left 0 000 in Max @ Right Support 0.00 k-ft @ Center 0.005 in Max. M allow 374 Reactions. @ Right 0.000 in fb 312.55 psi fv 33.54 psi Left DL 0.24 k Max 1 04k Fb 900 00 psi Fv 180.00 psi Right DL 0.24 k Max 1 04 k Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.004 in -0.016 in Deflection 0.000 in 0.000 in .Location 2.500 ft 2.500 ft Length/Deft 00 0.0 Length/Deft 16 415 8 3,788.25 Right Cantilever Camber(using 1.5 D.L.Defl) Deflection 0.000 in 0.000 in @ Center 0 005 in Length/Defl 0.0 0.0 @ Left 0 000 in @ Right 0.000 in t s Beam 19 rrharuser Busirim g 1/2" TJ I@ 110 @ 16" O/C TJ-Beam(TM)6.10 Serial Number 7003013791 User 2 8/2/2004 9:35:11 AM Page 1 Engine Version:1 10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED F__ -4:] b 10' Product Diagram is Conceptual. 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(lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50' 2.25' 267/80/0/347 A3:Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ-Strand Rim Board@ 2 Stud wall 3.50' 2.25' 267/80/0/347 A3:Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ-Strand Rim Board@ See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s).A3:Rim Board DESIGN CONTROLS. Maximum Design Control Control Location Shear(Ibs) 332 326 1220 Passed(27%) Rt.end Span 1 under Floor loading Vertical Reaction(lbs) 332 332 1018 Passed(33%) Bearing 2 under Floor loading Moment(Ft-Lbs) 796 796 2380 Passed(33%) MID Span 1 under Floor loading Live Load Defl(in) 0.069 0.240 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.090 0 479 Passed(U999+) MID Span 1 under Floor loading TJPro 55 35 Passed Span 1 -Deflection Criteria.STANDARD(LL:U480 TL:U240). -Deflection analysis is based on composite action with single layer of 19/32' Panels(20' Span Rating)GLUED&NAILED wood decking. -Bracing(Lu) All compression edges(top and bottom)must be braced at 2'8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability TJ-Pro RATING SYSTEM The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32' Panels(20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value:1.22 ADDITIONAL NOTES. -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Plan 1845/2 A Binh Tran Cascade Residential Design,Inc. 102 South 26th Street Tacoma,WA 98402 Phone (253)264-3170 Fax (253)284-3183 btran@cascaderd.com Copyright m 2003 by Trus Joist Weyerhae Bu ine TSI® and TJ Beam® re egiste ed trademarks of Trus Joist e-T .joist^' ProTM dnd TJ ProTM are trademarks of Trus Joist Y \TDM\CASCADE\Company Files\2003 IBC Calas\Glenn-Terra\1845 2\Beam 19 sms Cascade Residential Design, Inc. 1845-2A.mcd 102 South 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer- TRUC NGUYEN Fax: (253)284-3183 Maximum Load For 6x6 DF#2 Wood Post psf•= 44 plf -= psf ft lb-= plf ft H = 10 083 ft Fc— 700 psi CD` 1 CFb'= 1 CM '= 1 Ct= 1 CL-= 1 CFc'= 1 E'-= 1300000-psi F'c,= Fc CD CFc F"c=700 psi 6x6 Wood Post Properties Kf'= I (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts 0.75 for bolted) Slenderness Ratio (SL) h = 5.5-in H t'= 5.5-in SL'= h C -= 0.8 KCE'= 0.3 A— t h A=30.3 in KCE•E' FCE FCE= 806 psi 3 SL 1.= t h I= 76.3 in 12 2 1 + FCE I + FCE FCE S = 1 S =27 7 in F'c F'c F'c h C Kf 2C 2C C CP=0 74 F'c-= C F'c F'c=516 psi Pmax'= F'c A Pmax= 15613 lb (Maximum post Capacity) Maximum Load For 3-2x6 HF#2 Built up Wood Post psf = psi plf — psf ft lb•= plf ft H = 10.083-ft 144 Fc= 1300-psi CD '= 1 CFb-= 1 CM = 1 CC= 1 CL'= 1 CFc-= 1 1 E'•= 1300000•.psi F'c•= Fc CD CFc F"c= 1430 psi 3-2x6 Built Up Post Properties Kf— 10 (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts 0.75 for bolted) Slenderness Ratio (SL) h _ (5.5) in H t = 3 (1.5) in SL-= h C -= 0.8 KCE'= 0.3 A- t h A= 24.8 in 2 E' FCE•= E FCE= 806 psi t h3 4 SL 1.= — 1=62.4 in 12 2 FCE FCE FCE y 12 S=22.7 in 1 + I + S F'c F'c F'c h C 2 C 2 C C Kf Cp=0 48 F'c = C F'c F'c=682 psi Pmax Fac A Pmax= 16871 lb (Maximum post Capacity) f Cascade Residential Design, Inc. 1845-2A.mcd 102 South 266 St.`Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel:(253)284-3170 Designer TRUC NGUYEN Fax:(253)284-3183 Maximum Load For 2-2x6 HF#2 Built up Wood Post psf'= p44 pif - psf ft lb = plf ft H'= 10.083 ft Fc- 1300-psi CD'= 1 CFb•= 1 CM '= 1 Ct = 1 CL` 1 CFc` 1 1 E'-= 1300000-psi F' = F C C F' 1430 psi 2-2x6 Built Up Post Properties c'— c D' Fc c= Kf•= 1.0 (Kf=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- 0.8 KCE'= 0.3 A = th A= 16.5in2 KCE'E' 3 FCE'= FCE= 806 psi I _ t h I=41.6 in SL 12 FCE FCE 2 FCE S.= I2 12 S= 15 1 in 3 1 + — 1 + — h F'c F'c F-c C 2C 2C C Kf Cp=0 48 Fc•= C F'c Fc= 682 psi Pmax'= Fe A Pmax= 11247 lb (Maximum post Capacity) Maximum Load For 4x4 HF#2 psf = L plf •= psf ft lb•= plf ft H = 10 083 ft 144 Fc= 1300-psi CD•= I CFb•= 1.5 CM '= 1 CC= 1 CL•= 1 CR•= 1 15 Ci•= 0.85 E'•= 1300000-psi F c•= Fc CD•CFc Fc= 1495 psi 4x4 Wood Post Properties Kf•= 10 (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 = 3.5 in SL _ — C = 0 8 KCE = 0.3 h A = t h A= 12.3in2 KCE'E' 3 FCE FCE=326 psi 1 _ t h in SL2 12 FCE FCE 2 FCE S = I-2 S = 7 1 in l + — 1 + — h _ F'c F'c F'c Cp 2C 2C C Kf C =0.21 Fc = C Fe Fc=310 psi P,nax F'c A Pm x=37991b (Maximum post Capacity) Cascade Residential Design, Inc. 1845-2A.mcd 102 Soufn 215th St"Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Ter(253)284-3170 Designer- TRUC NGUYEN Fax: (253)284-3183 Maximum Load For 3-2x4 HF#2 Built up Wood Post psf'= psi144 plf = psf ft lb = plf ft H = 10.083 ft Fc = 1300•psi CD'= 1 CFb'= 1 CM'= 1 Ct I CL'= 1 CFc'= I I E'•= 1300000-psi 3-2x4 Built Up Post Properties F'c'= Fc CD CFc F'c= 1430 psi Kf'= 10 (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h = 3.5-in t'= 3 1.5•in SL•= h C '= 0.8 KCE'= 0.3 A = th A= 15.8 in KCE'E' 3 FCE FCE= 326 psi h t SL I'— 12 I= 16 1 in 4 FCE FCE 2 FCE S.= 12 S =9.2 in3 1 + — 1 + — h F'c F'c Pc K C _ 2C 2 C C f CP=0.22 F'c'= Cp F'c F'c= 309 psi Pmax'= F'c•A Pmax=4871 lb (Maximum post Capacity) Maximum Load For 2-2x4 HF#2 Built up Wood Post psf = -E sl plf - psf ft lb = plf ft H = 10.083 ft 144 Fc— 1300•psi CD` I CFb'= 1 CM'= 1 Ct'= 1 CL'= 1 CFc'= 1 1 E'-= 1300000•pst 2-2x4 Built Up Post Properties F'c = Fc CD CFc F'c= 1430 psi Kf= 10 (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h = 3.5 in H h A— th A= 10.5in2 ' KCE'E' t h3 4 FCE'= FCE= 326 psi I._ — I= 10 7 in SL 12 F2C S— I2 S=61in3 FCE FCE h 1 + — — F'c F'c Cp._ — — Kf C =0.22 2C C t F'c = C F'c F'c= 309 psi Pmax= F'c A Pmax=32471b (Maximum post Capacity) r r Cascade RLsidential Design, Inc. 1845-2A.mcd 1Q2 South 26th St.Tacoma,WA 98402 PROJECT 1845/2A 4/26/2006 Tel: (253)284-3170 Designer' TRUC NGUYEN Fax: (253)284-3183 Maximum Load For 6x6 HF#2 Treated Post psf•= p44 plf - psf ft Ib = plf ft H = 10.083 ft Fc = 460 psi CD'= 1 CFb'= 1 CM'= 1 Ct'= 1 CL.= I CFc'= 1 E' = 1045000-psi 6x6 Treated Wood Post Properties Fc = Fc CD-CFc Fc=460 psi Kf'= 1 0 (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts 0.75 for bolted) Slenderness Ratio (SL) h = 5.5-in t = 5.5-in SL = h C •= 0.8 KCE 0.3 A— t h A= 30.3 in KCE•E' 3 FCE = FCE= 648 psi I _ t h 1= 76.3 in SL 12 FCE FCE 2 FCE S•= 1 S=27 7 in3 I + 1 + h Fc F'c F'c _ K Cp 2C 2C C f Cp=079 Fc = Cp Fc F'c=365 psi Pma,— Fc A Pmax= 110541b (Maximum post Capacity) Maximum Load For 4x4 HF#2 Treated Foundation Post psf•= psi plf •= psf ft lb = plf ft H— 4-ft 144 Fc = 1040-psi CD` 1 CFb'= 1 CM` 1 Ct= 1 CL'= 1 CFc'= 1 E' = 1235000-psi 4x4 Treated Wood Post Properties F'c Fc CD CFc F"c= 1040 psi Kf = 10 (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) I Slenderness Ratio(SL) h = 3.5.in « t•= 3.5-in SL•= H C — 0.8 KCE'= 0.3 h A— th A= 12.3in2 KCE'E1 t h3 4 2 FCE FCE= 1970 psi I _ — 1 = 12.5 in SL 12 2 I2 3 1 + FCE 1 + FCE FCE S'= h S =7 1 in Ft Fac Fac K Cp 2 C 2 C C f Cp = 086 Fc = Cp F'c Fc= 892 psi Pmax•= F'c A Pmax= 1093016 (Maximum post Capacity) The City of Port Angeles Building inspections Dept. Upon reviewing the single-family residential plans submitted for permit, the following are some of the items that will need to be taken in to consideration. 1 Foundation Footing. The minimum size of a footing in Seismic zone D2 are as follows. YL (1 Story 12"W/6"min.thick) (2 story 15"W/7"min.thick) (3 story 23"W/8" nun.thick) (Load bearing value of soil 1,500(psf).With 2#4 bars horizontal continuous 3" off the bottom of footing.The minimum specified compressive strength of concrete in basement walls,foundation walls,exterior walls and other vertical concrete work exposed to weather in moderate weathering table R402.2 of the IRC is 3000lbs with a min.of 5% air entrained, but not more that 7%.Foundations in seismic categories D2 that exceed 50'-0"in either direction are required to have a continuous footing per section R403.1.2 including support of an interior braced wall line.Locating and marking the property boundary is required for a footing inspection.Tables in chapter 4 of the IRC.Will be applied for soils that are heavy in moisture(hydraulic)in nature or foundation wall over 5'-0"in height.Verify site conditions and unbalanced back fill at time of application.Foundations Drains are required as per section R 405.1 (see exception for soil classification) 2- Foundation walls.Vertical steel in foundation walls as of July 1" 2004 Vertical bar reqd to be'/"#4 bar with a hook and tied to the footing steel in place at 4'-0" O C. at footing inspection.One#4 bar horizontal within the top 12"of the wall.'/2" anchor bolt with a 3"x 3"x'/4"steel washer is required at 6'-0"OC for a 1 story and 4'-0110C for a 2 story,along and within 12"of each end the pressure treated sill plate.Crawl space ventilation is required at(1')s.f.of vent per(150')s.f.of area per sec.R408.2 2003 IRC.6 mill black poly is required in crawl space as a below grade moisture barrier per section R406.3.2 2003 IRC. Finish grade shall be a 6"slope away from foundation within 10'-0"of the foundation wall measured horizontally as per sec.R406.3 2003 IRC. r 3- Framing. All connections from a pier to a post and beam are required to have positive connection per code.In addition any connectors/fasteners in contact with treaded wood are req'd to be hot dipped zinc/galv (See manufacture details.) All floor joist are required to be blocked with 2x material at the beam support.7/16"OSB sheathing is required to be nailed to pressure treated sill plate and bottom plate or sole plate of wall.(or other approved hold down's).Attic ventilation is required at(11)s.f.of vent per(1501)s.f.Of area with an allowable 50%of ventilation can be located in the upper portion of the ridge if applicable per 2003 IRC.Truss design and calculations are required upon submitting an application, lateral connections are required to end walls where truss/rafters are perpendicular to end walls.A truss/rafter tie shall be required to prevent uplift per code. 4- Braced Wall Lines.In Seismic category D2 exterior and interior braced wall lines cannot exceed 25'-0" Wall bracing must start within 8'-0"of a transverse wall or a designed collector Standard wall bracing methods are required as per section R602.10.3 of the 2003 IRC.If the wall bracing methods cannot be met,then refer to"Alternate Braced wall panel" Section 602.10.6 of the 2003 IRC.If any of the aforementioned methods cannot be met, engineering design will be required for the"SHEAR WALL"design.Section R602.10.9 for interior braced wall line support for 1 and 2 story buildings require a continuous footing supporting a braced wall line,interior and exterior not to exceed 50'-0"intervals. / 5- Egress. Rooms used for sleeping are required to have one window with 5.7'S.F of openable space and a sill height of not more the 44" above finished floor for emergency escape per 2003 IRC. 6- Energy and Air Quality Insulation,Heating,Air conditioning,Lighting,Windows and Appliances to meet 2003 WSEC &VIAQ New single family structures are required to have a whole house exhaust fan with a 24hr timer per table 3-1,3-2,3-3 of the 2003 VIAQ Mechanical fresh air intake(FAI)is required to have a 24 hr timer or windows in all bedrooms and living,dining area may have intake ports for fresh air per 2003 VIAQ if zone heat is applicable. 7 Dry Wall.(Gypsum wall board)5/8"type"X"sheets rock is required in the accessible usable space under stairs and on ceiling of a garage only if a habitable area is located above the garage.The rating of the sheet rock&nail pattern must be visible to the inspector Nail pattern for all sheet rock!/2"and 5/8"to be 8"on center and 12"OC if drywall screws are used.Per table 702.3.5 of the 2003 IRC.Interior braced wall panels are to be inspected prior to tape,bed and texture.Moisture resistant wallboard is required around w/c.A cementuous backer board is required for tiled areas at tub and showers.Vapor barrier is required.A perm rated paint may be substituted for a poly vapor barrier on the warm in winter side. 8- Plumbing. Water heaters are required to have two approved seismic straps in the upper and lower 1/3 d of the tank per UPC.T&P valve to be 114"I.D and directed to the exterior and turned 90 degree downward not less that 6"-12"above finish grade.Water heater s are required to have a 26 ga.Pan of other approved drain pan with a 3/4"drain line from pan to exterior Impact protection for w/h and mechanical equip are required to resist 6,000lbs impact if located in the garage area.All DWV are req'd.to be tested under water pressure per 2003 UPC or air test(consult manufacture recommendations for air test)Min.test pressure in Residential LPG is 30 lbs. 9- Smoke detectors.shall be located in each sleeping room and in the hall leading to each sleeping area.One smoke detector is required at the top of each stairs,and at least one smoke detector is required on every floor level. Smoke detectors must be within 6"to 1211from the ceiling if mounted on wall.Smoke detector shall not be less than 36"from any air return.Power supply for smoke detectors shall be from the main house supply that is not switched and required to be battery back up.Smoke detectors to be inter-connected so that if one smoke detector alarm will start a chain reaction to all other smoke detectors as per code. 10- Maximum building height allowable is 30'-0"based on an average grade plain per 2003 IRC.Property pins shall be located and marked for a footing inspection to verify zoning set back requirements. I1 Safety glazed tempered glass required within 24" of any doorway edge, along with other requirements as per 2003 IRC. 12- All water,sewer,gas,electrical,drywells,downspouts and footing drains are required to be inspected before cover This letter is not intended to cover all items required by the City of Port Angeles,but is to serve as a guide to help you understand frequently asked questions,"ALL WORK IS SUBJECT TO FIELD APPROVAL"4/05.