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HomeMy WebLinkAboutB2002-3073 - CalcsPACIFIC CONSULTING ENGINEERS 2150 BELL AVE., #145 SACRAMENTO CA. 95838 Ph. 916-564-6028 FAX 916-564-6029 VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 VERTICAL DESIGN LOADS Code Roof Live Load: Roof Dead Load: Floor Live Load Floor Dead Load Exterior Wall Dead Load: Building Length: Building Modular Width: Metal Pier load rating: Soil Bearing Pressure: Loads at Outside Support: Max. Support Spacing: Loads at inside support: 003P.,ccYN;1.�'b So4`us�ss Naxy, 9Pt �90O pRgs GF��GE,q�jg041 Max. pier spacing not to exceed 8' - 0" o.c. u;,uGN rtGCGFH;\0,,,, a()06GF�F%.EiFy Spacing=PNo to C^ �kC, c5 GK ?FP5„nbiGS Sra oc\, E,s { w,�.-li�RlG �vu tE yis SFF K�OyC 'dcgUH S�po'n tot_p 4G'gel 4�91). n{'' aVim` 4 O (P - aoo� I Hop,r - VA i t: b/2b/U4 Hoag Hospital 1525 Superior Suite 202 Newport Beach, CA 92658 24 x 60 Commercial Coach Input Data: CALCULATIONS: Vertical Loads & Support Spacing SHEET No. 1 of 3 Job No. 02-877 RI Rd FI Fd Wd L. W P S SPAFFW 5AE . 1998 CBC = 20 psf = 10 psf 50 psf' = 10 psf 10 psi = 60 ft. = 11.833 ft. 4,000 Ibs 1,000 psf Vo=(RI+Rd+FI+Fd+Wd)W/2) = 592 plf Spacing=PNo Vi= FI+Fd x W/2 v = 6.76 ft. on c.c. 355 Ibs 11.27 ft. on c.c. TIE DOWNS SHEET No. 2 OF 3 JOB No. 02-877 GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92814 24 x 60 Commercial Coach LATERAL DESIGN LOADS Input Data: Code 1998 CBC Design Wind Pressure ( 75 mph exp C ) P = 20 psf Seismic Load Factor ZONE 4 SI = 0.223 Roof Dead Load Rd = 10 psf Wall Dead Load Wd = 5 psf Floor Dead Load: Fd = 10 psf Exterior Wall Height Ht = 8 ft. Roof Heigth: Rht = 2 ft. Building Length: L = 60 ft. Building Width: W = 24 ft. Tie Down Working Load: td = 3,150 Ih's Wind Load: Seismic Load: Tie down Capacity: Seismic in Longitudenal Direction: No. of Tie Downs Required: Seismic in Transverse Direction: No. of Tie Downs Required: Zone 4 CALCULATIONS: Vw P x (Rht + Ht) = 200 plf Vs=SI x (Rd+Fd+Wd) = 5.575 plf He=td x 1.33 x .707 = 2,962 Ib's V long.= Vs x L = 334.5 plf Seismic Controls T long.= V x W)/Hc = 2 Tie downs V tran.=Vs x W = 133.8 plf Wind Controls T tran.=( Vw x L)/Hc = 5 Tie downs evenly spaced Total No. of Tie downs = 14 RIDGE BEAM SUPPORTS VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92814 SHEET No. 3 OF 3 JOB No. 02-877 24 x 60 Commercial Coach Input Data: Code 1998 CBC Roof Live Load RI = 20 psf Roof L.L. © Trib. Area Over 200 sq. ft.: R2 = 16 psf Roof L.L. © Trib. Area Over 600 sq. ft.: R3 = 12 psf Roof Dead Load: Rd = 10 psf Building Module Width: D = 11.83 feet Steel pier: P = 4,000 Ibs Perimeter steel pier: P1 = 3,000 Ibs Soil Bearing Pressure: SI = 1,000 psf Calculations: Vertical Load at Mod -line: Trib. Area 200 sq. ft. or less W =RI+Rd x D = 355 psf Trib. Area Over 200 sq. ft. W=R2+Rd x 0 = 308 psf Trib. Area Over 600 sq. ft. W=R3+Rd x D = 260 psf Max. Support Spacing: No. Location Loads Footing Size No. of 2"x12"x24" No. of Piers & ( ft.) ( Ibs.) (in. sq.) P.T. BASE PADS PIER RATED LOADING FRONT 1 0 5,325 28 3 2-3000 Ibs 2 30.00 9,230 36 5 3-4000Ibs REAR 3 60.00 5,325 28 3 2-3000_Ibs