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HomeMy WebLinkAbout1 Hoag Dr 08-26-03PACIFIC CONSULTING ENGINEERS DATE: 6/25/02 2150 BELL AVE., #145 SACRAMENTO CA. 95838 SHEET No. 1 of 3 Ph. 916-564-6028 FAX 916-564-6029 Job No. 02-877 VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 1-2Auke et 1- Hoag Memorial Hospital 1 Hoa Newport Beach, CA 48 x 60 Commercial Coach VERTICAL DESIGN LOADS Input Data: 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: Max. Support Spacing: BUILDING DEPARTMENT CITY OF NEWPORT BEACH. CA APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUTHORIZATION 70 CONSTRUCT ANY BUILDING IN VIOLATION OF. OR INtONSIS TENT WITH. THE ORDINANCES. PLANS AND POLICIES f" '4E CITY OF NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT ; •iESE PLANS ARE. IN All RESPECTS. IN COMPLIANCE WITH CITY, BUILDING AND ZONING ORDINANCES. PLANS AND POLICES. THE CITY OF NEWPORT BEACH RESERVES THE RIGHT TO REQUIRE ANY PERMITTEE TO REVISE THE BUILDISG c' UCTURE OR IMPROVE- MENT AUTHORIZED BY THESE PLANS. BEFORE.L-wANG OR AFTER CONSTRUC- TION. IF NECESSARY TO COMPLY WITH THE ORDINANCES. PLANS AND POLICIES OF THE CITY OF NEWPORT BEACH APPLICANTS ACKNOWLEDGEMENT Islgnalure) DEPARTMENT SIGNATURE DATE PUBLIC WORKS TRAFIC FIRE GRADING PLANNING RI = 20 psf Rd = 10 psf CFI = 50 psf ,-Fd = 10 psf Wd = 5 psf L = 60 ft. r/W = 11.833 ft., P = 4,000 Ibs S = 1,000 psf CALCULATIONS: Vertical Loads & Support Spacing Vo=(RI+Rd+FI+Fd+Wd)W/2) = 562 plf Spacing=PNo Vi= FI+Fd x W/2 Max. pier spacing not to exceed 8' - 0" o.c. Spacing=PNo = 11.27 ft. on c.c. 7.12 ft. on c.c. 355 Ibs APPPO; AL TO ISSUE NY. GL'E TIE DOWNS SHEET No. 2 OF 3 JOB No. 02-877 GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 LATERAL DESIGN LOADS Input Data: Design Wind Pressure ( 75 mph exp C ) Seismic Load Factor ZONE 4 Roof Dead Load Wall Dead Load Floor Dead Load: Exterior Wall Height Roof Heigth: Building Length: Building Width: Tie Down Working Load: Earth Augers Wind Load: Seismic Load: Zone 4 Tie down Capacity: Seismic in Longitudenal Direction: No. of Tie Downs Required: Seismic in Transverse Direction: No. of Tie Downs Required: 48 x 60 Commercial Coach P= SI = Rd = Wd = Fd = Ht Rht = L= W= td = 20 psf O 0.189 d 10 psf 5 psf 10 psf 8 ft. 2 ft. 60 ft. 48 ft. 3,150 Ib's CALCULATIONS: Vw=P x (Rht + Ht) = 200 plf Vs=SI x (Rd+Fd+Wd) = 4.725 plf He=td x 1.33 x .707 = 2,962 Ib's V long.= Vs x L = 283.5 plf Seismic Control T long.= V x W)/Hc = 5 Tie downs evenly spaced V tran.=Vs x W = 226.8 plf Seismic Control T tran.=( V x L)/Hc = 5 Tie downs evenly spaced Total No. of Tie downs = 20 RIDGE BEAM SUPPORTS VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 Roof Live Load Roof Dead Load: Building Module Width: Steel pier : Perimeter steel pier : Soil Bearing Pressure: Trib. Area 200 sq. ft. or less Input Data: Calculations: Vertical Load at Mod -line: Max. Support Spacing: SHEET No. 3 OF 3 JOB No. 02-877 48 x 60 Commercial Coach O 4 � W =RI+Rd x D RI = 20 psf Rd = 10 psf D = 11.83 feet P = Taff Ibs P1 = 3,000 Ibs SI = 1,000 psf No. Location Loads Footing Size No. of 2"x12"x24" No. of Piers & (ft.) ( Ibs.) (In. sq.) P.T. BASE PADS PIER RATED LOADING 1 0 3,550 23 2 2-3000 Ibs 2 20.00 7,100 32 3 2-4000 Ibs 3 40.00 7,100 32 3 2-4000 Ibs 4 60.00 3,550 23 2 2-30001bs 355 psf PACIFIC CONSULTING ENGINEERS DATE: 6/25/02 2150 BELL AVE., #145 SACRAMENTO CA. 95838 SHEET No. 1 of 3 Ph. 916-564-6028 FAX 916-564-6029 Job No. 02-877 VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 Hoag Hospital 1525 Superior Suite 202 Newport Beach, CA 92658 36 x 60 Commercial Coach VERTICAL DESIGN LOADS Input Data: 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: on Asphalt Loads at Outside Support: Max. Support Spacing: Loads at inside support: Max. Support Spacing: CALCULATIONS: Vertical Loads & Support Spacing RI = 20 psf Rd = 10 psf Fl = 50 psf Fd = 10 psf Wd = 10 psf L = 60 ft. W = 11.833 ft. P = 4,000 Ibs S = 1,000 psf Vo=(RI+Rd+FI+Fd+Wd)W/2) = 592 plf Spacing=PNo = 6.76 ft. on c.c. Vi= FI+Fd x W/2 = 355 Ibs Max. pier spacing not to exceed 8' - 0" o.c. Spacing=PNo 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 36 x 60 Commercial Coach LATERAL DESIGN LOADS Input Data: Design Wind Pressure Seismic Load Factor Roof Dead Load Wall Dead Load Floor Dead Load: Exterior Wall Height Roof Heigth: Building Length: Building Width: Tie Down Working Load: Wind Load: Seismic Load: Tie Down Capacity ( 75 mph exp. C ) ZONE 4 Seismic in Longitudcnal Direction: No. of Tie Downs Required: Seismic in Transverse Direction: No. of Tie Downs Required: Zone 4 CALCULATIONS: P= SI = Rd = Wd = Fd = Ht = Rht = L= W= td = 20 psf 0.189 10 psf 5 psf 10 psf 8 ft. 2 ft. 60 ft. 35.5 ft. 3,150 Ib's Vw=P x (Rht + Ht) = 200 pif Vs=SI x (Rd+Fd+Wd) = 4.725 pif Hd= Td x 0.707 x 1.33 = 2,962 Ib's V long.= Vs x L = 283.5 pif Seismic Controls T long.=( V x W)/Hc = 3 Tie downs evenly spaced V tran.=Vs x W = 167.74 pif Wind Controls T tran.=( V x L)/Hc = 5 Tie downs evenly spaced Total No. of Tie downs = 16 RIDGE BEAM SUPPORTS VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 Roof Live Load Roof L.L. @ Trib. Area Over 200 sq. ft.: Roof L.L. @ Trib. Area Over 600 sq. ft.: Roof Dead Load: Building Module Width: Steel pier : Perimeter steel pier : Soil Bearing Pressure: Input Data: Calculations: Vertical Load at Mod -line: SHEET No. 3 OF 3 JOB No. 02-877 36 x 60 Commercial Coach RI = 20 psf R2 = 16 psf R3 = 12 psf Rd = 10 psf D = 11.833 feet P = 4,000 Ibs P1 = 3,000 Ibs SI = 1,000 psf Trib. Area 200 sq. ft. or less W =RI+Rd x D = 355 psf Trib. Area Over 200 sq. ft. W=R2+Rd x D = 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 (REAR 1 0 4,615 26 3 2-3000 Ibs �' 2 30 9,230 36 5 3-4000 Ibs FRONT 3 60.00 4,615 26 3 2-3000 Ibs PACIFIC CONSULTING ENGINEERS DATE: 6/25/02 2150 BELL AVE., #145 SACRAMENTO CA. 95838 SHEET No. 1 of 3 Ph. 916-564-6028 FAX 916-564-6029 Job No. 02-877 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 Toad rating: Soil Bearing Pressure: Loads at Outside Support: Max. Support Spacing: Loads at inside support: -Otago_ zj 40M. Hoag Hospital 1525 Superior Suite 202 Newport Beach, CA 92658 24 x 60 Commercial Coach Input Data: 1998 CBC RI = 20 psf Rd = 10 psf FI = 50 psf Fd = 10 psf Wd = 10 psf L = 60 ft. W = 11.833 ft. P = 4,000 Ibs S = 1,000 psf CALCULATIONS: Vertical Loads & Support Spacing Vo=(RI+Rd+FI+Fd+Wd)W/2) = 592 plf Spacing=PNo = 6.76 ft. on c.c. Vi= FI+Fd x W/2 = 355 Ibs Max. Support Spacing: Max. pier spacing not to exceed 8' - 0" o.c Spacing=PNo = 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 Ib'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 = T long.= V x W)/Hc = V tran.=Vs x W = Ttran.=( Vwx L)/Hc = Total No. of Tie downs = 334.5 plf Seismic Controls 2 Tie downs 133.8 plf Wind Controls 5 Tie downs evenly spaced 14 RIDGE BEAM SUPPORTS VERTICAL DESIGN GE Capital Modular Space 1901 Main Street, 7th Floor Irvine, CA 92614 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: 0 = 11.83 feet Steel pier : P = 4,000 lbs 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 D = 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.) ( tbs.) (In. sq.) P.T. BASE PADS PIER RATED LOADING FRONT 1 0 5,325 28 3 2 -3000 Ibs d 2 30.00 9,230 36 5 3-4000 Ibs ,,,-- 'REAR 3 60.00 5,325 28 3 2-30001bs PACIFIC CONSULTING ENGINEERS DATE: 6/25/02 2150 BELL AVE., #145 SACRAMENTO CA. 95838 SHEET No. 1 of 3 Ph. 916-564-6028 FAX 916-564-6029 Job No. 02-877 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: -1ZAitt'L # 4-1 45 Hoag Hospital 1525 Superior Suite 202 Newport Beach, CA 92658 24 x 60 Commercial Coach Input Data: 1998 CBC RI = 20 psf Rd = 10 psf FI = 50 psi Fd = 10 psf Wd = 10 psf L = 60 ft. W = 11.833 ft. P = 4,000 Ibs S = 1,000 psf CALCULATIONS: Vertical Loads & Support Spacing Vo=(RI+Rd+FI+Fd+Wd)W/2) = 592 plf Spacing=PNo = 6.76 ft. on c . Vi= FI+Fd x W/2 = 355 Ibs Max. Support Spacing: Max. pier spacing not to exceed 8' - 0" o.c. Spacing=PNo 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 92614 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 Ib'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 Hc=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 92614 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 SHEET No. 3 OF 3 JOB No. 02-877 24 x 60 Commercial Coach Calculations: Vertical Load at Mad -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 D = 308 psf Trib. Area Over 600 sq. ft. W=R3+Rd x D = 260 psf Max. Support Spacing: No. Location Loads Footin¢ Size No. of 2"x12"x24" No. of Piers & ( tt.) (Iba.) (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 3-4000 Ibs REAR 3 60.00 5,325 28 3 2-3000 Ibs