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HomeMy WebLinkAbout29261 CENTRAL AVE_ 05-00003869 (1)KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS D- 5 (;5t CITY OF T URAL CALCULATIONS WORE PROJECT: COLD S E'A/D 9ION- JOB #: 05361 29261 CENTRAL AVE, SUITE N2 PE TKKE ELSINORE, CA CRITERIACIF L BLDG CODE, LATEST EDITION MATERIALS: T EIN: CONCRETE: 0 8 DAYS. CONCRETE BLOCK: GRADE N, MED. WT. UNITS, ASTM C -90. REINFORCED STEEL: 20,000 PSI (ASTM A615, GRADE 60). STRUCTURAL STEEL: 24,000 PSI (COMPACT) (ASTM A -36). STRUCTURAL PIPE: 22,000 PSI (ASTM A -53, GRADE "B "). PLYWOOD SHEATHING: DOUGLAS FIR, STRUCTURAL 1, P.S. 1 -95. GLUED LAM. BEAMS: 2,400 PSI (D.F. COMB. "24F "). LUMBER: GRADE MARKED D.F. PER W.C.L.B. GRDG. RULE 17. SOIL PRESSURE: SEE FOUNDATION PLAN FOR COMPLETE DATA. APaPl'%rc-D DESIGN REFERENC{ -INMODING CHARTS AND TABLES FROM: SCOTT fAZEKAS & i,iSOCIATES, INC LUMB BER: WOOD STRUCTURAL DESIGN DATA (VOLUME 1), BY RfibNI4L -LAB MANUFACTURERS ASSOCIATION S L:pians fkave been rev:er;c"w Thi f SCONSTRUCTION, RISC. C ©N ' T nd ordiinaCOP. . re ran ea ' }'slue a bu.0NIS S ,QWY DESIGN MANUAL, CONCRETE he v g rovai Wit applicable City agJ1A SONRY ASSOCIATION CCRET ACI DESIGN HANDBOOK The issuance or granting of a permit based on approval of these plans shall not be construed to permit -or approve any violation of the applicable codes or ordinance. I`io permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. BY: f ' <_<` H DATE: 1 12-31-05 4 r CALti y 3186 -F AIRWAY AVE. • COSTA MESA, CA 92626 • (714) 444 -2422 • FAX (714) 444 -2122 W Ken Okamoto & Associates, Inc. Structural Engineers 3186 -F Airway Ave: Costa Mesa, CA 92626 SINGLE SPAN WOOD BEAM LOADS DL := 14 Psf Dead Load LL := 20 Psf Live Load P ac _ 800 2 P ac = 400 lb TRY 4x10 L := 8 ft Length of Beam b:= 2 ft Tributary width w:= (DL t LL) -b M:= w•L' + (P ac•L) 8 4 S M 12 1000 1.0. ]?s w L R TL := 1000 2 L3 3556 P" W 1111 111 IF= I L WOOD BEAM w = 68 Ib {ft M = 1344 lb-ft Sheet Job #05361 Use S = 13 in 4x10 under a/c unit OK. R TL = 0.27 kips I = 10 in Ken Okamoto & Associates, Inc. Structural Engineers 3186 -F Airway Ave. bosta Mesa, CA 92626 SINGLE SPAN GLULAM BEAM LOADS ' W w = 221 OL := 14 psf Dead Load LL := 20 psf Snow Load GLULAM PURLIN : L:= 27.5 ft Length of Beam b T := 6.5 ft Tributary width P := 800 lb P = 400 lb 2 M := P -L 1000.4 w:= (DL + LL)-b T W DL := DL -b T i 9 L>21 L 211 KS:= 0.5-- w L- M -12 1000 L F + (2.4.1.25•L F) R:= w L 1000 2 c -7 Sheet_ Job #05361 P W w = 221 lb/ft wDL =91 lb/ft T T I 1i 1 I L 1 GLULAM BEAM M =2.75 k•ft w = 221 lb/ft wDL =91 lb/ft LF =0.97 KS = 97 in' ( E) GLB : 51/8 x 12 on top of wall OK. R = 3.04 kips Sheet Job # 05361 COMPANY PROJECT SSI SIZER Oct. 3, 2005 15:42:49 SSI -05361 Design Check Calculation_ Sheet SSI Sizer 2001b LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location Ift) Pattern Shear 4400 Total 8299 Start End Start End Load? M = Loadl Dead Full Area 16.00 (96.0)- Dead Defl'n No Capacity Load3 Lave Full Area 20.00 196.0)* 2 -1/2 No 2 -1/2 iLoad4 Constr. Point 400 16.00 No L /180 Load5lConstr. Point 400 27.00 No Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 55' Dead 3899 3899 Live 4400 Shear 4400 Total 8299 8900 8299 Bending( +) M = 114118 Mr = Bearing: M /Air = 91.35 Dead Defl'n 0.77 = Capacity 8900 8900 Length 2 -1/2 L/762 2 -1/2 I 58" SST 46r (F8) Spaced at 96° dc; Self Weight of 13.8 plf automatically included in loads, SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs-ft. or In) Criterion Analysis Value Design Value Analysis /Design ( %) Shear V = 8299 Vr = 8900 v /Vr = 93.25 Bending( +) M = 114118 Mr = 124929 M /Air = 91.35 Dead Defl'n 0.77 = L /860 Live Defl'n 0.87 = L/762 2.75 = L/240 31.45 Total Defl'n 1.63 = L/404 3.67 = L /180 44.50 ADDITIONAL DATA: ACTO)ZS: CD C?t Ct Ca- CF CV Cfu Cr LC# Eb' += n/a 3.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 V' = n/a 1.00 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC§ 2 = D +L, M = 114118 lbs -ft Shear : LCI 2 = D +L, V = 8299 lbs Deflection: LCf 2 = D +L E1= 38083.00e06 lb -in2 K= 0.0006 lbs Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W--wind F= impact C- construction CLd= concentrated) Ail LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection Emits are appropriate for your application. 2. This analysis is for SST Open Web Truss products furnished by Standard Structures, Inc. only. Product substitutions void this analysis 3. The sizing of the SST Open Web Truss by this sofhvare is limited to single span conditions only. The open web truss analysis presented is approximate. 4. All open r'eb trusses are custom designed by Standard Structures, Inc. to carry the specific loads for each project. Actual truss capacity is limited to that required to resist the specified toads. For other design conditions such as tapered, pitched or cantilever joists check with a Standard Structures, Inc. representative. 5. All compression edges (tap and bottom) must be braced at 2'-6' unless noted otherwise. Proper attachment and positioning of bracing is required to achieve member stability. 6. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. 7. The speck product application toads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. 8. The supporting member shall be designed to support the total reaction noted above. Ken Okamoto & Associates, Inc. Structural Engineers 3186 -F Airway Ave. Costa Mesa, CA 92626 MECHANICAL UNIT ANCHORAGE Sheet 1 Job # 05361 MECH. UNIT SEISMIC ZONE: 4 ; ^ ; F Co i W T := 750 -lb Weight of the equipment h:=3.0-ft Height of the equipment to center of gravity, y dir. b : =4.0•ft Width of the equipment a p : = 2.5 Horizontal amplification factor see 1633.2.8.1 or Table 16-0 I p : = 1.0 Importance factor, see table 16 -K h X:= I -ft Element elev. w/ respect to grade h r:= I •ft Roof elev. w/ respect to grade N a:= L.) max Near Source Factor, see Table 16 S C a:= 0.44 -N a Horizontal seismic coefficient, Table 16 -Q P,:= 3.0 Horiz. force factor, Table 16 -0 Seismic Factor: ap•Ca "p hx F (1+3_ -- x WT — F= 1.907 x WTpRhrp F:= F P.WT 1.4 OTM := F•h RA1 := 0.35 -WT b F uplift' _ ( OTM — RM) b F= 1021 -lb OTM = 3064 -lb -ft RIM = 1275 -lb -ft R-.M < OTM F uplift= 447.1b ROOF MECH. UNIT There is uplift 3/8 "0 lag bolts at each corner @ 24" o.c. in btwn. Ken Okamoto 8, Associates, Inc. Structural Engineers 3186 -F Airway Ave. Costa Mesa, CA 92626 BLKG METAL STUDS /CEILING JOISTS COLD STONE - LAKE ELSINORE, CA LOADS : R TL = 0.21 kips DL := 10 psf Dead Load (5/8" thk. CEILING JOISTS: Gypsum board) e "` LL := 10 psf Live Load BLKG. METAL STUD: ' L:= 8 ft Stud length b:= 2.67 ft Stud spacing F y := 20 ksi Yield strength of Metal Stud w:= (DL + LL)•b w = 53 lb /ft w L2 w 6.52 Sheet M2 Job # 05361 SOFFIT FRAMING DETAIL M:= M = 427 lb-ft 8 Blkg Metal Studs: S := M 12 S x = 0.256 in 3 < 0.304 in 3 6" x 20 GAx 1000 F y a@ 32 o.c. w/ 348 screws ea. end OK. I .= W L3 64444 I = 0.424 in < 1.793 in R TL := w L R TL = 0.21 kips 1000 2' CEILING JOISTS: DL := 10 psf Dead Load LL := 10 psf Live Load h:= 9 ft Ceiling joist height b:= 1.33 ft Trib.width w:= (DL +LL)•b w =27 lb /ft P stud := `'v "h -b P stud = 318 lb w 6.52 M:= M = 140 lb-ft 8 S := M-12 x S = 0.084 inx 1000•F y W OL +W LL ZS T -r METAL STUD L CEILING JOIST Metal Studs : 3518 "x20 GA 16 o.c. wl 348 screws OK. 11/22/2005 TUB 13:22 PAX 951 471 0052 City of Lake 3lainore 11/22/2885 09:18 714fi648866 FRAIW 001/002 PAGE 01/02 FREDRICK ROBERT ASSOCIATES, INC. ' cellz ARCHITECTURE AND PLANNING 555 NORTH PARKCENTER DRIVE SUITE 100 SANTA AAM , C4LIFORN14 9270&3521 714) 6644053 FAX (714) 664-0066 www.FRA46 xm FACSIMILE COVER SHEET I Date: November 22, 2005 Number of Pages; 2 prwuft cover skeq - Attention: _ Ray 1 Company: City Of L8ke Elsinore Phone Number. (951) 6473124 Fax Number: (951) 471 -1418 From: - Fred Crooks x25 I Subject Cold Stone Creamery -Lake Elsinore #1257 054.5 Confidendak yes This fax (xtd" any aliachments) centshu omfidentfal wamtaboa intendad for 8 speCi(tG individual and Aurpose, end is protected by /a:. If you ale not the intended to piept you should destroy this fax and ere hereby notified that W disdosure. espying, oro4stttbuiion of this W, or ft to ft of any action based on it is strtcNy prohtbited. Remarks: Ray Attached find transmittal to Sco# Fazekas Associates, Inc. Please call if you have any questions or need anything else. Plan Check # 05 -3669 if More are arty probte= un'h this transmission, please call. Thank you, Copy: File NOV 22 'eS 09'32 7146640066 PAGE.81