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Home My WebLink AboutCALCULATIONS - 07-00387 - American Self Storage - AdditionCALCULATIONS FOR Job: Address Client: Sheet 1 2-7 8-12 13-14 15-18 Copyright American Self Storage - Phase 3 - Foundation Building's 1, 4, & 5 Rexburg, ID (These calculations apply to the job at this address only.) Tech -Fast Metal Systems Inc. ( J2383) A16 0 8 2001 8/07 Job 1689-07 Index to Calculations Item Basis For Design Design Loads Foundation Plans Foundation Point Loads Design of Slab and Turndown 07 00387 American Self Storage Addition D ECE�'ti��1'I AUG 1 5 25"1 Project Engineer Robert E. Chambers S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 Scottsdale, Arizona 85251 (480) 946-2010 Fax: (480) 946-1909 BASIS FOR DESIGN DEAD LOADS Roof Panels actual LIVE LOADS Roofs 20.0 psf., (Snow) LATERAL Wind Wind Load Basis: 90 mph Exposure: C Seismic Use Group: I Seismic Design Cat: C CODE: 2003 International Building Code 2001 Edition of Cold -Formed Steel Design Manual STRESSES OF MATERIALS CONCRETE Footings f c = 2500 psi. STEEL Reinforcing fy = 60000 psi. A-615, Grade 60 Weldable Reinforcing fy = 60000 pal. A-706, Grade 60 Roof Deck fy = 80000 psi. A-653, Grade 80 Cold formed Steel fy = 55000 psi. A-653, Grade 55 SOIL Allow. Soil Bearing Allow. LaL Bearing 1500 psf 150 psf / ft Structural Wide Flange fy = 36000 psi. A-36 or fy = 50000 psi. A-572 Tube fy = 46000 psi. A-500 Pipe fy = 36000 psi. A-501 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: 0 By: tZC, Job No.: 1689-01' SH.. S.E. CONSULTANTS, INC. DESIGN WIND LOADS FOR PITCHED FREE ROOFS 2003 International Building Code V, wind speed = 90 mph Exposure Category = C 0, roof angle = 1.2 ° h, mean roof height = 8.64 ft Main Wind Force Resisting System, ASCE7 6.5.13 KZ, exposure coeff. = 0.85 Ke, topography factor = 1.00 Kd, directionality factor = 0.85 Iw, wind factor = 1.00 G, gust effect factor = 0.85 P = gzGCN = 12.73 (CN) psf ASCE7 6.5.6.6, Table 6-3 ASCE7 6.5.7.2, Figure 6-4 ASCE7 6.5.4.4, Table 6-4 ASCE7 6.5.5, Table 6-1 ASCE7 6.5.8 0.00256KZKZTKoV2lwGCN, Eq. 6-25 Roof Angle, 0 Load Case Wind Direction, y = 0°, 180° Clear Flow Obstructed Flow CNw CND CN`N CNL 7.50 A 1.1 -0.3 -1.6 -1 B 0.2 -1.2 -0.9 -1.7 150 A 1.1 -0.4 -1.2 -1 B 0.1 -1.1 -0.6 -1.6 22.50 A 1.1 0.1 -1.2 -1.2 B -0.1 -0.8 -0.8 -1.7 300 A 1.3 0.3 -0.7 -0.7 B -0.1 -0.9 -0.2 -1.1 37.50 A 1.3 0.6 -0.6 -0.6 B -0.2 -0.6 -0.3 -0.9 450 A 1.1 0.9 1 -0.5 -0.5 B 1 -0.3 -0.5 1 -0.3 1 -0.7 1 inandw lnhamnlaharf rnia-Mrienfs from ASUEZ Houre b-IMB 1.2 A 1.20 0.30 -0.50 -1.20 B -1.10 -0.10 -1.10 -0.60 Is flow obstructed (Yes/No)? Yes Load Case A P, windward roof = -6.37 psf P, leeward roof = -15.28 psf Load Case B P. windward roof = -14.01 psf P, leeward roof = -7.64 psf PRELIM IN AItY U N LESS SEALEoD O N EACH S/�H EET O ItON CO VER SHEET o b: � D ate: v j- By: ReC Job No.: 1689-0.1 S H S.E. CONSULTANTS, INC. BCD 9CS • DESIGN WIND LOADS FOR PITCHED FREE ROOFS 2003 International Building Code Wand Direction V, wind speed = 90 mph r = oc° is0° P'"'" P"" Exposure Category = C 0, roof angle = 1.2 ° a h, mean roof height = 8.52 ft h L Main Wind Force Resisting System. ASCE7 6.5.13 KZ, exposure coeff. = 0.85 ASCE7 6.5.6.6, Table 6-3 Kn, topography factor = 1.00 ASCE7 6.5.7.2, Figure 6-4 Kd, directionality factor = 0.85 ASCE7 6.5.4.4, Table 6-4 1w, wind factor = 1.00 ASCE7 6.5.5, Table 6-1 G, gust effect factor = 0.85 ASCE7 6.5.8 P = gzGCN = 12.73 (CN) psf 0.00256KZKZTKOV21WGCN, Eq. 6-25 Roof Angle, 0 Load Case Wind Direction, y = 0°, 180" Clear Flow Obstructed Flow CNW CNL CNW CNL 7.50 A 1.1 -0.3 -1.6 -1 B 0.2 -1.2 -0.9 -1.7 150 A 1.1 -0.4 -1.2 -1 B 0.1 -1.1 -0.6 -1.6 22.50 A 1.1 0.1 -1.2 -1.2 B -0.1 -0.8 -0.8 -1.7 300 A 1.3 0.3 -0.7 -0.7 B -0.1 -0.9 -0.2 -1.1 37.50 A 1.3 0.6 -0.6 -0.6 B -0.2 -0.6 -0.3 -0.9 450 A 1 1.1 0.9 1 0.5 -0.5 B 1 -0.3 1 -0.5 1 -0.3 1 -0.7 I inandy Intarnnlatprl CnPttirlAnLS tmm ASC:C/ MCIU a ti-MH 1.2 A 1.20 0.30 A.50 -1.20 B -1.10 -0.10 -1.10 -0.60 Is flow obstructed (Yes/No)? Yes Load Case A P, windward roof = -6.37 psf P. leeward roof = -15.28 psf Load Case B P, windward roof = -14.01 psf P, leeward roof = -7.64 psf PRELIMINARY U N LESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 1'z380 D ate: 80 By: &C job No.. )10 -OT SH .. S.E. CONSULTANTS, INC. International Building Code - 2003 be-D / Soil Site Class Seismic Use Group Ss - St - Fa = =D =1 16.8 % 8.2 % Is] Site Class Tattle 1615.1.2 (1) (Fa) Mapped spectral response acceleration at short periods (Ss) 0.25 0.50 0.75 1.00 1.25 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.20 1.20 1.10 1.00 1.00 D 1.60 1.40 1.20 1.10 1.00 E 2.50 1.70 1.20 0.90 0.90 FI- - - - - 1.600 (interpolated) Sms = Fa * Ss = 0.269 Site Class Table 1615.1.2 (2) (Fv) Mapped spectral response acceleration at 1 sec. periods (S1) 0.10 0.20 0.30 0.40 0.50 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.70 1.60 1.50 1.40 1.30 D 2.40 2.00 1.80 1.60 1.50 E 3.50 3.20 2.80 2.40 - F I - - - I - I - Fv = 2.4 (interpolated) Sas= 213*Sas= 0.179 Sds > Seismic Use Group I If III 0.000 A A A 0.167 B B C 0.330 C C D 0.500 ID D D Seismic Design Category = B SMi = Fv * Si = 0.197 Six = 213*Smi= 0.131 Sdi Seismic Use Group > I II [II 0.000 A A A 0.067 B B C 0.133 C C D 0.200 D D D PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Y&363 Date: 8 0* By: CJob No.. %4�"0T SH.. Al S.E. CONSU LTANTS, INC. Earthquake Lateral/Longitudinal Load to Column - 2003 IBC Seismic Use Group - I Seismic Design Category - B 1 - 1.00 Ss - 16.80 % St - 8.20 % SMs - 0.269 SMt - 0.197 R - 2.50 Height - 8.9 fl T = 0.035' (hn)" 0.75 - 0.180 r Rellab111ty/redundancy Factor - 1.00 Sos - 0.179 SDI - 0.131 (16-35) (16-36) V = Sns / [Rll] - 0.072 W V = SDI / [(R/l)T] - 0.291 W (16-37) V = 0.044' Si / [RII] - 0.001 W (16-38) V = 0.5' Si 1 [Rli] - 0.000 W V (Controls) - 0.072 W kips PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ..T2383 Date: (910* By: P��. Job No.: J1o8Q 01- SH.. S.E. CONSULTANTS, INC. International Building Code - 2003 136D "_5 -l' ,c' 5 Soil Site Class Seismic Use Group Ss - S1 - Fa = =D =1 16.8 % 8.2 % O.K. Site Class Table 1615.1.2 (1) (Fa) Mapped spectral response acceleration at short periods (Ss) 0.25 0.50 0.75 1.00 1.25 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.20 1.20 1.10 1.00 1.00 D 1.60 1.40 1.20 1.10 1.00 E 2.50 1.70 1.20 0.90 0.90 F I - I - I - I - I - 1.600 (interpolated) SMs = Fa * Ss = 0.269 Site Class Table 1615.1.2 (2) (Fv) Mapped spectral response acceleration at 1 sec. periods (Si) 0.10 0.20 0.30 0.40 0.50 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.70 1.60 1.50 1.40 1.30 D 2.40 2.00 1.80 1.60 1.50 E 3.50 3.20 2.80 2.40 - F -I - I - I - I - Fv = 2.4 (interpolated) Scs = 213 * Sms = 0.179 Sds > Seismic Use Group 1 II III 0.000 A A A 0.167 B B C 0.330 C C D 0.500 ID D D Seismic Design Category = B SM1= Fv * Si = 0.197 Sw 213*Smi= 0.131 Sdi > Seismic Use Group I 1 II 1 III 0.000 A A A 0.067 B B C 0.133 C C D 0.200 ID D D PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ye,305 Date: 8 By: C Job No.. %�,89-0 4 SH.. 10 S.E. CONSULTANTS, INC. f Earthquake Lateral/Longitudinal Load to Column - 2003 IBC Seismic Use Group - I Seismic Design Category - B 1 - 1.00 Ss - 16.80 % S1 - 8.20 % SMs = 0.269 SM1 = 0.197 R - 2.50 Height - 8.67 ft T = 0.035 • (hn)^0.75 - 0.177 r Reliability/redundancy Factor - 1.00 Sos - 0.179 Sol - 0.131 (16-35) V = Sos / [Rll] - 0.072 W (16-36) V = Sri / [(R/l)T] - 0.297 W (16-37) V = 0.044' Si / [R/1] = 0.001 W (16-38) V = 0.5 " Si / [R/1] - 0.000 W V (Controls) - 0.072 W kips PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET job: C 3 Date: (90, By: j?JL4r, job No.: /4009-o-1 SH.. S.E. CONSULTANTS, INC. �2 MIN /,500 P--p PjX = 5 P�-P ( 4WF RAM# Nc, ) PLL = 35 P-p (:5NWLonU) PTO r q L AN. W!wrH OF CANT, -FTC, /SQp 0.2.8 1 - = 3.4/n �14 e, ry d� Raxsucok- 4*i ". / Z " D60"v f /Z W ta>o" O/ *44e. #o07'~I/VClZ Wot s*' CASE 4:a to LoAD 25. o} ( ,o r-T/Z Coo Ps = 5, 000, o 3" I C 21 a 4 coN-r. iZ " PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 12383 Date: 8/0'f By: FAA Job No.: 1689- 0; SH.: �S S.E. CONSULTANTS, INC. SE Consultants Interior Columns Roof DL = 5 psf LL = 35 psf Mini Storage Point Loads Width x Length = Area 5 10 50 ft"2 8/2/2007 PDL(roon = 250 Ibs PLL(roon = 1750 lbs P(TOTAL) = 2000 Ibs Endwall Columns Roof DL = 5 psf LL = 35 psf Width x 5 Length 5 = Area 25 ft^2 PDL(rooO = PLL(rooG = P(ToTAL) = 1000 125 875 Ibs Ibs Ibs Sidewall Columns Roof DL = 5 psf Width x Length = Area PDL(root) = 125 Ibs LL = 35 psf 2.5 10 25 ft^2 PLL(roon = 875 Ibs P(TOTAL) = 1000 Ibs Interior Columns Roof DL = 5 psf Width x Length = Area PDL(roon = 250 Ibs LL = 35 psf 5 10 50 ft"2 PLL(=() = 1750 Ibs P(TOTAL) = 2000 Ibs PRELIMINARY j o b: ..I"2�J_.� UNLESS SEALED O N EACH SHEET O R ON D ate: 8 0 B y: G� ) o b N o .. COVER SHEET 14 9-0* S H S.E. CONSULTANTS, INC. B c I Pol Wr � . vc = Jos p = 8� LL F(C:'r v I A L [3Ny RJR Iq 18 (347) -= / z PC'ruAL J3ejq&jm(& (Zjqpj3Cj,,r,,f J, QOQ �6s 9.0 Fr?-" (/,r as) OL PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: 6 By: Job No.: /689-0-1 SH.: /9 S.E. CONSULTANTS, INC. d R LLUWAZLf, POINT BCA0 N C, / \ I� I � for 2 Fr AVER = (1 ') ( Z') z z FT z 30000 s �,C ✓ 11s (m,N.) - Co.ao2-)(12 1N)(12. IN). = 0.2 88,ivz a(0.Z jNz) = 0.4,m c #4, w / 0) # 4 6'°t, C7bp PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 12383 Date: 810T By: Job No.: 11*89.4+ SH.: ! �O S.E. CONSULTANTS, INC. d )CjEe//)2Z7 c, 'I G,4Mzx),J-,v MIN CONCefTf-, Sc-AB OVElCG A " A%8.G. 1:ku. Li 1.4 x 0 /.-4 W. b). v, C€,wr cLu XW 3 lR $ 4 fiAe� �70 ' I--p �; bo-rtorn f qAx. LORD : (S ") C25 ) (40. o pa-r) �s 3 pr = (isa0 Pcwr)(bFrZ) Q,C 00 ibs or ✓ (mim.) = (o.00z ") (3&"+ 4 "')oz ") = o.910o,"z (4) It 4 bx,--h = ( 0. 4 , w L") (4) -m A ep 04 v PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: xZ383 Date: 8/04 By: ftC Job No.: 1489-04 SH.: Il S.E. CONSULTANTS, INC. W SQUARE SPREAD FOOTING SCHEDULE Soil Pressure = 1,500 PSF Concrete - fc = 2500 PSI Reinforcing - Grade 60 Mark Footing Size SQ) Thickness of Footing (IN) Reinforcing (3" CLR Bottom Allowable Load, TL (K F-1 2'-0" 10 2- #4 6.0 F-2 20-6" 10 3- #4 9.4 F-3 T-0" 12 3- #5 13.5 F4 31-6" 12 4- #5 18.4 F-5 4'-0" 12 4- #5 24.0 F-6 41-6" 12 5- #5 30.4 F-7 5'-0" 12 4- #6 37.5 F-8 5'-6" 12 6- #6 45.4 F-9 6'-0" 14 6- #6 54.0 F-10 61-6" 14 7- #6 63.4 Notes: 1) Ref. ACI 318-89/318R-89, Strength Design Method PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 1Z.383 Date: 4 By: UC Job No.: /689-0-'�SH.: 28 . S.E. CONSULTANTS, INC.