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HomeMy WebLinkAboutX2021-2779 - Calcs:i'•1 FILE NO.: 21159 DATE: 10/18/21 PROJECT: Saeedi Remodel SUBJECT: Structural Calculations OWNER: Mr. & Mrs. Saeedi 3 Via Cristallo Newport Coast, CA n lCy' 94 CODE: 2019 CBC oWc ,nN..°' nii�n9600 a ENGINEER of RECORD: George Richards, PE l9lf OF CAl\F0� NOTICE: The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, Information, and belief. No guarantee or warranty is expressed or implied. These documents are the property of BORM International. 2211 Michelson Drive Suite 450 Irvine, CA 92612 t: 949.752.0601 f: 949.752.7559 www.borm.com PAGE: 1 / 7 B O R M STRUCTURAL ENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 GRAVITY LOADS Floor 1 Tlle(D) 13.50 psf Underlayment,None(D) 0.00 psf Shtg, 3/4" (23/32') OSB(D) 2.50 psf 14TJ1350 @ 19.2 w/ bilk @ 81(D) 2.40 psf Insulation, None(D) 0.00 psf Interior, 1/2" Gypsum board(D) 2.20 psf Mech. & elect. system allowance(D) 0.50 psf Sprinkler allowance(D) 0.50 psf Item(D) 0.00 psf Allowance(D) 8.40 psf Live Load(L) 40.00 psf Total D 30.00 psf Total L 40.00 psf Total 70.00 psf LAVA 2020 PRINTED: 10/18/2021 C:\Users\ferial\OneDrive- Borm international\Desktop\Lane Res.xi LAVA PAGE: 2 / 7 B O R M STRUCTURAL ENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 SUMMARY Beam Name Beam Size Left/Top Support Right/Bottom Support 3M.FL1.4 (PSL) 7 x 14 PSL 2.0 4x4 DF -L No.2 4x4 DF -L No.2 3M.FL1.5 (Lumber) 4x6 2x4 DF -L No.2 2x4 DFA No.2 13M.FL1.6 (LSL) 13/4 x 14 LSL 1.55 BM.FL1.7 (LSL) 3 1/2 x 14 LSL 1.55 2x4 DF -L No.2 2x4 DF -L No.2 BM.FL1.8 (LSL) 3 1/2 x 14 LSL 1.55 2x4 DF -L No.2 2x4 DF -L No.2 BEAM ANALYSIS BM.FL1.4 L=18ft WO Self Weight 0-18' -21.23 D W1 BM.FL1.4 0-18' -315 D Shear Check V max = 6806 lbs F„, = 290 psi 7x 14 PSL 2.0E -420L f" = 1.5 x (Vmax / # of beam )/Area =1.5x(6806/1)/98 =104 psi Moment Check M max = 30627 lbs -ft F b'(+) = 0.98 x 1 x 0.983 x 2900 = 2793 psi f b (+) = ( MmaxPositive / # of beam) x 12 in/ft / S= ( 30627/ 1) x 12/228.7 =1607 psi Deflection Check 5 max = 0.0625 x 12 = 0.75 in A r = -0.558" @ 9 ft Vertical Support Determination IBC 18 ASD (16-9) D+L IBC 18 ASD (16-9) D+L Defl. IBC 18 ASD T 1604.3 (fd)D+L Use 7 x 14 PSL 2.0E Beam LAVA 2020 PRINTED: 10/18/2021 C:\Users\ferlal\OneDrive- Borm international\Desktop\Lane Res.xl LA®A PAGE: 3/7 B O R M STRUCTURAL ENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 Left/Top Support Right/Bottom Support Cd = 180 psi f" 1.25 5861 lbs D+0.75L+0.75Lr 5861 lbs D+0.75L+0.75Lr 1 6806 lbs IBC 18 ASD (16-9) D+L 68061bs IBC 18 ASD (16-9) D+L 1.6 6156 lbs D+0.75L+0.75Lr+0.75xO.7pE 6156 lbs D+0.75L+0.75Lr+0.75xO.7pE 0.9 3026 lbs IBC 18 ASD (16-8) D 3026 lbs IBC 18 ASD (16-8) D Use 4x4 DF -L No.2 Use 4x4 DF -L No.2 BM.FL1.5 L = 6.25 ft 4x6 DF -L No.2 WO Self Weight 0-6.2' -4.170 W1 BM.FL1.5 0-6.2' -90D -120L yyyy� L l yJ L Ly l J L W2 BM.FL1.5 0-6.2' -70° Shear Check Vmax =-888lbs F v, = 180 psi f" = 1.5 x (Vmax / # of beam )/Area =1.5x(-888/1)/19.3 =-69 psi Moment Check M max =1387 lbs -ft Fb'(+)=1.3x1x0.996x900 =1165 psi f b (+) = (MmaxPosItIVe / # of beam ) x 12 in/ft,/ S= (1388 / 1) x 12 / 17.6 = 946 psi Deflection Check 6max=L/240=6.25/240x12 = 0.312 in A r = -0.126" @ 3.12 ft Vertical Support Determination IBC 18 ASD (16-9) D+L M+ IBC 18 ASD (16-9) D+L Deft IBC 18 ASD T 1604.3 (fd)D+L Use 4x6 DF -L No.2 Beam LAVA 2020 PRINTED: 10/18/2021 C:\Users\ferlal\OneDrive- Borm international\Desktop\Lane Res.x1 LAVA PAGE: 4/7 B O R M STRUCTURAL ENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 Shear Check V max =-932 lbs F,, = 400 psi f„=1.5x(Vmax/#of beam )/Area =1.5x(-933/1)/24.5 =-57 psi Moment Check M max =1224 lbs -ft F b'(+) = 0.99 x 1 x 0.636 x 2325 =1463 psi fb(+)=( MmaxPositive/#of beam )x12 in/ft/S=(1224/1 )x12/57.2 = 256 psi Deflection Check 6 max = L / 240.458 = 5.25 / 240.458 x 12 = 0.262 in Ar = -0.01" @ 2.62 ft Vertical Support Determination IBC 18 ASD (16-9) D+L M+ IBC 18 ASD (16-9) D+L Defl. IBC 18 ASD T 1604.3 (fd)D+L Use 13/4 x 14 LSL 1.55E Fb=2325 Beam LAVA 2020 PRINTED: 10/18/2021 C:\Users\feria)\OneDrlve - Borm International\Desktop\Lane Res.x1 LAVA Left/Top Support Right/Bottom Support Cd 1.25 794Ibs D+0.75L+0.75Lr 794 lbs D+0.75L+0.75Lr 1 888 lbs IBC 18 ASD (16-9) D+L 888 lbs IBC 18 ASD (16-9) D+L 1.6 844 lbs D+0.75L+0.75Lr+0.75xO.7pE 844 lbs D+0.75L+0.75Lr+0.75xO.7pE 0.9 513 lbs IBC 18 ASD (16-8) D 513 lbs IBC 18 ASD (16-8) D Use 2x4 DF -L No.2 Use 2x4 DF -L No.2 BM.FL1.6 L = 5.25 ft 13/4 x 14 LSL 1.55E Fb=2325 WO Self Weight 0-5.2' -5.31° W1 BM.FL1.6 0-5.2' -150 ° -200 L 1 f 1 ( ( J ( (1 l Shear Check V max =-932 lbs F,, = 400 psi f„=1.5x(Vmax/#of beam )/Area =1.5x(-933/1)/24.5 =-57 psi Moment Check M max =1224 lbs -ft F b'(+) = 0.99 x 1 x 0.636 x 2325 =1463 psi fb(+)=( MmaxPositive/#of beam )x12 in/ft/S=(1224/1 )x12/57.2 = 256 psi Deflection Check 6 max = L / 240.458 = 5.25 / 240.458 x 12 = 0.262 in Ar = -0.01" @ 2.62 ft Vertical Support Determination IBC 18 ASD (16-9) D+L M+ IBC 18 ASD (16-9) D+L Defl. IBC 18 ASD T 1604.3 (fd)D+L Use 13/4 x 14 LSL 1.55E Fb=2325 Beam LAVA 2020 PRINTED: 10/18/2021 C:\Users\feria)\OneDrlve - Borm International\Desktop\Lane Res.x1 LAVA PAGE: 5/7 BO R M STRUCTURAL ENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 BM.FL1.7 Vertical Loads PO BM.FL1.6 y L=11ft WO Self Weight 0-11' Shear Check 3 1/2 x 14 1-51- 1.55E Fb=2325 -407 D -525 L PO -10.62 D AA V max = 736 lbs F v = 400 psi fv=1.5x(Vmax/#of beam )/Area =1.5x(737/1)/49 = 22 psi Moment Check M max = 2144 lbs -ft IF b'(+) = 0.99 x I x 0.914 x 2325 = 2103 psi fb(+)=(MmaxPositive/#ofbeam )x12in/ft/5=(2144/1)x12/114.3 = 225 psi Deflection Check bmax=L/240=11/240x12 = 0.55 in A , = -0.03" @ 4.95 ft Vertical Support Determination IBC 18 ASD (16-9) D+L M+ IBC 18 ASD (16-9) D+L Defl. IBC 18 ASD T 1604.3 (fd)D+L Use 3 1/2 x 14 LSL 1.55E Fb=2325 Beam LAVA 2020 PRINTED: 10/18/2021 C:\Users\feria)\OneDrIve- Borm International\Desktop\Lane Res.xi LA®A Left/Top Support Right/Bottom Support Cd 1.25 801 lbs D+0.75L+0.75Lr 801 lbs D+0.75L+0.75Lr 1 932 lbs IBC 18 ASD (16-9) D+L 932 lbs IBC 18 ASD (16-9) D+L 1.6 841 lbs D+0.75L+0.75Lr+0.75xO.7pE 841 lbs D+0.75L+0.75Lr+0.75xO.7pE 0.9 407 lbs IBC 18 A50 (16-8) D 407 lbs IBC 18 ASD (16-8) D BM.FL1.7 Vertical Loads PO BM.FL1.6 y L=11ft WO Self Weight 0-11' Shear Check 3 1/2 x 14 1-51- 1.55E Fb=2325 -407 D -525 L PO -10.62 D AA V max = 736 lbs F v = 400 psi fv=1.5x(Vmax/#of beam )/Area =1.5x(737/1)/49 = 22 psi Moment Check M max = 2144 lbs -ft IF b'(+) = 0.99 x I x 0.914 x 2325 = 2103 psi fb(+)=(MmaxPositive/#ofbeam )x12in/ft/5=(2144/1)x12/114.3 = 225 psi Deflection Check bmax=L/240=11/240x12 = 0.55 in A , = -0.03" @ 4.95 ft Vertical Support Determination IBC 18 ASD (16-9) D+L M+ IBC 18 ASD (16-9) D+L Defl. IBC 18 ASD T 1604.3 (fd)D+L Use 3 1/2 x 14 LSL 1.55E Fb=2325 Beam LAVA 2020 PRINTED: 10/18/2021 C:\Users\feria)\OneDrIve- Borm International\Desktop\Lane Res.xi LA®A BO R M PAGE: 6/7 STRUCiURALENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 Left/Top Support Right/Bottom Support Cd 1.25 641 lbs D+0.75L+0.75Lr 276 lbs D+0.75L+0.75Lr 1 736 lbs IBC 18 ASD (16-9) D+L 312 lbs IBC 18 ASD (16-9) D+L 1.6 675 lbs D+0.75L+0.75Lr+0.75x0.7pE 293 lbs D+0.75L+0.75Lr+0.75x0.7pE 0.9 354 lbs IBC 18 ASD (16-8) D 169 lbs IBC 18 ASD (16-8) D Use 2x4 DF -L No.2 Use 2x4 DF -L No.2 BM.FL1.8 L=10 ft 31/2 x 14 LSL 1.55E Fb=2325 Vertical Loads PO BM.FL1.6 7.2' -407 D -525 L PO WO Self Weight 0-10' -10.62 D L L L L L LyJ [ LyyyJ LJ W1 BM.FL1.8 0-7.2' -147D -140 Lr yyyyy� y� y MY Shear Check V max =1491 lbs Fv.=1x1.25x1x400 = 500 psi fv=1.5x(Vmax/#of beam )/Area =1.5x(1492/1)/49 IBC 18 ASD (16-10) D+Lr =45 psi Moment Check M max = 3938 lbs -ft M+ F b'(+) = 0.99 x 1.25 x 0.882 x 2325 = 2537 psi IBC 18 ASD f b (+) _ (MmaxPositive / # of beam ) x 12 in/ft / S= ( 3938 / 1) x 12/114.3 (16-11) D+0.75L+0.75Lr = 413 psi Deflection Check Defl. bmax=L/240=10/240X12 = 0.5 in o r = -0.057" @ 5.1 ft IBC 18 ASD T 1604.3 (fd)D+0.75L+0.75Lr Use 3 1/2 x 14 LSL 1.55E Fb=2325 Beam Vertical Support Determination LAVA 2020 PRINTED: 10/18/2021 C:\Users\ferlal\oneDrive- Borm International\Desktop\Lane Res.xl LA®A PAGE: 7 / 7 B O R M STRUCTURAL ENGINEERS PROJECT NO.: 21159 PLAN: SAEEDI RES. DATE: 10/18/2021 Left/Top Support Cd 1.25 1491 lbs IBC 18 ASD (16-30) D+Lr 1 989 lbs IBC 18 ASD (16-9) D+L 1.6 1520 lbs D+0.75L+0.75Lr+0.75xO.7pE 0.9 844 lbs IBC 18 ASD (16-8) D Use 2x4 DF -L No.2 Right/Bottom Support 1296 lbs D+0.75L+0.75Lr 1115 lbs IBC 18 ASD (16-9) D+L 1368 lbs D+0.75L+0.75Lr+0.75xO.7pE 735 lbs IBC 18 ASD (16-8) D Use 2x4 DF -L No.2 LAVA 2020 PRINTED: 10/18/2021 C:\Users\feria)\OneDrIve• Barm International\Desktop\Lane Res.xl LA®A 0 Project 21159 Date File No. Designer Revision Sheet Rev.:01/12115 Maximal Point Load Cepaclty.xis Point Load Capacity The following is based on AC1360 Guide to Design of Slabs -on -Ground Appendix 4, Equivalent Tensile Stress Design Slab -on -Ground Information Concrete Strength, fc Slab Thickness, h 10 inc Soil subgrade modulus, k 50 pci Square Post/Plate Width 4 inc Maximal applied load, P 7000 lbs Prestress, Pr 50 psi Tensile Stress Calculation Radius of load contact area, a 2.3 in Concrete flexure strength Fr = 6 fc' 329 psi BUILDING DIVISION Allowable tensile stress Fb P OCT 1 9 ?N1Fb = Ft + A 379 psi Critical tensile stress at bottom surface directly under the center of the load area BY: Y.T. fb = 0.316T2- [log(h3) — 41og ( 1.6az + hz — 0.675h) — log(k) + 6.48] 122 psi AC1360 Eq. (7-4) < Fb = 379 psi 10 in Slab is Adequate for Point Load of 7000 lbs