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HomeMy WebLinkAboutX2021-0408 - Calcs3 9 - 2,- zC x - Vol 9tbo w\boa'RAV-4 W' REVISED STRUCTURAL CALCULATIONS [Moffo MULLINS FAMILY HOUSE 1830 W.'/i BALBOA BLVD. NEWPORT BEACH, CA 92663 CITY OF NEWPORT BEACH CO 'I I=VELOPMEN I DEPAWLIEPIT APPROVAL OF THESE PLANS DCI .'IISTITUTE [XM[ UR IMPIJED AUTHORIZATION TO CONSTRUC' _DING IN I' 01= OR INCONSISTENT WITH THE ORDINA '.. AND PCLI f ;I T Ci: UIY OF NM/PORT BEACH. THIS APPROVN GUARAHTLf fIfAF I SF A tF IN ALL RESPECTS IN CONN I 111 CITY PIAL , t r O DINANCL PLANTS AND POUCIC 'ILL OF IILD PCI r t P. 111-1 HT TOREOUIREANY PERMIT7 VISE THE JIu ll1 •� f IIJ'VrMENT AUIHORIZED BY 1 11BEFORT D 'h w f OI FIRUCTION, IF NF. CESSARY TO' . WITH THE ONDINA1IC" 1, I'OL UL�S OF TFIE CITY OF NEWPOR f F FERMI IFEE'S ACKNOWLEDGEMENT (SIGNATURE) DET'ARTM F.NT_ SIGNATURP. 0 PUBUC WORI(S --- _-EXP:OI CEI RAL SLWCES DOWING , APPROVAL To sGATED:04/12/2021 — ------ — D,.TE — - BY AES STRUCTURES INC. 372 FLORAL VIEW IRVINE, CA 92618 PH: 949-466-2055 APRIL 2021 0��"\pxto000011 01 tl\ V-0. Page 1 of 6 Check Existing Lateral System for Shear Wall Removal Roof Loading Dead Load, sloping roof: Weight of concrete tiles = 10 psf 1/2" thk. plywood = 2.0 psf 2x10 framing @ 16" O.c. = 2.5 psf. Ceiling, 5/8" gyp. board = 3.0 psf insulation = 1.0 psf Misc. = 1.5 psf Total DI -1 := 20.0 psf. Dead Load, flat roof: Weight of roofing = 4.0 psf 5/8" thk. plywood = 2.0 psf 2x10 framing @ 16" O.c. = 2.5 psf. Ceiling, 5/8" gyp. board = 3.0 psf insulation = 1.0 psf Misc. = 1.5 psf Total DI -2 := 14.0 psf. Page 2 of 6 Total tributary area to the middle shear walls Tributary area to shear wall -1 Al := (14.0)•10.33 + 12.67J 1 2 2 Tributary area to shear wall -2 A2 :_ (33.33)• 2 2 9.0 + 38/ Tributary area to shear wall -3 A3 := (38.67). (11.75 +3.08) Tributary area to shear wall -4 Al = 161 ft2 A2 = 201.3 ft2 A3 = 346.3 ft2 A4 := (23.5) • 12.1 +108 + (9.83) •6.0 + 2.0 + 3.08) Tributary area to shear wall -5 (Flat Roof) A5 := (27.17) •(102671 A5 = 145 ft2 Total area of sloping roof with day tiles. Aslope •= Al +A2 +A3 +A4 Aslope = 980.7 ft2 Page 3 of 6 A4 = 272.1 ft2 (Flat Roof) Dead load of sloping roof DI -slope := 20.0 psf. Dead load of flat roof (no roof tiles) DI -flat := 14.0 psf. Weight of sloped roof (6:12) 122+62 Wsloped 4slope'DLslope* 12 Wsloped = 21930 Weight of flat roof Wflat := A5' DLflat Wflat = 2029 Total weight tributary to middle shear walls W1 := Wsloped + Wflat W1 = 23959 lbs. Increased in seismic load due to shear wall removal W2:= W1 + Wflat W2 = 25989 lbs. Ratio := W2 Ratio = 1.085 < 1.1 OK W1 lbs. lbs. Page 4 of 6 Title Block Line 1 Project Title: You can change this area Engineer: ftoc V 6 using the " Seflings" menu item Project Descr. and then using the "Printing & Title Block" selection, Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1000 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb -Compr 1000 psi Ebend-xx 1700ksi Fc -Prll 1500 psi Eminbend -xx 620ksi Wood Species :Douglas Fir- Larch Fc - Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Renptitivp Mpmher Strpus Inrraacp Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0450, Lr = 0.0530 , Tributary Width =1.0 ft Point Load : D = 0.4860, Lr = 0.360 k (a) 2.250 It ',.Maximum Bending Stress Ratio = 0.932 1 Maximum Shear Stress Ratio = 0.525 :1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 1,340.02 psi fv : Actual = 118.06 psi '!.. FB : Allowable = 1,437.50 psi Fv : Allowable = 225.00P si Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 5.672ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.208 in Ratio = 808 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.423 in Ratio= 397 li Max Upward Total Deflection 0.000 in Ratio= 0 <240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C CL M fb F'b V fv F'v -D-H 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.660 0.386 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1035.00 0.70 62.55 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 it 1 0.594 0.348 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1150.00 0.70 62.55 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.932 0.525 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.53 1,340.02 1437.50 1.33 118.06 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 it 1 0.517 0.302 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1322.50 0.70 62.55 207.00 +D-0.750Lr-0.750L,H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length - 14.0 ft 1 0.818 0.463 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.10 1,175.68 1437.50 1.17 104.18 225.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: ft"t9D1f 6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C, C m C t C L M t F'b V iv F, +0+0.7501+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.517 0.302 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1322.50 0.70 62.55 207.00 +0+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.371 0.217 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1840.00 0.70 62.55 288.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.371 0.217 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1840.00 0.70 62.55 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.639 0.362 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.10 1,175.68 1840.00 1.17 104.18 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.371 0.217 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1840.00 0.70 62.55 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.371 0.217 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.80 683.24 1840.00 0.70 62.55 288.00 ,0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.223 0.130 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.94 1840.00 0.42 37.53 288.00 +0.601)+0.70EA S0H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.223 0.130 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.94 1840.00 0.42 37.53 288.00 Load Combination Span Max. 'J" Defl Location in Span Load Combination Max. "Y'Dell Location in Span +D,Lr+H 1 0.4225 6.745 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+IH +D+0.7501-r+0.750L+H �D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.7501-r+0.7501-+0.450W+H +D+0.750 L+0.750 5+0.450 W+H +D+0.750L+0.7505+0.5250E+H +0.60D 0.60W -0.60H +0.60D+0.70E+0.69H D Only Lr Only L Only S Only W Only E Only H Only 0.449 0.748 0.748 1.422 0.748 1.253 0.748 0.748 0.748 1.253 0.748 0.748 0.449 0.449 0.748 0.673 0.251 0.419 0.419 0.848 0.419 0.740 0.419 0.419 0.419 0.740 0.419 0.419 0.251 0.251 0.419 0.429