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HomeMy WebLinkAboutX2021-3137 - Calcs207 1 L`',DU XE021-3195 VC WA V1-FVT)n1- E S I/ F M E INC. S TR UCTURA L ENGINEE ._ BUILDING DIVISION Q��P° sy G3G6 0 NOV 1 s 2021 BY: D.A. U PROJECT: Structural calculations for a Deck to be built at 628 W. Ocean Front, Newport Beach CA 92661 FAZZI RESIDENCE DECK NOVEMBER, 2021 Revisions:0 J.W.M. & Associates Client Job No. t Shipped:7 I Job No. H 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: FAZZI RESIDENCE )F : Wd.Shake Rock Tile i >4:12 >4:12 >4:12 Load 20.0 psf 20.0 psf 20.0 psf gMt'I 4.0 -- 10.0 Up 60.0 psf 6.0 D. L. of F.F. thing 1.5 1.5 1.5 Rafters 1.5 1.5 1.5 g Joist 1.5 1.5 1.5 all 2.5 2.5 2.5 �Ilaneous 3.0 3.0 3.0 D.L. 14.0 psf 10.0 psf 20.0 psf Load 34.0 psf 36.0 psf 40.0 psf STRUCTURAL CALCULATIONS Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details In plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. The drawings, calculations, specifications and reproductions are Instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. Copyright @- 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. Page: 2 Date: Sob #: K349 Client: J.W.M. & ASSOCIATES Plan #: - FLOOR: w/o Conc. wl 1-112" Ltm conc. a V gyperete Live Load 60.0 psf 60.0 pal D. L. of F.F. 8.5 14.5 Miscellaneous 0.5 0.5 Sheathing 2.5 2.5 Floor Joists 2.5 2.5 Drywall 0.0 0.0 Total D.L. 14.0 psf 20.0 psf Total Load 74.0 psf 80.0 psf LOAD CONDITIONS: PROJECT DESCRIPTION: Job Name FAZZI RESIDENCE City NEWPORT BEACH Client J.W.M. $ ASSOCIATES PROJECT ENGINEERS FARHAD MANSHADI REVISIONS: E S I I F M E, Inc. • Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: L87:vrx 1$v9:l Inns RIIF Init.: DESCRIPTION: BEAM 1 @ GIRDER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 Load Combination Set: ASCE 7-16 Analysis Method : Allowable Stress Design Load Combination : ASCE 7.16 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing Completely Unbraced Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK Fb + 900.0 psi E: Modulus of Elasticity Fb- 900.0 psi Ebend-xx 1,600.Okst Fc - Pill 1,350.0 psi Eminbend -bc 580.0ksl Fc - Perp 625.0 psi axress a io Fv 180.0 psi Ft 575.0 psi Density 31.210 pct Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width = 7.0 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.639 1 4x12 = 684.66psi = 1,071.66psi +D+L 4.000ft Span # 1 0.059 0.059 in Ratio= 0 in Ratio = 0.073 In Ratio = 0 In Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1638>=360 Span: 1 : L Only 0<360 nla 1306>=180 Span: 1:+D+L 0<180 nia ]ecinn f- 0.342 :1 4x12 = 61.49 psi 180.00 psi +D+L i 7.066 ft = Span # 1 j _... _._-__...... ...._____. ........ ...... ..... ... __.--- Maximum Forces & Stresses for Load Combinations ..- ..___._.._. Load Combination axress a io omen a use Zinser Vaiues Segment Length Span# M V Cd CFN Cl Cr Cm Ct CL M fb Fb V tv Fv D Only 0.00 O.OD 0.00 0.00 Length = 8.0 it 1 0.143 0.077 0.90 1.100 1.00 1.00 1.00 1.00 0.99 0.85 138.53 966.43 0.33 12.44 162.00 +D+L 1.100 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.639 0.342 1.00 1.100 1.00 1.00 1.00 1.00 0.98 4.21 884.66 1071.66 1.61 61.49 180.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.411 0.219 1.25 1.100 1.00 1.00 1.00 1.00 0.98 3.37 548.13 1332.16 1.29 49.23 225.00 +0.60D 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.049 0.026 1.80 1.100 1.00 1.00 1.00 1.00 0.97 0.51 83.12 1689.41 0.20 7.47 288.00 Overall Maximum Deflections Load Combination Span Max.=" Defl Location in Span Load Combination Max. "+° DeFl Location in Span +D+L 1 0.0735 4.029 0.0000 0.000 Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK BEAM 1 @ GIRDER Vertical Reactions Support notation : Far left is 01 Values in KIPS Load Combination Support 1 Support 2 4 u E E 0 E Overall MINimum 1.680 1.680 D Only 0.426 0.426 +D+L 2.106 2.106 +D+0.760L 1.686 1.686 +0.60D 0.266 0.266 L Only 11 1.660 1.680 119 iffi 3J0 391 1N SSB ix LIB 0 <b1014) 10011110614O11.15011 n.000 On Project Title: FAZZI RESIDENCE 5 Engineer: F.M. Project ID: K439 Project Descr: DECK DESCRIPTION: BEAM 1 @ GIRDER zl I. I; / r N M 61 LI 07{ ISB 23S ),IO ),9 119 S50 {39 I.A OGO <VIaOE(IQ I00af I ma I41mol 14.00 to ISS 231 9.2 991 410 5d9 IN 1m 1 tU1aq) DOJ, ]Of[ I im 2S011090 1loft Project Title: FAZZI RESIDENCE b Englneer: F.M. Project ID: K439 Project Descr: DECK BEAM 2 @ STAIRS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Analysis Method : Allowable Stress Design Fb + 900.0 psi Load Combination : ASCE 7-16 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Completely Unbraced Point Load : D=0.140, L = E: Modulus of Elastfcfly Ebend-xx 1,600.Dksi Eminbend - xx 580.0ksl Density 31210pcf I Span = 8.75011 Span = 1.60 a L(0.6) Applied Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width = 1.330 it, (DECK) Load for Span Number 2 Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width =1.330 ft, (DECK) Point Load : D=0.140, L = 0.60 k @ 1.50 ft, (STAIRS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.319 1 Maximum Shear Stress Ratio = 0.274 :1 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 480.18psi tv: Actual = 4925 psi Fb: Allowable = 1,503.37psi Fv: Allowable = 180.00 psi Load Combination +D+L+H, LL Comb Run (LL) Load Combination +D+L+H, LL Comb Run (LL) Location of maximum on span = 0.00011 Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 j Maximum Deflection Max Downward Transient Deflection 0.049 In Ratio= 732>=360 Span: 2: L Only, LL Comb Run ('L) Max Upward Transient Deflection -0.032 in Ratio= 1108-=360 Span: 2: L Only, LL Comb Run (L•) Max Downward Total Deflection 0.051 in Ratio= 700=180 Span: 2: +D+L+H, LL Comb Run ("L) j Max Upward Total Deflection -0,031 in Ratio = 1178 - 180 Span: 2: +D+L+H, LL Comb Run (L•) Maximum Forces & Stresses for Load Combinations Load Combination axrasa a os oment values Shear Values Segment Length Span# M V Cd CFN Cl Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 8.750 it 2 0.068 0.059 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.24 92.81 1354.90 0.16 9.55 162.00 Length = 1.50 ft 2 0.068 0.059 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 1366.56 0.16 9.55 162.00 +D+L+H, LL Comb Run (`L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.319 0.274 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1.23 480.18 1503.37 0.83 49.25 180.00 Length = 1.50 9 2 0.316 0.274 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.23 480.18 1518.10 0.83 49.25 180.00 +D+L+H, LL Comb Run (L') 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.760 ft 2 0.229 0.138 1.00 1.300 1.00 1.00 1.00 1.00 0.99 0.88 344.21 1503.37 0.42 24.87 180.00 Length = 1.50 It 2 0.061 0.138 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 1518.10 0.16 24.87 180.00 BEAM 2 @ STAIRS ad Combinations . Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK Segment Length Span# M V Cd CAV Cl Cr Cm Ct CL M fb F'b V fv F'v +D+L+H, LL Comb Run (LL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 It 2 0,319 0.274 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1,23 480.18 1503.37 0,83 49.25 180.00 Length = 1.50 It 2 0.316 0.274 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.23 480.18 1518.10 0.83 49.25 180.00 +D+Lr+H, LL Comb Run (*L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 8.750 ft 2 0,050 0.042 1.25 1.300 1.00 1,00 1.00 1.00 0.98 0.24 92.81 1872.24 0.16 9.55 225.00 Length = 1.50 ft 2 0,049 0.042 1.25 1.300 1.00 1.00 1.00 1.00 1,00 0.24 92,81 1896.68 0.16 9.55 225.00 +D+Lr+H, LL Comb Run (L*) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.050 0.042 1.25 1.300 1.00 1.00 1.00 1.00 0,98 0.24 92.81 1872.24 0,16 9,65 225,00 Length = 1.50 ft 2 0.049 0.042 1.25 1.300 1.00 1.00 1.00 1.00 1,00 0,24 92.81 1896.68 0.16 9.55 225.00 +D+Lr+H, LL Comb Run (LL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.050 0.042 1.25 1.300 1.00 1,00 1.00 1.00 0.98 0.24 92.81 1872.24 0.16 9.55 225.00 Length = 1.50 It 2 0.049 0.042 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 1896.68 0.16 9.55 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.054 0.046 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.24 92.81 1725.10 0,16 9.55 207.00 Length = 1.50 ft 2 0.053 0.046 1.16 1.300 1.00 1.00 1,00 1.00 1,00 0.24 92,81 1745.29 0.16 9.55 207,00 +D+0.750Lr+0.750L+H, LL Cc 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 It 2 0.205 0.175 1,25 1.300 1.00 1.00 1.00 1.00 0.98 0.98 383.33 1872.24 0.67 39.33 225.00 Length = 1.50 ft 2 0.202 0.175 1.25 1.300 1.00 1,00 1.00 1.00 1.00 0,98 383.33 1896.68 0,67 39.33 225.00 +D+0.750Lr+0.750L+H, LL Cc 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 8.750 ft 2 0.144 0.091 1.25 1.300 1.00 1.00 1.00 1.00 0.98 0.69 269,82 1872.24 0.35 20.41 225.00 Length = 1.50 ft 2 0.049 0.091 1,25 1.300 1.00 1.00 1.00 1.00 1,00 0.24 92.81 1896.68 0.16 20.41 226.00 +D+0.750Lr+0.750L+H, LL Cc 1.300 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 8.750 ft 2 0.205 0.175 1.25 1.300 1.00 1.00 1.00 1.00 0,98 0.98 383.33 1872.24 0.67 39.33 226.00 Length = 1.50 ft 2 0.202 0.175 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.33 1896.68 0.67 39.33 225.00 +D+0.750L+0.750S+H, LL Co 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.222 0.190 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.98 383.33 1725.10 0.67 39.33 207.00 Length = 1.50 It 2 0.220 0.190 1,16 1.300 1.00 1.00 1,00 1.00 1.00 0.98 383.33 1745.29 0.67 39,33 207.00 +D+0.750L+0.750S+H, LL Co 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.156 0.099 1,15 1.300 1.00 1.00 1.00 1.00 0.99 0.69 269.82 1725.10 0.35 20.41 207.00 Length - 1.50 ft 2 0.053 0.099 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 1745.29 0.16 20.41 207.00 +D+0.750L+0.750S+H, LL Co 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 8.750 ft 2 0.222 0.190 1.15 1.300 1.00 1.00 1.00 1.00 0,99 0.98 383.33 1725.10 0.67 39.33 207.00 Length = 1.50 ft 2 0.220 0.190 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.33 1746.29 0.67 39,33 207.00 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.039 0,033 1.60 1.300 1.00 1.00 1.00 1.00 0,98 0,24 92.81 2382.29 0.16 9.55 288.00 Length = 1.50 ft 2 0.038 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 2426.02 0.16 9.55 288.00 +D+0.750Lr+0.750L+0.450W 1.300 1.00 1.00 1.00 1.00 1100 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.161 0.137 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0,98 383.33 2382.29 0.67 39.33 288.00 Length = 1.60 ft 2 0.158 0.137 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.33 2426.02 0.67 39.33 288.00 +D+0.750Lr+0.750L+0.450W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.760 ft 2 0.113 0.071 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.69 269.82 2382.29 0.35 20.41 288.00 Length = 1.50 ft 2 0.038 0.071 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 2426.02 0.16 20.41 288,00 +D+0.750Lr+0.750L+0.450W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.161 0.137 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.98 383.33 2382.29 0.67 39.33 288.00 Length = 1.50 ft 2 0.168 0.137 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.98 383.33 2426.02 0.67 39.33 288.00 +D+0,750L+0,750S+0,450W+ 1,300 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.161 0.137 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.98 383.33 2382.29 0.67 39.33 288.00 Length = 1.50 ft 2 0.158 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.33 2428,02 0,67 39.33 288.00 +D+0.750L+0.750S+0.450W+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.113 0.071 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.69 269.82 2382.29 0.35 20.41 288.00 Length = 1.50 It 2 0.038 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 2426.02 0,16 20.41 288.00 +D+0.750L+0.750S+0.450W+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 2 0.161 0.137 1.60 1.300 1.00 1.00 1.00 1.00 0.96 0.98 383.33 2382.29 0.67 39.33 288.00 Length = 1.50 ft 2 0.158 0.137 1.60 1,300 1.00 1,00 1.00 1.00 1,00 0.98 383.33 2426.02 0.67 39.33 286.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 8.750 ft 2 0.023 0.020 1.60 1.300 1.00 1,00 1.00 1,00 0,98 0,14 55.68 2382.29 0.10 5.73 288.00 Length = 1.50 ft 2 0.023 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,14 55.68 2426.02 0.10 5.73 288.00 +D+0.70E+0,60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length - 8.750 ft 2 0.039 0.033 1.60 1.300 1.00 1.00 1,00 1.00 0.98 0.24 92.81 2382.29 0.16 9.55 288.00 Project Title: FAZZI RESIDENCE Ensineer: F.M. Project ID: K439 Project Descr: DECK DESCRIPTION: BEAM 2 @ STAIRS for Length Span# M V Cd CFN Cl Cr Cm Ct CL Support 1 Support 2 Support 3 Overa M Imum0.428 011war valuesSegment Overall MINimum 0.236 1.182 +D+H 0.078 0.309 +D+L+H, LL Comb Run ("L) -0.035 1.142 +D+L+H, LL Comb Run (L") M fb F'b y fv F'v Length = 1,50 It 2 0.038 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 2426.02 0.16 9.66 288.00 +D+0.750L+0.7505+0.5250E- +D+0.750Lr+0.750L+H, LL Comb Run (L 0.255 1.195 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H, LL Comb Run (LL 0.255 0.00 0.00 0.00 0.00 Length = 8.750 It 2 0.161 0.137 1.60 1.300 1.00 1.00 1.00 1.00 0.96 0.98 383.33 2382.29 0.67 39.33 288.00 Length = 1.60 It 2 0.158 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.33 2426.02 0.87 39.33 288.00 +D+0.750L+0.750S+0.5250E• +0.60D+0.70E+H 0.047 0.185 1.300 1.00 1.00 1.00 1.00 1.00 L Only, LL Comb Run (L") 0.349 0.00 0.00 0.00 0.00 Length = 8.750 It 2 0.113 0.071 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.69 269.82 2382.29 0.35 20.41 288.00 Length = 1.50 ft 2 0.038 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.81 2426.02 0.16 20.41 288.00 +D+0.750L+0.750S+0.5250E- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 It 2 0.161 0.137 1.60 1.300 1.00 1.00 1.00 1.00 0.96 0.98 383.33 2382.29 0.67 39.33 288.00 Length = 1.50 R 2 0.158 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.33 2426.02 0.67 39.33 288.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 It 2 0.023 0.020 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.14 55.68 2382.29 0.10 5.73 288.00 Length =1.50It 2 0.023 0.020 1.60 1.300 1.00 1.00 1.00 1.00 I,00 0.14 55.68 2426.02 0.10 5.73 288.00 )verall Maximum Deflections Max. ' Location +D+L+H, LL Comb Run (L") 1 0.0667 4,302 L Only, LL Comb Run ("L) -0.0298 7.430 +D+L+H, LL Comb Run (`L) 2 0.0510 1.500 0.0000 7.430 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overa M Imum0.428 1.4911 Overall MINimum 0.236 1.182 +D+H 0.078 0.309 +D+L+H, LL Comb Run ("L) -0.035 1.142 +D+L+H, LL Comb Run (L") 0.428 0.658 +D+L+H, LL Comb Run (LL) 0.314 1.491 +D+Lr+H, LL Comb Run ("L) 0.078 0.309 +D+Lr+H, LL Comb Run (L") 0.078 0.309 +D+Lr+H, LL Comb Run (LL) 0.078 0.309 +D+S+H 0.078 0.309 +D+0.750Lr+0.750L+H, LL Comb Run (" -0.006 0.933 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.340 0.571 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.255 1.195 +D+0.750L+0.7508+H, LL Comb Run ("L -0.006 0.933 +D+0.750L+0.750S+H, LL Comb Run (L• 0.340 0.571 +D+0.750L+0.750S+H, LL Comb Run (LL 0.255 1.195 +D+0.60W+H 0.078 0.309 +D+0.750Lr+0.750L+0.450W+H, LL Comb -0.006 0.933 +D+0.750Lr+0.750L+0,450W+H, LL Comb 0.340 0.571 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.255 1.195 +D+0.750L+0.750S+0A50W+H, LL Comb -0.006 0.933 +D+0.750L+0,750S+0.450W+H, LL Comb 0.340 0.571 +D+0.750L+0.7505+0.460W+H, LL Comb 0.255 1.195 +0.60D+0.60W+0.60H 0.047 0.185 +D+0.70E+0.60H 0.078 0.309 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.006 0.933 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.340 0.571 +D+0.750L+0.750$+0.5250E+H, LL Comb 0.255 1.195 +0.60D+0.70E+H 0.047 0.185 D Only 0.078 0.309 L Only, LL Comb Run ("L) -0.113 0.833 L Only, LL Comb Run (L") 0.349 0.349 L Only, LL Comb Run (LL) 0.236 1.182 H Only Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK DESCRIPTION: BEAM 2 @ STAIRS 491 I.% 6,47 1,91 N,91 9,91 mm(ll) ❑DO I OfIfkll(onpP.,(III ,,{D{lfXll(go.h.,I f0(OI,Rd111(DI 101DN IIDIIN11(enll,10150 IID1DasanD.19w1%uunRl„((u( 100AIIf1.IS0SfI,UmltnQII HDII,10({p,/SD{f,llhn"oA-) If DO.ISDIID.ISDAM,11(wRRn(lll I{D0.011N i1D11.IlDInD.IS6l0.lOWX,II(aminQQ 110411 1'19,11111 HD+p13NnO.iSOlfS.10N11,11(en6R„IllI 10fD.ISNh1,i3pS0110M1N,pfmpin(111 IMIAMI, SDS0.ISDMO,INdRoOl)100.IOIhp7SDf0.lID1fIXJl(enYRnQI) I RADIO60M1O01 1002110.6” 4011.ISDBD.ISDS098IEIOfI(mpL,QIJ A 01p.itpU1.}SOSID.SIONN,IIGn1R,,(t)101O11p116.IS6SRp.40NOIlLnpin(II) I Ip1pD1p.IDFIN 091 L% 3,93 3.% 1,96 Wall) INN 14111N,SIGlI.,(III NDNN,II(wRnIII IINIARInnp,pi) 11D{blX,l(Gnp1r1111 1011nX,IlGn6ln111) I itifi411(wpinlll) IMSM 1111p.ISPtnp.lOtll,l1(enpl„l4l 100.ISDInD.iSPIO,II(emknlIlll 100.IOInDISSIfX,IIbnpR„pll 10f19lDIID,ISISIM,II<an0n(�Il I OWD11D1SDSINISAn610 11) 1mumfp.s54H.U.06o(IQ 1{O06OWA IDIp.iOlnp,)l110,IO111N,t1”ZIP.-4J NIDD,IIDInAISd!{D.IONIRIlGM9n(IIJ IIDIDJOI�IIJ010ASDN01IIenIRn(lll 11 D1 Eli 0101SDS0.dS0M{OII onpinllQ 11D010hp.ISDSfp.dipklN,l1(anlRnl1l1 1010.IOIIDA0S10.dSIN1N,l1<anpinQlJ 10.6ODID.RIffilil 10 VII{ION 100.1011D.iSISfOS1SIEIX,11(an0n(III P 011.IOIIB.IOSIOIIN[1X,ll(anlRn(Ol l hD0.10110.IS69OSIOHX,IIk,aA,(II114"00.4119 Project Title: FAZZI RESIDENCE Engineer: F.M. 10 Project ID: K439 Project Descr; DECK DESCRIPTION: BEAM 2 @ STAIRS 0,91 I'll In 3.% e44 Sk 679 A3 Is 1043 mae(k) 1101M 141441,, ItCcoW('I) 11D414X,I1(enIRnIIQ I10114H.UmbWIII I IlDdnl,ll(aneGnpt 140moX,IIfInIRnIII tl IDIIIX,IIGneRnllll IIDIIIX IID1DJmInD.nepX,ufanlR,•pq H010A0190.1l0GX,11(anIRu11'I ND10.1l01n0JSOGX,IIGnl1"I0.3 11010.1SWfD.iSOF�,I1GnelnlI'II i01A1S1111/SefIH,11GnD4��l'I 110t1.iSD110.ISOS1X,11(amRnyl) 11010.60811 1DiDJlOIn11111fA1SDg1A,IIGnRRol9)XIDf0.1l010.IS0R14.4S0g11,IICWWID311011JS01NIJS0110.110gIM,IlfanlRn('13 B eDl0,iS0110.IS0A0.110g1X,lI(anIRuI7l H0'1.iS0110.1S0H0.ISEM1X,11(anlRnll'I 11010.ISOGOJSOS10.m0gIX,IIGnIW41I I106001D.nX10.eM IID10.)061.60X '1Di0JlIGOJSISif.SllOGX,IIGnIRn1M1l I ID10.80110.iSOS10.StSDEIX,II(nlRaIlI11D11.1l011D.XlDS10.StSOEIH,II(aroA�111 I/0,60010.i1HX IDO�y 10'y,11Gn01nI'I) ILOyq,IIGro9nll'3 a.y,lllaroRnQli IIC�h,11GnORnI'I) IIOA(,IIGmRnll'I IIOmt,IlfenlR•�411 I1D�y q0�y Ufa.!. AEOdI IXOf Project Title: FAZZI RESIDENCE Engineer: F.M. Protect ID: K439 Project Descr: DECK DESCRIPTION: BEAM 3 @ HEADOUT CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Uniform Load : D = 0.0140, Load Combination Set: ASCE 7-16 DESIGN SUMMARY Material Properties . • • Maximum Bending Stress Ratio = 0.5461 Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination: ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.01ksi fv: Actual Fc -Prll 1,350.Opsl Eminbend -xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625,0 psi +D+L Wood Grade No.2 Fv 180.0 psi = 3,750ft Location of maximum on span Fl 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling = Span # 1 Span = 7.50 n Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, L = 0,060 ksf, Tributary Width = 4.0 ft, (DECK) DESIGN SUMMARY Max Downward Transient Deflection . • • Maximum Bending Stress Ratio = 0.5461 Maximum Shear Stress Ratio = 0.312 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 829.67psi fv: Actual = 56,10 psi Fb: Allowable = 1,521.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3,750ft Location of maximum on span = 6.898 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.097 in Ratio= 931 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.121 in Ratio= 741 -180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combinationax-S ress a os oment Values------------- ShSs­r a ues Segment Length Span # M V _ Cd CFrv_ Cl Cr Cm C t CL M fb F'b v tv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.124 0.071 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.43 169.24 1368,90 0.19 11,44 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.545 0.312 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.12 829.67 1521.00 0.95 56.10 160.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.350 0.200 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1,70 664.57 1901.26 0.76 44.94 225,00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.042 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 101.54 2433.60 0.12 6.87 288.00 Overall Maximum Deflections Load Combination Span . Max.' V" Deg Location In Span Load Combination Max. 4" Dell Location In Span +D+L 1 0.1214 3.777 0.0000 0.000 Y Y u C E E 0 f Project Title: FAZZI RESIDENCE Engineer: F.M. �Z Project ID: K439 Project Descr: DECK Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MINimum 0.900 0.900 D Only 0.231 0.231 +D+L 1.131 1.131 +D+0.750L 0.908 0.906 +0.60D 0.138 0.138 L Only 0.900 0.900 Da 112 t6 25 W 12S Sp, w W 18 c(II) OOdr 0411 MUSa rd 00 c 0 0 Project Title: FAZZI RESIDENCE 13 Engineer: F.M. Project ID: K439 Protect Descr: DECK BEAM 3 @ HEADOUT 4m IA7 1.16 741 341 196 % W 634 iii waye�) 14till IfOn I14 OM[ 1141144 O31 W 1111 193 141 IEI 56 649 69 136 ma(h) 14047110{1 I MOM 1114.W4110-11 Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK DESCRIPTION: BEAM 4 @ DECK JOIST CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Span # M V Load Combination Set : ASCE 7-16 Cl Cr Cm Material Properties CL M fib Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination: ASCE 7-16 Fb - 900 psi Ebend- roc 1600ksl Fc -Prll 1350psl Eminbend -xx 580ksl Wood Species Douglas Flr-Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 ps1 0.00 Length = 10.250 It Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0.80 1.15 Repetitive Member Stress Increase 00.014 L0.06 1.00 0.21 00.014 L0.08 1073.09 0.08 10.52 129.60 Span=10.250 ft Span =1.50a , Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0140, L = 0.060 ksf, Tributary Width = 1.0 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width = 1.0 ft, (DECK) DESIGN SUMMARY ,Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection -------- Maximum 0.7351 2x8 876.92psi 1,192.32psi +D+L+H 5.2110 Span # 2 0.197 in Ratio= -0.087 In Ratio = 0.251 in Ratio= -0.111 in Ratio= for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 624>=360 Span: I: LOnly 412>=360 Span; 2: LOnly 490>=180 Span: 1:+D+L+H 324>=180 Span: 2:+D+L+H 0.341 :1 2x8 49.10 psi 144.00 psi +D+L+H 0.573 It Span #2 Segment Length Span # M V Cd CFN Cl Cr Cm C t CL M fib F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 10.250 It 2 0.175 0.081 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.21 187.85 1073.09 0.08 10.52 129.60 Length = 1.50 It 2 0.016 0.081 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.02 16.80 1073.09 0.01 10.52 129.60 +D+L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.250 It 2 0.735 0.341 1.00 1.200 0.80 1.15 1.00 1.00 1.00 0.96 676.92 1192.32 0.36 49.10 144.00 Length = 1.50 0 2 0.066 0.341 1.00 1.200 0.80 1.15 1.00 1.00 1.00 0.09 78.45 1192.32 0.07 49.10 144.00 +D+Lr+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 2 0.126 0.058 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.21 187.85 1490.40 0.08 10.52 180.00 Length = 1.50 It 2 0.011 0.058 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.02 16.80 1490.40 0.01 10.52 180.00 +D+S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 (i Project Title: Engineer: FAZZI RESIDENCE F.M. Project ID: K439 Project Descr: DECK BEAM 4 @ DECK JOIST Load Combinations 05 Segment Length Span# M V Cd CFN Of Or Cm 0 CL M ft, F'b V fv, F'v Length = 10,260 it 2 0.137 0.064 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.21 187.85 1371,17 0.08 10.52 165.60 Length = 1.50 It 2 0.012 0.064 1.15 1.200 0.80 1.15 1,00 1.00 1.00 0.02 16.80 1371.17 0.01 10.52 165.60 +D+0.750Lr+0.75OL+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 2 0.473 0.219 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.77 704.65 1490.40 0.29 39.46 180.00 Length = 1.50 If 2 0.042 0.219 125 1.200 0.80 1.15 1.00 1.00 1.00 0.07 63.04 1490.40 0.06 39.46 180,00 +D+0.750L+0.750S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 it 2 0.514 0.238 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.77 704.65 1371.17 0.29 39A6 166.60 Length = 1.50 ft 2 0.046 0,238 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.07 63.04 1371.17 0.06 39.46 165.60 +D+0.60W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 2 0.098 0.046 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.21 187.85 1907.71 0.08 10.52 230.40 Length = 1.50 it 2 0.009 0.046 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.02 - 16.80 1907.71 0.01 10.52 230,40 +D+0.750Lr+0.750L+0.45OW- 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10,250 it 2 0.369 0.171 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.77 704.65 1907.71 0.29 39.46 230.40 Length = 1.50 ft 2 0.033 0.171 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.07 63.04 1907.71 0.06 39.46 230.40 +D+0.750L+0.750S+0.450W+ 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 1t 2 0.369 0.171 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.77 704.65 1907.71 0.29 39.46 230.40 Length = 1.50 f1 2 0.033 0.171 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.07 63.04 1907.71 0.06 39.46 230.40 +0.60D+0.60W+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 If 2 0.059 0.027 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.12 112.71 1907.71 0.05 6,31 230.40 Length =1.50ft 2 0.005 0.027 1.60 1.200 0.80 1.15 1.00 1.00 1,00 0.01 10.08 1907.71 0.01 6.31 230.40 +D+0.70E+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 2 . 0.098 0.046 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.21 187.85 1907.71 0,08 10.52 230.40 Length = 1.50 It 2 D.009 0.046 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.02 16.80 1907.71 0.01 10.52 230.40 +D+0.750L+0.760S+0.5250E• 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 2 0.369 0.171 1.60 1.200 0.80 1.16 1.00 1.00 1.00 0.77 704,65 1907.71 0.29 39.46 230.40 Length = 1.50 If 2 0.033 0.171 1,60 1.200 0.80 1.15 1.00 1.00 1.00 0.07 63.04 1907.71 0.06 39.46 230.40 +0.60D+0.70E+H 1.200 0,60 1.16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.250 it 2 0.059 0.027 1,60 1.200 0.80 1.15 1.00 1.00 1.00 0.12 112.71 1907.71 0.05 6.31 230.40 Length = 1.50 ft 2 0.005 0.027 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.01 10.08 1907.71 0.01 6.31 230.40 Overall Maximum Deflections Load Combination Span Max .'=" Dell Location in Span Load Combination Max. 'Y' Deft Location in Span +D+L+H _. 1 0.2507 5.096 0.0000 0.000 2 0.0000 5.096 +D+L+H -0.1110 1.500 Vertical Reactions Support notation : Far left Is #1 Values in KIPS Load Combinatlon Support 1 Support 2 Support 3 Overall MINimum 0.301 0.404 +D+H 0.082 0.110 +D+L+H 0.383 0.514 +D+Lr+H 0.082 0.110 +D+S+H 0.082 0.110 +D+0.75OLr+0.750L+H 0.308 0.413 +D+0.750L+0.750S+H 0.308 0.413 +D+0.60W+H 0.082 0.110 +D+0.75OLr+0.750L+0.450W+H 0.308 0.413 +D+0.750L+0.750S+0.450W+H 0.308 0.413 +0.60D+0.60W+0.60H 0.049 0.066 +D+0.70E+O.60H 0.082 0.110 +D+0.750L+0.760S+0.5260E+H 0.308 0.413 +0.60D+0.70E+H 0.049 0.066 D Only 0.082 0.110 L Only 0.301 0.404 H Only 0 t Y C 0 E Project Title: FAZZI RESIDENCE Engineer: F.M. \jP Project ID: K439 Project Descr: DECK .IVM: KvY!WVI OVZ9, OYIlU:LV.L I. I U.Q DESCRIPTION: BEAM 4 @ DECK JOIST Im 22) 39 62 SU 611 t% I,b 1025 Ila WaYAR) 141114OISO I IOff0110ISIt I4O40.ISO QUIN 11DIUS 14IAMis I400..60h4N If of US011d; Sit OWN 1404OAS05MISIOAIIWIN 1440010Wtl10.01N I ISAMOAON I40/0.)SOI/P.ISOSIO.SISRO 1+011111.111IN IA 221 333 452 Sd3 611 l,% I'm 1125 II,% 1001 Oft4H I INA I I&ISIS 11010.ISOIn02S011X II OIO.IS1146 IIHIS! 141400WIN 144.1S0111dhSAI NS00o I10161Slams10.0S1YIN 110,10040.4SHId61N 14101BHd10X I IOII.)S011681SIO.SISOFN 14A001LiDNN Project Title: FAZZI RESIDENCE Engineer: F.M. li Project ID: K439 Project Descr: DECK DESCRIPTION: BEAM 4 @ DECK JOIST Im 177 131 49 w 631 71% U0 IIA IIS3 AVXO¢j� 11011 I101h1 I1¢1L41 11011M 14011.81147SOld 11040.156110.136541 Y 4040661f1¢ I IDfUS114 1SDI WINN10 110I01S0.11.1SOS10./S0N4 I16.6601016WOI011404070NOAR 11040.ISOISO .IIIS1131Sill 11 0 6010.11111100,41 b0-4' 104 1 50,h INO-ry 1606 Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK Code References Calculations per ACI 318.14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksl Allowable Soil Bearing = 1,50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec: Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface ft Min Steel % Bending Reinf. Allow press. Increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = It Min. Overturning Safely Factor = 1.0 : 1 Min. Sliding Safely Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure Increase per foot of depth Use ftg wt for stability, moments & shears Yes ksf Add Pedestal Wt for Soil Pressure No engs greater when max. length or width Is than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.0 fl Length parallel to Z -Z Axis = 2.0 ft Footing Thickness = 12.0 it Pedestal dimensions... px : parallel to X -X Axis pz ; parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcin In In In 3.0 in Bars parallel to X -X Axis Number of Bars 3 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 3 Reinforcing Bar Size # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Dlied Loads P: Column Load = OB: Overburden = M-xx = M-zz = V -x = V -z = D Lr L S W E H 0.8520 3.360 k ksf k -ft k -ft k k R Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK DESIGN SUMMARY - NUIESIANEW- Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7987 Soil Bearing 1.198 ksf 1.50 ksf +D+L about Z -Z axis PASS We Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS We Sliding - X -X 0,0 k 0.0 k No Sliding PASS We Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS We Uplift 0.0 k 0.0 k No Uplift PASS 0.06851 Z Flexure (+X) 0.7998 k-ft/ft 11,674 k-ft/ft +1,20D+1.60L PASS 0.06851 Z Flexure (-X) 0.7998 k-ft/ft 11.674 k-ft/ft +1.200+1.60L PASS 0.06851 X Flexure (+Z) 0.7998 k-ff/ft 11.674 k-fUR +1.200+1.60L PASS 0.06851 X Flexura (-Z) 0.7998 k-ft/ft 11.674 k-ft/ft +1.20D+1,60L PASS 0.04740 1 -way Shear (+X) 3.555 psi 75.0 psi +1.20D+1,60L PASS 0.04740 1 -way Shear (-X) 3.555 psi 75.0 psi +1.20D+1.60L PASS 0.04740 1 -way Shear (+Z) 3.555 psi 75.0 psi +1.20D+1.60L PASS 0.04740 1 -way Shear (-Z) 3.555 psi 75.0 psi +1.20D+1.60L PASS 0.1126 2 -way Punching 16.897 psi 150.0 psi +1.200+1.60L Detailed Results Soil Bearing Rotation Axis & ecc ecc Actual Soll Bearing Stress ocatlon Actual / Allow Load Combination,,. Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, D Only 1.50 n/a 0.0 0.3580 0.3580 n/a n/a 0.239 X -X, +D+L 1.50 n/a 0.0 1.198 1.198 n/a n/a 0.799 X -X, +D+0.750L 1.50 n/a 0.0 0.9880 0.9660 n/a n/a 0.659 X -X, +0.600 1.50 n/a 0.0 0.2148 0.2148 We n/a 0.143 Z -Z, D Only 1.50 0.0 n/a n/a n/a 0.3580 0,3580 0.239 Z-Z,+D+L 1.50 0.0 n/a We We 1.198 1,198 0.799 Z -Z, +D+0.750L 1.50 0.0 n/a nla n/a 0.9880 019880 0.659 Z-Z,+0.60D 1.50 0,0 n/a n/a We 0.2148 0,2148 0.143 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Ph1"Mn Status k -ft Surface InA2 102 InA2 k -ft X -X, +1.40D 0.1491 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X,+1,40D 0.1491 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X -X, +1.20D+1.60L 0.7998 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X,+1,20D+1.60L 0.7998 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X,+1.20D+L 0,5478 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X -X, +1.20D+L 0.5478 -Z Bottom 0.2592 AsMin 0,30 11,674 OK X -X, +1.20D 0.1278 +Z Bottom 0.2592 AsMin 0.30 11,674 OK X-X,+1.20D 0.1278 -Z Bottom 0.2592 AsMin 0130 11.674 OK X -X, +0.90D 0.09585 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X,+0.90D 0.09585 -Z Bottom 0.2592 AsMin 0.30 11.674 OK Z -Z, +1.40D 0.1491 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z,+1.40D 0.1491 +X Bottom 0,2592 AsMin 0.30 11,674 OK Z-Z,+1,20D+1.60L 0.7998 -X Bottom 0.2592 AsMtn 0.30 11,674 OK Z-Z,+1,20D+1.60L 0.7998 +X Bottom 0.2592 AsMin 0,30 11.674 OK Z-Z,+1.20D+L 0.5478 -X Bottom 0,2592 AsMin 0.30 11.674 OK Z -Z, +120D+L 0.5478 +X Bottom 0.2692 AsMin 0.30 11.674 OK Z -Z, +1,20D 0.1278 -X Bottom 0.2592 AsMin 0.30 11.674 OK 1� Project Title: FAZZI RESIDENCE Engineer: F.M. Project ID: K439 Project Descr: DECK DESCRIPTION: P1 Footing Flexure to Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd inA2 Gvrn. As InA2 Actual As In A2 PhI"Mn k -ft Status Z -Z, +1.20D 0.1278 +X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z,+0.90D 0.09585 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z -Z, +0.90D 0.09585 +X Bottom 0.2592 AsMln 0.30 11.674 OK One Way Shear 0.57 psi 75.00 psi 0.01 OK +0.90D 0.43 psi 0.43 psi 0.43 psi Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D 0.66 psi 0.66 psi 0,66 psi 0.66 psi 0.66 psi 75.00 psi 0.01 OK +1.20D+1.60L 3.56 psi 3.56 psi 3.56 psi 3.56 psi 3.56 psi 75.00 psi 0.05 OK +1.20D+L 2.44 psi 2.44 psi 2.44 psi 2.44 psi 2.44 psi 75.00 psi 0.03 OK +1.200 0.57 psi 0.57 psi 0.57 psi 0.57 psi 0.57 psi 75.00 psi 0.01 OK +0.90D 0.43 psi 0.43 psi 0.43 psi 0.43 psi 0.43 psi 75.00 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phl•Vn Vu! Phi"Vn Status +1.40D 3.15 psi 150.00psi 0.021 OK +1.20D+1.60L 16.90 psi 150.00psi 0.1126 OK +1.20D+L 11.57 psi 150.00psi 0.07715 OK +1.20D 2.70 psi 150.00psl 0.018 OK +0.90D 2.03 psi 150.00psi 0.0135 OK Page: E S I/ F M E Inc. Date: 10/28/2018 STRUCTURAL ENGINEERS ]ob #: K439 Client; FRANK WEN Project Name: FAZZI RESIDENCE Plan #: GUARD RAIL DESIGN: USE DTT2 AT TOP W/ 1/2" DIAMETER BOLTS TO POST @ 8 -SDS SCREWS TO BLOCK TOTAL MOMENT - 200 lbs x 3.5 ft x 12 = 8400 in/Ib TENSION = 8400 / 4 = NEWEL POST (BY OTHERS) lbs. CHECK DTT2Z: @ "S" FEET O.C. MAX. 1/2 In. d= 4 Inch NO. OF SDS SCREWS= H — 2145 Ibs.> 2100 Its. d C—► AREA= — --- — TOTAL MOMENT - 200 lbs x 3.5 ft x 12 = 8400 in/Ib TENSION = 8400 / 4 = 2100 lbs. CHECK DTT2Z: BOLT DIAMETER= 1/2 In. d= 4 Inch NO. OF SDS SCREWS= 8 CAPACITY OF DTT2Z = 2145 Ibs.> 2100 Its. O.K. USE 2 IN WASHER, AREA= 3.14 sq.inch CAPACITY = 825 x 3.14 = 1983 <TENSION O.K. PROVIDE: (1) 1/2"4s BOLTS WITH 2" DIA. WASHER AND 8 SDS SCREWS I GT 21