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HomeMy WebLinkAboutB16-2563 000-000-000CHO'' neering, Inc. STRUCTURAL CALCULATIONS Rancho Job #16-245 for Jack>pine Deck 15112 Jackpine Way Magalia, CA Calculation Index: Page # • Project Layout 1 • Gravity Analysis G1 • Lateral Analysis L1 -L8 • Beam Analysis 131-134 • Footing Analysis F1-172 Revision Summary: BUTTE Rev.0 11/08/16 Initial Issue covrlTx - }r��� NOV 17 2016 PERMIT# !� BUTTE COUNTY DEVELOQpPMENT SERVICES -DEVELOPMENT CODEIEWII?COM IFOR SERVICES ANCE Dp,TEL.2-iBY This calculation package is valid for the project location as listed above only and may not be l , ' used or modified for another site without the authorization of Rancho Engineering Inc. Rancho Engineering Inc. disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com z s U GD - SCALE = N.T.S. JOB # 16-245 5550 Skyway, Ste. C JAOKPINE DECK CHO Paradise, CA Q5QC cf BUTTE COUNTY Phone/Fax: PROJECT LAYOUT tneerhig,Inc. (550) 871-3'7oO 11/8/2016 Jackpine Deck ' 16-245 Gravity Loads: Floor Dead Load 2x Decking 5.0 psf .Floor Framing 3.0 psf Misc. 2.0 psf Total 10.0 psf Floor Live Load Residential 40 psf Snow 55 psf G1 Y G1 11/8/2016 Jackpine Deck - 16-245 Ll ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 - NICER (short period) Ss 0.652 USGS website %g MCER 0 sec period) SI 0.261 USGS website %g Response Modification R 1.5 Table 12.2-1 - Risk Category - II Table 1-1 - Importance Factor I 1 Table 11.5-1 - Strutural Height h„ 6.0 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.077 Section 12.8.2.1 sec Design Spectral Acceleration SDs 0.556 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.327 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 0.370 Section 12.8.1. - Diaphragm 1 Deck Tributary Area = Diaph. width 1-3: 28.5 V ultimate= 46 plf V working stress = 33 plf Diaph. width A -C 9.5 V ultimate = V working stress = 137 plf 98 plf 270.75 SQFT Floor @ W= 10.00 psf 2707.5 lbs Diaphragm 2 Deck Tributary Area = Diaph. width 3-4: 16.5 V ultimate = 18 plf V working stress = .1.3 plf Diaph. width B -C 3.75 V ultimate = 79 plf 61.88 SQFT Floor @ 10.00 psf V working stress = 57 plf W= 618.8 lbs Diaphragm 3 Deck Tributary Area = Diaph. width 1-2: 14.75 V ultimate = 22 plf Vworking stress = 16 plf Diaph. width D -E: 4.6 V ultimate = 71 plf 67.85 SQFT Floor @ 10.00 psf V working stress = 5.1. plf - W= 678.5 lbs Diaphragm 4 Deck Tributary Area = Diaph. width 2-3: 15.25 V ultimate = 47 plf V working stress = 34 plf Diaph. width E -F: 9.75' V ultimate = 73 plf 148.69 SQFT Floor @ 10.00 psf V working stress = 52 plf W= 1486.9 lbs nglneering 11/8/2016 Jackpine Deck -16-245 L1 Lateral Load Summary Roof Level Wall Tributary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load Load Load ID. Dia (FT) (plf) (plf) (kips) (kips) Case 1.1 14.3 33 0.0 0.47 0.00 Seismic 3.1 14.3 33 0.0 0.47 0.00 Seismic 3.2 16.5 13 0.0 0.21 0.00 Seismic 2.3 14.8 16 0.0 0.23 0.00 Seismic 2.4 7.6 34 0.0 0.25 0.00 Seismic 3.4 7.6 34 0.0. 0.25 0.00 Seismic Deck B.1 9.5 98 0.0 0.93 0.00 Seismic B.2 3.8 57 0.0 0.21 0.00 Seismic E.3 4.6 51 0.0 0.23 0.00 Seismic E.4 9.8 52 0.0 0.51 0.00 Seismic 11/8/2016 Jackpine Deck - 16-245 Timber Frames SDS25600 Nominal Capacity: .340 Ib Co: 1.33' 4 Capcity: 452 Ib Grid Line: 1 Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load (lb) Per line Com (lb) Com Ib Ib Screws Hei ht ft Length ft Seismic 0.466 Seismic 1.5 1.5 1 466 466 659 3 .Wind 466 0.000 L3 11/8/2016 Jackpine Deck - 16-245 Timber Frames SDS25600 Nominal Capacity: 340 Ib CD: 1.33 -� Capcity: 452 lb °r Grid. Line: 3.1-2 Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load (lb) Per line Com Ib Com (lb) (lb) Screws Height ft Length ft Seismic 0.679 Seismic 15 1.5 1 679 679 960 3 Wind 679 0.000 Ly 11/8/2016 Jackpine Deck -16-245 r Timber Frames SDS25600 Nominal Capacity: 340 Ib CD: 1.33 Capcity: 452 Ib Grid Line: B Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load (lb) Per line Comp (lb) Comp Ib (lb) Screws Height ft Length ft Seismic 1.144 Seismic 1.5 1.5 2 572 572 809 3 Wind 1144 0.000 LS 11/8/2016 Jackpine Deck - 16-245 L 6 Timber Frames SDS25600 Nominal Capacity: 340 Ib It CD: 1.33 . Capcity: 452 lb Grid Line: 2 Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load (lb) Per line Comp Ib Comp (lb) (lb) Screws Height ft Length ft Seismic 0.488 Seismic 1.5 1.5 1 488 488 691 3 Wind 488 } 0.000 CHO ngineering 11/8/2016 Jackpine Deck - 16-245 Timber Frames SDS25600 Nominal Capacity: 340 Ib CD: 1.33 Capcity: 452 lb Grid Line: 3.4 Type: Knee Loads Design Brace Diminsions -Braces Horz Vert Net Comp SDS kis Load (lb) Per line Com (lb) Com Ib (lb) Screws Height ft Length ft Seismic 0.255 Seismic 1.5 1.5 1 255 255 360 3 Wind 255 0.000 LZ RANCHO ngtneering 11/8/2016 Jackpine Deck -16-245 r� Timber Frames SDS25600 Nominal Capacity: 340 Ib CD: 1.33 Capcity: 452 Ib Grid Line: E Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load (lb) Per line Com (lb) Com (lb) Ib) Screws Height ft Length ft Seismic 0.745 Seismic 1.5 -1.5 2 372 372 527 3 Wind 745 0.000 L8 Rancho Engineering Project Title: I 5550 Skyway #c Engineer: Project ID: Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 Printed: 7 NOV 2016. 3:47PM File =11CASEY1Rancho(R)Wbs120161245-15-11HAREDE-1.EC6 Wood Beam - >'ENERCALC,:INC:1983-2015>Ouild:6.15a0.6;Ver.6,15:12:31 Description : 131 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.541: 1 Maximum Shear Stress Ratio = 0.255: 1 Section used for this span Load Combination Set: ASCE 7-10 Section used for this span 2x6 fb : Actual = Material Properties tv : Actual = 42.22 psi FB: Allowable = Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi 2.605ft Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Maximum Deflection Wood Grade ; No.2 Fv Ft 180.0 psi 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1620 C m D 0.0133 Q0.0532) S 0.07315 2x6 Span = 5.210 fi Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040, S = 0.0550 ksf, Tributary Width =1.330 ft Maximum Bending Stress Ratio = 0.541: 1 Maximum Shear Stress Ratio = 0.255: 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 581.80psi tv : Actual = 42.22 psi FB: Allowable = 1,076.40psi Fv : Allowable = 165.60 psi Load Combination +D+0.750L+0.750S+H Load Combination +0+0.750L+0.750S+H Location of maximum on span = 2.605ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection M V C d Max Downward Transient Deflection 0.039 in Ratio= 1620 C m Max Upward Transient Deflection 0.000 in Ratio= 0 <360 fb Max Downward Total Deflection 0.057 in Ratio= 1096 F'v Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.085 0.040 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.05 71.61 842.40 0.03 5.20 129.60 +D+L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.383 0.180 1.00 1.300 0.80 1.00 1.00 1.00 1.00 0.23 . 358.03 936.00 0.14 25.98 144.00 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.061 0.029 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.05 71.61 1170.00 0.03 5.20 180.00 +D+S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.432 0.204 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.29 465.44 1076.40 0.19 33.77 165.60 +M.750Lr+0.750L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.245 0.115 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.18 286.43 1170.00 0.11 20.78 180.00 +D+0.750L+0.750S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 It 1 0.541 0.255 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.37 581.80 1076.40 0.23 42.22 165.60 Rancho Engineering Project Title: ��- 5550 Skyway #c Engineer: Proiect ID: Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 " Printed: 7 NOV 2016. 3:47RA ,. 11CASEY1Rah*c R bs120161245-15-I1HAREDE-I:EC6 Fle.ENERCALC Wood Bealm....:6. INC.•19832015,`BaiId6:1510.6,Ver:6;15.12.31 ` Description : B1 Load Combination Max Stress Ratios s Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V tv F'v +D+0.60W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.048 0.023 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.05 71.61 1497.60 0.03 5.20 230.40 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.048 0.023 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.05 71.61 1497.60 0.03 5.20 230.40 +D+0.750Lr+0.750L+0.450W+H 1.300 , 0.80 • 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 r Length = 5.210 ft 1 0.191 0.090 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.18 286.43 1497.60 0.11 20.78 230.40 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.388 0.183 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 581.80 1497.60 0.23 42.22 230.40 +D+0.750L+0.750S+0.5250E+H 1.300 = 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.388 0.183 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 581.80 1497.60 0.23 42.22 230.40 +0.60D+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 ft 1 0.029 0.014 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.03 42.96 1497.60 0.02 3.12 230.40 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.210 It 1 0.029 0.014 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.03 42.96 1497.60 0.02 3.12 230.40 Overall Maximum Deflections Load Combination Span Max.' ° Defl Location in Span Load Combination Max. '+" Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0570 2.624 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.282 0.282 Overall MINimum 0.021 0.021 +D+H 0.035 0.035 +O+L+H 0.173 0.173 +O+Lr+H 0.035 0.035 +D+S+H 0.225 0.225 +D+0.750Lr+0.750L+H 0.139 0.139 4 +0+0.750L+0.750S+H 0.282 0.282 +D+0.60W+H 0.035 0.035 +0+0.70E+H 0.035 0.035 +D+0.750Lr+0.750L+0.450W+H 0.139 0.139 +0+0.750L+0.750S+0.450W+H 0.282 0.282 +0+0.750L+0.750S+0.5250E+H 0.282 0.282 +0.6OD40.60W- 0.60H 0.021 0.021 +0.60D+0.70E+0.60H 0.021 0.021 D Only 0.035 0.035 Lr Only .j L Only 0.139 0.139 S Only 0.191 0.191 +. ' W Only E Only H Only Rancho Engineering Project Title: 5550 Skyway #c Engineer:. Project ID: fn Paradise, CA 95969 Project Descr. Phone/Fax: (530) 877-3700 Printed: 7 NOV 2016. 3:47PM File 41CASEY%Ranctro.(R)yob512016124515-11HAREDE-I:EC6.11 WoodBeam* :: ENERCAI C,�JC.1983 2015; 9uild.6.1510:6 Ver.6.15.12.31 Description : B2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 0.757.1 Maximum Shear Stress Ratio = 0.374: 1 Section used for this span Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi 1,076.40psi Fc - Pdl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Location of maximum on span = Wood Grade ; No.2 Fv Ft 180.0 psi 575.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Span # where maximum occurs = Span # 1 D 0.0485 Q0.194) S 0.26675 4x8 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.040, S = 0.0550 ksf, Tributary Width = 4.850 ft Maximum Bending Stress Ratio = 0.757.1 Maximum Shear Stress Ratio = 0.374: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual 814.50psi fv : Actual 61.89 psi FB: Allowable 1,076.40psi Fv: Allowable = 165.60 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.300 Length = 6.50 ft Max Downward Transient Deflection 0.064 in Ratio= 1222 1.00 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 1.00 Max Downward Total Deflection 0.094 in Ratio= 827 Length = 6.50 ft Max Upward Total Deflection 0.000 in Ratio= 0 <180 1.25 Maximum Forces.& Stresses for Load Combinations Load Combination 1.00 Max Stress Ratios 1.00 0.80 Segment Length Span # M V Cd C FN +D+H 1.00 1.00 0.80 1.00 1.00 Length = 6.50 ft 1 0.119 0.059 0.90 1.300 +D+L+H 0.80 1.00 1.00 1.00 1.300 Length = 6.50 ft 1 0.536 0.264 1.00 1.300 +D+Lr+H 1.00 1.00 1.00 0.80 1.300 Length = 6.50 ft 1 0.086 0.042 1.25 1.300 +D+S+H 1.00 0.80 1.00 1.00 1.300 Length = 6.50 ft 1 0.605 0.299 1.15 1.300 +D+0.750Lr+0.750L+H 400.98 1170.00 0.52 30.47 1.300 Length = 6.50 ft 1 0.343 0.169 1.25 1.300 +D+0.750L+0.750S+H 814.50 1076.40 1.05 61.89 1.300 Length = 6.50 ft 1 0.757 0.374 1.15 1.300 Ci Cr Cm C t CL 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 Moment Values M fb Fb V tv Fv 0.00 0.00 0.00 0.00 0.26 100.25 842.40 0.13 7.62 129.60 0.00 0.00 0.00 0.00 1.28 501.23 936.00 0.64 38.09 144.00 0.00 0.00 0.00 0.00 0.26 100.25 1170.00 0.13 7.62 180.00 0.00 0.00 0.00 0.00 1.66 651.60 1076.40 0.84 49.51 165.60 0.00 0.00 0.00 0.00 1.02 400.98 1170.00 0.52 30.47 180.00 0.00 0.00 0.00 0.00 2.08 814.50 1076.40 1.05 61.89 165.60 Rancho Engineering Project Title: 5550 Skyway #c Engineer: Prosect ID: Paradise, CA 95969 Project Descr. Phone/Fax: (530) 877-3700 Printed: 7 NOV 2016. 3:47PM `Rle 11CASEY1Rancho ()�R bs12016124515-11HAREDE.I.EC6 : Wood $eaitl : > ENERCALC INC;:;1983 2015; Build 6.15a0.6, Ver.6.1512'.31 ' Description : B2 l Load Combination Max Stress Ratios Moment Values Shear Values 1 Segment Length ' Span # M V C d C FN C i Cr C m C t C L M fb Fb V tv Fv ' +D+0.60W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 { Length = 6.50 It 1 0.067 0.033 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.26 100.25 1497.60 0.13 7.62 23C.40 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length = 6.50 ft 1 0.067 0.033 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.26 100.25 1497.60 0:13 7.62. 230.40 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.00 1.00 1:00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.268 0.132 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.0.2 400.98 1497.60 0.52 30.47 230.40 +D+0.750L40.750S+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.544 0.269 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.08 814:50 1497.60 1.05 61.89 230.40 +D+0.750L+0.750S+0.5250E+H 1.300 .0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.544 0.269 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.08 814.50 1497.60 1.05 61.89 230.40 +0.60D+0.60W+0.60H 1.300- • 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.040 0.020 1.60 1.300. 0.80 1.00 .1.00 1.00 1.00 0.15 60.15 1497.60 0.08 4.57 230.40 +0.60D+0.70E+0.60H 1.300 0.80 1.00` 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.040 0.020 '1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.15 60.15 1497.60 0.08 4.57 230.40 Overall Maximum Deflections Load Combination Span Max. *2 Defl Location in Span Load Combination Max. "+" Defl • Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0942 3.274. 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.281 1.281 Overall MINimum 0.095 0.095 +D+H 0.158 0.158 +D+L+H 0.788 0.788 +D+Cr+H 0.158 0.158 • +D+S+H 1.025 1.025 +D+0.750Lr+0.750L+H 0.631 0.631 +D+0.750L+0.750S+H 1.281 1.281 '+D+0.60W+H 0.158 0.158 +D+0.70E+H 0.158 0.158 +D+0.750Lr+0.750L+0.450W+H 0.631 0.631 +D+0.750L+0.750S+0.450W+H 1.281 1.281 +D+0.750L+0.750S+0.5250E+H 1.281 1.281 +0.60D+0.60W+0.60H 0.095 0.095 +0.60D+0.70E+0.60H 0.095 0.095 D Only 0.158 0.158 4 Lr Only L Only 0.631 0.631 S Only 0.867 0.867 W Only E Only H Only Rancho Engineering Project Title: 5550 Skyway #c Engineer: Project ID: F1 Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 Printed: 7 NOV 2016. 3:21M General FOOtInC) FileENERCALC�,INC t9M-.65,Bu6dfi15.10.6; eE6E5.12.31 l.w Description : F1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength = 2.50 ksi Soil Design Values Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight - No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.850 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = in Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension ksf Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ft Use ftg wt for stability, moments & shears No when maximum length or width is greater4 Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No —. Dimensions Width parallel to X -X Axis = 1.330 ft rF Length parallel to Z -Z Axis = 1.330 ft Z 1'-3- Footing Thicknes = 12.0 in , CD 'k k. Pedestal dimensions... X px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = - in ch cCL Height in (D Rebar Centerline to Edge of Concrete.. �- at Bottom of footing = 3.0 in —. rF Reinforcing 1'-3- w Bars parallel to X -X Axis - Number of Bars = 2 Reinforcing Bar Size = # 4 s;;� �,�:; •' �.CA1:�:.C:it;F � � •.: ; : ,.. �7j...'i; �• :Kir'•': - i Bars parallel to Z -Z Axis 111111 1:'.>Ki:. •.tt :i`ti ` ;;i: � III�IIIIIVI 111111 '���'=.::r��;�• i� <<:;;�:'� IIIIIIII� Number of Bars = 2 ,'•;>`. • '•;'',' ::i�_ ..; ''';::; > I `; :-�Qa".;`';` ReinforcingBar = #4.0 I�IIIIIIII ::: "•:'`�a'#°o:ea�:-::•:- ' • III_IIIIIIII IIIIIIII �; ' '`. `' VIIIIII Bandwidth Distribution Check (ACI 15.4.4.2) I'm Direction Requiring Closer Separation n/a v # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 0.3030 1.212 1.667 k OB: Overburden= ksf M -x = - ---- - -- -- -- ----- ......... ... - ....... ... k -ft M-zz = k ft V -z = k Rancho Engineering Project Title: 5550 Skyway #c Engineer: Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 Project ID: F7, Printed: 7 NOV 2016. 121 PM . ., .. � ... - .: N hlle RW1A,tJU�iG�10.1?�1��1LV rO1Z'6T.r.7"�!vinnCuc .cw General Footing ENcr+rc.iNc.;segos;<,BuflG6a5:.t0:6,Ver.6:15:12.31 Description : F1 Actual Soil Bearing Stress DESIGN SUMMARY Load Combination Gross Allowable Xecc Zecc Design Top +Z Min. Ratio item Applied Capacity Governing Load Combination PASS 0.9280 Soil Bearing 1.392 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a 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 n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05749 Z Flexure (+X) 0.4546 k -ft 7.907 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.05749 Z Flexure (-X) 0.4546 k -ft 7.907 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.05749 X Flexure (+Z) 0.4546 k -ft 7.907 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.05749 X Flexure (-Z) 0.4546 k -ft 7.907 k -ft +1.20D+0.50L+1.60S+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 85.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 85.0 psi n/a PASS n/a 2 -way Punching 7.620 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H Detailed Results 0.0 1.392 1.392 n/a Soil Bearing 0.928 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 Rotation Axis & Actual Soil Bearing Stress Actual 1 Allowadie Load Combination Gross Allowable Xecc Zecc Bottom -Z Top +Z Left, -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.1713 0.1713 n/a n/a 0.114 X -X, +D+L+H 1.50 n/a 0.0 0.8565 0.8565 n/a n/a 0.571 X -X. +D+Lr+H 1.50 n/a 0.0 0.1713 0.1713 n/a n/a 0.114 X -X. +D+S+H 1.50 n/a 0.0 1.114 1.114 n/a n/a 0.743 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.6852 0.6852 n/a n/a 0.457 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 1.392 1.392 nla n/a 0.928 X -X, +D+0.60W+H 1.50 n/a 0.0 0.1713 0.1713 n/a n/a 0.114 X -X. +D+0.70E+H 1.50 n/a 0.0 0.1713 0.1713 n/a n/a 0.114 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.6852 0.6852 n/a n/a 0.457 X -X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.392 1.392 n/a n/a 0.928 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.392 1.392 n/a n/a 0.928 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1028 0.1028 n/a n/a 0.069 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1028 0.1028 n/a n/a 0.069 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.1713 0.1713 0.114 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.8565 0.8565 0.571 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 0.1713 0.1713 0.114 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 1.114 1.114 0.743 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.6852 0.6852 0.457 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.392 1.392 0.928 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.1713 0.1713 0.114 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.1713 0.1713 0.714 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.6852 0.6852 0.457 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.392 1.392 0.928 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.392 1.392 0.928 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1028 0.1028 0.069 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.1028 0.1028 0.069