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Home My WebLink AboutCDP 2020-0007; TERRA BELLA DEVELOPMENT; STRUCTURAL CALCULATIONS; 2021-02-24STRUCTURAL CALCULATIONS FOR 6479 SURFSIDE LANE SHORING DESIGN REC MAR 2G 2021 At LAND DE VLL OF'MENT 6479 SURFSIDELANE CARLSBAD, CALIFORNIA PREPARED BY S4331 * xp. 6/30/22 J * MERCADO ASSOCIATES INC. STRUCTURAL ENGINEERS 15206 VENTURA BLVD. SUITE 301 SHERMAN OAKS, CA 91403 LMA#20058 FEBRUARY 24, 2021 DESIGN Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 30 NOV 2020, 2:04PM rile. bUiiiUCllUllli9 pIIe.el.0 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Bui1d:12.20.8.24 IMtL DESCRIPTION: 412 LAGGING BOARD ( FOR TOP 4' HT. RET) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor D Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 11.250X 3.50 Span = 7.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: H = 0.160, Tributary Width = 1.0 ft, (SOIL) Maximum Bending Stress Ratio = 0.828 1 Maximum Shear Stress Ratio = 0.159 : 1 Section used for this span 11.250 X 3.50 Section used for this span 11.250 X 3.50 fb: Actual = 1,073.73psi fv: Actual = 37.06 psi Fb: Allowable = 1,296.00psi Fv: Allowable = 233.28 psi Load Combination +1.40D+1.60H Load Combination +1.40D+1.60H Location of maximum on span = 3.917ft 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 0.200 in Ratio = 471 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.210 in Ratio = 447 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span -'D-'0.750L+0.750S-f0.5250E41 1 0.2102 3.945 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.660 0.660 Overall MiNimum 0.627 0.627 0.660 0.660 0.660 0.660 +D+Lr+H 0.660 0.660 +0+541 0.660 0.660 +040.750Lr-f0.750L+H 0.660 0.660 +D+0.750L+0.750541 0.660 0.660 +D+0.60W+H 0.660 0.660 +D+0.750Lr+0.750L+0.450W41 0.660 0.660 Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 30 NOV 2020, 2:04PM Wood Beam File: surfside shoring piles.ec6 Software copyright ENERCALC, INC. 1983-2020, Bu12.20.8.24 DESCRIPTION: 4x12 LAGGING BOARD ( FOR TOP 4 HT. RET) Vertical Reactions Support notation : Far left is #1 Values in KIPS --- Load Combination Support 1 Support 2 +O40.750L40.750S#0.450W+H 0.660 0.660 +0.60D+0.60W+0.60H 0.396 0.396 +D+0.70E40.60H 0.409 0.409 4-D+0.750L*0.750S40.5250E+H 0.660 0.660 +0.60D+0.70E+H 0.647 0.647 D Only 0.033 0.033 H Only 0.627 0.627 Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 30 NOV 2020, 2:04PM File: surfside shoring piles.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 6x12 LAGGING BOARD (14.5 HI. RET) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor D Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend- xx 1,700.0ksi Fc - Pill 1,500.0 psi Eminbend - xx 620.Oksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 11.50 X 5.50 Span = 7.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: H = 0.580, Tributary Width = 1.0 ft, (SOIL) Maximum Bending Stress Ratio = 0.859 1 Maximum Shear Stress Ratio = 0.333 : Section used for this span 11.50 X 5.50 Section used for this span 11.50 X 5.50 fb: Actual = 1,503.65psi fv: Actual = 77.70 psi Fb: Allowable = 1 ,749.60p5i Fv: Allowable = 233.28 psi Load Combination +1.40D+1.60H Load Combination +1.40D+1.60H Location of maximum on span = 3.917ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.182 in Ratio = 515>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.187 in Ratio = 503 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Overall Maximum Deflections Load Combination Span Max. "-' Defi Location in Span Load Combination Max. -'- Defi Location in Span +0*0.750L*0.750S*0.5250E4l 1 0.1866 3.945 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.325 2.325 Overall MiNimum 2.272 2.272 .i1J4I 2.325 2.325 .i1J*L4I 2.325 2.325 +D.'-1r4J 2.325 2.325 +D+S+H 2.325 2.325 +0+0.750Lr*0.750L41 2.325 2.325 +D+0.750L*0.7505+H 2.325 2.325 +0*0.60W+H 2.325 2.325 +0*0.750Lr*0.750L*0.450W41 2.325 2.325 Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 30 NOV 2020, 2:04PM Wood B File: suriside shoring piles.ec6 W 00 earn Software copyright ENERCALC, INC. 1983-2020, Build:12.20,8.24 DESCRIPTION: 6x12 LAGGING BOARD (14.5 HT. RET) Vertical Reactions Support notafton : Far left is #1 Values in KIPS Load Combinaon Support 1 Support 2 +O+0.750L40.750S+0.450W+H 2.325 2.325 40.60D-f0.60W-'0.60H 1.395 1.395 +D40,70E+O.60H 1.417 1.417 +D+0.750L+0,750540.5250E+H 2.325 2.325 .0.60D+0.70E41 2.304 2.304 D Only 0.054 0.054 H Only 2.272 2.272 Project MERCADO ASSOCIATES Sheet No. SURFSIDE LANE PROJECT For STRUCTURAL ENGINEERS Job No. Location Date CARLSBAD, CA 2-24-21 Item Engineer SHORIN6 PILL DESIGN LM \Prashant\LIZANDRO\2021 \20058 Surfside Lane\Working24-02-2021 \Shonng\jPILES DESIGN - SOLDIERPILE SYST WITH PILE TABLE.xls]P(1) SOLDIER PILE SYSTEM PILE: SPI PILE DIAMETER = 24.0 IN PILE SKIN FRICTION = 0.400 KSF MINIMUM EMBED = 8.0 FT ALLOW LATERAL PASSIVE = 240 PSF/FT MAX. LATERAL PRESS LIMIT = 3000 PSF PILE VERTICAL LOAD: FIXITY POINT DIM. = 3 E LATERAL COEFF (STRG) = 0.000 CREEP LOAD (KLF) = 0.00 MIN PILE SPCG - 100% INCRS = 2.0 DL Lr LL E PILE WT. 1.6 GBM 0.0 ROOF 0.0 0.0 THIRD 0.0 0.0 SECOND 0.0 0.0 FIRST 0.0 0.0 WALL 0.0 1.6 0.0 0.0 0.0 I 1.6 I PILE LENGTH: TOTAL MAXIMUM LOAD = 1.6 LL Reduc. 1.6 KIPS REQ DEPTH 8.0 FT. SURCHAGEH1= 40 PSF FREE BRD= 0 FT FREE BRD LOAD= 0 PSF/FT FT LATERAL SEIS LOAD (STRG)= 0.0 FT LAT SEIS LOAD APPLIED H = 6.7 FT ADD SEISMIC LOAD (STRG)= 0.0 ADD SEIS LOAD APPLIED H = 0.0 PILE HORIZONTAL LOAD: RETAINING LATERAL SOIL LOAD: EFP = 40.0 PSF/FT RET H= 10.0 FT PILE SPCG = 3.75 FT TOP RET ELEV.= 72.0 BOTT RET ELEV = 62.0 TOP APPROV SOIL ELEV = 62.0 K FT K FT SOIL ACTIVE LOAD = 7.5 KIPS ADDL LAT SOIL LOAD = 0.0 KIPS ADDL SOIL LOAD H = 0.0 FT FREEBOARD LOAD = 0.0 KIPS CREEP LOAD = 0.0 KIPS SURCHAGE LOAD = 0.5 KIPS TOTAL LOAD= 8.0 KIPS ASD MOM = 51.5 FT-K ASD LOAD = 8.0 KIPS MOM ARM = 6.4 FT ULT MOM = 82.4 FT-K ULTLOAD= 12.8 KIPS MOM ARM = 6.4 FT 4Vn= 144.9 KIPS Vu= 12.8 KIPS FLAG POLE EMBED CALCULATION (NON-CONSTRAINT) A = 2.34*P/S1/b = REQ'D LENGTH = 13.4 FT Si = FIXITY POINT ELEV = 59.0 REQD PILE BOTTOM ELEV = 45.6 FT. PILE EMBED. BLW FIXITY = 13.4 FT. PILE TOTAL LENGTH = 26.4 FT. 8.76 1.07 KSF +x [ +Y Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 24 FEB 2021, 5:23PM File: surfside shoring piles.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: SP1 Code References Calculations per AISC 360-16, IIBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: W1 2x26 Overall Column Height 10.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-572, High Strength, Low Alloy, Fy = Brace condition for deflection (buckling) along columns: Fy: Steel Yield 50.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis 10.0 ft. K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis 10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 260.406 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 6.333 ft creating Mx-x, H = 7.50 k Lat. Point Load at 8.0 ft creating Mx-x, H = 0.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.5936 : 1 Maximum Load Reactions.. Load Combination +1.40D+1.60H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 0.0 k Pu 0.3646 k Bottom along Y-Y 8.0 k 0.9*Pn 62.052 k Mu-x -82.396 k-ft Maximum Load Deflections... 0.9*Mn x: 139.50 k-ft IAlongY-Y 0.3792 id at 10.oft above base Mu-y 0.0 k-ft for load combination : +D+H 0.9 * Mn-y: 30.638 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.1521 : 1 Load Combination +1 .4OD+1.60H Location of max.above base 0.0 ft At maximum locaton values are... Vu: Applied 12.80 k Vn * Phi: Allowable 84.180 k Sketches SURCHAGEH1= 40 PSF FREE BRD= 0 FT FREE BRD LOAD= 0 PSF/FT FT LATERAL SEIS LOAD (STRG)= 0.0 FT LAT SEIS LOAD APPLIED H = 5.3 FT ADD SEISMIC LOAD (STRG)= 0.0 ADD SEIS LOAD APPLIED H = 0.0 EFP = 40.0 PSF/FT RET H= 7.9 FT PILE SPCG = 7.5 FT TOP RET ELEV.= 69.9 BOTT RET ELEV = 62.0 TOP APPROV SOIL ELEV = 62.0 K FT K FT SOIL ACTIVE LOAD = ADDL LAT SOIL LOAD = ADDL SOIL LOAD H = FREEBOARD LOAD = CREEP LOAD = SURCHAGE LOAD = TOTAL LOAD = 9.3 KIPS 0.0 KIPS 0.0 FT 0.0 KIPS 0.0 KIPS 0.788 KIPS 10.1 KIPS Project MERCADO ASSOCIATES Sheet No. SURFSIDE LANE PROJECT For STRUCTURAL ENGINEERS Job No. Location Date CARLSBAD, CA 2-24-21 Item SHORING PILE DESIGN EnineerLIM ashant\LIZANDRO\2021\20058 Surfside Lane\Working\24-02-2021\Shoring\LPILES DESIGN - SOLDIERPILE SYST WITH PILE TABLE.xIsJP(2) SOLDIER PILE SYSTEM PILE: SP2 PILE DIAMETER = 24.0 IN PILE SKIN FRICTION = 0.400 KSF MINIMUM EMBED = 8.0 FT ALLOW LATERAL PASSIVE = 240 PSF/FT MAX. LATERAL PRESS LIMIT = 3000 PSF PILE VERTICAL LOAD: FIXITY POINT DIM. = 3 E LATERAL COEFF (STRG) = 0.000 CREEP LOAD (KLF) = 0.00 MIN PILE SPCG - 100% INCRS = 2.0 DL Lr LL E PILE WT. 1.2 GBM 0.0 ROOF 0.0 0.0 THIRD 0.0 0.0 SECOND 0.0 0.0 FIRST 0.0 0.0 WALL 0.0 1.2 0.0 0.0 0.0 I 1.2 I PILE LENGTH: TOTAL MAXIMUM LOAD = 1.2 LL Reduc. 1.2 KIPS REQ DEPTH 8.0 FT. PILE HORIZONTAL LOAD: RETAINING LATERAL SOIL LOAD: ASD MOM = 57.9 FT-K ASDLOAD= 10.1 KIPS MOM ARM = 5.7 FT ULT MOM = 92.6 FT-K ULT LOAD = 16.2 KIPS MOM ARM = 5.7 FT KIPS r144.9 = 16.2 KIPS FLAG POLE EMBED CALCULATION (NON-CONSTRAINT) A = 2.34*P/S1Ib = REQD LENGTH = 14.5 FT Si = FIXITY POINT ELEV = 59.0 REQ'D PILE BOTTOM ELEV = 44.5 FT. PILE EMBED. BLW FIXITY = 14.5 FT. PILE TOTAL LENGTH = 25.4 FT. 10.17 1.16 KSF Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 24 FEB 2021. 5:30PM Steel Co' urn rile. uiiwue iiuiiii puIe.euu I Software copyright ENERCALC, INC. 1983-2020, 9uild:12.20.8.24 - DESCRIPTION: SP2 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: W1 W6 Overall Column Height 7.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-572, High Strength, Low Alloy, Fy = Brace condition for deflection (buckling) along columns: Fy: Steel Yield 50.0 ksi XX (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT V-V Axis = 7.0 ft. K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 182.284 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 5.630 ft creating Mx-x, H = 9.320 k Lat. Point Load at 6.940 ft creating Mx-x, H = 0.7880 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.6656 : 1 Maximum Load Reactions.. Load Combination +1 .40D+1 .60H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0k At maximum location values are... Top along V-V 0.0 k Pu 0.2552 k Bottom along Y-Y 10.108 k 0.9*Pn 126.636 k Mu-x -92.705 k-ft Maximum Load Deflections 0.9*Mnx: 139.50 k-ft Along V-V 0.2459 in at 7.0ff above base Mu-y 0.0 k-ft for load combination :+D+ 0.93Mn-y: 30.638 k-ft Along X-X 0.01n at 0.0ff above base for load combination PASS Maximum Shear Stress Ratio = 0.1921 : 1 Load Combination +1 .40D+1.60H Location of max.above base 0.0 ft At maximum location values are. Vu: Applied 16.173 k Vn * Phi: Allowable 84.180 k Sketches +Y +x 9.329 SOIL ACTIVE LOAD = ADDL LAT SOIL LOAD = ADDL SOIL LOAD H = FREEBOARD LOAD = CREEP LOAD = SURCHAGE LOAD = TOTAL LOAD = 13.2 KIPS 0.0 KIPS 0.0 FT 0.0 KIPS 0.0 KIPS 0.938 KIPS 14.1 KIPS Project MERCADO ASSOCIATES Sheet No. SURFSIDE LANE PROJECT STRUCTURAL ENGINEERS For Job No. Location Date CARLSBAD, CA 2-24-21 Item Engineer SHORING PILE DESIGN LM \Prashant\LIZANDRO\2021\20058 Surfside Lane\Working\24-02-2021\Shoring\[PILES DESIGN - SOLDIERPILE SYST WITH PILE TABLE.xts]P(3) SOLDIER PILE SYSTEM PILE: SP3 PILE DIAMETER = 24.0 IN FIXITY POINT DIM. = 3 PILE SKIN FRICTION = 0.400 KSF E LATERAL COEFF (STRG) = 0.000 MINIMUM EMBED = 8.0 FT CREEP LOAD (KLF) = 0.00 ALLOW LATERAL PASSIVE = 240 PSF/FT MIN PILE SPC'G - 100% INCRS= 2.0 MAX. LATERAL PRESS LIMIT = 3000 PSF PILE VERTICAL LOAD: DL Lr LL E LLReduc. PILE WT. 1.5 1 GBM 0.0 ROOF 0.0 0.0 THIRD 0.0 0.0 SECOND 0.0 0.0 FIRST 0.0 0.0 WALL 0.0 1.5 0.0 0.0 0.0 1.5 KIPS I 1.5 I REQ DEPTH PILE LENGTH: TOTAL MAXIMUM LOAD = 1.5 8.0 FT. PILE HORIZONTAL LOAD: RETAINING LATERAL SOIL LOAD: EFP = 40.0 PSF/FT RET H= 9.4 FT PILE SPCG = 7.5 FT TOP RET ELEV.= 69.9 BOlT RET ELEV = 60.5 TOP APPROV SOIL ELEV = 60.5 SURCHAGEH1= 40 PSF FREE BRD= 0 FT FREE BRD LOAD = 0 PSF/FT FT LATERAL SEIS LOAD (STRG)= 0.0 K FT LAT SEIS LOAD APPLIED H = 6.3 FT FT ADD SEISMIC LOAD (STRG)= 0.0 K ADD SEIS LOAD APPLIED H = 0.0 FT ASD MOM = 88.1 FT-K ASDLOAD= 14.1 KIPS MOM ARM = 6.2 FT ULTMOM= 140.9 FT-K ULT LOAD = 22.6 KIPS MOM ARM = 6.2 FT IVn= 144.9 KIPS Vu = 22.6 KIPS FLAG POLE EMBED CALCULATION (NON-CONSTRAINT) A = 2.34*P/S1/b = REQ'D LENGTH = 17.0 FT Si = FIXITY POINT ELEV = 57.5 REQ'D PILE BOTTOM ELEV = 40.5 FT. PILE EMBED. BLW FIXITY = 17.0 FT. PILE TOTAL LENGTH = 29.4 FT. 12.15 1.36 KSF Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 24 FEB 2021, 5:30PM File: surfside shoring piles.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: SP3 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: WI 2x40 Overall Column Height 9.40 It Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-572, High Strength, Low Alloy, Fy = Brace condition for deflection (buckling) along columns: Fy: Steel Yield 50.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis 9.40 it K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 10 ft. K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :374.372 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 6.130 ft creating Mx-x, H = 13.20k Lat. Point Load at 7.690 ft creating Mx-x, H = 0.9380 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.6612 : 1 Maximum Load Reactions.. Load Combination +1 .40D+1 .60H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pu 0.5241 k Bottom along Y-Y 14.138 k 0.9 0Pn 177.285 k Mu-x -141.007 k-ft Maximum Load Deflections... 0.9 * Mn-x: 213.750 k-ft Along Y-Y 0.3892 in I at , 9.40ff above base Mu-y 0.0 k ft for load combination :+D+H 0.9 * Mn-y: 63.0 k-ft Along X-X 0.0 in at 0.011 above base for load combination: PASS Maximum Shear Stress Ratio = 0.2148 : 1 Load Combination +1 .40D+1 .60H Location of max.above base 0.0 ft At maximum location values are... Vu: Applied 22.621 k Vn * Phi: Allowable 105.315 k Sketches +x SURCHAGEH1= 40 PSF FREE BRD= 0 FT FREE BRD LOAD= 0 PSF/FT FT LATERAL SEIS LOAD (STRG)= 0.0 FT LAT SEIS LOAD APPLIED H = 10.1 FT ADD SEISMIC LOAD (STRG)= 0.0 ADD SEIS LOAD APPLIED H = 0.0 EFP= 40.0 PSF/FT RET H= 15.1 FT PILE SPCG = 7.5 FT TOP RET ELEV.= 69.1 BOTT RET ELEV = 54.0 TOP APPROV SOIL ELEV = 54.0 K FT K FT DE LANE PROJECT MERCADO ASSOCIATES Sheet No. STRUCTURAL ENGINEERS Job No. Location Date CARLSBAD, CA 2-24-2 1 Item SHORIN( PILE DESKiN Engineer LM ashant\LIZANDRO\2021\20058 Surfside Lane\Wortdng\24-02-2021\Shoring\IPILES DESIGN - SOLDIERPILE SYST WITH PILE TABLE.xIsIP(4) SOLDIER PILE SYSTEM PILE: SP4 PILE DIAMETER = 30.0 IN PILE SKIN FRICTION = 0.400 KSF MINIMUM EMBED = 8.0 FT ALLOW LATERAL PASSIVE = 240 PSF/FT MAX. LATERAL PRESS LIMIT = 3000 PSF PILE VERTICAL LOAD: FIXITY POINT DIM. = 3 E LATERAL COEFF (STRG) = 0.000 CREEP LOAD (KLF) = 0.00 MIN PILE SPC'G - 100% INCRS = 2.0 For DL Lr LL E PILE WT. 3.7 GBM 0.0 ROOF 0.0 0.0 THIRD 0.0 0.0 SECOND 0.0 0.0 FIRST 0.0 0.0 WALL 0.0 3.7 0.0 0.0 0.0 I 3.7 I PILE LENGTH: TOTAL MAXIMUM LOAD = 3.7 LL Reduc. 3.7 KIPS REQ DEPTH 8.0 FT. PILE HORIZONTAL LOAD: RETAINING LATERAL SOIL LOAD: SOIL ACTIVE LOAD = 34.2 KIPS ADDL LAT SOIL LOAD = 0.0 KIPS ADDL SOIL LOAD H = 0.0 FT FREEBOARD LOAD= 0.0 KIPS CREEP LOAD = 0.0 KIPS SURCHAGE LOAD = 1.51 KIPS TOTAL LOAD = 35.7 KIPS ASD MOM = 290.7 FT-K ASD LOAD = 35.7 KIPS MOMARM= 8.1 FT ULT MOM = 465.1 FT-K ULT LOAD = 57.1 KIPS MOMARM= 8.1 FT 4Vn= 180.4 KIPS Vu = 57.1 KIPS FLAG POLE EMBED CALCULATION (NON-CONSTRAINT) A = 2.34*P/Si/b = REQD LENGTH = 23.9 FT Si = FIXITY POINT ELEV = 51.0 REQD PILE BOTTOM ELEV = 27.1 FT. PILE EMBED. BLW FIXITY = 23.9 FT. PILE TOTAL LENGTH = 42.0 FT. 17.46 1.91 KSF Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 24 FEB 2021, 5:30PM File: surfside shoring piles.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.824 -- DESCRIPTION: SP4 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used.- ASCE 7-16 General Information Steel Section Name: W18x97 Overall Column Height 15.10 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-572, High Strength, Low Alloy, Fy = Brace condition for deflection (buckling) along columns: Fy: Steel Yield 50.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 15.10 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,464.91 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 8.033 ft creating Mx-x, H = 34.202 k Lat. Point Load at 10.550 ft creating Mx-x, H = 1.510k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pu 0.9*Pn Mu-x 0.9 * Mn-x: Mu-y 0.9 * Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are... Vu: Applied Vn * Phi: Allowable Sketches 0.5911 :1 +1.40D+1.60H 0.0 ft 2.051 k 312.264 k -465.080 k-ft 791.25 k-ft 0.0 k-ft 207.375 k-ft 0.1914 :1 +1.40D+1.60H 0.0 ft 57.139 k 298.530 k Maximum Load Reactions.. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections... Along Y-Y 0.4979 in at for load combination : +D+H Along X-X 0.0 in at for load combination: 0.0 k 0.0 k 0.0k 35.712k 15.10ft above base 0.oft above base SURCHAGEH1= 40 PSF FREE BRD= 0 FT FREE BRD LOAD= 0 PSF/FT FT LATERAL SEIS LOAD (STRG)= 0.0 FT LAT SEIS LOAD APPLIED H = 10.1 FT ADD SEISMIC LOAD (STRG)= 0.0 ADD SEIS LOAD APPLIED H = 0.0 EFP = 40.0 PSF/FT RET H= 15.1 FT PILE SPCG = 6.416 FT TOP RET ELEV.= 69.1 BOTT RET ELEV = 54.0 TOP APPROV SOIL ELEV = 54.0 K FT K FT SOIL ACTIVE LOAD = ADDL LAT SOIL LOAD = ADDL SOIL LOAD H = FREEBOARD LOAD = CREEP LOAD = SURCHAGE LOAD = TOTAL LOAD = 29.3 KIPS 0.0 KIPS 0.0 FT 0.0 KIPS 0.0 KIPS 1.291755 KIPS 30.5 KIPS Project MERCADO ASSOCIATES Sheet No. SURFSIDE LANE PROJECT For STRUCTURAL ENGINEERS Job No. Location Date CARLSBAD, CA 2-24-21 Item Engineer SHORING PILE DESIGN LM ashant\LIZANDRO\2021\20058 Surfside Lane\Worldng\24-02-2021\Shoring\IPILES DESIGN - SOLDIERPILE SYST WITH PILE TABLE.xls]P(5) SOLDIER PILE SYSTEM PILE: SP5 PILE DIAMETER = 24.0 IN PILE SKIN FRICTION = 0.400 KSF MINIMUM EMBED = 8.0 FT ALLOW LATERAL PASSIVE = 240 PSF/FT MAX. LATERAL PRESS LIMIT = 3000 PSF PILE VERTICAL LOAD: FIXITY POINT DIM. = 3 E LATERAL COEFF (STRG) = 0.000 CREEP LOAD (KLF) = 0.00 MIN PILE SPCG - 100% INCRS = 2.0 DL Lr LL E PILE WT. 2.4 GBM 0.0 ROOF 0.0 0.0 THIRD 0.0 0.0 SECOND 0.0 0.0 FIRST 0.0 0.0 WALL 0.0 2.4 0.0 0.0 0.0 I 2.4 I PILE LENGTH: TOTAL MAXIMUM LOAD = 2.4 LL Reduc. 2.4 KIPS REQ DEPTH 8.0 FT. PILE HORIZONTAL LOAD: RETAINING LATERAL SOIL LOAD ASD MOM = 248.7 FT-K ASD LOAD = 30.5 KIPS MOMARM= 8.1 FT ULT MOM = 397.9 FT-K ULT LOAD = 48.9 KIPS MOMARM= 8.1 FT Vn = 144.9 KIPS Vu= 48.9 KIPS FLAG POLE EMBED CALCULATION (NON-CONSTRAINT) A = 2.34*P/S1/b = REQ'D LENGTH = 24.6 FT Si = FIXITY POINT ELEV = 51.0 REQD PILE BOTTOM ELEV = 26.4 FT. PILE EMBED. BLW FIXITY = 24.6 FT. PILE TOTAL LENGTH = 42.7 FT. 18.13 1.97 KSF H c 0 OR CD Project Title: 6479 SURFSIDE LANE Engineer: LIZANDRO MERCADO Project ID: 20058 Project Descr: SHORING DESIGN Printed: 24 FEB 2021, 5:31 PM File: surfside shoring piles.ec6 Steel Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 IiLR)I DESCRIPTION: SP5 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: W16x89 Overall Column Height 15.10 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-572, High Strength, Low Alloy, Fy = Brace condition for deflection (buckling) along columns: Fy: Steel Yield 50.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis 15.10 ft K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis 10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,346.69 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 8.033 It creating Mx-x, H = 29.256 k Lat. Point Load at 10.550 ft creating Mx-x, H = 1.291k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-i-Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are. Pu 0.9*Pn Mu-x 09*Mnx: Mu-y 0.9*Mn y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are. Vu: Applied Vn * Phi: Allowable Sketches 0.6099 : 1 Maximum Load Reactions.. +1.40D+1.60H Top along X-X 0.0k 0.0 ft Bottom along X-X 0.0k Top along Y-Y 0.0 k 1.885 k Bottom along Y-Y 30.547 k 253.446 k -397.814 k-ft Maximum Load Deflections... 656.25 k-ft IAlongY-Y 0.5733 in at 15.10ft above base 0.0 k-ft for load combination : +D+H 180.375 k-ft Along X-X 0.0 in at 0.oft above base for load combination: 0.1847 :1 +1.40D+1.60H 0.0 ft 48.875 k 264.60 k +Y