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HomeMy WebLinkAboutSDP 2021-0016; CARLSBAD OAKS NORTH LOT 3; DESIGN CALCULATIONS FOR OAKS NORTH LOT 3; 2024-04-12DESIGN CALCULATIONS FOR OAKS NORTH LOT 3 WHIPTAIL LOOP CITY OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA PROJECT NO.: 23ASC021 PLANS & CALCULATIONS DATED 03/07/2024, REV.2 PREPARED BY: ALDRICH CONSULTING ENGINEERS 416 SHADOW TREE DRIVE OCEANSIDE, CA 92058 231 ROPE MILL PARKWAY, WOODSTOCK, GA 30188 | T: (678) 903-3614 | F: (678) 550-9862 4/12/2024 ESFSIOORNPALDEE NR GETI NSIEGEERR ERICK J.ALDRICH No. 57827 CIVIL THESE PLANS/DOCUMENTS HAVE BEENREVIEWED FOR COMPLIANCE WITH THEAPPLICABLE CALIFORNIA BUILDING STANDARDSCODES AS ADOPTED BY THE STATE OFCALIFORNIA AND AMENDED BY THEJURISDICTION. PLAN REVIEW ACCEPTANCE OFDOCUMENTS DOES NOT AUTHORIZECONSTRUCTION TO PROCEED IN VIOLATION OFANY FEDERAL, STATE, NOR LOCAL REGULATION.BY: _________________ DATE: ________________ True North Compliance Services, Inc. THIS SET OF THE PLANS AND SPECIFICATIONSMUST BE KEPT ON THE JOB SITE AT ALL TIMESAND IT IS UNLAWFUL TO MAKE ANY CHANGESOR ALTERATIONS WITHOUT PERMISSION FROMTHE CITY. OCCUPANCY OF STRUCTURE(S) ISNOT PERMITTED UNTIL FINAL APPROVAL ISGRANTED BY ALL APPLICABLE DEPARTMENTS. Ali Al-Murshid 04/17/24 3 Earth Retention Design+ Supply+ Support Project: 23ASC021 - Oaks North Lot 3 Site: City of Carlsbad, CA Date: 10/26/2023 Section Summary Report Earth Retention 231 Rope Mill Parkway Woodstock, GA 30188 T) 678-903-3614 www.EARTHRETENTION.com Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Section #6 at Station 12.75 Report Date October 26, 2023 Designer YL Design Standard National Concrete Masonry Association 3rd Edition Design Static Unit of Measure U.S./Imperial Selected Facing Unit Licensor/Product Line: User defined Name: Keystone Standard III Unit Seismic As N/A Soil Parameters Soil Zone Soil Type Angle φ Friction [lb/ft³] Density γ In Situ [lb/ft²] Cohesion Cf Infill (i)REINF 32°130.00 n/a Retained (r)RET 32°130.00 n/a Foundation (f)FDN 32°130.00 0.00 Base (b)GW 38°140.00 n/a Drainage (d)GP 38°110.00 n/a Section Details Section Height 5.67 Back Slope 26.56°LL Surcharge 100 DL Surcharge 0 Design Height 5.67 ft Crest Offset 85.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.00 ft Wall Batter 1.78°Toe Slope 0.00°Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Reinforcements ERS-3 - ERS-3 Supplier: User defined, Fill Type: Sands Tult 3,600.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,970.34 lb/ft RFid 1.10 Cds 0.80 Ci 0.80 Connection/Shear Properties αcs1 1,765.00 lb/ft IP-1 2,255.00 lb/ft αcs2 2,153.00 lb/ft IP-2 3,600.00 lb/ft αcs max 2,295.00 lb/ft au 1,350.00 lb/ft λu 17.00 lb/ft Vu(max)3,000.00 lb/ft Analysis Results * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity External Static FS Bearing Capacity 10.58 Bearing Pressure 1167.05 lb/ft² Overturning 4.52 Max Eccentricity 0.11 ft Base Sliding 2.06 Crest Toppling 2.67 Internal Sliding 2.60 Layer Internal Static Elevation [ft]Rein.Length [ft]FS Sliding Internal FS Pullout FS Overstress Tensile 3 328.00 ERS-3 6.50 4.20 3.30 10.51 2 327.33 ERS-3 6.50 3.62 4.34 8.12 1 325.33 ERS-3 6.50 2.60 4.36 3.03 Page 2 Printed 10/26/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Layer Facing Static Elevation [ft]Rein.Length [ft]FS Strength Connection 3 328.00 ERS-3 6.50 9.69 2 327.33 ERS-3 6.50 7.57 1 325.33 ERS-3 6.50 2.92 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 8 1 1.48 Pass 6 10 3 1.59 Pass 3 10 4 1.81 Pass 1 10 2 1.86 Pass 1 10 5 2.04 Pass 1 10 6 2.09 Pass 4 10 7 2.13 Pass 1 10 8 2.34 Pass Page 3 Printed 10/26/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CAWall: 1 Section 6 Details Section 6 Static ICS Cross-section * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity Page 5Printed 10/26/2023 Version: 2.12.7.7853 Powered by Vespa f f t Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Section #8 at Station 17.25 Report Date October 27, 2023 Designer YL Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Selected Facing Unit Licensor/Product Line: User defined Name: Keystone Standard III Unit Seismic As 0.34 Default Deflection of 2.00 inch Soil Parameters Soil Zone Soil Type Angle φ Friction [lb/ft³] Density γ In Situ [lb/ft²] Cohesion Cf Infill (i)REINF 32°130.00 n/a Retained (r)RET 32°130.00 n/a Foundation (f)FDN 32°130.00 0.00 Base (b)GW 38°140.00 n/a Drainage (d)GP 38°110.00 n/a Section Details Section Height 7.00 Back Slope 26.56°LL Surcharge 100 DL Surcharge 0 Design Height 7.00 ft Crest Offset 85.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.00 ft Wall Batter 1.78°Toe Slope 0.00°Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-3 - ERS-3 Supplier: User defined, Fill Type: Sands Tult 3,600.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,970.34 lb/ft RFid 1.10 Cds 0.80 Ci 0.80 Connection/Shear Properties αcs1 1,765.00 lb/ft IP-1 2,255.00 lb/ft αcs2 2,153.00 lb/ft IP-2 3,600.00 lb/ft αcs max 2,295.00 lb/ft au 1,350.00 lb/ft λu 17.00 lb/ft Vu(max)3,000.00 lb/ft Analysis Results * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity External Static FS Bearing Capacity 12.35 Bearing Pressure 1430.99 lb/ft² Overturning 5.18 Max Eccentricity 0.00 ft Base Sliding 2.21 Crest Toppling 2.67 Internal Sliding 2.31 External Seismic FS Bearing Capacity 11.11 Bearing Pressure 1591.46 lb/ft² Page 2 Printed 10/27/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 External Seismic FS Overturning 3.27 Max Eccentricity 0.38 ft Base Sliding 1.48 Crest Toppling 1.65 Internal Sliding 1.61 Layer Internal Static Elevation [ft]Rein.Length [ft]FS Sliding Internal FS Pullout FS Overstress Tensile 3 329.33 ERS-3 9.00 3.59 5.20 6.63 2 327.33 ERS-3 9.00 2.79 7.57 4.19 1 325.33 ERS-3 9.00 2.31 7.73 2.41 Layer Internal Seismic Elevation [ft]Rein.Length [ft]FS Sliding Internal FS Pullout FS Overstress Tensile 3 329.33 ERS-3 9.00 2.61 1.11 2.13 2 327.33 ERS-3 9.00 1.96 2.75 2.30 1 325.33 ERS-3 9.00 1.61 3.55 1.67 Layer Facing Static Elevation [ft]Rein.Length [ft]FS Strength Connection 3 329.33 ERS-3 9.00 6.12 2 327.33 ERS-3 9.00 4.00 1 325.33 ERS-3 9.00 2.38 Layer Facing Seismic Elevation [ft]Rein.Length [ft]FS Strength Connection 3 329.33 ERS-3 9.00 1.30 2 327.33 ERS-3 9.00 1.45 1 325.33 ERS-3 9.00 1.09 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 1.49 Pass 2 10 3 1.55 Pass 3 10 6 1.69 Pass 4 10 2 1.70 Pass 1 10 4 1.71 Pass 1 10 7 1.83 Pass 5 10 5 1.91 Pass 4 10 9 1.92 Pass 1 10 10 2.05 Pass 1 10 8 2.15 Pass 10 Lowest Seismic 1 10 1 1.20 Pass 2 10 3 1.25 Pass 2 10 6 1.36 Pass 1 10 4 1.38 Pass 1 10 7 1.46 Pass 4 10 2 1.53 Pass 1 10 9 1.55 Pass 1 10 5 1.64 Pass 1 10 10 1.66 Pass 1 10 8 1.75 Pass Page 3 Printed 10/27/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Section 8 Details Section 8 Static ICS Cross-section Section 8 Seismic ICS Cross-section * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity Page 7 Printed 10/27/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Section #11 at Station 321.00 Report Date October 27, 2023 Designer YL Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Selected Facing Unit Licensor/Product Line: User defined Name: Keystone Standard III Unit Seismic As 0.34 Default Deflection of 2.00 inch Soil Parameters Soil Zone Soil Type Angle φ Friction [lb/ft³] Density γ In Situ [lb/ft²] Cohesion Cf Infill (i)REINF 32°130.00 n/a Retained (r)RET 32°130.00 n/a Foundation (f)FDN 32°130.00 0.00 Base (b)GW 38°140.00 n/a Drainage (d)GP 38°110.00 n/a Section Details Section Height 7.67 Back Slope 26.56°LL Surcharge 100 DL Surcharge 0 Design Height 7.67 ft Crest Offset 36.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.13 ft Wall Batter 1.78°Toe Slope 0.00°Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-3 - ERS-3 Supplier: User defined, Fill Type: Sands Tult 3,600.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,970.34 lb/ft RFid 1.10 Cds 0.80 Ci 0.80 Connection/Shear Properties αcs1 1,765.00 lb/ft IP-1 2,255.00 lb/ft αcs2 2,153.00 lb/ft IP-2 3,600.00 lb/ft αcs max 2,295.00 lb/ft au 1,350.00 lb/ft λu 17.00 lb/ft Vu(max)3,000.00 lb/ft Analysis Results * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity External Static FS Bearing Capacity 11.94 Bearing Pressure 1560.48 lb/ft² Overturning 5.02 Max Eccentricity 0.01 ft Base Sliding 2.19 Crest Toppling 2.67 Internal Sliding 2.11 External Seismic FS Bearing Capacity 10.48 Bearing Pressure 1778.97 lb/ft² Page 4 Printed 10/27/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 External Seismic FS Overturning 3.13 Max Eccentricity 0.48 ft Base Sliding 1.45 Crest Toppling 1.65 Internal Sliding 1.46 Layer Internal Static Elevation [ft]Rein.Length [ft]FS Sliding Internal FS Pullout FS Overstress Tensile 4 328.67 ERS-3 9.50 3.51 6.49 8.24 3 327.33 ERS-3 9.50 2.99 8.18 5.67 2 325.33 ERS-3 9.50 2.46 8.82 3.22 1 323.33 ERS-3 9.50 2.11 12.92 2.94 Layer Internal Seismic Elevation [ft]Rein.Length [ft]FS Sliding Internal FS Pullout FS Overstress Tensile 4 328.67 ERS-3 9.50 2.52 1.21 2.31 3 327.33 ERS-3 9.50 2.09 2.60 2.72 2 325.33 ERS-3 9.50 1.70 3.58 1.97 1 323.33 ERS-3 9.50 1.46 6.11 2.10 Layer Facing Static Elevation [ft]Rein.Length [ft]FS Strength Connection 4 328.67 ERS-3 9.50 7.59 3 327.33 ERS-3 9.50 5.35 2 325.33 ERS-3 9.50 3.14 1 323.33 ERS-3 9.50 2.95 Layer Facing Seismic Elevation [ft]Rein.Length [ft]FS Strength Connection 4 328.67 ERS-3 9.50 1.41 3 327.33 ERS-3 9.50 1.70 2 325.33 ERS-3 9.50 1.27 1 323.33 ERS-3 9.50 1.40 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 2 10 2 1.54 Pass 2 10 5 1.63 Pass 1 10 1 1.63 Pass 5 10 3 1.71 Pass 1 10 6 1.82 Pass 3 10 4 1.82 Pass 1 10 8 1.88 Pass 2 10 10 1.98 Pass 2 10 7 2.10 Pass 1 10 9 2.23 Pass 10 Lowest Seismic 2 10 2 1.26 Pass 2 10 5 1.31 Pass 3 10 1 1.33 Pass 1 10 3 1.40 Pass 1 10 6 1.47 Pass 1 10 8 1.50 Pass 1 10 10 1.59 Pass 3 10 4 1.63 Pass 1 10 11 1.71 Pass 1 10 7 1.74 Pass Page 5 Printed 10/27/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CAWall: 1 Section 11 Details Section 11 Static ICS Cross-section Section 11 Seismic ICS Cross-section * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity Page 8Printed 10/27/2023 Version: 2.12.7.7853 Powered by Vespa ~-t t t t t t t t Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Section #16 at Station 362.25 Report Date October 26, 2023 Designer YL Design Standard National Concrete Masonry Association 3rd Edition Design Static Unit of Measure U.S./Imperial Selected Facing Unit Licensor/Product Line: User defined Name: Keystone Standard III Unit Seismic As N/A Soil Parameters Soil Zone Soil Type Angle φ Friction [lb/ft³] Density γ In Situ [lb/ft²] Cohesion Cf Infill (i)REINF 32°130.00 n/a Retained (r)RET 32°130.00 n/a Foundation (f)FDN 32°130.00 0.00 Base (b)GW 38°140.00 n/a Drainage (d)GP 38°110.00 n/a Section Details Section Height 5.67 Back Slope 26.56°LL Surcharge 100 DL Surcharge 0 Design Height 5.67 ft Crest Offset 36.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.02 ft Wall Batter 1.78°Toe Slope 0.00°Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Reinforcements ERS-3 - ERS-3 Supplier: User defined, Fill Type: Sands Tult 3,600.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,970.34 lb/ft RFid 1.10 Cds 0.80 Ci 0.80 Connection/Shear Properties αcs1 1,765.00 lb/ft IP-1 2,255.00 lb/ft αcs2 2,153.00 lb/ft IP-2 3,600.00 lb/ft αcs max 2,295.00 lb/ft au 1,350.00 lb/ft λu 17.00 lb/ft Vu(max)3,000.00 lb/ft Analysis Results * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity External Static FS Bearing Capacity 10.58 Bearing Pressure 1167.05 lb/ft² Overturning 4.52 Max Eccentricity 0.11 ft Base Sliding 2.06 Crest Toppling 2.67 Internal Sliding 2.60 Layer Internal Static Elevation [ft]Rein.Length [ft]FS Sliding Internal FS Pullout FS Overstress Tensile 3 326.00 ERS-3 6.50 4.20 3.30 10.51 2 325.33 ERS-3 6.50 3.62 4.34 8.12 1 323.33 ERS-3 6.50 2.60 4.36 3.03 Page 2 Printed 10/26/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CA Wall: 1 Layer Facing Static Elevation [ft]Rein.Length [ft]FS Strength Connection 3 326.00 ERS-3 6.50 9.69 2 325.33 ERS-3 6.50 7.57 1 323.33 ERS-3 6.50 2.92 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 8 1 1.48 Pass 6 10 3 1.60 Pass 3 10 4 1.82 Pass 1 10 2 1.86 Pass 1 10 5 2.04 Pass 1 10 6 2.08 Pass 4 10 7 2.14 Pass 1 10 8 2.35 Pass Page 3 Printed 10/26/2023 Version: 2.12.7.7853Powered by Vespa Project: 23ASC021 - Oaks North Lot 3 [Rev. 1] City of Carlsbad, CAWall: 1 Section 16 Details Section 16 Static ICS Cross-section * Analysis includes Vertical Forces * Uses Live and Dead Load Reduction due to Offset * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is not included in Bearing Capacity Page 5Printed 10/26/2023 Version: 2.12.7.7853 Powered by Vespa f f t