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CDP 2017-0064; SLOWIK ADU; STRUCTURAL CALCULATIONS; 2025-11-20
Project Name: Slowik ADU Project Address: 3962 Sunnyhill Drive, Carlsbad, CA 92008 Plan ID: CDP2017-0064 Permit No.: GR2019-0019 Date: November 20, 2025 EDG Project No: 247081-5 DESIGN CALCULATIONS ITEM SHEET # KEYSTONE RETAINING AND GRAVITY WALL 1 – 13 ICC-ES EVALUATION REPORT APPENDIX “A” Prepared by: ENGINEERING DESIGN GROUP Steve Norris RCE 47672 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 CHANGES ORALTERATIONS WITHOUT PERMISSION FROM THECITY. OCCUPANCY OF STRUCTURE(S) IS NOTPERMITTED UNTIL FINAL APPROVAL IS GRANTEDBY ALL APPLICABLE DEPARTMENTS. Mulham Hweidi 12/03/25 ENGINEERING DESIGN GROUP www.designgroupca.com No. 47672 Exp. 12-31-25 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 I l Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA Site: Carlsbad CA Date: 10/14/2025 Wall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE ENGINEERING DESIGN GROUP Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE Project Information Client Sharon Slowik Name Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA Number 247081-5 Site Carlsbad CA Designer SN Revision 1 Created 10/7/2025 Modified 10/14/2025 Standard Rankine Theory Analysis Seismic As N/A Comments Revision Note Add Gravity Wall. Reinforced wall revisions, add block, omit fiberglass pins at leveling pad Selected Facing UnitProduct Line: Keystone Pinned Systems Name: Compac II NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 2 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE Analysis Summary Lowest Values - Reinforced Static Analysis Test Description Section Course Layer/ Requirement Minimum Result Status FSsl Base Sliding 1 1.50 4.13 Pass FSbc Bearing Capacity 1 2.00 25.61 Pass FSct Crest Toppling 1 5 1.50 3.99 Pass FSot Overturning 1 2.00 7.09 Pass FSsl Internal Sliding 1 1 1.50 9.79 Pass FSpo Pullout 1 2 1.50 2.14 Pass FSto Tensile Overstress 1 1 1.50 7.55 Pass FScs Connection Strength 1 1 1.50 4.66 Pass Rs Max. Reinforcement Separation 1 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 1 0.0000 2.0000 Pass RsTop Max. multiple of Hu at top 1 0.0000 2.5000 Pass La Min. Anchorage Length 1 1.0000 1.2648 Pass L/H Ratio Min. L/H Ratio 1 0.7000 0.8000 Pass L Min. Reinforcement Length 1 4.0000 4.0000 Pass Below Standard Values None NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 3 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE Section 1 Details Section 1 Cross-section Section 1 Cross-section Details Upper Slope Angle β 0.00 ° Crest Offset 0.00 ft Live Load ql 0 lb/ft² Live Offset qlofs 0.00 ft Dead Load qd 0 lb/ft² Dead Offset qdofs 0.00 ft Top of Section 4.00 ft Bottom Grade 1.00 ft Base of Section -1.00ft Design Height H 5.00 ft Embedment Depth Hemb 2.00 ft * Embedment is included in Bearing Capacity Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment %10.0000 66.6700 Pass L Min. Reinforcement Length 4.0000 4.0000 Pass L/H Ratio Min. L/H Ratio 0.7000 0.8000 Pass La Min. Anchorage Length 1.0000 1.2648 Pass MinHemb Minimum Embedment 18.0000 24.0000 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.0000 2.0000 Pass RsTop Max. multiple of Hu at top 0.0000 2.5000 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 25.61 Pass FSct Crest Toppling 1.50 3.99 Pass FSot Overturning 2.00 7.09 Pass FSsl Base Sliding 1.50 4.13 Pass NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 4 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO ------------~""11.win. Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE Internal and Local Checks Static Layer (ft) Elevation FScs FSpo FSsl FSto 1 0.33 4.66 3.42 9.79 7.55 2 2.33 9.64 2.14 36.64 18.98 Static Calculations General Equations Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone βext 0.00 °Eq. 7-9 Height of back of wall for ext. stability Hext 5.00 ft Eq. 7-10 Horizontal width of rein. zone at backslope Lβ 3.00 ft Eq. 7-11 Slope for internal analysis βint 0.00 °Eq. 7-46 Elevation of influence of live load Eqlinfl 5.00 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 5.00 ft Eq. 7-94 External interface friction angle δe 0.00 °Eq. 7-2 Internal interface friction angle δi 0.00 °Eq. 7-44 External failure plane αe 62.50 °Eq. 5-5 Internal failure plane αi 62.50 °Eq. 7-50 Width of reinforced zone L'3.00 ft Eq. 7-3 Increase in width of reinforced zone due to β L"0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at Lβ hmax 0.00 ft Eq. 7-6 Maximum height of slope influence hmaxint 5.00 ft Eq. 7-45 External active earth pressure Kaext 0.271 Eq. 7-1 Internal active earth pressure Kaint 0.271 Eq. 7-43 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 2.60 ft Eq. 7-27 Distance dead load applied for broken back Lβqd 3.00 ft Eq. 7-29 Earth pressure from soil weight Ps 406.49 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00 lb/ft Eq. 7-13 Horz. component of Ps PsH 406.49 lb/ft Eq. 7-14 Horz. force of dead load surcharge PqdH 0.00 lb/ft Eq. 7-15 Horz. force of live load surcharge PqlH 0.00 lb/ft Eq. 7-16 Horz. component of active earth force PaH 406.49 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.67 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.50 ft Eq. 7-19 Vert. component of Ps PsV 0.00 lb/ft Eq. 7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq. 7-21 Vert. force of live load surcharge PqlV 0.00 lb/ft Eq. 7-22 Vert. component of active earth force PaV 0.00 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 4.00 ft Eq. 7-24 Resisting moment arm for PqV Xq 4.00 ft Eq. 7-25 Base Sliding Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 0.00 lb/ft Eq. Weight of reinforced mass Wri 2400.00 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 1680.50 lb/ft Eq. 7-32 Base sliding FSsl 4.134 Eq. 7-33 Overturning Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 0.00 lb/ft Eq. Weight of reinforced mass Wri 2400.00 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Resisting moment arm for rein. zone Xri 2.00 ft Eq. 7-35 Resisting moment arm for surcharge Xqβ 2.50 ft Eq. 7-37 Resisting moment arm in top slope Xrβ1 1.00 ft Eq. 7-36A1 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 5 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE Resisting moment arm in top slope Xrβ2 2.50 ft Eq. 7-36A2 Resisting moment arm in top slope Xrβ3 4.00 ft Eq. 7-36A3 Resisting moment Mr 4799.99 lb Eq. 7-34 Driving moment Mo 677.48 lb Eq. 7-38 Overturning FSot 7.085 Eq. 7-39 Bearing Capacity Equivalent bearing area B 3.44 ft Eq. 7-40 Eccentricity of bearing force e 0.28 ft Eq. 7-41 Applied bearing pressure Qa 698.60 lb/ft²Eq. 7-42 Ultimate bearing pressure Qult 17891.15 lb/ft²Eq. 12-10 Bearing capacity FSbc 25.610 Eq. 12-11 Tensile Overstress Course Layer/ (ft) Elevation [2-3] (lb/ft) LTDS [7-54..57] (ft) Acn [7-58..60] (ft) Dn [7-61] (lb/ft) Fgn 1/2 0.33 2194.56 2.33 3.83 290.86 2/5 2.33 2194.56 2.67 1.33 115.62 Course Layer/ (ft) Elevation [7-62] FSto [] qdfn [] qlfn 1/2 0.33 7.545 1.000 1.000 2/5 2.33 18.980 1.000 1.000 Pullout Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-63] (lb/ft) ACn [7-64] (ft) La [7-65] (ft) dn 1/2 0.33 290.86 994.60 2.31 3.67 2/5 2.33 115.62 247.97 1.26 1.67 Course Layer/ (ft) Elevation [7-66] FSpo 1/2 0.33 3.419 2/5 2.33 2.145 Internal Sliding Course Layer/ (ft) Elevation [7-67] (lb/ft) PsH [7-68] (lb/ft) PqdH [7-69] (lb/ft) PqlH [7-70] (lb/ft) PsV 1/2 0.33 218.60 0.00 0.00 0.00 2/5 2.33 45.17 0.00 0.00 0.00 Course Layer/ (ft) Elevation [7-71] (lb/ft) PqdV [7-72] (lb/ft) PqlV [7-73] (lb/ft) PaH [7-74] (lb/ft) PaV 1/2 0.33 0.00 0.00 218.60 0.00 2/5 2.33 0.00 0.00 45.17 0.00 Course Layer/ (ft) Elevation [7-75] (lb/ft) R's [7-76] (lb/ft) W'ri [7-77] (lb/ft) Vu [7-78] FSsl 1/2 0.33 646.99 1320.00 1493.89 9.794 2/5 2.33 294.09 600.00 1360.86 36.642 Connection Strength Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-79] (lb/ft) Tconn [7-80] FScs [7-92] (ft) hinflmax 1/2 0.33 290.86 1355.00 4.659 0.00 2/5 2.33 115.62 1115.00 9.643 0.00 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 6 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 1 - REINFORCED WALL; BETWEEN ADU-MAIN HOUSE Crest Toppling Height from top layer to grade Hz 1.67 ft Eq. Horz. component of Ps PsH 45.17 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 0.00 lb/ft Eq. 7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq. 7-86 Vert. force from live load surcharge PqlV 0.00 lb/ft Eq. 7-87 Resisting moment arm Xw 0.50 ft Eq. 7-90 Resisting moment Mr 100.00 lb Eq. 7-89 Overturning moment Mo 25.09 lb Eq. 7-91 Crest toppling FSct 3.985 Eq. 7-88 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 7 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA Site: Carlsbad CA Date: 10/14/2025 Wall: SECTION 2- GRAVITY WALL; BETWEEN ADU-REAR PL ENGINEERING DESIGN GROUP Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 2- GRAVITY WALL; BETWEEN ADU-REAR PL Project Information Client Sharon Slowik Name Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA Number 247081-5 Site Carlsbad CA Designer SN Revision 1 Created 10/7/2025 Modified 10/14/2025 Standard Rankine Theory Analysis Seismic As N/A Comments Revision Note Add Gravity Wall. Reinforced wall revisions, add block, omit fiberglass pins at leveling pad Selected Facing UnitProduct Line: Keystone Pinned Systems Name: Compac II NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 9 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 2- GRAVITY WALL; BETWEEN ADU-REAR PL Analysis Summary Lowest Values - Conventional Static Analysis Test Description Section Course Requirement Minimum Result Status FSsl Base Sliding 1 1.50 1.61 Pass FSbc Bearing Capacity 1 2.00 11.32 Pass FSot Overturning 1 1.50 1.81 Pass FSsc Shear Capacity 1 1 1.50 11.77 Pass Below Standard Values None NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 10 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 2- GRAVITY WALL; BETWEEN ADU-REAR PL Section 1 Details Section 1 Cross-section Section 1 Cross-section Details Upper Slope Angle β 25.00 ° Crest Offset 15.00 ft Live Load ql 0 lb/ft² Live Offset qlofs 0.00 ft Dead Load qd 0 lb/ft² Dead Offset qdofs 0.00 ft Top of Section 2.33 ft Bottom Grade 0.00 ft Base of Section -0.67ft Design Height H 2.67 ft Embedment Depth Hemb 0.67 ft * Embedment is included in Bearing Capacity Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment %10.0000 33.3300 Pass MinHemb Minimum Embedment 6.0000 8.0000 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 11.32 Pass FSot Overturning 1.50 1.81 Pass FSsl Base Sliding 1.50 1.61 Pass Internal and Local Checks Static Course (ft) Elevation FSsc 1 0.67 11.77 2 1.33 20.36 3 2.00 44.54 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 11 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO Project: 247081-5 - Slowik; 3960 SUNNYHILL DRIVE, CARLSBAD, CA [Rev. 1] Carlsbad CAWall: SECTION 2- GRAVITY WALL; BETWEEN ADU-REAR PL Static Calculations General Equations Increase in height due to backslope hs 6.99 ft Eq. 7-7 Weight of column Ww 320.00 lb/ft Eq. 6-18 Interface friction angle δc 25.00 °Eq. 6-2 Maximum height of slope influence hmaxcon 2.67 ft Eq. 6-4 Average slope within influence area βcon 25.00 °Eq. 6-5 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth pressure coefficient KaCon 0.363 Eq. 6-1 Active earth force due to soil weight Ps 154.94 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 140.42 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 140.42 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 65.48 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 65.48 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 226.42 lb/ft Eq. 6-19 Base sliding FSsl 1.612 Eq. 6-20 Overturning Resisting moment arm Xw 0.50 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.89 ft Eq. 6-24 Resisting moment arm for PqH Yq 1.33 ft Eq. 6-25 Resisting moment Mr 225.48 lb Eq. 6-21 Driving moment Mo 124.82 lb Eq. 6-23 Overturning FSot 1.806 Eq. 6-26 Bearing Capacity Bearing pressure Qac 452.23 lb/ft²Eq. 6-27 Equivalent footing width Bc 0.85 ft Eq. 6-28 Eccentricity of bearing force e 0.32 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.00 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 5120.08 lb/ft²Eq. 12-1 Bearing capacity FSbc 11.322 Eq. 12-6 Internal Stability Course (ft) Elevation [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 1652.38 11.767 2 1.33 1608.03 20.358 3 2.00 1563.69 44.543 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Page 12 Printed 10/14/2025 Version: 1.50.0.1236Powered by KeyWallPRO ICC EVALUATION £RVICE www.icc-es.org I (800) 423-6587 I (562) 699-0543 ICC-ES Evaluation Report ESR-2113 DIVISION: 32 00 00-EXTERIOR IMPROVEMENTS Section: 32 32 00-Retaining Walls Section: 32 32 23-Segmental Retaining Walls REPORT HOLDER: KEYSTONE RETAINING WALL SYSTEMS, LLC EVALUATION SUBJECT: KEYSTONE RETAINING WALL SYSTEMS ADDITIONAL LISTEE: RCP BLOCK AND BRICK, INC. 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012 and 2009 lntemational Building Code® (IBC) ■ 2018, 2015, 2012 and 2009 International Residential Code® (IRC) ■ 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Properties evaluated: Physical properties 2.0 USES The Keystone Retaining Wall Systems (Keystone SRWs) consist of modular concrete units for the construction of conventional gravity-or geogrid-reinforced-soil retaining walls, respectively, with or without a mass of reinforced soil, stabilized by horizontal layers of geosynthetic reinforcement materials. 3.0 DESCRIPTION 3.1 Keystone Units: Keystone concrete units are available in four configurations: Standard Ill, Compac Ill, Compac II, Country Manor I Stonegate. See Figure 1 for dimensions and nominal weights. Standard 111, Compac Ill, Compac II units and corresponding cap units have either a straight or three-plane A Subsidiary of the International Code Council® Reissued August 2023 This report is subject to renewal August 2025. split face. Country Manor / Stonegate units have a straight face. Cap units are half-height units without pin holes in the top surface. The nominal unit weights, noted in Figure 1, are to be used in design. Standard Ill, Compac Ill and Compac II units have four holes each for installation of two fiberglass connection pins. Country Manor I Stonegate units have six holes for installation of two fiberglass connection pins. The Small Country Manor I Stonegate Unit has three holes, for installation of one fiberglass connection pin. The underside of each unit has a slot to receive the connection pin. See Figure 1 for typical unit configurations. All units are made with normal-weight aggregates, and comply with ASTM C1372, including having a minimum 28-day compressive strength of 3,000 psi (21 MPa) [minimum of 24 MPA is required under ADIBC Appendix L, Section 5.1.1] on the net area. In areas where repeated freezing and thawing under saturated conditions occur, evidence of compliance with freeze-thaw durability requirements of ASTM C1372 must be submitted to the code official for approval prior to construction. 3.2 Fiberglass Pins: Pultruded fiberglass pins provide alignment of the units during placement, positive placement of the geogrid reinforcement, and inter-unit shear strength. The connection pins are 0.5 inch (12.7 mm) in diameter and 5.25 inches (133 mm} long, and have a minimum short beam shear strength of 6,400 psi (44 MPa). 3.3 Unit Core Drainage Fill: Unit core drainage fill must be ½ inch to ¾ inch (13 mm to 19 mm), clean, crushed-stone material that is placed between and behind the units. The unit core fill provides additional weight to the completed wall section for stability, local drainage at the face of the structure, and a filter zone to keep the backfill soils from filtering out through the space face between units. 3.4 Geogrid: The geogrid materials listed in Tables 1, 2A and 28 are proprietary materials used to increase the height of the Keystone Wall System above the height at which the wall is stable under its self-weight as a gravity system. Geogrids are synthetic materials specifically designed for use as soil reinforcement. ICC-ES /ivaiuation Reports are not to he constmed as represenring aesthetics or any other attributes not spec/fical/y addressed, nor are they to he constn,ed as an endorsement <!f"the whject ,,fthe report or a recommendation for ifs 11.,e. There is no warranty hy ICC Fvaluati,m Service, L/,C. express or implied, as to any.fimling or other mailer /11 this report, or as to any product covered by the report. -~: .;;.....~ Copyright© 2023 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11 ESR-2113 I Most Widely Accepted and Trusted 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Structural calculations must be submitted to the code official for each wall system installation. The system must be designed as a conventional gravity or reinforced-soil retaining wall that depends on the weight and geometry of the concrete units and soil to resist lateral earth pressures and other lateral forces. Lateral earth pressures are determined using either Coulomb or Rankine earth pressure theory. The design must include evaluation of both external and internal stability of the structure, and include consideration of external loads such as surcharges and seismic forces, as applicable. External stability analysis must be similar to that required for conventional retaining walls, and must consider base (lateral) sliding, overturning, bearing capacity (and excessive settlement), and overall (deep-seated) slope stability. Internal stability analysis of SRWs without geogrid- reinforced soil must consider movement between courses. Internal stability analysis of the SRWs with geogrid- reinforced soil must consider the maximum allowable reinforcement tension, pull-out resistance of reinforcement behind the active failure zone (excessive movement of geosynthetic material through the reinforced soil zone), and the connection strength of geosynthetic reinforcement material to the SRW concrete units or blocks, and movement between courses. Minimum safety factors used in design (for external stability check) for SRWs, with and without a geogrid- reinforced soil mass, must be 1.5 for deep-seated (global) stability and 2.0 for bearing capacity. The minimum safety factors must be 1.5 for lateral sliding and 2.0 for overturning for SRWs with a geogrid-reinforced soil mass. The minimum safety factors against lateral sliding and overturning must be 1.5 (IBC Section 1807.2.3, or IRC Section R404.4, as applicable), for SRWs without a reinforced soil mass. Minimum safety factors used in design (for internal stability) must be 1.5 for peak connection strength between the geosynthetic material and SRW units, and for peak shear strength between SRW units with or without geosynthetic material. Seismic safety factors for all limit states related to SRW design may be 75 percent of the corresponding minimum allowable static safety factors. A site-specific soils investigation report in accordance with IBC Section 1803, or IRC Section R401.4, as applicable, is required. The soils investigation report must provide a global slope stability analysis that considers the influence of site geometry, subsoil properties, groundwater conditions, and existing (or proposed) slopes above and below the proposed retaining wall. The soils investigation report must also specify the soil-reinforcement and interaction coefficients, including the coefficient of interaction for pullout and coefficient of direct sliding; and include derivation of the ultimate tensile strength of the geogrid material (according to ASTM D4595), and the applicable safety factors for the determination of the ultimate tensile strength, long-term design strength and allowable tensile strength of the geogrid. The soils investigation report must also specify safety factors for tensile rupture and pullout of the geogrid. Where the wall is assigned to Seismic Design Category (SDC) C, D, E or F, the site-specific soils report must include the information as required by IBC Section 1803.5.11. Where the wall is assigned to Seismic Design Category (SDC) D, E or F, the site-specific soils report must include the information as required by IBC Section 1803.5.12. The design of the Keystone wall is based on accepted Page 2 of 11 geotechnical principles for gravity and soil-reinforced structures. Specifics of design recommended by the manufacturer are found in the Keystone Design Manual dated February 2011. 4.1.2 Conventional Gravity Retaining Walls: The gravity wall system relies on the weight and geometry of the Keystone units, without the contribution of geogrids, to resist lateral earth pressures. Gravity wall design is based on standard engineering principles for modular concrete retaining walls. The maximum height of retaining walls constructed using Keystone Standard 111, Compac Ill, Compac II and Country Manor I Stonegate units is shown in Figure 2 for different soil and back slope combinations. Typical design heights are 2.5 to 3 times the depth of the unit being used. Inter-unit shear capacity equations are provided in Table 1. 4.1.3 Geogrid-reinforced Retaining Walls: 4.1.3.1 General: The geogrid reinforced soil system relies on the weight and geometry of the Keystone units and the reinforced soil mass to act as a coherent gravity mass to resist lateral earth pressures. The design of a reinforced soil structure is specific to the Keystone unit selected, soil reinforcement strength and soil interaction, soil strength properties, and structure geometry. Inter-unit shear capacity equations are provided in Table 1. Grid-to-block pullout resistance values/equations are provided in Tables 2A and 28. The maximum practical height above the wall base is approximately 50 feet (15 m). Figure 3 shows typical component details. 4.1.3.2 Structural Analysis: Structural analysis must be based on accepted engineering principles, the Keystone Design Manual dated February 2011, and the IBC. The analysis must include all items noted in Sections 4.1.1, 4.1.3.2.1 and 4.1.3.2.2 of this report, and must follow the design methodology of the Keystone Design Manual dated February 2011. All contact surfaces of the units must be maintained in compression. 4.1.3.2.1 External Stability Analysis: 1. The minimum length of the reinforced mass is 0.6 times the height of the wall (as measured from the top of the leveling pad to the top of the wall) or as required to satisfy a safety factor of 1.5 on sliding at the base, whichever is greater. 2. The minimum safety factor for overturning the reinforced mass is 2.0, considering the mass as a rigid body rotating about the toe of the wall. 3. Global stability analysis must be provided for walls with slopes below the toe of the wall, walls on soft foundations, walls that will be designed for submerged conditions, or tiered walls. 4. After completion of the internal stability analysis and geogrid layout, sliding along each respective geogrid layer must be checked, including shearing through the connection at the wall face. 4.1.3.2.2 Internal Stability Analysis: 1. Geog rid spacing must be based on local stability of the Keystone units during construction. Vertical spacing is typically limited to 2 times the depth of the unit. 2. Tension calculations for each respective layer of reinforcing must be provided. Tension is based on the earth pressure and surcharge load calculated from halfway to the layer below to halfway to the layer above. Calculated tensions must not exceed the allowable geogrid strength. ESR-2113 I Most Widely Accepted and Trusted 3. Connection capacity must be checked for each geogrid-to-Keystone connection (see Tables 2A and 2B). The calculated connection capacity must be equal to or greater than the calculated tension for each layer. 4. A calculation check must be made on pullout of the upper layers of geogrid from the soil zone beyond the theoretical Coulomb or Rankine failure plane. The pullout capacity must be equal to or greater than the calculated tension after applying the applicable geogrid interaction and sliding coefficient adjustment factors. 4.2 Installation: The wall system units are assembled in a running bond pattern, except for the Country Manor I Stonegate units, which are assembled in a random bond pattern. The wall system units are assembled without mortar or grout, utilizing high-strength fiberglass pins for shear connections, mechanical connections of reinforcing geogrid, if applicable, and unit alignment. The system may include horizontal layers of structural geogrid reinforcement in the backfill soil mass. Requirements for installation of the Keystone Retaining Wall System are as follows: 1. Excavate for leveling pad and reinforced fill zone. 2. Inspect excavations for adequate bearing capacity of foundation soils and observation of groundwater conditions by a qualified geotechnical engineer. 3. Install a 6-inch-thick (152 mm) leveling pad of crushed stone, compacted to 75 percent relative density as determined by ASTM D4564. (An unreinforced concrete pad in accordance with IBC Section 1809.8, may be utilized in place of the crushed stone pad.) 4. Install the first course of Keystone units, ensuring units are level from side to side and front to back. Adjacent Keystone units are placed so pin holes are approximately 12 inches (305 mm) on center. 5. Install the fiberglass pins in the units to establish the angle of wall inclination (batter). The pin placement and resulting batter for given units are as follows: • Standard 111, Compac Ill and Compac II Units: Placing the pin in the rear pin holes in every course provides a minimum wall inclination of 7 .1 degrees from vertical toward the backfill [1 inch (25.4 mm) minimum setback per course]. Pin placement alternating between the front and rear pin holes on vertically adjacent rows provides a wall inclination of approximately 3.6 degrees from vertical toward the backfill [½ inch (13 mm) minimum setback per course]. The pin placement during assembly in the front pin hole provides a wall inclination of approximately 0.5 degree from vertical toward the backfill [1/s inch (3 mm) minimum setback per course]. • Country Manor/ Stonegate Units: Placing the pin in the rear pin holes in every course provides a wall inclination of approximately 9.5 degrees from vertical toward the backfill [1 inch (25.4 mm) setback per course]. Placing the pin in the middle pin hole provides a wall inclination of approximately 0.5 degree from vertical toward the backfill [1/a inch (3 mm) minimum setback per course]. 6. Fill the unit cores with unit core drainage fill described in Section 3.3 of this report. The unit core drainage fill is required for all installations and must extend back a minimum of 2 feet (610 mm) from the outside or front face of the wall. See Figure 3. Page 3 of 11 7. Clean the top surface of the units to remove loose aggregate. 8. At designated elevation per the design, install geogrid reinforcing. All geogrid reinforcement is installed by placing it over the fiberglass pin. Check to ensure the proper orientation of the geogrid reinforcement is used so the strong direction is perpendicular to the face. Adjacent rolls are placed side by side; no overlap is required. 9. Pull taut to remove slack from the geogrids before placing backfill. Pull the entire length taut to remove any folds or wrinkles. 10. Place and compact backfill over the geog rid reinforcing layer in appropriate lift thickness to ensure compaction. 11. Repeat placement of units, core fill, backfill, and geogrids, as shown on plans, to finished grade. 12. Backfill used in the reinforced fill mass must consist of suitable fine-grained or coarse-grained soil placed in lifts compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557 (95 percent per ASTM D698). The backfill soil properties, lift thickness, and degree of compaction must be determined by the soils engineer based on site-specific conditions. In cut-wall applications, if the reinforced soil has poor drainage properties, a granular drainage layer of synthetic drainage composite should be installed to prevent buildup of hydrostatic pressures behind the reinforced soil mass. Provisions for adequate subsurface drainage must be determined by the soils engineer. 13. Stack and align units using the structural pin connection between vertically adjacent units at the design setback batter. The completed wall is built with alignment tolerances of 1.5 inches (40 mm) in 10 feet (3048 mm) in both the horizontal and vertical directions. 14. When required by the design, geogrid reinforcement is placed at the elevations specified in the design. The reinforced backfill must be placed and compacted no lower than the top unit-elevation to which geogrid placement is required. 4.3 Special Inspection: Special inspection must be provided in accordance with 2018, 2015 and 2012 IBC Sections 1705.1.1, 1705.4 and 1705.6 (2009 IBC Sections 1704.15, 1704.5 and 1704.7). The inspector's responsibilities include verifying the following: • 1. The modular concrete unit type and dimensions. 2. Keystone unit identification compliance with ASTM C1372, including compressive strength and water absorption, as described in Section 3.1 of this report. 3. Product identification, including evaluation report number (ESR-2113). 4. Foundation preparation. 5. Keystone unit placement. including proper alignment and inclination. 6. Fiberglass pin connections, including installation locations, proper fit within the blocks, and installation sequence with respect to the geogrid placement. 7. Geosynthetic reinforcement type (manufacturer and model number), location and placement. ESR-2113 I Most Widely Accepted and Trusted 8. Backfill placement and compaction. 9. Drainage provisions. 5.0 CONDITIONS OF USE The Keystone Retaining Wall Systems described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The systems are designed and installed in accordance with this report; the Keystone Design Manual, dated February 2011; the manufacturer's published installation instructions; and accepted engineering principles. If there is a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 The Keystone Design Manual, dated February 2011, is submitted to the code official upon request. 5.3 The wall design calculations are submitted to, and approved by, the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 A site-specific soils investigation in accordance with IBC Section 1803, or IRC Section R401.4, as applicable, as noted in Section 4.1.1 of this report, must be provided for each project site. 5.5 In areas where repeated freezing and thawing under saturated conditions occur, evidence of compliance with freeze-thaw durability requirements of ASTM C1372 must be furnished to the code official for approval prior to construction. 5.6 Special inspection must be provided fot backfill placement and compaction, geogrid placement (when applicable), and block installation, in accordance with Section 4.3 of this report. 5.7 Details in this report are limited to areas outside of groundwater. For applications where free-flowing groundwater is encountered, or where wall systems are submerged, the installation and design of systems must comply with the recommendations of the soils engineer and the appropriate sections of the NCMA Design Manual for Segmental Retaining Walls, and must be approved by the code official. 5.8 Under the 2018 and 2015 IBC, project specifications for soil and water conditions that include sulfate Page 4 of 11 concentrations identified in ACI 318-14 Table 19.3.1.1 as severe (S2) or very severe (S3), must include mix designs for the concrete, masonry and grout that comply with the intent of ACI 318-14 Table 19.3.1.1. See 2018 and 2015 IBC Section 1904. 5.9 Under the 2012 IBC, project specifications for soil and water conditions that include sulfate concentrations identified in ACI 318-11 Table 4.2.1 as severe (S2) or very severe (S3), must include mix designs for the concrete, masonry and grout that comply with the intent of ACI 318-11 Table4.3.1. See 2012 IBC Section 1904. 5.10 Under the 2009 IBC, project specifications or soil and water conditions that have sulfate concentrations identified in ACI 318-08 Table 4.2.1 as severe (S2) or very severe (S3), shall include mix designs for concrete and masonry and grout that comply with the intent of ACI 318-08 Table4.3.1. See 2009 IBC Section 1904.5. 5.11 As to the geogrid reinforcement material, this report evaluates only the connection strength of the geogrid material when attached to the concrete units. Physical properties of the geogrid material or its interaction with the soil have not been evaluated. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Segmental Retaining Walls (AC276), dated October 2004 (editorially revised January 2018). 7.0 IDENTIFICATION 7 .1 Each pallet of concrete units is identified with the manufacturer's name (RCP Block and Brick) and address, the name of the product, the unit type, and the evaluation report number (ESR-2113). Fiberglass pins are provided with each shipment of blocks, with a letter of certification by Keystone. 7.2 The report holder's contact information is the following: KEYSTONE RETAINING WALL SYSTEMS, LLC 4444 WEST 78TH STREET MINNEAPOLIS, MINNESOTA 55435 www.keystonewalls.com 7.3 The Additional Listee's contact information is the following: RCP BLOCK AND BRICK, INC. 8240 BROADWAY LEMON GROVE, CALIFORNIA 91945 ESR-2113 I Most Widely Accepted and Trusted Page 5 of 11 TABLE 1-INTER-UNIT SHEAR RESISTANCE1 PEAK CONNECTION SERVICEABILITY STRENGTH CONNECTION STRENGTH UNIT (pounds/linear foot) (pounds/linear foot) Equation Maximum Equation Maximum WITHOUT GEOGRID Compacll F = 1376 1783 F = 1263 1618 +0.14N + 0.12 N Country Manor I Stonegate F = 1536 1536 F = 92 + 1124 0.81 N Compaclll F = 1543 4138 F=649+ 3206 + 0.74 N 0.73 N Standard Ill F = 2437 5084 F = 1524 4528 + 0.53 N + 0.6N WITH GEOGRID Miragrid P=1711+ 4456 P = 1464 3614 3XT 0.55 N + 0.43 N Standard Ill Miragrid P = 2197+ 4447 P = 1977 3133 8XT 0.45N + 0.23 N Miragrid P = 1271 3539 P = 543 + 2953 3XT + 0.65N 0.69N Compaclll Miragrid P = 1282 P = 706 + 8XT + 0.56 N 3223 0.3N 1591 For SI: 1 lb/linear foot= 14.6 Nim. 'The inter-unit shear resistance, F [lb/linear foot (Nim)], of the Keystone units at any depth is a function of the pin strength and superimposed normal (applied) load, N [lb/linear foot (Nim)]. TABLE 2A-GEOGRIO-TO-BLOCK PULLOUT RESISTANCE EQUATIONS PEAK CONNECTION STRENGTH (lbs/ft) GEOGRIO SERVICEABILITY CONNECTION STRENGTH (lbs/ft) Equation Maximum Equation Maximum KEYSTONE COMPAC II UNIT Strata Systems Stratagrid P = 798 + 0.34 N 1576 P = 593 + 0.27 N 1184 SG150 Strata grid P = 707 + 0.93 N 1754 P = 928 + 0.10 N 1250 SG200 Stratagrid P = 626 + 1.15 N 2000 P = 770 + 0.42 N 1705 SG500 TC Mirafi Miragrid 2XT P = 800 + 0.29 N 1452 P = 800 + 0.29 N 1452 Miragrid 3XT P=811 +0.36N 1617 P = 571 + 0.45 N 1593 Miragrid 5XT P=1200+0.38N 2050 P = 691 + 0.55 N 1941 Miragrid 7XT P = 1173 + 0.40 N 2222 P = 622 + 0.47 N 1948 Miragrid 8XT P = 960 + 0.84 N 2490 P = 691 + 0. 73 N 2280 KEYSTONE COUNTRY MANOR/ STONEGATE UNIT Strata Systems Stratagrid P = 377 + 0.47 N 950 P = 327 + 0.48 N 932 SG150 Stratagrid P = 550 + 0.43 N 1238 P = 311 + 0.38 N 903 SG200 Tensar BX1200 P = 474 + 0.42 N 1142 P = 494 + 0.36 N 1045 For SI: 1 lb/linear fl.= 14.6 Nim. 1Where N = superimposed normal (applied) load (lb/linear foot). ESR-2113 I Most Widely Accepted and Trusted Page 6 of 11 TABLE 28-GEOGRID-TO-BLOCK PULLOUT RESISTANCE VALUES Peak Connection Strength (lbs/ft) Serviceability Connection Strength (lbs/ft) C: "C C:-;-"C C: ~ C: "C c";° "C C: c-:i E.2~ Ill on. Ill on. E.2 ~ Ill 0 II.. Ill 00.. 0 0 0 0 BX1202 :I ..... ·--' ... ti i ..J N tii :::::, ... ·--' ... ti i -J N ti i E..,.., iii c'.. QI ·-iii c'.. tll •-E..,.., m CL tll ,-iii c'.. tll--"i: ~ [ CU CU 'i: ~ [ CU C: .., •-C: Ill E -C Ill e-C Ill ,_ C Ill e-C: Ill e-C Ill :ii 0 0 0 0 C. 0 0 C. :ii 0 0 0 0 C. 0 0 C. 0 Oc'.3 0 Ill 0 0 Ill ot3 z z 0 z 0 z KEYSTONE COMPAC Ill UNIT Strata Systems Stratagrid 1070.00 2493.00 2179.96 6000.00 2179.96 412.65 2493.00 1659.42 6000.00 1659.42 SG200 Stratagrid 1150.00 1700.00 2735.28 3502.00 3409.02 897.82 3502.00 1562.70 6000.00 1562.70 SG550 Tencate Mirafi Miragrid 3XT 1345.22 2500.00 2020.24 6000.00 2020.24 398.97 2500.00 1374.18 6000.00 1374.18 Miragrid 8XT 1226.00 2710.00 2919.40 6000.00 2919.40 750.46 3498.00 1659.67 6000.00 1659.67 Huesker Fortrac 35T 900.00 1500.00 1372.95 6000.00 1372.95 842.82 2493.00 892.86 600000 892.86 Fortrac SOT 856.00 1700.00 1798.33 3500.00 200659 844.00 3500.00 1524.33 6000.00 1524 33 KEYSTONE STANDARD Ill UNIT Strata Systems Stratagrid 1823.21 3002.00 1973.18 6000.00 1973.18 889.70 3002.00 1189.87 6000.00 1189.87 SG200 Stratagrid 2322.00 2000.00 4060.57 5002.00 4402.61 955.00 2000.00 1682.94 6000.00 1524.33 SG550 Tencate Mirafi Miragrid 3XT 1398.00 1100.00 2197.20 3000.00 2566.52 484.00 1200.00 1069.28 3000.00 1484.84 Miragrid 8XT 1911.00 1600.00 3161.06 5053.00 4556.16 843.00 3800.00 2614.97 6000.00 2614.97 Huesker Fortrac 35T 1082.00 1000.00 1204.78 6000.00 1204.78 636.00 1800.00 985.88 2956.00 1087.02 Fortrac 85T 1600.00 2000.00 2367.73 5022.00 2420.48 894.00 2000.00 1467.49 5022.00 1625.87 For SI: 1 lb/linear ft. = 14.6 Nim. 'Minimum Connection Capacity is the connection strength when the normal load is O lbs. 2IP-1 is the last point (in a linear relationship between the normal load (X-axis) and the Connection Strength (Y-axis)) before it changes its linear relationship of the normal load and connection strength. 2500 2000 5: ...!!: ~ 1500 0 IL ·I 1000 I C C 8 500 0 0 500 1000 1500 IP-1 2000 Normal Forca {plf) 2500 3000 I IP-2 3500 4000 ESR-2113 I Most Widely Accepted and Trusted Standard Ill. Ur1it 92 lb. (42 kg) 'Ir ~ffiffl) ~ Compac H Unit 82 lb. (37 kg) f .. CZQa·....,r '> tr t __ ,, ,. ___ /1 .• i;\lltJ:II ....... , ,, J. /.,. HP' (41P'-) / Page 7 of 11 Com ac Ill Unit -·-· -~ 72 lb {331cg) Country Manor I Stonegate Unit 25-eO lbs. (12: ~27 kg) ESR-2113 I Most Widely Accepted and Trusted Three Plane Ca Unit 45 ib. (Wkg) ~E!f§al Ca~nli 51 lb. (23 kg) 1t·1.·,l"i, ..... Cl~-rnfflJo i•~."5."' t_..:ti( 1'1't1i1J Country Manor I Stonegate Cap Unit 24 lbs. (11 kg) ~n, .. 1~•-,~mm>- ,,, ,,,. 1,1• OM'"'"'! ,. ~/nnu'.r.-r, Figure 1 -Key$tone Wall Units (Continued} Page 8 of 11 ESR-2113 I Most Widely Accepted and Trusted Page 9 of 11 -------11 --~ l c::::::C--------Slupe --lJ Slope ll -Remme!! Soil Type Retamad Soll Type Height -~ei~l:t b= I ~~i'l a,,~.,,,,,,_::.. NEAR VERTICAL WALL ONE INCH SETBACK WALL (Minimum setback per unit} {1~ min setback p,erunit) STANDARD Ill 21"/18" UNffS STANDARD llf 21 "/"18" UNITS Max. Hgt, Bolckslope Max.Hgt. 6ack$1ope Soil Type L£1.-e! 4H:tv 3H:tV ;!H:W So"T'ype wet 4H:1V 3h-1V 2i-;;-,v San<±'Gr...vef li.tli4.a' 4.3!3.7' 14.3.13.T 3.7,S:□' Sa:11f!Gra11e! t.'.315-7' 5.710.a! e. 7:~--D' !Hlc"4.3' Sfft)' Sand 4.3i3.T 3.713.IJ' / 3,.7/3.Q' 3.Cli3.0" St!iySand s_1}i·.r.v 5.Cii4.3" I 6J1'4.3' 42.'J..7' Siit!Lea!'l Clay 37,13._, 3 713.0'; 3.Q!'.3JY 2.3!U' Sib'lean Gia:, :5.IJ,'4.3' 4.3f3.T, 3.7/3Jll 2.3.'2.3' COMPAC IIIIH UNITS COMPAC H/111 UNlTS Max. Hgt Bacirn.'opa Max.Hgt. Sackslope Soll Type l~vel 4•·L1V iH:1\f 2H:1V SOll Twe Lewi 4H:W 3H:W 2H:!V Sa11dlGra.•,iel a .. n• 2.3' I :1:.3, ?" __ .., SandlGr,a~,el 3.7' 3.v I 3,.{ll l.:!i' SiitySant! 2_3, 2.3' I 1.7' 'L7' Sitto/ San:I 3.0' 3.0 I 2~3, 2:.3' SHl,Lear: Cl~y 2.l' 1.7' D" ~.a Sit,Lean Clay 3.Cl' 2.3' I :t3' 1.[2' COUNTRY MANOR I STONEGATE UNITS COUNTRY MANOR I STONEGATE UNtTS Max. Hgt. Beckslope Max. Hgt. BacksloPf' Soi'Type Level 3H:1V SooTyp:-e Level 3H:W Sand!GJ"a•,el 2.25' 1.75" Saro'Gravel 3.25' 2.2:5' --St."ty Sand e_75• t:25' Silfy-Sand 2..25 t.75' --Sitt/Lean Clay i.75' 1.25" Silt.-1..ean Clay 1.75 't.25' No-:es· Cai<."\. 3l-lJAS ;issume a moist unit waig1,,t cl? 120 l.bslcf :!br :all S!lii'.5. .!t.ssumecl ~ i117,glc fur earth press1.,re calctl!.aoons are: Sand!Gra·.<el = 34', Silt/ Saind = S:J'. arui '3il~'Le.;.n C1:Jy = 25' Ar-31ysis ,c;r non-.::ritieal .s-ru::rures wit!": f!'"S :i: t 5:l. No .adcii!fona' si.:rch.:i."Qff Jcalfll'igs 3/'E' inj uc!e-d. Sl.:rch,nges C1F spe-:::1al loading cond;11011:.: will rl:Ciuce maximum wa" helg'its. Slidi11gi ca:colatfon a1sS1:1mes a 6" crus.rieo s-.c~ levsmg p.id as rompa~ed fu<.indation malF--at For SI· 1 fuot = :IDU! mm FIGURE 2 -GRA\i'lTY WALL CHARTS ESR-2113 I Most Widely Accepted and Trusted Tc:1a' ~\'all Heght Keystone Gravity Wan Keystore U,c,its 7o~i •,.i_·a11,e;gh1 Fm1sb..i:t Gra:de Keystone Wan with Soil Reinforcement FIGURE 3 -TYPICAL WALL SECTIONS Page 10 of 11 ICC-ES Evaluation Report ESR-2113 CBC and CRC Supplement Reissued August 2023 This report is subject to renewal August 2025. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 32 00 00-EXTERIOR IMPROVEMENTS Section: 32 32 DO-Retaining Walls Section: 32 32 23---Segmental Retaining Walls REPORT HOLDER: KEYSTONE RETAINING WALL SYSTEMS, LLC EVALUATION SUBJECT: KEYSTONE RETAINING WALL SYSTEMS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Keystone Retaining Wall Systems, described in ICC-ES evaluation report ESR-2113, have also been evaluated for compliance with the code noted below. Applicable code edition: ■ 2019 California Building Code® (CBC) For evaluation of applicable chapters adopted by the California Office of Statewide Health Planning and Development (OSHPD) AKA: California Department of Health Care Access and Information (HCAI) and the Division of State Architect (DSA), see Sections 2.1.1 and 2.1.2 below. ■ 2019 California Residential Code® (CRC) 2.0 CONCLUSIONS 2.1 CBC: The Keystone Retaining Wall Systems, described in Sections 2.0 through 7 .0 of the evaluation report ESR-2113, comply with CBC Chapter 18, provided the design and installation are in accordance with the 2018 International Building Code® (IBC) provisions noted in the evaluation report and the additional requirements of the CBC Chapters 16, 17 and 18 as applicable. 2.1.1 OSHPD: The applicable OSHPD Sections of the CBC are beyond the scope of this supplement. 2.1.2 DSA: The applicable DSA Sections of the CBC are beyond the scope of this supplement. 2.2 CRC: The Keystone Retaining Wall Systems, described in Sections 2.0 through 7 .0 of the evaluation report ESR-2113, comply with CRC Chapters 4, provided the design and installation are in accordance with the 2018 lntemational Residential Code® (IRC) provisions noted in the evaluation report and the additional requirements of CRC Chapters 3 and 4 as applicable. This supplement expires concurrently with the evaluation report, reissued August 2023. ICC-ES Hvaluation Repons are not to he constmed as representing aesthetics or any other allributes not specifically addressed. 11or are they to he construed as an endorseme/11 of the subject ,!(the repon or a recommendation.for its use. '/1,ere i.< no warranty by lCC: Rvaluation Sen•ice, U,C, express or implied, as ro any.finding or other ma//er ill this report, or as lo any product covered hy the report. Copyright© 2023 ICC Evaluation Service, LLC. All rights reserved. ~; -~~ Page 11 of 11