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SDP 00-06C; DAYBREAK COMMUNITY CHURCH PHASE IV; ADDENDUM CALCULATIONS FOR KEYSTONE RETAINING WALLS 11 AND 12; 2017-05-31
.. . ·~ ,. Addendum Calculations Keystone Retaining Walls 11 & 12 Design Calculations For Project: SOP 00-6C/DWG 392-60 Daybreak Community Church Phase IV 6515 Ambrosia Lane Carlsbad, California 92011 Project No. H21622 Prepared for the exclusive use of: Hillside Companies 4805 5th Street #105 Fallbrook, CA 92028 760-451-8600 760-451-8602 Fax Servin Engineering 2647 Gateway Road, Suite 105-500 Carlsbad, CA 92009 Phone: (760) 931-1792 fax: (760) 931-1892 nick@servinengineering.com ! JUN 12 2017 LAND DEVELOPMENT ENGINEERING Nick Servin RCE 33538, EXPIRES 6/30/2018 Engineer does not take any responsibility for construction, or control of the job. Engineer's responsibility is solely limited to the design of the structural members included herein. Alty changes to design, structural members or configuration shall void calculations. Supervision may be contracted for assurance of proper construction. 1 of 30 ~ .. 2 of30 ,. TABLE OF CONTENTS PAGE NO. PURPOSE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 KEYSTONE STATIC DESIGN METHOD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 KEYSTONE SEISMIC DESIGN METHOD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 ASSUMPTIONS ......................................................................... 4 WALL CONFIGURATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 CLOSURE .............................................................................. 6 GEOTECHNICAL REFERENCE PAGE ..................................................... 7 STAMPED PAGE BY GEOTECHINCAL ENGINEER........................................ 8 APPENDIX A -KEYW ALL OUTPUT ...................................................... 9 KEYWALL LOADING DIAGRAM AND LEGEND .................................... 10 KEYSTONE WALL 3 & 4 DETAILED CALCULATIONS .........•..................... 11 KEYSTONE WALL 3 & 4 STANDARD CALCULATIONS ••...••...•••..••...•....••... 17 APPENDIX B-SUPPLEMENTAL INFORMATION ......................•.........•...•... 18 ICC LEGACY REPORT ESR-2113 .................................................. 19 KEYSTONE -UNIT DRAINAGE FILL OPTIONS . . . . . . • • • . . • . . . . • . . . . . . . . . . . . . . . . . . . 29 MIRAFI MIRAGRID DATA SHEET ................................................ 30 3of30 PURPOSE: The purpose of these calculations is to provide a basis for design of the Keystone retaining wall to be built at the Daybreak Community Church Site, 6515 Ambrosia Lane, Carlsbad, California, 92011. KEYSTONE STATIC DESIGN METHOD: The method of analysis presented in reference 1 is used to determine the static internal and external stability of the reinforced soil retaining wall system. The computer program Keywall developed by Keystone Retaining Wall Systems, Inc. is used to complete the analysis. The program is based on the methods presented in reference 1. The results of the analysis are included as Appendix A. Keywall allows the selection of several different design methodologies. Keystone recommends use of the Rankine methodology. The Rankine methodology is described in the Keystone manual (reference 1) and in the help file of Keywall software (reference 2). KEYSTONE SEISMIC DESIGN METHOD: As stated in Section 1803.5.12 of the 2012 International Building Code (IBC) Commentary, "because the requirement can be onerous for small structures and retaining walls, the applicability is limited to those walls that are higher than 6 feet." We are adopting the provision of this Section: 1803.5.12 Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, the geotechnical investigation required by Section 1803.5.11 shall also include all of the following as applicable: 1. The determination of dynamic seismic lateral earth pressures on foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due to design earthquake ground motions ... No wall sections retained more than 6 feet; therefore seismic analysis was not performed. ASSUMPTIONS: Site Soils Based on soil properties provided in the Geotechnical Reports (reference 5 & 6) page 7, we have chosen to use the following minimum strength parameters for design of the MSE retaining wall which should be verified in field by the project geotechnical engineer. Reinforced Soils: <I>= 31° C = 0 psf y = 130 pcf Retained Soils: <I>= 31° C = 0 psf y = 130 pcf Foundation Soils: <I>= 31° C = 0 psf y = 130 pcf Reinforced Soils shall be low expansive (E1<40), PI<20 and less than 35% passing the #200 sieve. 4 of 30 WALL CONFIGURATIONS: Based on the plans provided (reference 7), the Keystone wall will be located as shown on the plans. The wall has been designed to support a sloping surcharge. See Keywall output in Appendix A for detailed information. The calculations assume 18" deep Standard II units weighing approximately 105 lbs. each with either a near vertical wall batter (front pin alignment). The wall will be reinforced with Mirafi Miragrid 3XT. See typical wall sections and profile sheets for reinforcement placement and length. ANALYSIS: The following target factors of safety were used in the analysis of the design. STATIC ANALYSIS: F sliding= 1.5 Fovertuming= 2.0 Funcertainties= 1.5 RECOMMENDATIONS: Fbearing= 2.0 Fpull-out= 1.5 GRAVITY ANALYSIS: Fstiding= 1.5 F overturning= 1. 5 F uncertainties= 1. 5 Fbearing= 2.0 • The wall shall be constructed per the details and profiles based on the design calculations provided in this report, typical sections and construction notes. • Foundation soil conditions and properties of the backfill should be verified before construction. • The Keystone wall shall be constructed per the manufacturers recommended procedures for installation of Keystone blocks and fiberglass pins. • The temporary excavation back-cut, grading, ground improvements, sub-drain, and surface drainage system for the Keystone wall shall be per the plans. • The Project Soils Engineer shall review the design parameters used herein for conformance with their recommendations. 5of30 REFERENCES: 1. Keystone Retaining Wall Systems, Inc. 2011, Keystone Design Manual and Keywall Operating Guide, 4444 West 78th Street, Minneapolis, Minnesota 55435, 2011. 2. Keystone Retaining Wall Systems, Inc., Keywall, Version 3.7.1, 4444 West 78th Street, Minneapolis, Minnesota 55435. 3. Keystone Retaining Wall Systems, Inc., May 10, 1995, revised November 30, 2001, Seismic Design Methodology for Keystone Retaining Wall Systems by Craig Moritz, P.E., 4444 West 78th Street, Minneapolis, Minnesota 55435. 4. ICC ESR-2113: Report for Keystone Retaining Wall Systems, August 1, 2015. 5. Vinje & Middleton Engineering, Inc., Geotechnical Update Report, Phase III & IV, Daybreak Community Church,6515 Ambrosia Lane, Carlsbad, California, Job#l 1-259-P, November 30, 2011, 2450 Auto Park Way, Escondido, California, 92029, (760) 743-1214. 6. SMS Geotechnical Solutions, Inc., Geotechnical Update Letter, Phase IV Development, Daybreak Community Church,6515 Ambrosia Lane, Carlsbad, California, Project No.: GI-7-14 (7), July 31, 2014, 1700 Aviara Parkway, Carlsbad, California, 92013, (760) 331-8737. 7. Hoffman Planning & Engineering, Grading & Private Improvement Plans for Daybreak Church Phase IV, Carlsbad, California, CAD files received August 7, 2014, 3156 Lionshead Avenue, Suite 1, Carlsbad, California, 92010, (760) 692-4100. 8. National Concrete Masonry Association, Design Manual for Segmental Retaining Walls, Second Edition, 2302 Horse Pen Road, Herndon, VA 20171, (703) 713-1900. CLOSURE: We have employed accepted engineering procedures, and our professional opinions and conclusions are made in accordance with generally accepted engineering principles and practices. This standard is in lieu of all warranties, either expressed or implied. 6of30 GEOTECHNICAL UPDATE REPORT, PROPOSED PHASE Ill AND PHASE IV PAGE 28 DAYBREAK COMMUNITY CHURCH, 6515 AMBROSIA LANE, CARLSBAD NOVEMBER 30, 2011 5. . Foundations where the surface of the ground slopes more than 1 unit vertical in 10 units horizontal ( 10% slope) shall be level or shall be stepped so that both top and bottom of such foundations are level. Individual steps In continuous footings shall not exceed 18 Inches in height and the slope of a series of such steps shall not exceed 1 unitverticalto 2 units horizontal (50%) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered In the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1 :1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface and a well-constructed back drain as shown on the enclosed Plate 12. Planting large trees behind site retaining walls should be avoided. 7. All underground utility and plumbing trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soll. Non-expansive, granular backflH soils should be used. Trench backfill materials and compaction beneath pavements within the pubtic right-of-way shall conform to the requirements of governing agencies. 8. Onsite soils are potentially expansive and include moisture sensitive sllty and clayey soils. These deposits.can experience movements and undergo volume changes upon wetting and drying. Consequently, maintaining a unlform as- graded soil moisture during the post construction periods Is essential In the future performance and stability of site structures, embankments and Improvements. Excessive Irrigation resulting In wet soil conditions should be avoided. Surface water should not be allowed to Infiltrate Into the underlying bearing and subgrade soils, wall backfills or impact graded and natural surfaces. 9. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, Improvements, and.fine grading phases notto disruptthe designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. 10. Final plans should reflect preliminary recommendations given In this report. Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical Investigation report outlined herein. More specific recommendations may be necessary and should be given when final grading and architectural/structural drawings are available. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way• Escondido, California 92029-1229 • Phone (760) 743-12!4 7 of30 GEOTECHNICAL UPDATE REPORT, PROPOSED PHASE Ill AND PHASE IV PAGE 31 DAYBREAK COMMUNITY CHURCH, 6515 AMBROSIA LANE, CARLSBAD NOVEMBER 30, 2011 The project geotechnical engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and Implemented. If the project geotechnlcal engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No otherwarrantyorrepresentatlon, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #11-259-P will help to expedite our response to your Inquiries. VINJE & MIDDLETON ENGINEERING, INC. ' Distribution: VINJE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way• Escondido, California 92029-1229 • Phone (760) 743-1214 8of30 APPENDIX A -KEYWALL OUTPUT 9of30 qi qd Asl W6 ' W1 W3 H I KEYWALL LEGEND: H -Design Height W1 -Force of Block Area W3 -Force of Reinforced Area W5 -Force of Slope Area W6 -Force of Broken Back Slope Area qi -Live Load Area qd -Dead Load Area 10 of 30 . ,· -STONE ~ ~IEAININ6 WAU.SYSTDIS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Daybreak Community Church Phase JV Project No: F21406 Wall 12 Glse: Case 1 Design Method: Ranki11e-w!Batter (modified soil inte,face) Design Parameters Soil Parameters: Reinforced Fill Retained Zo11e Foundation Soil Reinforced Fill Type: ~ 31 31 31 Sand, Silt or Clay f....filf. 0 0 0 '.t'.....I!£f. 130 130 130 Date: 3/23/2017 ....... i----t-----;:i-. -• - -- - . /:/:/ .----.1,,-r---, ............. .... ....__.._---<_ 4.50ft Unit Fill: Crushed Stone, 1 inch minus Minimum Design Factors of Safety sliding: 1.50 overturning: 2.00 bearing: 2.00 Design Preferences pullout: shear: bending: Reinforcing Parameters: Mirafl XT Geogrids Tult RFcr RFd 3XI' 3500 1.58 I.JO Analysis: Case: Case 1 Wall 12-4.2' Section RF id 1.05 1.50 1.50 1.50 LTDS 1918 Unit Type: Standard II I I 20. 00 pcf Leveling Pad: Crushed Stone Wall Ht: 4.20ft BackSlope: 26.57 deg. slope, Surcharge: LL: 250 psfuniform surcharge Load Width: 24.00ft Results: Sliding Factors of Safety: 1.97 Calculated Bearing Pressure: 740 I 740 psf Eccentricity at base: 0.11 ft Reinforcing: (ft & lbs/ft) Layer Height 1 2.00 Length 4.5 Cale. Tension 510 Reinforcing Quantities (no waste included): 3XI' 0.50 sy!fi Overturning 4.60 Reinf. Type 3XI' uncertainties: connection: ES. 1.50 Tai 1279 1.50 1.50 Ci 0.80 Cds 0.80 Wall Batter: 0.00 deg (Hinge Ht NIA) Bearillg 11.97 Allow Ten Tai 1279 ok embedment: 0. 60 ft 15. 00 ft long DL: 0 psf uniform surcharge Load Width: 0. 00 ft Shear 12.10 Pk Conn Tel 919ok Bending 2.90 Pullout FS 1.60 ok Case I 11 of 30 ·- DETAILED CALCULATIONS Project: Daybreak Community Church Phase IV Project No: F21406 Case: Case I Design Method: Rankine-w!Batter (modified soil interface) Soil Parameters: ~ Ll!fil.. 0 Y....l!£f.. 130 Reinforced Fill 31 Retained Zone 31 Foundation Soil Leveling Pad: Crushed Stone Modular Concrete Unit: Standard JI 31 Depth: 1.50 ft In-Place Wt: 120 pcf Geometry Internal Stability (Sloping geomehy) Height: 4.20 ft BackSlope: Angle: 26.6 deg Height: 7.50 ft Batter: 0. OOdeg Surcharge: Dead Load: 0. 00 psf Live Load: 0 psf Base width: 4.5 ft Earth Pressures: 0 0 130 130 External Stability (Broken geometry) Height: 5. 70 ft Angle: 26.6 deg Height: 6.00 ft Batter: 0. OOdeg Dead Load: 0. 00 psf Live Load:250.00 psf Internal Extern <p = 31 deg a = 90.00 deg 13 = 26.57 deg 8 = 26.57 deg H = 4.20 ft ka = 0.497 Hinge Height: <p 31 deg a = 90.00 deg 13 = 26.57 deg 8 = 26.57 deg ka = 0.488 Hinge Ht= Not applicable Case 1 12 of 30 Date: 3/23/2017 Designer: JGH • Reinforcing Parameters: Mirafl XT Geogrids Tult RFcr RFd 3XT 3500 1.58 1.10 RFid 1.05 Connection Parameters: Mirafi X T Geogrids Frictional 1 3XT Tel= Ntan(46.00) + 968 Unit Shear Data Shear= N tan(40.00) LTDS 1918 Inter-Unit ShearShear = N tan(J9.00) + 1556.13 Calculated Reactions FS 1.50 Tai 1279 Ci 0.80 Cds 0.80 Break Pt JJOO Frictional 2 Tel= Ntan(0.00) + 2107 For the "modified" design method, the back of the mass assumed to be vertical for calculation ofresistingforces. effective sliding length= 4.50 fl Pa :• 0 . .5H·(-r·H·ka -2c-...fia) Pl!h :• Pa·cos(6) Pav :-Pa-sin(6) Reactions are: Area Wl W3 W5 Pa h Pav Pq/_h Pql_v Sum V= Sum H = Pq :-q·H·ka P~ :• P q· cos(6) P<k, :-P q· sin(6) Force 756.00 1638.00 292.56 921.90 461.05 47.67 23.84 3171.45 969.57 Arm-x [0.750] [3.000] [3.500] 4.500 [4.500] 4.500 [4.500] Case I 13 of 30 • ?• W2 Arm-y Moment 2.100 567.00 2.100 4914.00 4.700 1023.97 [1.900] -1751. 70 1.900 2074.71 [2.850] -135.87 2.850 107.28 Sum Mr= 8686.96 Sum Mo= -1887.57 '- Calculate Sliding at Base For Sliding, Vertical Force= Wl+W2+W3+W4+W5+W6+qd The resisting force within the rein. mass , Rf_ l The resisting force at the foundation, Rf_ 2 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pql_h + Pqd_h the Factor of Safety for Sliding is Rf_ 2/Df Calculate Overturning: Overturning moment: Mo = Sum Mo Resisting moment: Mr = Sum Mr Factor of Safety of Overturning: Mr/Mo Case I 14 of 30 = 3171 =N tan(31) = 1906 = N tan(3 l .OO) = 1906 = 970 = 1.97 = -1888 = 8687 =4.60 .. Calculate eccentricity at base: with Surcharge I without Surcharge Sum Moments = 6799 I 6799 Sum Vertical= 3171/3171 Base Length= 4.50 e = 0.106 I 0.106 Calculate Ultimate Bearing based on shear: where: Nq = 20.63 Ne= 32.67 Ng= 25.99 (ref. Vesic(l973, 1975) eqns) Quit= 8854 psf Equivalent footing width, B' = L -2e = 4.29 I 4.29 Bearing pressure= sumV/B' = 740 psf I 740 psf [bearing is greatest without liveload] Factor of Safety for bearing= Quit/bearing= 11.97 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is '2c sqrt(ka)'. Table of Results ppf [l] [2] [3] [4] [5] [6] Layer De11th zi hl ka/rho Pa (Pas+Pasd) 1 2.20 2.10 0.497/44 570 0 Calculate sliding on the reinforcing: The shear value is the lessor of base-shear or inter-unit shear. [l] [2] [3] [4] Layer De11th zi N Li 1 2.20 1348 3.00 [5] [6] ~ ..1... 0.80 1692 [7] [8] RF ka 2341 0.497 Case I 15 of 30 [7] [8] £ (5+6)cos(d)-7 0 510 [9] [IO] Pa Pas+Pasd 442 0 [9] [10] [ 11] Ti Tel Tse 510 919 NIA [ 11] [12] DF FS 396 5.91 Calculate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in that layer. The angle of the failure plane is: 29.50 degrees from vertical. [l] Layer 1 [2] Depth zi 2.20 [3] Le 1.87 Check Shear & Bending at each layer [4] SumV 846 [5] Ci 0.80 Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face.) [1} Layer 1 [2} Depth zi 2.20 [3} Si 2.20 [4} DM 103 [5} Pv 396 [6} RM 297 Case I 16 of 30 [6] POi 813 [7] FS_b 2.90 [7] Ti 510 [8} DS 140 [8] FS_pO 1.60 [9} RS 1692 FS Sh 12.10 RETAINING WALL DESIGN KeyWa11_2012 Version 3.7.2 Build 10 Project: Daybreak Community Church Phase JV Project No: F21406 Wall JJ & 12 Ca e: Case 2 Design Method: Rankine-w!Batter (modified soil inte,face) Date: 3/23/2017 Designer: J~ ---- ' Design Parameters Soil Parameters: Retained Zone Foundation Soil Unit Fill: ~ 31 £...J!ll. 0 Y...J!Q. 130 130 ~ ~ ........ ..... I , .. .----+-11:---, _ ................... ~ 31 0 Crushed Stone, 1 inch minus Minimum Design Factors of Safety sliding: 1.50 overturning: 1.50 bearing: 2.00 Design Preferences Analysis: Case: Case 2 pullout: shear: bending: Wall 11 & 12 -2.6' Section 1.50 l.50 1.50 Unit Type: Standard II I 120.00 pcf Leveling Pad: Crushed Stone Wall Ht: 2.60 ft BackSlope: 26.57 deg. slope, Surcharge: LL: 250 psf uniform surcharge Load Width: 24.00 ft Results: Sliding Factors of Safety: 2.01 Calculated Bearing Pressure: 347 I 347 psf Eccentricity at base: 0.17 ft Overturning 2.07 Case 2 17 of 30 I L• I.SOfl I ' I uncertainties: connection: 1.50 l.50 Bearing 16.59 Wall Batter: 0.00 deg (Hinge Ht NIA) embedment: 0.60 ft 15.00 ft long DL: 0 psfuniform surcharge Load Width: 0.00 ft Shear NIA Bending NIA • APPENDIX B -SUPPLEMENTAL INFORMATION 18 of 30 • @ ICC EVALUATION '-.:; SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 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 4444 WEST 78 TH STREET MINNEAPOLIS, MINNESOTA 55435 www.keystonewalls.com EVALUATION SUBJECT: KEYSTONE RETAINING WALL SYSTEMS ADDITIONAL LISTEE: RCP BLOCK AND BRICK, INC. 8240 BROADWAY LEMON GROVE, CALIFORNIA 91945 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012 and 2009 International Building Code® (IBC) • 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, without or with 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, Compac, Compac II, Country Manor. See Figure 1 for dimensions and nominal weights. Standard, Compac, Compac II units and corresponding cap units have either a straight or three-plane split face. Country Manor units have a straight face. Cap units are half-height units without pin holes in the top surface. The ESR-2113 Reissued August 2015 This report is subject to renewal August 2017. A Subsidiary of the International Code Council® nominal unit weights, noted in Figure 1, are to be used in design. Standard, Compac and Compac II units have four holes each for installation of two fiberglass connection pins. Country Manor units have six holes for installation of two fiberglass connection pins. The Small Country Manor 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 1h inch to 3/4 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 Table 2 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. 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 gravity or reinforced-soil retaining wall that depends on the weight and geometry of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. 19 of 30 Copyright© 2015 Page 1 of 10 ESR-2113 I Most Widely Accepted and Trusted 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 (SOC) 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 (SOC) 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 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 Gravity Retaining Walls: The gravity wall system relies on the weight and geometry of the Keystone units to resist lateral earth pressures. Gravity wall design is based Page 2 of 10 on standard engineering principles for modular concrete retaining walls. The maximum height of retaining walls constructed using Keystone Standard, Compac, Compac II and Country Manor 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. 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. 3. 4. 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. 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. 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. 2. 3. 4. 20 of 30 Geogrid 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. 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. Connection capacity must be checked for each geogrid-to-Keystone connection (see Table 2). The calculated connection capacity must be equal to or greater than the calculated tension for each layer. 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. ESR-2113 I Most Widely Accepted and Trusted 4.2 Installation: The wall system units are assembled in a running bond pattern, except for the Country Manor 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, 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. 6. 7. 8. 9. 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, Compac 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 Ch 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 Cta inch (3 mm) minimum setback per course]. • Country Manor 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 Cta inch (3 mm) minimum setback per course]. 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. Clean the top surface of the units to remove loose aggregate. 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. Pull taut to remove slack from the geogrids before placing backfill. Pull the entire length taut to remove any folds or wrinkles. Page 3 of 10 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 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. 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. 21 of 30 ESR-2113 I Most Widely Accepted and Trusted 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 for 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 2015 IBC, project specifications for soil and water conditions that include sulfate 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 2015 IBC Section 1904. Page 4 of 10 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 Table 4.3.1. See 2012 IBC Section 1904. 5.1 O 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 Table 4.3.1. 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 May 2014). 7.0 IDENTIFICATION 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. TABLE 1-INTER-UNIT SERVICE-STATE SHEAR RESISTANCE1 UNIT SHEAR STRENGTH Standard F = 1548 + 0.31 N Compac F = 769 + 0.51 N Compac II F=1263+0.12N Country Manor F = 92 + 0.81 N For SI: 1 lb/linear foot= 14.6 N/m. 1The inter-unit service-state shear resistance, F [lb/linear foot (N/m )], of the Keystone units at any depth is a function of the pin strength and superimposed normal (applied) load, N [lb/linear foot (N/m)]. 22 of 30 IESR-2113 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 2-GEOGRID-TO-BLOCK PULLOUT RESISTANCE EQUATIONS1 GEOG RID PEAK CONNECTION STRENGTH SERVICEABILITY CONNECTION STRENGTH {pounds/linear foot) {pounds/linear foot) Equation Maximum Equation Maximum KEYSTONE STANDARD UNIT Strata Systems Stratagrid SG 200 P = 835 + 0.73 N 1566 P = 795 + 0.23 N 1013 Stratagrid SG 300 P = 650 + 0.45 N 2000 P = 500 + 0.27 N 1100 Stratagrid SG 500 P=1591+0.62N 2759 P = 994 + 0.21 N 1702 Stratagrid SG 600 P=1417+0.62N 3409 P = 878 + 0.18 N 1791 TC Mirafi Geogrid Miragrid 3XT P = 1595 + 0.00 N 1595 P = 822 + 0.14 N 1302 Miragrid 5XT P = 600 + 0.29 N 1644 P=484+0.14N 915 Miragrid 7XT P = 1137 + 0.36 N 2284 P = 781 + 0.27 N 1720 Miragrid 8XT P = 958 + 0.4 7 N 1897 P = 334 + 0.51 N 1398 Miragrid 10XT P = 1226 + 0.53 N 2896 P=1000+0.21N 1766 Huesker Geogrid Fortrac 20/13-20 P = 500 + 0.75 N 750 P = 400 + 0.60 N 700 Fortrac 35/20-20 P=700+0.75N 1050 P = 500 + 0.60 N 900 Fortrac 55/30-20 P = 950 + 0.87 N 2300 P = 650 + 0.72 N 2000 Fortrac 80/30-20 P = 1200 + 1.0 N 2800 P=900+0.72N 2100 Fortrac 110/30-20 P = 2000 + 0.78 N 4145 P = 1342 + 0.42 N 2846 Tensar Geogrid UX1400S8 P = 700 + 0.89 N 2500 P = 400 + 0.70 N 2100 UX1500S8 P = 1000 + 0.89 N 4400 P = 700 + 0.89 N 2750 UX1600SB P = 1100 + 0.89 N 4500 P = 800 + 0.60 N 3000 KEYSTONE COMPAC UNIT Strata Systems Stratagrid SG 150 P = 444 + 0.60 N 1259 P = 358 + 0.38 N 878 Stratagrid SG 200 P = 889 + 0.31 N 1624 P=519+0.14N 767 Stratagrid SG 300 P = 550 + 0.25 N 2000 P =400 + 0.16 N 1100 Stratagrid SG 500 P = 802 + 0.51 N 2174 P = 446 + 0.29 N 1000 Stratagrid SG 600 P = 850 + 0.25 N 2800 P =500+0.16 N 1800 23 of 30 ESR-2113 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 2-GEOGRID-TO-BLOCK PULLOUT RESISTANCE EQUATIONS1 (Continued) GEOG RID PEAK CONNECTION STRENGTH SERVICEABILITY CONNECTION STRENGTH (pounds/linear foot) (pounds/linear foot) Equation Maximum Equation Maximum KEYSTONE COMPAC UNIT (Continued) TC Mirafi Miragrid 2XT P=213+0.55N 1314 P = 302 + 0.23 N 680 Miragrid 3XT P = 695 + 0.21 N 1128 P = 469 + 0.19 N 882 Miragrid 5XT P = 763 + 0.23 N 1459 P = 564 + 0.27 N 1293 Miragrid 7XT P = 443 + 0.67 N 1571 P = 289 + 0.55 N 1182 Miragrid 8XT P = 635 + 0.38 N 1780 P = 444 + 0.34 N 1465 Mi rag rid 1 OXT P = 752 + 0.65 N 1988 P = 518 + 0.62 N 1760 Huesker Fortrac 20/13-20 P = 372 + 0.23 N 716 P=338+0.16N 684 Fortrac 35/20-20 P=809+0.31 N 1557 P = 809 + 0. 12 N 1115 Fortrac 55/30-20 P = 983 + 0.51 N 2453 P = 919 + 0.32 N 1957 Fortrac 80/30-20 P = 1000 + 0.47 N 2979 P = 1000 + 0.36 N 2525 Tensar UX1400SB P = 600 + 0.80 N 2600 P = 400 + 0.70 N 2100 UX1500SB P=800+1.10N 3800 P = 700 + 0.89 N 2750 KEYSTONE COMPAC II UNIT Strata Systems Stratagrid SG 150 P = 798 + 0.34 N 1576 P = 593 + 0.27 N 1184 Stratagrid SG 200 P = 707 + 0.93 N 1754 P=928+0.10N 1250 Stratagrid SG 300 P = 980 + 0.62 N 1913 P=980 +0.19 N 1490 Stratagrid SG 500 P = 626 + 1.15 N 2000 P = 770 + 0.42 N 1705 TC Mirafi Miragrid 2XT P = 800 + 0.29 N 1452 P = 800 + 0.29 N 1452 Miragrid 3XT P = 811 + 0.36 N 1617 P = 571 + 0.45 N 1593 Miragrid 5XT P = 1200 + 0.38 N 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 Huesker Fortrac 35/20-20 P = 916 + 0.57 N 1576 P = 7 43 + 0.16 N 1040 Fortrac 55/30-20 P=1166+0.70N 2518 P = 1096 + 0.23 N 1808 Fortrac 80/30-20 P=819+0.31 N 2663 P = 1032 + 0.31 N 1957 KEYSTONE COUNTRY MANOR UNIT Strata Systems Stratagrid SG 150 P = 377 + 0.47 N 950 P = 327 + 0.48 N 932 Stratagrid SG 200 P = 550 + 0.43 N 1238 P=311 +0.38N 903 Huesker Fortrac 20/13-20 P=427+0.18N 702 P = 310 + 0.23 N 675 Tensar BX1200 P = 474 + 0.42 N 1142 P = 494 + 0.36 N 1045 For SI: 1 lb/linear ft. = 14.6 N/m. 1Where N = superimposed normal (applied) load (lb/linear foot). 24 of 30 l!:SR-2113 I Most Widely Accepted and Trusted ComJ?!C II Unit 82 tb. (37 kg) .... ('51' fflm) "---</ FIGURE 1-KEYSTONE WAU. UNITS 25 of 30 Page 7 of 10 CompacUn!! 85 lb. (40 kg} Count!)'. Manor Unit 25-60 lbs. (12 -27 kg) " I! £SR-2113 I Most Widely Accepted and Trusted ~p Unit 45 lb. {20 kg) Universal Cap Unit 51 lb. (23 kg) Country M~nQr: .. 9ap Unit 24 lbs. (11 kg) /1 ,. /., .. _, > AGURE 1-KEYSTONE WALL UNTS (Continued) 26 of 30 Page 8 of 10 " , ESR-2113 I Most Widely Accepted and Trusted Page 9 of 10 ~ _____r,--,~ Sbpe I Slope Tola.I '-Retained Soi Type Total Retained Soil Type Height --Height --_be ~ •. NEAR VERTICAL WALL ONE INCH SETBACK WALL (Minimum setback per unit) c1 • min. setback per unit) STANDARD UNITS STANDARD UNITS IMX. HGT. Backs~ MAX.HGT. Backslope Seil Type Level 4H:1V 3i:1V 2H:1V Soil Type Level 4H:1V 3H:1V 2H:1V Sa1d1Gravel 5.2' 4.7' 4.6' 4.1' Sand/Gravel 6.8' 6.2' 5.9' 5.3' Sily Sand 4.7' 4.3' 4.1 ' 3.6' Silty Sand 6.1 ' 5.5' s.2· 4.4' SiM..ean Clay 4.4' 3.9' 3.7' 2.9' Silti\.ean Clay 5.3' 4.5' 4.1' 3.2' COMPAC/COMPAC II UNITS COMPAC/COMPAC II UNITS IMX. HGT. Backslo:>e MAX.HGT. Backslope Seil Type Level 4H:1V 3-t:1V 2H:1V Soil Type L8\'81 4H:1V 3H:1V 2H:1V SaldJGravel 2.9' 2.6' 2.5' 2.3' Sand/Gravel 3.a· 3.4' 3.3' 2.9' Silly Sand 2.6' 2.4' 2.3' 2.0' Sil~Sand 3.4' 3.0' 2.9' 2.4' SltA.ean Clay 2.4' 2.1' 2.0' 1.7' Silt.lean Cla~ 3.0' 2.7' 2.5' 2.1' COUNTRY MANOR UNITS COUNTRY MANOR UNITS MAX.HGT. Back$lope MAX. HGT. Backslope Soil Typ!t Level 3H:1V Soil Type Level 3H:1V Sand/Gravel 2.0' 1.5' Sand/Gravel 3.0' 2.5' Silty Sand 1.5' 1.5' Silty Sand 2.5' 2.0' Silt/Lean Clay 1.5' 1.0' Silt/Lean Clay 2.0' 1.5' Noles: Calculations assume a moist unit weight ot 120 Iba/cf tor al eoil types. Assu'ned• angles for earth pressure calculations are: Sand/Gra\'81::34', SIity Sanct:30-, al'ld Sana, SaM..ean Clay:,26'. Non criticd stnictures w1Ch SF> 1.5. No surchatge loadings are Included. Surcharges or special loadhg condtlons will reduce maximum wall heigt,te. Sliding calcOlatlons assume a 6" crushod stone levelling pad as oompacted toc.ndatlon material. For SI: 1 lne-h• 25.4 mm. FIGURE 2-GRAVlTYWAU CHARTS 27 of 30 J t:SR-2113 I Most Widely Accepted and Trusted Selback/Batier To1al Wall Height Page 10 of 10 Dfalnage Collectlon Pipe (If l'OQUinxl) Keystone Gravity Wall Total WallH0t9hl Oeoaynthelic Aeinlorcomenl I Pertieahiitv Solt I I I I I / ( Ae1a1ned Soil z3 I I I/~ Umt ol Excavatbn - - - - - -' (Rough cul) Unit Core F&'Orar.age Fil Dnllnage Colec:t!on Pipe (If rcqulrod) Keystone Wall with Soil Reinforcement FIGURE 3-TYPICAL WALL SECTIONS 28 of 30 9/24/01 Unit Drainage Fill Options Placement of unit drainage fill in conjunction with different unit sizes and different backfill drainage and filtration requirements can result in some special combinations that have been utilized successfully in the past. There are some construction alignment considerations with different approaches that must be evaluated by the contractor. Acceptable variations are indicated below: Keystone Compac Units Unit Drainage Fill/Select Backfill Keystone Standard Units Unit Drainage Fill/Select Backfill A. Select Backfill -When the reinforced backfill material is a select granular material which drains easily, a geotextile separator may be used to contain the drainage fill within the Keystone unit allowing placement of select backfill first followed by the drainage fill within the units. Keystone Standard Units Keystone Standard Units Non Freedraining Backfill Unit Drainage Fill/Non-Select Backfill B. Non Select Backfill -Keystone Standard units may be utilized with a geotextile separator against the tail of the units in lieu of the full 24" drainage zone in most applications to improve construction efficiency without significantly reducing drainage capability. The backfill can be placed against the geotextile first followed by the drainage fill within the units. 29 of 30 C) 2000 Keystone Relaining Wall Systems . I P- ~TENCATE Mirafi® Miragrid® 3XT ~ ~ ... - Miragrid® 3XT geogrid is composed of high molecular weight, high tenacity polyester multifilament yarns which are woven in tension and finished with a PVC coating. Miragrid® 3XT geogrid is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids. Minimum Average Mechanical Properties Test Method Unit Roll Value Machine Direction Tensile Strenath (at ultimate) ASTM D6637 lbs/ft kN/ml 3500 (51.1) Tensile Strength (at 5% strain) ASTM D6637 lbs/ft kN/ml 1056 (15.4) Creep Reduced Strenath ASTM D5262 lbs/ft kN/m) 2215 (32.3) Lona Term Allowable Desian Load 1 GRI GG-4(b) lbs/ft kN/ml 1918 (28.0) 1 NOTE: Long Term Allowable Design values are for sand, silt and clay Physical Properties Unit Typical Value Mass/Unit Area (ASTM D52611 oz/yd' ! n/m2) 8.2 (278) Roll Dimensions /width x lenath) ft ml 12 X 150 (3.6 X 46) Roll Area vd' m') 200 (165) Estimated Roll Weiaht lbs 'kn\ 119(54) Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. © 2012 TenCate Geosynthetics Americas Miragrid® is a registered trademark of Nicolon Corporation ~ ll•de In USA FGS000005 ETQR20 ~TENCATE. materials that make a difference 30 of 30