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1 LEGOLAND DR; ; CB120359; Permit
03-19-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CBI20359 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 1 LEGOLAND DR CBAD RETAIN 2111000900 Lot#: $6,131.00 Constmction Type: LEGOLAND:320 SF GRAVITY RETAIN WALL FOR PIRATE ISLAND AREA 0 NEW Applicant: SUFFOLK ROEL TRAVIS 3366 KURTZ ST SAN DIEGO CA 92110 619-297-4156 Status: Applied: Entered By: Plan Approved: Issued: Plan Check#: Inspect Area: ISSUED 02/29/2012 JMA 03/19/2012 03/19/2012 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO P O BOX 543185 DALLAS TX 75354 Building Pennit Add'l Building Pennit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Green BIdg Standards {SB1473) Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $97.47 $0.00 $68.23 $0.00 $1.00 $1.00 $0.00 $0.00 $0.00 $0.00 $167.70 Total Fees: $167.70 Total Payments To Date: $167.70 Balance Due: $0.00 Inspector: FINA Date Clearance: NOTICE; Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactlons." '^ou have 90 days from the date this pennit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing In accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their Imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have orevlouslv been given a NOTICE similar to this, or as to which the statute of limitations has orevlouslv othenwise expired. ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov Plan Check No. C^\ZO^S^ Est. Value (^(.^1 Plan Ck. Deposit Date SWPPP JOB ADDRESS 1 Legoland Dr. Carlsbad, CA 92008 SUnE#/SPACE#/UNn'# CT/PROJECT # PHASE #1 # BATHROOMS DESCRIPTION OF WORK: /nclutfe SQuare Feet of/UTected Ane^s) TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP EXISnNG USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESQ* NCQ AIR CONDITIONING YES I [NO I I FIRE SPRINKLERS YESQ N0| I APPLICAKTNAMEfPf/mary Contact; APPLICANT NAME rSeeondary Contact; ADDRESS ADDRESS CITY STATE ZIP. CITY STATE ZIP PHONE FAX PHONE FAX EMAIL PROPERTY OWNER NAME CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE CIA PHONE FAX PHONE FAX EMAIIL ARCH/DESIGNER NAME & ADDRESS r./A3. A^a CITY BUS. LiC.# (Sec. 7031.5 Business and Professions Code: Any City or Coun^ which requires a permltto construcL alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 70(X) of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the appiicant to a civil penal^ of not more than five hundred dollars ($500)). WORKERS COMPENSATiON Workers' Compensation (}eclarafian: / hereby affirm under penalty of perjury one o! the iolkmng derdaraHons: have and will maintain a certificate of consent to self'^nsurs for workers' compensation as provided by Section 3700 of the Labor Code, for the perfonnance of the worlt for which this pemiit is issued. I have and will maintain workers' compensation, as reauired by Sectnn 3700 of the Ubor Code, for the performance of the work for which this permit is issued. My workers' compensatkin insurance carrier and polk:y number are: insurance Co. . PolteyNo.. Expiratton Date. Jhfe^aBctHin need not be completed if the pemiit is for one hundred doiiars ($100) or less. Certificate of Exemption: I certify that in the perfonnance of the work for wtitoh this pennit is issued, i shall not employ any person in any manner so as fo become sutiject to the Workers' Compensatton Laws of Califomia. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damagts as provided for In Section 3706 of the Labor code, interest and attomey's fees. >eS'CONTRACTOR SIGNATURE /^y^ O WNE R - B Ul 1.1? £ B OECLARATION y7 •AGBIT DATE %/X'^/\~^ I hereby affirm fhaf / am exempt from Contractor's Ucense Law for the follomng reason: I I I, as owner of the property or my emptoyees with wages as their sole compensation, will do the work and the stmcture is not intended or offered for sale (Sec. 7044, Business and Professtons Code: The Contractor's License Law does not apply fo an owner of property who buikis or improves thereon, and who does such work himself or through his own emptoyees, provkled that such improvements are not intended or offered for sale. If, however, the building or improvement is sokl within one year of completion, the owner-buikler vrill have the burden of proving that he dkl not buikl or improve for the purpose of sale). I I I, as owner of the property, am exclusively contracting with licensed contractors to construct (he project (Sec. 7044, Business and Professions Clode: The Contractor's License Law does not apply to an owner of property who buikis or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I I I am exempt under Section. .Business and Professions Code for this reason: 1.1 personally plan to provkle the major labor and materials for constnictton of the proposed property improvement [^Yes I iNo 2.1 (have / have not) signed an appltoatton for a buikiing pemiit for the proposed work. 3.1 have contracted with the foBowing person (fimi) to provtoe the proposed constnictton (include name address / phone / contractors' license number): 4.1 plan to provkle porttons of the woht, but I have hired the following person to coordinate, supen/ise and provide the m^r work (include name / address / phone / contractors' Itoense number): 5. i will provkle some of the work, but I have contracted (hired) the following persons to provkle the work indtoated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE •AGENT DATE COMPLETE THIS SECTION FOR N O N - R E S I D E N T i A L BUILDING PERMITS ONLY Is the appltoant or future buiUing occupant required to submit a bpsiness plan, acutely hazardous materials registration fomn or risk management and preventton program under Secttons 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? fc^lYes [_3NO r-i^ Is the appltoant or future buikiing occupant required to obtain a pemiit from the air pollutton control district or airoualitv management district? LJYes I^TNO is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? O^es J^No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUEtfUNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POUUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit Is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I ceiti^ that I have read the application and stale thatthe above information is coned and thatthe Infonnatlon 0^ I hereby authorize representalivB of the City of Carlsbad to enter upon the above menttoned property fbr inspectton purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CfTY OF CARLSBAD AGAINST ALL UABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is required excavations over SO deep and demolition or constnction of sinjclures over 3 stories in heighL EXPIRATION: Every pemiit issued tiyihe Buikiing Official under the provisions of this Code shall expire by Umitatton and become null and voki if the buikiing or work authorized by such pennit is not commenced within 180 days from the date of such pemiit or if the building or work authorized by such perniit Is suspended or abandoned at any time after the worit is commenced fbr a period of 180 days (Sectton 106.4.4 Unitomn Buikiing C^). APPLICANT'S SIGNATURE Inspection List Permit#: CB120359 Type: RETAIN LEGOLAND:320 SF GRAVITY RETAIN WALL FOR PIRATE ISLAND AREA Date Inspection jtem inspector Act Comments 05/30/2012 69 Final Masonry PD Fl 03/29/2012 65 Retaining Walls PB PA Wednesday, May 30, 2012 Page 1 of 1 City of Carlsbad 12-0359 3/7/2012 ^ SPECIAL INSPECTION "'''"""^^I^^S^ ^ CITY OF AGREEMENT viww.c:af)st)a£lai>|Civ In accordance witHGHapter 17 of the Qalifornia Building Code the foiiowlng must becotnplEied when worK feeing petformed requires special inspectidh, structurai observation and construction material testing. >roj6ct/Permit: ObvVV^"V^ Project Address: i-tfc<AOV^A>^ l^\>*-e^ 6>'^I> A. THIS SECTION IWWST BE COIMPLETED BY THE PROPERTY OWNER/AUTWORIZEIS AQENT. Pl«»a^ ch$cl( if you are Owner-BuHder •. (If you chedced as owner-builder you must also compiete Section B of this agfeement) Name; (Piease pmi_ (First! {M.I.) l(M) Mailing AddressL. Email: ci^/H^, r&nA^fijr^ [e^ian^lr, CAJIA^ Phone: lam: •Property Owner JBProperty Ovmer's Agent of Retxird QArchitect of Record QEngineer of Record ^ate of Califomia Registratton Numtei:: Beplratlon Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of Cl^lifornia, that I have readj understand, acltnovwiedge and promise to comply with the dity of CarlsJjad requtrements for special inspections, strosiurat ot^rvattons, oanstructlon materials testing and off-site fabricjation of building eomponente, as prescribed in the sfetement of special Inspeeflois notiQ on the approved plans and, as required by the California Building Code. Signature: Date: S'/^-^^T. B. CONTRACTOR'S STATER4ENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706J. This ^ctlOTl must be conipleted fejy the contractor / builder / owner-builder. Contractor's Company Name: ^^^^e>\^\i~ (^-^fe-<— > • pieasecheck if you w* ©MiwiBuiider a Name; (Please print). (First) (Ml) (Last) Mailing Addmss: y^-Og -rT!- <^'\ V^-^^ State of California Contractor's License Number IS \ Expiration Date: • I acknowledge and, am aware, of special requirements contained in the statement of spet^al irlsf^idtions noted on the approved plans; • 1 ackncwlec^e that control wil I be exercised to obtain conformance with the corstruetidn ddcuments approved by the building official; • I will traye in-place procedures for exercising Gontrt>l within our (the contractor's) organization, for the rwethod and frequency of reportihg and the distrtbuton of the iiEi|i©rts; and • I MfUiy that I will haws a qualffled person within our (the coritractor'sj organization to e^ceisiise itwh cdhtftti, • / wm tmvfde a msi rmmt/letter In ctmiBlimiee^thGBC Sieet/oii 1704.1 J: talor m imaemmm Mtm Signature: 2-^^/4^ — 02> j\^ j B-45 Page 1 of 1 Rev, 08/11 EsGil Corporation In <PanntTsfiip witH government for (Building Safety DATE: 3/7/2012 • APPLICANT Q/IURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-0359 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Keystone Retaining Walls Legoland Pirate Island I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person 3 REMARKS: 1. Note on the plan that the Keystone Retaining Walls shall comply with ICC report ESR-2113. 2. Complete the "special inspection agreement" from City of Carlsbad. By: David Yao Enclosures: EsGil Corporation • GA • EJ • PC 3/1 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 12-0359 3/7/2012 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-0359 PREPARED BY: David Yao DATE: 3/7/2012 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) walls 320 per city 6,131 Air Conditioning Fire Sprinklers TOTAL VALUE 6,131 Jurisdiction Code cb By Ordinance Bidg. Permit Fee by Ordinance Plan Checi< Fee by Ordinance Type of Review; D Repetitive Fee Repeats 0 Complete Review • Other [—I Hourly EsGil Fee • Structural Only Hr. @ $97.47 $63.36 $54.58 Comments: Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD BUILDING PLANCHECK Pool/Retaining Wall CHECKLIST E-37 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 12-359 Review # 1 Date: 03/19/12 Project Address: 1 Legoland Drive APN: Project Description: 320 sf keystone retaining wall Valuation: $6,131 ENGINEERING Contact: Kathleen Lawrence Phone: 760-602-2741 Email: kathleen.lawrence@carlsbadca.gov Fax: 760-602-1052 STOP! Please Read Any outstanding issues will be marked with LXJ. Please make the necessary corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. r—— Items that conform to permit requirements are marked with ! / ATTACHMENTS: J Engineering Application Storm Water Forms I Right-of-Way Application/Info. Sheet I Reference Documents OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: KATHLEEN LAWRENCE REIVIARKS: DATE: 03/19/12 Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 4 REV 5/23/11 CB 12-359 Review # 1 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: r/j North arrow I / ] Existing & proposed structures i / ] Property lines (show all dimensions) I / ] Easements Show on site plan: / I Drainage patterns / Existing & proposed slopes / J Existing topography 1 Retaining Walls (location and height) I Indicate what will happen with soil excavated from pool area. Include on title sheet: / Site address ./j Assessor's parcel number V^J Legal description/lot number _,| Grading: Quantities of Cut I Fill Import [!• Export! Project does not comply with the following engineering conditions of approval for project no: Conditions were complies with by: Date: Lot / Map No.: Subdivision/Tract: Reference No(s): E-37 Page 2 of 4 REV 5/23/11 CB 12-359 Review # 1 2. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 11.06.030 of the Municipal Code. I [ Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" f " j Grading Permit required. NOTE: The qradlna permit must be issued and rough grading approval obtained prior to issuance of a building permit. A separate grading plan prepared a registered civil engineer must be submitted together with the completed application form attached. dZ] A grading permit has been applied for: DWG / I No grading permit required. 3. MISCELLANEOUS PERMITS [Vj RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. ill}. A separate right-of-way issued by the engineering division is required for the following: Please complete attached right-of-way application form and return to the engineering department together with the requirements on the attached right-of-way checklist, at the time of resubmittal. Right-of-way permit and pool permit will be issued simultaneously. E-37 Page 3 of 4 REV 5/23/11 CB 12-359 Review # 1 storm water permits on file 4. STORM WATER Construction Compliance /"] Project Threat Assessfnent Form complete. J Enclosed Project Threat Assessment Form incomplete/incorrect. Please make corrections, re-sign a new form and resubmit with next submittal. / I Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached fonn and return (SW ) Post-Development (SUSMP) Compliance CI] 71 Storm Water Standards Questionnaire complete. J Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. ] Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildina/Documents/EnqStandsw-stds-vol4-ch2.pdf 1 Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to storm drains without first discharging water over landscape areas. See SUSMP Minimize use of impervious surfaces per SUSMP. Redesign to reduce the excessive use of impervious area (pavement) on project. Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP 5. Additional Comments E-37 Page 4 of 4 REV 5/23/11 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER 12-0359 DATE 2/29/2013 ADDRESS 1 LEGOLAND DRIVE RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING VILLAGE FAIRE SOLAR PANELS OTHER Keystone wall for equipment building for Pirate Island SDP 11-02 PLANNER Van Lynch DATE 2/29/2012 ENGINEER DATE H:\ADMIN\C01INTER/PLANNINC/ENGINEEIUNC APPROVALS red one engineering inc Keystone Retaining Wall Structural Calculations for Legoland Pirate Island City of Carlsbad, CA Q UJ > UJ o UJ CZD CD LJJ So CO — OTCO <Q Oo U. 2 February 27, 2012 W.O. #490-259 Prepared by: Matthew M. Merritt, P.E Red One Engineering, Inc. 1295 Distribution Way Vista, Ca 92081 Prepared for: Geogrid Retaining Wall Systems, Inc. 1295 Distribution Way Vista, Ca 92081 Ted one engineering inc February 27, 2012 W.O. #490-259 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Darrell Havins Subject: Keystone Retaining Wall Structural Calculations Legoland Pirate Island City of Carlsbad, California Please find enclosed the structural wall calculations for the Legoland Pirate Island Keystone retaining walls. The Keystone retaining walls were designed using the KeyWall 2010 design software developed by Keystone Retaining Wall Systems, Inc.. The retaining walls have been designed for internal and external wall stability only. The Geotechnical Engineer of Record shall confinn site global stability. The General contractor/developer shall coordinate the Installation of all subterranean construction within the reinforced zone of the Keystone walls. Red One Engineering, Inc. shall be consulted prior to any excavation within the reinforced zone. All efforts shall be made to coordinate the installation of subterranean features during wall construction to limit future disturbance of the geogrid reinforcement. Keystone Retaining Wall Systems are active systems and may exhibit slight movement or creep over time as the geogrid reinforcement elongate to develop full tensile resistance. The owner should be aware that structures and pavement placed within the reinforced or retained zones of the wall may undergo movement that can lead to surface cracking. It is recommended that the compacted soil in the reinforced and retained zones be allowed to consolidate for a time up to 45 days to allow for the elongation of the geogrid reinforcement. This will allow for any slight movement or creep to occur before placement of structures or pavement on top of the fill and further mitigate the possibility of surface cracking. It is also recommended a maintenance program be implemented by the property owner to monitor and repair any cracking in the finished surface above the Keystone retaining wall to prevent water infiltration and hydrostatic pressures. 1295 distribution way, vista, California 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1 engineering.com Soil design parameters are based upon the Geotechnical Investigation by Leighton and Associates, Inc. dated August 12, 2011. All soil design parameters shall be confirmed by the geotechnical engineer prior to the commencement of construction. The owner shall provide a special inspector, approved by the City of Carlsbad to observe the wall installation to satisfy the special inspection requirements as noted on the Title Sheet and Notes of the Keystone Retaining Wall Plans. Please contact the undersigned with any questions regarding the Keystone Retaining Wall Structural Calculations or the Keystone Retaining Wall Plans. Sincerely, Red One Engineering, Inc. latthew M. Mferfitt RCE #68429 1295 distribution way, vista, California 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1 engineering.com ABBREVIATIONS: f = soil internal friction angle 0 = soil cohesion value g = soil unit weight in pounds per cubic foot Tuit = ultimate tensile strength RFcr = creep reduction factor RFd = durability reduction factor RFid = installation damage reduction factor LTDS = long term design strength FS = factor of safety Tal = allowable tension Tel = peak connection tension Tsc = serviceability connection tension Ci = pullout soil interaction coefficient Cds = direct shear soil interaction coefficient STONE RETAINING WAU SYSTEMS RETAINING WALL DESIGN KeyWall_2010 Version 3.6.3 Build 28 Project: LEGOLAND PIRATE ISLAND Project No: 490-259 Case: Case 1 Design Method: Ranicine-w/Batter (modified soil interface) Date: 2/27/2012 Designer: Design Parameters Soil Parameters: Reinforced Pill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: c psf JlL 32 32 32 Sand, Silt or Clay Crustied Stone, 1 inch minus 0 0 0 y pcf 125 120 120 Seismic Design A=0.34g, Kh(Ext)=0.7S9, Kh(Int)=0.i77, Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS 3XT 3500 1.58 1.10 1.05 1918 uncertainties: connection: FS M 1.50 1279/2694 1.50/1.13 1.50/1.13 a 0.90 Cds 0.90 Analysis: Case: Case I H=8' Unit Type: Leveling Pad: WallHt: BackSlope: Surciiarge: KS Century Wall/120.00pcf Crushed Stone 8.00 ft 26.56 deg. slope, LL: 0 psf uniform surcharge Load Width: 100.00 ft Wall Batter: 0.00 deg. embedment: 0.50 ft 20.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Results: Slidine 2.04/1.14 Factors of Safety: Calculated Bearing Pressure: 1534 /1534 / 2889 psf Eccentricity at base: 0.41 ft/1.70 ft Reinforcing: (ft & lbs/ft) Overtumine 3.75/1.72 Bearing 8.22/2.74 Shear 3.98/2.15 Bending 3.29/0.80« Calc. Allow Ten Pk Conn Serv Conn Pullout Laver Height Leneth Tension Reinf. Tvne Tal Tel Tsc FS 4 6.67 7.0 141/360 3XT 1279/2694 ok 751/1002 ok N/A 8.42/2.64 ok 3 4.67 7.0 345/669 3XT 1279/2694 ok 810/1080 ok N/A 7.50/3.09 ok 2 2.67 7.0 552 / 981 3XT 1279/2694 ok 868/1157 ok N/A 8.21/3.69 ok 1 0.67 7.0 618/1153 3XT 1279/2694 ok 926/1235 ok N/A >10/4.87ok Reinforcing Quantities (no waste included): 3XT 3.11 sy/ft Date 2/27/2012 Case 1 Page 1 151 STONE RETAINING WAUL SYSTEMS RETAINING WALL DESIGN KeyWall_2010 Version 3.6.3 Build 28 Project: LEGOLAND PIRATE ISLAND Project No: 490-259 Case: Case 2 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: -1 32 32 32 Sand, Silt or Clay Crushed Stone, 1 inch minus c psf 0 0 0 Y pcf 125 120 120 Date: 2/27/2012 Designer: MA Seismic Design X=0.34g, KhiE\t)=0.189, Kh(Int)=ai77, K\=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: overturning: 2.00/1.50 shear: 1.50/1.13 connection: bearing: 2.00/1.50 bending: 1.50/1.13 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS 3XT 3500 1.58 1.10 1.05 1918 1.50/1.13 1.50/1.13 FS Tal Ci Cds 1.50 1279/2694 0.90 0.90 Analysis: Results: Case: Case 2 H=6' Unit Type: Leveling Pad: WallHt: BackSlope: Surcharge: KS Century Wall/120.00pcf Crushed Stone 6.00ft 26.56 deg. slope, LL: 0 psf uniform surcharge Load Width: 100.00 ft Slidine 2.05/1.18 Factors of Safety: Calculated Bearing Pressure: 1118 /1118 /1891 psf Eccentricity at base: 0.27 ft/1.16 ft Reinforcing: (ft & lbs/ft) Overtumine 3.96/1.91 Wall Batter: 0.00 deg. embedment: 0.50 ft 20.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing 9.28/3.78 Shear 5.08/2.63 Bending 3.37/0.80« Calc. Allow Ten PkConn Serv Conn Pullout ayer Height Length Tension Reinf. Tvne Tal Tel Tsc FS 3 4.67 5.5 141/334 3XT 1279/2694 ok 751/1002 ok N/A 5.79/1.95 ok 2 2.67 5.5 345/650 3XT 1279/2694 ok 810/1080 ok N/A 5.87/2.49 ok 1 0.67 5.5 446/863 3XT 1279/2694 ok 868/1157 ok N/A 8.47/3.50 ok Reinforcing Quantities (no waste included): 3XT 1.83 sy/ft Date 2/27/2012 Case 2 Page 2 1 k W' STONE RETAINING WAU SYSTEMS RETAINING WALL DESIGN KeyWall_2010 Version 3.6.3 Build 28 Project: LEGOLAND PIRATE ISLAND Project No: 490-259 Case: Case 3 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: UnitFUl: -1 32 32 32 Sand, Silt or Clay Crushed Stone, 1 inch minus psf 0 0 0 y pcf 125 120 120 Date: 2/27/2012 Designer: Seismic Design A=0.34g, Kh(Ext)=0.7S9, Kh(Int)=a577, Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS 3XT 3500 1.58 1.10 1.05 1918 uncertainties: connection: 1.50/1.13 1.50/1.13 FS Tal Ci Cds 1.50 1279/2694 0.90 0.90 Analysis: Case: Case 3 H=4' Unit Type: Leveling Pad: WallHt: BackSlope: Surcharge: KS Century Wall/120.00pcf Crushed Stone 4.00 ft 26.56 deg. slope, LL: 0 psf uniform surcharge Load Width: 100.00 ft Results: Sliding 2.18/1.30 Factors of Safety: Calculated Bearing Pressure: 700 / 700 /1033 psf Eccentricity at base: 0.12 ft/0.64 ft Reinforcing: (ft & lbs/ft) Calc. Laver Height Length Tension 2 2.67 4.0 141/312 1 0.67 4.0 273/569 Reinforcing Quantities (no waste included). 3XT 0.89 sy/ft Overturning 4.58/2.32 Wall Batter: 0.00 deg. embedment: 0.50 ft 20.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Bearing 11.70/6.12 Reinf. Tvne 3XT 3XT Allow Ten Tal 1279/2694 ok 1279/2694 ok Shear 7.71/3.69 Pk Conn Tel 751/1002 ok 810/1080 ok Bending 3.57/0.80« Serv Conn Tsc N/A N/A Pullout FS 3.66/1.32 ok 5.61/2.15 ok Date 2/27/2012 Case 3 Page 3 ICC EVALUATION ICC-ES Evaluation Report ESR-2113 Reissued August 1,2011 This report is subject to renewal in two years. www.icc-es.ora j (800)423-6587 | (562)699-0543 A Subsidiary of the International Code Council'* DIVISION: 32 00 00—EXTERIOR IMPROVEMENTS Section: 32 32 23—Segmental Retaining Walls REPORT HOLDER: KEYSTONE RETAINING WALL SYSTEMS, INC. 4444 WEST 78™ STREET MINNEAPOLIS, MINNESOTA 55435 www.kev8tonewall8.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: • 2009 and 2006 International Building Code'" (IBC) • 2O09 and 2006 International Residential Code" (IRC) • 1997 Unifonn Building Code™ (UBC) Properties evaluated: Physical properties 2.0 USES The Keystone Retaining Wall Systems consist of modular concrete units for the construction of conventional gravity or geogrid-reinforced-soil retaining walls. 3.0 DESCRIPTION 3.1 Keystone Units: Keystone concrete units are available in four configurations: Standard, Compac, Compac 11, Country Manor. See Figure 1 for dimensions and nominal weights. Standard, Compac, Compac II units and con-esponding 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 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 nomial-weight aggregates, and comply with ASTM C 1372. including having a minimum 28-day compressive strength of 3,000 psi (21 MPa) on the net area. In areas where repeated fireezing and thawing under saturated conditions occur, evidence of compliance with fireeze-thaw durability requirements of ASTM C 1372 must be submitted to the code official for approval prior to constmction. 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 V2 inch to \ 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 the concrete units and soil to resist lateral earth pressures and other lateral forces. Lateral earth pressures are detenmined 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 extemal loads such as surcharges and seismic forces. Minimum safety footers are 1.5 for ICC-ES Evaluation Reports are not lobe construed as representing aesthetics or any other attributes not speciflcaify 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 fgg^ y^^j^^j^ lo any finding or other matter in this report, or as to any product covered by the report. <SaSSt mSmSSC Copyright« 2011 Pag« 1 of 9 ESR-2113 I Most Widely Accepted and Trusted Page 2 of 9 base sliding and 2.0 for overtuming (1.5 for overturning on gravity walls), and^ 2.0 for bearing capaci^ Seismic safety factors may be TS percent ofthe mtnimunT allowable static— safety factors. A site-specific soils investigation report in accordance with 2009 IBC Section 1803, 2006 IBC Section 1802 or UBC Section 1804, as applicable, is required. The soils investigation report must specify the soil-reinforcement and interaction coefficients, including the coefficient of interaction for pullout and coefficient of direct sliding; and the applicable safety factors for the detennination 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. The design of the Keystone wall is based on accepted geotechnical principles for gravity and soil-reinforced structures. Specifics of design recommended by the manufocturer 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 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: Stmctural analysis must be based on accepted engineering principles, the Keystone Design Manual dated Febniary 2011, and the IBC or UBC, as applicable. The analysis must include all items noted in Sections 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 Extemal 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 overtuming 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: T, Geogrid spacing must be based7)n locat stability of the Keystone units during constructfon. 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 toad calculated from halfway to the layer below to halfway to the layer above. Calculated tensions must not exceed the allowable geogrid strength. 3. 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. 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 foilure plane. The pullout capacity must be equal to or greater than the calculated tension after applying the applicable geogrid interaction and sliding coefficient adjustment footers. 4.2 Installation: The wall system units are assembled in a mnning bond pattem, except for the Country Manor units, which are assembled in a random bond pattem. 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 horizontel 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. Instell a 6-inch-thick (152 mm) leveling pad of cnjshed stone, compacted to 75 percent relative density as detennined by ASTM D 4564. (An unreinforced concrete pad in accordance with 2009 IBC Section 1809.8, 2006 IBC Section 1805.4.2.3 or UBC Section 1922, as applicable, 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. Instell the fiberglass pins in the unite to esteblish the angle of wall inclination (batter). The pin placement and resulting batter for given unite 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 altemating 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 1V2 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 [Vs inch (3 mm) minimum setback per course]. ESR-2113 1 Most Widely Accepted and Trusted Page 3 of 9 • Country Manor Unite: Placing the pin In the rear pin holes^irv every-cours&provklesa-wallinclinatKui of~ appioxitvtdiliily ^rS'degtees' 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 [Vs 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 ail installations and must extend back a minimum of 2 feet (610 mm) from the outeide or front face of the wall. See Figure 3. 7. Clean the top surface of the unite 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 foce. Adjacent rolls are placed side by side; no overiap is required. 9. Pull taut to remove slack from the geogrids before placing backfill. Pull the entire length teut to remove any folds or wrinkles. 10. Place and compact backfill over the geogrid reinforcing layer in appropriate lift thickness to ensure compaction. 11. Repeat placement of unite, 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 detennined by ASTM D 1557 (95 percent per ASTM D 698). The backfill soil properties, lift thickness, and degree of compaction must be detennined by the soils engineer based on site-specific conditions. In cut-wail applications, if the reinforced soil has poor drainage properties, a granular drainage layer of synthetic drainage composite should be installed to prevent buildup of hydrostetic pressures behind the reinforced soil mass. Provisions for adequate subsurfoce drainage must be determined by the soils engineer. 13. Stack and align unite using the stnjctural pin connection between vertically adjacent unite 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 horizontel 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 IBC Section 1704.5 (IBC and IRC) or UBC Section 1701.5.7.1, as applicable. The inspector's responsibilities include verifying the following: 1. The modular concrete unit dimensions. 2. Keystone unit identification compliance with ASTM C 1372 and UBC Stendard 21-4, as applicable, including compressive strength and water absorption, as described in Section 3.1 of this report. 3. Foundation preparation. 4. Keystone uriir pfaoemehtr^incl^^ and inclination. 5. Geosynthetic reinforcement type (manufocturer and model number) and placement. 6. Backfill placement and compaction. 7. Drainage provisions. 5.0 CONDITIONS OF USE The Keystone Reteining Wall Systems described in this report comply with, or are suitable altematives 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 instmctions; and accepted engineering principles. If there is a conflict between this report and the manufocturer's published installation instructions, this report governs. 5.2 The Keystone Design Manual, dated Febmary 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 2009 IBC Section 1803, 2006 IBC Section 1802 or UBC Section 1804, 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 requiremente of ASTM C 1372 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 outeide 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 2009 IBC, project specifications or soil and water conditions that have sulfote 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. 5.9 Under the 2006 IBC, project specifications or soil and water conditions that have sulfote concentrations identified in ACI 318-05 Table 4.3.1 as severe or very severe, shall include mix designs for concrete and masonry and grout that comply with the intent of ACI 318-05 Table 4.3.1. See 2006 IBC Section 1904.3. ESR-2113 I Most Widely Accepted and Trusted Page 4 of 9 5.10 This report evaluates only the connection strength of the geogrids materiaL when attached to the concrete - unite. Physical properties ofthfrgeegridflMtefial-eHts- interactton 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 20O4 (editorially revised May 2011). 7.0 IDENTIFICATION _Eadr pallet of concrete unitr is- identified vwth the manu^^urePs name (RCFBlocK and Brick) afidlKfdresSj 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 RESISTANCE* UNIT SHEAR STRENGTH Standard F» 1548 + 0.31 N Compac F = 769 + 0.51 N Compac II F « 1263 + 0.12 N Country Manor F - 92 + 0.81 N For SI: 1 lb/linear foot = 14.6 Him. 'The inter-unit service-state shear resistance, F [lt>/llnear foot (N/m)], of the Keystone units at any depth Is a function of the pin strength and superimposed normal (applied) load, N {lt>/llnear foot (N/m)]. TABLE 2—GEOGRIO-TO-BLOCK PULLOUT RESISTANCE EQUATIONS* GEOGRID PEAK CONNECTION STRENGTH (pounds/linear foot) SERVICEABIUTY CONNECTION STRENGTH (pounds/linear foot) GEOGRID Equation Maximum Equation Maximum KEYSTONE STANDARD UNIT Strata Systems Stratagrid SO 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 +0.62 N 2759 P = 994 + 0.21 N 1702 Stratagrid SG 600 P =•1417 +0.62 N 3409 P = 878 +0.18 N 1791 TC MIrafI Geogrid Miragrid 3XT P» 1595+ 0.00 N 1595 P = 822 + 0.14 N 1302 MIragrld 5XT P = 600 + 0.29 N 1644 P = 484 + 0.14 N 915 Miragrid 7X1 P = 1137 +0.36 N 2284 P = 781 + 0.27 N 1720 Miragrid 8XT P = 958 + 0.47 N 1897 P - 334 + 0.51 N 1398 Miragrid 10XT P = 1226 + 0.53 N 2896 P = 1000 + 0.21 N 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 + 0.75 N 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 + 0.72 N 2100 Fortrac 110/30-20 P = 2000 + 0.78 N 4145 P =1342 + 0.42 N 2846 Tensar Geogrid UX1400SB P = 700 + 0.89 N 2500 P = 400 + 0.70 N 2100 UX1500SB 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 a 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 s 446 + 0.29 N 1000 Stratagrid SG 800 P = 850 + 0.25 N 2800 P » 500 + 0.16 N 1800 ESR-2113 I Most Widely Accepted and Trusted Page S of 9 TABLE 2--GEOGRip-TO-BLpCK PUU^^ EQUATIONS* (Continued) GEOGRID PEAK CONNECTION STRENGTH (pounds/linear foot) SERVICEABILITY CONNECTION STRENGTH (pounds/linear foot) Equation Maximum Equation Maximum KEYSTONE COMPAC UNIT (Continued ) TC Mirafi Miragrid 2XT P = 213 +0.55 N 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 Miragrid 10XT 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 + 0.16 N 684 Fortrac 35«0-20 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 1967 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 + 1.10 N 3800 P • 700 + 0.89 N 2750 KEYSTONE COMPAC 11 UNIT Strata Systems Stratagrid SG 150 P = 798 + 0.34 N 1676 P = 593 + 0.27 N 1184 Stratagrid SG 200 P = 707 + 0.93 N 1754 P = 928 + 0.10 N 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 +0.36N 1617 P = 571 + 0.45 N 1593 Miragrid 5XT P= 1200 + 0.38 N 2050 P = 691 + 0.65 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 = 743 + 0.16 N 1040 Fortrac 55/30-20 P = 1166+ 0.70 N 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+0.38 N 903 Huesker Fortrac 20/13-20 P = 427 + 0.18 N 702 P = 310 +0.23 N 675 Tensar BX1200 p . 474 + 0.42 N 1142 p X 494 + 0.36 N 1045 For SI: 11b/ilnear ft. = 14.6 N/m. 'Where N = superimposed normal (applied) load (lb/linear foot). ESR-2113 I Most Widely Accepted and Trusted Page 6 of 9 Standard Unit 1101b. (SO kg) Compac Unit 85 lb. (40 kg) Compac II Unit 82 lb. (37 kg) (toai mm) Country Manor Unit 25^ lbs. (12-27 kg) FIGURE 1—KEYSTONE WAUL UNITS ESR-2113 I Most Widely Accepted and Trusted Page 7 of 9 Cap Unit 45 lb. (20 kg) Universal Cap Unit 51 lb. (23 kg) Country Manor Cap Unit 24 lbs. (11 kg) <7«tnm| FIGURE 1—KEYSTONE WALL UMTS (Continued} ESR-2113 I Most Widely Accepted and Trusted Page 8 of 9 Total Height Ratained Soli Type NEAR VERTICAL WALL (Minimum setback per unit) Totai Height Retained Soil Type ONE INCH SETBACK WALL (1' min. setback per unit) STANDARD UNITS STANDARD UNITS MAX. HOT. BackSlope Son Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 5.2" 4.7 4.8' 4.1' SiRySand 4.7" 4,3' 4.V SilVLeanClay 4.4' 3.9-3.r 2.9' MAX. HOT. BackSlope Sol Type Level 4H:1V 3H:1V 2H:1V Sand/Gnval 6.2' 5.9' SMySand 6.1' 5.5' SJ? 4.4' Silt/Lean Qay 5.3^ 4.5' 4.1' 3^ C0MPAC/C0IV1PAC II UNITS COMPAC/COMPACII UNITS MAX HOT. BackSlope Soil Type Level 4H:1V 3M:1V 2H:1V Sand/Gravel ^9' 2.6' 2.5' 2.3' SiRySand ^6* 2A' 2.3-2.0' SIIVLeanCtay 24' 2.V 2.0' l-T- MAX. HOT. BackSlope Soil Type Level 4H:1V 3H.iV 2H:1V Sand/Qravel a4' 3.3' 2.9' SHtySand 3.4' %Qf 23 2.4' Silt/LsanOay 3.0-2.T ZS 2.1' COUNTRY MANOR UNITS COUNTRY MANOR UNITS MAX.HGT. BackSlope Sol Type Lev«l 3H:1V SancVQravel 2.0' 1.5' SiRy Sand 1.5* 1.5- Slltn.ean Clay 1.0' X WAX. HOT. Backskipe Soil Type Lsvai 3H:1V Sand/Gravel 3.0' 2.5' SiKySand 2.5' 2.0' Silt/Lean Clay 2.0' 1.5' Notes: CaleulatkxtsaMurMaRMtttunitYMigMof 120 (oral ton type*. Asau^ ealculatiane am: San(M3nn«l-34', SMy SamMO', and Sanc^ SRM^ean CtayaSS*. Nonci1lcalstiuolur«ewilliSF>1.S. Noaurchargs toadhgaaralncludKl. Surchaigei or special toadkiQ condMone wW reduce maidmum wait heiglits. Sliding calculaiians aasuroe a 0'cnished aHm levelling pad aa oorivajeled lou^^ For 81:1 inch « 25.4 mm. neUiC 2—GRAVITY WALL CHARTS ESR-2113 I Most Widely Accepted and Trusted Page 9 of 9 KayaloneUnHs-Rniahed Ornde-Baciokipe or Surcharge Low Penneabity Sol Total WU Height UnK Cora RKMnage Fn URIK of ExcaMation (Rough cu9 Drainage Colleciton Pipe (V requked) Leveling Pad Keystone Gravity Wall KayttaneUnKt Pmiihad Grade Baekalope or Sureharge SettMCk/Bodei ToW Wa« Height FMahed Grade i Leveling Pi 'Pei^eabittyaal ''''mm'- mm I ^HetatwdSoiZon^ ka .W'.S'.i':.-.. Umi of Excavation (Rough cut) Unit Cora FIVDtalnageFl Draktage CcOaction Pipe (11 raquirad) Keystone Wall with Soil Reinforcement FIGURE 3—TYPICAL WALL SECTIONS t Q - o 3 o . > : < 3 73 > z o w a o