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HomeMy WebLinkAbout234 DATE AVE; ; CB081976; Permit12-03-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB081976 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 234 DATE AV CBAD RETAIN 2060802500 $28,800 00 PC07-60 Lot# 0 Construction Type NEW CRESCENT DEL SOL 1600SF RET WALLS Applicant DIVERSIFIED CONSTRUCTION, INC 1745 EAST VISTA WAY #10 VISTA, CA 92084 760-758-3544 Status Applied Entered By Plan Approved Issued Plan Check# Inspect Area ISSUED 10/23/2008 JMA 12/03/2008 12/03/2008 Owner LAGOON BREEZE DEVELOPMENT CORP 7237 SANDERLING CT CARLSBAD CA 92011 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $280 59 $000 $18238 $000 $288 $000 $000 $000 $000 $465 85 Total Fees $465 85 Total Payments To Date $465 85 Balance Due $000 BUfLDTNG PLANS J IN STORAGE ATTACHED Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees dedications, reservations r r other exactions hereafter collectively referred to as fees/exactions " You have 90 days from the date this permit was issued to protest imposition of these feet/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 'nformation 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 proje.;t NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired ACity of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application Plan Check No Est Value Plan Ck Deposit JOB ADDRESS 234/236 DATE AVENUE SUITE».'SPACE#/UNIT# CT/PROJECT II * OF UMITS *> BATHROOMS TENANT BUSINESS NAME Crescent del Sol EstatesPCO7-60 DESCRIPTION OF WORK Include Square Feet of Affected Area(s') Construct new site landscape walls with a total of 1,600 sq ft of exposed area of retaining wall at both sides of the driveway ramp leading down into the subterramian garage construction All walls shall be constructed of ALLEN BLOCK Pre-Cast Concrete Masonry Units and installed in indicated locations as per Architect's Stamped/Sealed Plan Sheets AO-2 20 1,2 7&3 and as per Manufacturer's details and calculations sheets herein attached for1 vanus wall heights and configurations The Walls Tpes A, B C & D West and A, B, & C East, vary in height from 2'-0' MIN TO 4'-5" in multpile offset lifts/tiers i EXISTING USE PROPOSED USE landscape / site walls GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE N0| | AIR CONDITIONING FIRE SPRINKLERS CONTACT NAME (If Different Fom Applicant)Raymond E Hege, AlA - C12971 / Transpacific Architects ADDRESS 505 Franconia St. APPLICANT NAME i ADDRESS72. V7 flBnseae San Francisco STATE ZIPCalif. 94110 CITY STATE ZIP_ &rf - -I • PHONE 415-970-0333 ^41 5-824-1 760 rayhege@transpaficiarchitects com PROPERTY OWNER NAME . I ADDRESS I Workers' Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations 11 have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued 'l have and will maintain workers' compensation as required by Seclion 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insurance Co Q JL_ 4-_ f _ n 4"" <• . >, >* C fl Policy No Expiration Date3 T^TC °•""' P JX-SU *~£C Yj^J(_ This section need not be completed if the permit is for one hundred dollars ($100) or less I | Certificate of Exemption I certify that in Ihe performance of the work for which this permit is issued I shall not employ any person in tiny manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000) in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees £$ CONTRACTOR SIGNATURE C DATE y- C 1°; @ <? u. --:\ !.,"<• /;\ v 0 © C / hereby affirm that I am exempt from Contractors License Law for the following reason | | I as owner of the property or my employees with wages as their sole compensation will do the work and tne structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through h:s own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) I I I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business aid Professions Code The Contractors License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contraclor(s) licensed pursuant to the Contractor s License Law) | | I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement L~HYes I IN° 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) I ^"PROPERTY OWNER SIGNATURE DATE City of Carlsbad Bldg Inspection Request For 04/20/2009 Permit* CB081976 Title CRESCENT DEL SOL 1600SF RET Description WALLS Inspector Assignment MC Type RETAIN Sub Type Job Address 234 DATE AV Suite Lot 0 Location APPLICANT DIVERSIFIED CONSTRUCTION, INC Owner Remarks a m please Phone 7605059090 Inspector, Total Time CD Description 69 Final Masonry Act Comments Requested By FRANK Entered By CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 04/16/2009 69 Final Masonry PA MC NEED FINAL ENGINEERING REPORTS 01/14/2009 61 Footing AP MC EAST SIDE FOOTING, ROCK & 1ST COURSE OF GEO GRID WALL 12/04/2008 61 Footing PA MC WEST SIDE GRID WALL FOOTING & 1ST COURSE LAY-UP CLARIFY W/E O R 2ND DRAIN CASTANEDA ENGINEERING 7220 Canyon Breeze Road San Diego, CA 92126 (858)-693-3886 - Fax (858) - 693-0258 January 13 2009 Mr Paul Turner Turner Construction RE Lagoon Breeze Dear Paul, Pursuant to our conversation, the purpose of the heel dram is to pick up any water that migrates from behind the retaining wall at the cut and route it away during the construction process No water was encountered and observations of the site showed sandy soils which is in conformance to the Soils Report, therefore the heel dram can be eliminated for the above mentioned Allan Block wall If you have any questions, please give me a call Sincerely, Joe Castaneda RCE 27747 City of Carlsbad Public Works — Engineer! rig BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in sjjspensionjaf-rjerrnit to build DENIAL Please see the attached report of deficiencies marked with DMake necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By By By Date Date Date ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT CONTACT PERSON NAME KATHLEEN M FARMER City of Carlsbad ADDRESS 1635 Faraday Ave Carlsbad, CA 92008 PHONE (760) 602-2741 H \WORD\DOCS\CHKLST\Retaining Wall Building Plancheck Cklist Form KF doc 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 « (760) 602-2720 • FAX (760) 6O2-8562 iST/2ND/ "Q BUILDING PLANCHECK CHECKLIST RETAINING WALLS fa. 1 Provide a fully dimensioned site plan drawn to scale Shovv B Existing & Proposed Structures (dimensioned from street) C Property Lines Show on site plan A Drainage Patterns B Existing & Proposed Slopes C Existing Topography Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut. E Retaining Wall (location and height) Fill Import/Export (Grading Permit and Haul Route Permit may be required) Project does not comply with the following Engineering Conditions of approval for Project No Conditions were complied with by Date MISCELLANEOUS PERMITS Q 5 A 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 A separate Right-of-Way issued by the Engineering Department is required for the following Please obtain an application for Right-of-Way permit from the Engineering Department Page 1 H \WORD\DOCS\CHKLST\Retammg Wall Building Plancheck Cklist Form OR doc SPECIAL INSPECTION PROGRAM 4DDRESS OR LEGAL DESCRIPTION: Z-^^-ZL^fe OA r £ PLAN CHECK NUMBER: OWNER'S NAME. 1 as Ihe owief, or Sent of the owner (contractors may not employ the special inspector), certify that I or the architect/engineer of record, will be responsible for employing the special inspectors) as required by Uniform Building Code (UBC) Section 1 701 I for the construction project located at the site listed above UBC Section 10635 Signed 1 as the engineer/architect of record, certify that 1 have prepared the followmg special inspection program as required by UBC Section 106 3.5 for the construction project located at the site listed above. Signed 1. List of work requiring special inspection: Q Soils Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI f~l Prestressed Concrete f~1 Structural Masonry |~1 Designer Specified & Simmon Here D Field Welding D High Strength Bolting [~1 Expansion/Epoxy Anchors C] Sprayed-On Fireproofing E' Other ALLAM&LQCX. W*LL} 0ACK FILL 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. (C-QASr B. c. 3. Duties of the special inspectors for the work listed above: B- S^-i-ei sz ,? • o 7^ A/ <r# t-L a Special inspectors shall check, in with die Guy and present their credentials for approval pnor lo beginning work on the job site Castaneda Engineering 7220 Canyon Breeze Road San Diego, CA 92126 (Office 619-987-1371) (Fax - 858-693-0258) Date: November 6, 2008 Subject: Plan Check Comments CB081976 (234/236 Date Ave) Lagoon Breeze Development Response to Comments from Plan Check Corrections Item #1 Special Inspection Form - See Attached Item #2 Foundation Investigation - See Attached soils report from Coast Geotechnical Item #3 Cross-reference walls - Design Section Calculations provided are labeled East and West walls A-D, as per site plan and cross section. Item #4 Submit Allan Block Design manual - See Attached Item #5 Specify Geogrid - See attached Geogrid specification Item #6 Structural Calculations must comply with section 2.4 of report - Allan Block's design software A/B 2007 was used to perform calculations and comply with ER-5O87. tKM 3, Joe Castaneda RCE 27747 $$TENCATE Mirafi Miragrid® 3XT Soil Reinforcement Miragrid® 3XT is composed of high molecular weight, high tenacity polyester multifilament yarns which are woven in tension and finished with a PVC coating Miragrid® 3XT is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids Mechanical Properties Tensile Strength (at ultimate) Tensile Strength (at 5% strain) Creep Reduced Strength Long Term Allowable Design Load1 Test Method ASTM D 6637 ASTM D 6637 ASTM D 5262 GRI GG-4(b) Unit kN/m (Ibs/tt) kN/m (Ibs/ft) kN/m (Ibs/ft) kN/m (Ibs/ft) Minimum Average Roll Value Machine Direction 51 1 (3500) 154(1056) 323(2215) 280(1918) NOTE Long Term Allowable Design values are for sand, silt and clay Physical Properties Grid Aperture Size (machine direction) Grid Aperture Size (cross machine direction) Mass/Unit Area Roll Dimensions (width x length) Roll Area Estimated Roll Weight Test Method — - ASTM D 5261 ~ — — Unit mm (in) mm (in) g/m2 (oz/yd2) m(ft) m2 (yd2) kg(lbs) Typical Value 22 2 (0 875) 254(1 0) 278 0 (8 2) 3 6 (12) x 45 7 (150) 1645(200) 59(130) 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 ^ TENCATE materials that make a difference FGS000005 ETQR15 *»•»«_.. L, 960 PSF Dead f 1. Section 0 Station U ft - <) ft •Setback distance is approximate and does not consider curves, radii or corners Wall Rock Depth Depth Changes with Height (1 ft @ 3 17 ft) Project Name: Location: Project Number: Crescent del Sol Estates Carlsbad, CA Wall Number: Designer: Date: Wall A East side Joe Castaneda 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls The software uses evaluation techniques and engineering principles found in the Allan Block Engineering Manual (Refer to R0904 and supporting references) It is the responsibility of the engineer of record to determine the propnely and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal, external and internal compound stability of the reinforced composite mass The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 * H or He + L whichevens greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for internal compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of the owner to ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone The geotechmcal engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the event additional water is introduced into the general wall area, either above or below grade any designs from this software would be invalid unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book (Refer to R0901) I hereby certify that these calculations were prepared by me or under my direct supervision and that I am a duly licensed engineer certified and responsible for the content of these calculations c- 2-7-7 4-7 License Number Date to AB Classic Total Wall Height= 381 Feet Block Height = 0 635 Feet Angle of Setback = 6 Deg Depth of Block = 097 Feet Length of Block = 1 469 Feet Friction Angle= 32 Deg Unit Weight= 120 PCF Retained Soil Friction Angle= 32 Deg Unit Weight= 120 PCF Foundation Soil Friction Angle Cohesion = 32 Deg Unit Weight = 120 PCF = 0 PSF Bearing Capacity Factor of Safety = 155 Internal Compound Stability Factor of Safety= Not Calculated Course = 0 Safety Factors Static External Actual Sliding= 1 752 Actual Overturning = 4913 Safely Factors Seismic External Actual Sliding = Not Calculated Actual Overturning = Not Calculated Geogrid Legend A-Miragrid 3XT B-Miragrid 5XT C-Miragnd 7XTg-Grouted ConMm Length of Geogrid = 5 Feet Wall Number Wall A East side Section Number OofO Page: _L AB Walls 2007 V 8 3 Allan Block Corporation PiVyect Name: Location: Project Number: Wall Number: Designer: Date: Crescent del Sol Estates Carlsbad, CA Wall A East side Joe Castaneda 9/29/08 Kal = Active Earth Pressure Coefficient Infill = 0 2346 KaR = Active Earth Pressure Coefficient Retained = 0 2346Hi = Wall Height = 381 Feet He = Effective Height = 381 Feet i = Effective Slope = 0 Deg Beta = Beta Angle = 84 Deg Wf= Weight ofFacmg= 484 137 Ib/ft Ws = Total Weight = 1905093 Ib/ft Fa = Active Force = 204 361 Ib/ftFv = Vertical Force = 74 274 Ib/ft Fh = Horizontal Force = 190 386 Ib/ft Fr= Resistance Force = 1734273 Ib/ft Internal Design Calculations (STATIC) Section 0 Geognd Number 3 A 2 A 1 A Geognd Elevation 317 ft 19 ft 063 ft Ceogrid Length 5ft 5ft 5ft Tensile Force 21 15 Ib/ft 63 46 Ib/ft 105 77 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 103867 Ib/ft Factor SafetyOverstress 7366 2455 1473 Factor Safety Pullout Block 10182 3468 21 25 Factor Safety Pullout Soil 1065 1193 1398 Efficiency 2 6 10 Base Reinforcement Geognd Number N.A GeogndElevation N.A. Geognd Length NA Allowable Load NA Toe LengthExtension 0.33ft Base Depth 0.5ft Total BaseLength 2ft Wall Number Wall A East sideSection Number 0 of 0 Page: £ AB Walls 2007 V 8 3 Allan Block Corporation *» 4 n .J 1^ s_n ^Jir 1O8II PSK [>cad FB i i iJ T i r i ii 1~Ar fi4 i Hnf i e| fl II O= I d : --i 1- "33ft Section 0 i "Setback distance is approximate and does not consider curves, radii or corners. Wall Rock Depth Depth Changes with Height (1 ft @ 3 17 ft) Project Name: Crescent del Sol Estates Wall Number: Wall A West side Location. Carlsbad, CA Designer: Joe Castaneda Project Number: Date: 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls The software uses evaluation techniques and engineering principles found in the Allan Block Engineering Manual (Refer to R0904 and supporting references ) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK CORPORATION ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal external and internal compound stability of the reinforced composite mass The mtema compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 * H or He + L, whichever is greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for internal compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of the owner to ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone The gcotechmcal engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book (Refer to R0901 ) I hereby certify that these calculations were prepared by me or under my direct supervision and that I am a duly licensed engineer certified and responsible for the content of these calculations S ^?~T^ / £-2-7747 , .Engineer /c*^e- (_*** '-~^>q License Number Date A>/Yi»/V£ AB Classic Total Wall Height = 3 81 Feet Block Height = 0 635 Feet Angle of Setback = 6 Deg Depth of Block= 0 97 Feet Length of Block = 1 469 Feet Infill Soil Retained Soil Friction Angle Friction Angle - 32 Deg - 32 Deg Unit Weight Unit Weight = 120 PCF = 120 PCF Friction Angle Cohesion = 32 Deg =0 PSF Unit Weight = 120 PCF Bearing Capacity = 1483 Internal Compound Stability Factor of Safety = Not Calculated Course = 0 Safety Factors Static External Actual Sliding = 1 614 Actual Overturning = 4541 Safety Factors Seismic External Actual Sliding = Not Calculated Actual Overturning = Not Calculated Gcogrid Legend A-Miragrid 3XT B-Miragrid 5XTC-Miragrid 7XT g-Grouted Con Mm Length of Geogrid= 5 Feet Wall Number Wall A West sideSection Number- 0 of 0 Page: 1 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Project Name: Location: Project Number: Wall Number. Designer: Date. Crescent del Sol Estates Carlsbad, CA Wall A West side Joe Castaneda 9/29/08 Kal = Active Earth Pressure Coefficient Infill = 0 2346 KaR = Active Earth Pressure Coefficient Retained = 0 2346Hi = Wall Height = 381 FeetHe = Effective Height =381 Feet i = Effective Slope = 0 DegBeta = Beta Angle = 84 Deg Wf= Weight of Facing = 484 137 Ib/ftWs = Total Weight = 1905093 Ib/ft Fa = Active Force = 204 361 Ib/ftFv = Vertical Force = 74 274 Ib/ftFh = Horizontal Force = 190386 Ib/ft Fr = Resistance Force = 1758636 Ib/ft Internal Design Calculations (STATIC) Section 0 Geognd Number 3 A 2 A 1 A Geognd Elevation 3 17 ft 19 ft 063 ft Geognd Length 5ft 5ft 5ft Tensile Force 21 15 Ib/ft 63 46 Ib/ft 10577 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 103867 Ib/ft Factor Safety Overstress 7366 2455 1473 Factor SafetyPullout Block 101 82 3468 2125 Factor Safety Pullout Soil 1065 1193 1398 Efficiency 2 6 10 Base Reinforcement Geognd Number NA Geognd Elevation NA. Geognd Length NA Allowable Load N.A. Toe Length Extension 033ft Base Depth 0.5ft Total Base Length 2ft Wall Number Wall A West sideSection Number OofO Page: 2 of 2 AB Walls 2007 V 8 3 Allan Block Corporation *«» -»7JJ_ 481) PSF Dead !__!_* !_!_. Section 0 Station O ft - O ft "Setback distance is approximate and does not consider curves, radii or corners. Wall Rock Depth Depth Changes with Height (\ ft @ 3 81 ft) Project Name: Location: Project Number: Crescent del Sol Estates Carlsbad, CA Wall Number: Designer: Date: Wall B East side Joe Castaneda 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design ofmechanically stabilized retaining walls The software uses evaluation techniques and engineering principles found in the Allan Block Engineering Manual (Refer to R0904 and supporting references) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK. CORPORATION, ITS LICENSEES OR AGENTS DONOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal, external and internal compound stability of the reinforced composite mass The internal compound stability calculations arc limited to an evaluation zone above the base material and back no further than 2 * H or He + L, whichever is greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for internal compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of the owner to ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmentaJ retaining wall evaluation zone The geotechmcal engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the event additional water is introduced into the general wall area, either above or below grade, any designs from this software would be invalid unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book (Refer to R0901) I hereby certify that these calculations were prepared by me or under my direct supervision and that 1 am a duly licensed engineer certified and responsible for the content of these calculations Engineer f^^ (ju^ ~^^xf C- Z7747 License Number Date /u/fo /0% NOC27747 03-31-10 AB Classic Total Wall Height = 4 44 Feet Block Height = 0 635 Feet Angle of Setback = 6 Deg Depth of Block = 097 Feet Length of Block = 1 469 Feet Infill Soil Friction Angle = 32 Deg Unit Weight = 120 PCF Retained Soil Friction Angle = 32 Deg Unit Weight= 120 PCF Foundation Soil Friction Angle = 32 Deg Unit Weight = 120 PCF Cohesion = 0 PSF Bearing Capacity Factor of Safety = 827 Internal Compound Stability Factor of Safety = Not Calculated Course = 0 Safety Factors Static External Actual Sliding = 2185 Actual Overturning = 4518 Safety Factors Seismic External Actual Sliding = Not Calculated Actual OverturniniCtual Overturning = Not Calculated Geogrid Legend A-Miragnd 3XT B-Miragrid 5XT C-Miragrid 7XT g-Grouted Con Mm Length of Geognd = 4 Feel Wall Number Wall B East side Section Number 0 of 0 Page: 1 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Project Name: Location: Project Number: Wall Number: Designer: Date: Crescent del Sol Estates Carlsbad, CA Wall B East side Joe Castaneda 9/29/08 K.al = Active Earth Pressure Coefficient Infill = 0 2346KaR = Active Earth Pressure Coefficient Retained = 0 2346 Hi = Wall Height = 4 445 Feet He = Effective Height = 4 445 Feet i = Effective Slope = 0 Deg Beta = Beta Angle = 84 Deg Wf= Weight of Facing = 5 A 826 Ib/ft Ws = Total Weight = 1689209 Ib/ft Fa = Active Force = 278 158 Ib/ftFv = Vertical Force = 101095 Ib/ft Fh = Horizontal Force = 259136 Ib/ft Fr= Resistance Force = 1585343 Ib/ft Internal Design Calculations (STATIC) Section 0 GeogndNumber 3 A 2 A 1 A GeogndElevation 317 ft 19 ft 063 ft Geogrid Length 4ft 4ft 4ft Tensile Force 476 Ib/ft 8462 Ib/ft 12692 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 103867 Ib/ft Factor Safety Overstress 3273 1841 1228 Factor Safety Pullout Block 4573 2628 1789 Factor Safety Pullout Soil 557 832 1038 Efficiency 5 8 12 Base Reinforcement Geognd Number N.A Geogrid Elevation N.A Geogrid Length NA Allowable Load N.A Toe Length Extension 0.33ft Base Depth 0.5ft Total Base Length 2ft Wall Number Wall B East sideSection Number OofO Page: 2 of 2 AB Walls 2007 V 8 3 Allan Block Corporation / 1•0 4 II ^ 1 ^ 4 ft ^ 84O PSK l>cad n J LJ U, L 1 II 2-A - -*— fff *T LI II r!2 i n 4 • : -*i h*-033lj Section 0 1 1^^ ^^1 * Set back distance is approximate and does not consider curves, radii or corners. Wall Rock Depth Depth Changes with Height (1 ft @ 3 17 ft) Project Name: Crescent del Sol Estates Wall Number: Wall B West side Location: Carlsbad, CA Designer: Joe Castaneda Project Number: Date: 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design ofmecharucally (Refer to R0904 and. supporting references ) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK CORPORATION ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal, external and internal compound stability of the reinforced composite mass The internal compound stability calculations arc limited to an evaluation zone above the base material and back no further than 2 * II or He + L whicheveris greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for intema compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of the owner to ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone The geotechmcal engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book (Refer to R090 1 ) I hereby certify that these calculations were prepared by me or under my direct supervision and that 1 am a duly licensed engineer certified and responsible for the content of these calculations Engineer ^ /O^e. (_^*~^ c. .. r^f License Number Date /&//*> /0 $ ^^ss^^s^^ AB Classic Total Wall Height = 381 Feet Block Height = 0 635 Feet Angle of Setback - 6 Deg Depth of Block = 097 Feet Length of Block = 1 469 Feet Infill Soil Retained Soil Friction Angle Friction Angle = 32 Deg = 32 Deg Unit Weight Unit Weight = 120 PCF = 120 PCF 17 jl *• C t Friction Angle Cohesion = 32 Deg =0 PSF Unit Weight = 120 PCF = 1092 Internal Compound Stability Factor of Safety = Not Calculated Course = 0 Safety Factors Static External Actual Sliding= 16 Actual Overturning = 3 737 Safety Factors Seismic External Actual Sliding = Not Calculated Actual Overturning = Not Calculated Gcogrid Legend A-Miragrid 3XT B-Miragrid 5XT C-Miragnd 7XT g-Grouted Con Mm Length of Geogrid = 4 Feet Walt Number Wall B West side Section Number OofO Page: 1 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Project Name: Location: Project Number: Wall Number: Designer: Date. Crescent del Sol Estates Carlsbad, CA Wall B West side Joe Castaneda 9/29/08 K.al = Active Earth Pressure Coefficient Infill = 0 2346 KaR = Active Earth Pressure Coefficient Retained = 0 2346 Hi = Wall Height = 381 Feet He = Effective Height =381 Feet i = Effective Slope = 0 DegBeta = Beta Angle = 84 Deg Wf= Weight of Facing = 484 137 Ib/ft Ws = Total Weight = 1447893 Ib/ft Fa = Active Force = 204361 Ib/ft Fv = Vertical Force = 74 274 Ib/ft Fh = Horizontal Force = 190386 Ib/ft Fr = Resistance Force = 142422 Ib/ft Internal Design Calculations (STATIC) Section 0 Geogrid Number 3 A 2 A 1 A Geognd Elevation 3 17 ft 19 ft 063 ft Geognd Length 4ft 4ft 4ft Tensile Force 21 15 Ib/ft 63 46 Ib/ft 10577 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 103867 Ib/ft Factor SafetyOvers tress 7366 2455 1473 Factor SafetyPullout Block 10182 3468 2125 Factor SafetyPullout Soil 705 832 1038 Efficiency 2 6 10 Base Reinforcement GeogndNumber NA Geognd Elevation NA. Geogrid Length NA. Allowable Load N.A Toe Length Extension 033ft Base Depth 0.5ft Total Base Length 2ft Wall Number Wall B West side Section Number OofO Page: 2 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Wall Rock *O47_« J ^ 4ft ^_ A h II1 11 II 1 ^ ksn nrr 1 • ! A MJ 2-A i W.* rni ,.A«l 11 II r{o \ d -*• r*-"3Jt Section 0 __ 2 n 1 Station 0 ft - II ft"• ^1 'Setback distance is approximate and docs not consider curves, radii or comers. L Depth Depth Changes with Height (1 ft @ 3 81 ft) Project Name: Crescent del Sol Estates Wall Number: Wall C East side Location: Carlsbad, CA Designer: Joe Castaneda Project Number: Date: 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls The software uses evaluation techniques and engineering principles found in the Allan Block Engineering Manual (Refer to R0904 and supporting references ) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal, external and internal compound stability of the reinforced composite mass The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 * H or He + L, whichever is greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for internal compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of tire owner to ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the scgmental retaining wall evaluation zone The geotechmcal engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the event additional water is introduced into the general wall area, either above or below grade any designs from this software would be invalid unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book (Refer to R0901 ) I hereby certify that these calculations were prepared by me or under my direct supervision and that I am a duly licensed engineer certified and responsible for the content of these calculations Engineer / s^3 ~^-\ / <^-Z77-f7 / ,^ /Ot-c C-e— i '- -- Os< License Number Date / °// o/o g AB Classic Total Wall Height = 444 Feet Block Height = 0 635 Feet Angle of Setback = 6 Deg Depth of Block = 0 97 Feet Length of Block = 1 469 Feet Infill Soil Retained Soil Friction Angle Friction Angle = 32 Deg = 32 Deg Unit Weight Unit Weight = 120 PCF = 120 PCF Foundation Soil Friction Angle Cohesion = 32 Deg = 0 PSF Unit Weight = 120 PCF Bearing Capacity Factor of Safety= 1019 Internal Compound Stability Factor of Safety = Not Calculated Course = 0 Safety Factors Static External Actual Sliding = 5679 Actual Overturning = 14645 Safety Factors Seismic External Actual Sliding = Not Calculated Actual Overturning = Not Calculated Geogrid Legend A-Miragnd 3XT B-Miragrid 5XT C-Miragrid 7XT g-Grouted Con Mm Length of Geogrid = 4 Feet Wall Number Wall C East side Section Number OofO Page: 1 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Project Name: Location. Project Number: Wall Number: Designer: Date: Crescent del Sol Estates Carlsbad, CA Wall C East side Joe Castaneda 9/29/08 Kal = Active Earth Pressure Coefficient Infill = 0 2346K.aR = Active Earth Pressure Coefficient Retained = 0 2346 Hi = Wall Height = 4 445 Feet He = Effective Height = 4 445 Feet i = Effective Slope = 0 Deg Beta = Beta Angle = 84 Deg Wf= Weight of Facing = 564826 Ib/ft Ws = Total Weight = 1689209 Ib/ft Fa = Active Force = 278 158 Ib/ftFv = Vertical Force = 101 095 Ib/ft Fh = Horizontal Force = 259 136 Ib/ft Fr = Resistance Force = 1471649 Ib/ft Internal Design Calculations (STATIC) Section 0 Geognd Number 3 A 2 A 1 A Geogrid Elevation 317 ft 19 ft 063 ft Geogrid Length 4ft 4ft 4ft Tensile Force 47 6 Ib/ft 8462 Ib/ft 12692 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 1038 67 Ib/ft Factor Safety Overstress 3273 1841 1228 Factor Safety Pullout Block 4573 2628 1789 Factor Safety Pullout Soil 557 832 1038 Efficiency 5 8 12 Base Reinforcement GeogridNumber N.A Geogrid Elevation N.A. Geogrid Length NA Allowable Load N.A Toe Length Extension 0.33ft Base Depth 0.5ft Total Base Length 2ft Wall Number Wall C East side Section Number 0 of 0 Page: 2 of 2 AB Walls 2007 V 8 3 Allan Block Corporation *° <7 l> p» -< 4 HI ^1 36(1 PSH Dead . 1 1 ! 1 : i : f 1 T 1 1 i V T f T L II I 1 « t ffll 1 1 ,A«* 11 II / d isin i | '•-•-; k-033? Section 0 ^Setback distance is approximate and does not consider carves, radii or corners Wall Rock Depth Depth Changes with Height (111 @ 3 8 1 ft) Project Name: Crescent del Sol Estates Wall Number: Wall C West side Location- Carlsbad, CA Designer: Joe Castaneda Project Number: Date: 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls The software uses evaluation techniques and engineering principles found in the Allan Block Engmeenng Manual (Refer to R0904 and supporting references ) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK CORPORATION ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal external and internal compound stability of the reinforced composite mass The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 * H or He + L whichever is greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for internal compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of the owner fo ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone The geotechmcal engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book (Refer to R0901 ) I hereby certify that these calculations were prepared by me or under my direct supervision and that I am a duly licensed engineer certified and responsible for the content of these calculations /} sO ~"\ / C-Z-774-7 J / fEngineer fjL^ C_-t~-k £«-»_^>/ License Number Date /Q/fii/oS AB Classic Total Wall Height = 4 44 Feet Block Height = 0635 Feet Angle of Setback = 6 Deg Depth of Block = 0 97 Feet Length of Block = 1 469 Feet Infill Soil Retained Soil Fnction Angle Friction Angle Unit Weight Unit Weight = 120 PCF = 120 PCF Friction Angle Cohesion = 32 Deg = 0 PSF Unit Weight = 120 PCF = 912 Internal Compound Stability Factor of Safety =* Not Calculated Course = 0 Safety Factors Static External Actual Sliding = 2 557 Actual Overturning = 5355 Safety Factors Seismic External Actual Sliding = Not Calculated Actual Overturning = Not Calculated Geogrid Legend A-Miragrid 3XT B-Miragnd 5XT C-Miragnd 7XT g-Grouted Con Mm Length of Geogrid = 4 Feet Wall Number Wall C West side Section Number OofO Page: 1 of 2 7/AB Walls 2007 V 8 3 Allan Block Corporation Project Name: Location: Project Number: Wall Number: Designer: Date: Crescent del Sol Estates Carlsbad, CA Wall C West side Joe Castaneda 9/29/08 Kal = Active Earth Pressure Coefficient Infill = 0 2346 KaR = Active Earth Pressure Coefficient Retained = 0 2346 Hi = Wall Height = 4 445 Feet He = Effective Height = 4 445 Feet i = Effective Slope = 0 DegBeta = Beta Angle = 84 Deg Wf = Weight ofFacmg = 564 826 Ib/ft Ws = Total Weight = 1689209 Ib/ft Fa = Active Force = 278 158 Ib/ftFv = Vertical Force = 101095 Ib/ft Fh = Horizontal Force = 259 136 Ib/ft Fr = Resistance Force = 1556919 Ib/ft Internal Design Calculations (STATIC) Section 0 GeogndNumber 3 A 2 A 1 A GeogndElevation 317 ft 1 9 ft 063 ft Geognd Length 4ft 4ft 4ft Tensile Force 47 6 Ib/ft 8462 Ib/ft 12692 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 103867 Ib/ft Factor SafetyOverstress 3273 1841 1228 Factor Safety Pullout Block 4573 2628 1789 Factor Safety Pullout Soil 557 832 1038 Efficiency 5 8 12 Base Reinforcement GeogridNumber NA GeogridElevation NA Geogrid Length NA Allowable Load N.A Toe Length Extension 033ft Base Depth 0.5 ft Total Base Length 2ft Wall Number Wall C West side Section Number 0 of 0 Page: 2 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Section 0 Station 0 ft - II ft •Setback distance is approximate and does not consider curves, radii i»r corners. Wall Rock Depth Depth Changes with Height (1 ft @ 3 81 ft) Project Name: Location: Project Number: Crescent del Sol Estates Carlsbad, CA Wall Number: Designer: Date: Wall D West side Joe Castaneda 9/29/08 Allan Block provides this software as a service for its clients The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls The software uses evaluation techniques and engineering principles found in the Allan Block Engineering Manual (Refer to R0904 and supporting references ) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results ALLAN BLOCK CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE This software only considers internal, external and internal compound stability of the reinforced composite mass The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 * H 01 He + L, whichevens greater This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for internal compound stability Global Stability should be evaluated to determine if the overall site is stable It is the responsibility of the owner to ensure the global stability is analyzed The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone The geotechnical engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining wall The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure In the event additional water is introduced into the general wall area, either above or below grade, any designs from this software would be invalid unless otherwise noted by the Engineer of Record All installations must conform to the Allan Block Spec Book. (Refer to R0901) I hereby certify that these calculations were prepared by me or under my direct supervision and that 1 am a duly licensed engineer certified and responsible for the content of these calculations Engineer License Number Date AB Classic Total Wall Height = 444 Feet Block Height = 0 635 Feet Angle of Setback = 6 Deg. Depth of Block = 097 Feet Length of Block = 1 469 Feet Friction Angle = 32 Deg Unit Weight = 120 PCF Retained Soil Friction Angle = 32 Deg Unit Weight = 120 PCF Foundation Soil Faction Angle = 32 Deg Unit Weight = 120 PCF Cohesion = 0 PS? Bearing Capacity Factor of Safety = 10 19 Internal Compound Stability Factor of Safety = Not Calculated Course = 0 Safetv Factors Static External Actual Sliding = 5679 Actual Overturning = 14645 Safety Factors Seismic External Actual Sliding = Not Calculated Actual Overturningctual Overturning = Not Calculated Geogrid Legend A-Miragrid 3XT B-Miragrid 5XT C-Miragrid 7XT g-Grouted Con Mm Length of Geogrid = 4 Feet Wall Number Wall D West side Section Number OofO Page:1 of 2 AB Walls 2007 V 8 3 Allan Block Corporation Project Name: Location: Project Number: Wall Number: Designer: Date: Crescent del Sol Estates Carlsbad, CA Wall D West side Joe Castaneda 9/29/08 Kal = Active Earth Pressure Coefficient Infill = 0 2346 KaR = Active Earth Pressure Coefficient Retained = 0 2346 Hi = Wall Height = 4445 Feet He = Effective Height = 4 445 Feet i = Effective Slope = 0 DegBeta = Beta Angle = 84 Deg Wf= Weight of Facing = 564826 Ib/ft Ws = Total Weight = 1689 209 Ib/ft Fa = Active Force = 278 158 Ib/ft Fv = Vertical Force = 101 095 Ib/ft Fh = Horizontal Force = 259 136 Ib/ft Fr = Resistance Force = 1471649 Ib/ft Internal Design Calculations (STATIC) Section 0 Geognd Number 3 A 2 A 1 A Geognd Elevation 3 17 ft 19 ft 063 ft Geognd Length 4ft 4ft 4ft Tensile Force 47 6 Ib/ft 8462 Ib/ft 12692 Ib/ft Allowable Load 103867 Ib/ft 103867 Ib/ft 103867 Ib/ft Factor Safety Overstress 3273 1841 1228 Factor Safety Pullout Block 4573 2628 1789 Factor Safety Pullout Soil 557 832 1038 Efficiency 5 8 12 Base Reinforcement Geognd Number N.A Geogrid Elevation NA Geogrid Length N.A. Allowable Load N.A Toe Length Extension 033ft Base Depth 05ft Total Base Length 2ft Wall Number Wall D West side Section Number OofO Page: 2 of 2 AB Walls 2007 V 8 3 Allan Block Corporation LEGACY REPORT ER-5087 Reissued July 1, 2008 ICC Evaluation Service, Inc. www icc-es.org Business/Regional Office • 5360 Workman Mill Road, Whiter California 90601 • (562) 699-0543 Regional Office • 900 Montdair Road Suite A, Birmingham, Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799-2305 Legacy report on the 1997 Uniform Building Code7 DIVISION 02—SITE CONSTRUCTION Section 02830—Retaining Walls ALLAN BLOCK RETAINING WALL SYSTEM ALLAN BLOCK CORPORATION 5300 INDUSTRIAL BOULEVARD, SUITE 100 EDINA, MINNESOTA 55439 AIR VOL BLOCK 1 SUBURBAN ROAD SAN LUIS OBISPO, CALIFORNIA 93401 CALSTONE COMPANY 1155 ASTER AVENUE SUNNYVALE, CALIFORNIA 94086 ORCO BLOCK COMPANY, INC 4510 RUTILE STREET RIVERSIDE, CALIFORNIA 92509 10 SUBJECT Allan Block Retaining Wall System 20 DESCRIPTION 21 General The Allan Block Retaining Wall System encompasses materials and methods for constructing gravity retaining walls, reinforced masonry retaining walls and geognd-reinforced retaining walls See Figure 1 for a typical section of an Allan Block Retaining Wall System Four Allan Block types are recognized in this report, and are identified as the AB Stones, AB Classic, AB Three, and AB Rocks Figure 2 provides block dimensions and weights All units comply as Grade N, Type I in accordance with UBC Standard 21-4, with a minimum 28- day compressive strength of 3,000 psi (1 2 MPa) on the net area and a maximum water absorption of 6 percent Block tolerances comply with Section 21 406 of UBC Standard 21-4 2 2 Design The system is designed as a reinforced, soil retaining wall system that depends upon the weight and geometry of the reinforced soil mass to resist lateral earth pressures and other lateral forces Lateral earth pressures are determined using either the Coulomb theory or the Rankme theory The design must include evaluation of both external and internal stability and must also include consideration of external loads such as surcharges and seismic activity External stability analyses are similar to those required for conventional gravity retaining walls Minimum safety factors are 1 5 for sliding, 2 0 for overturning and 2 0 for bearing capacity Internal stability analyses must consider allowable reinforcement tension, pullout resistance of the reinforcement behind the active failure zone and the strength of reinforcement connections at the facing A foundation investigation in accordance with Section 1804 of the code is required for each site The foundation investigation determines the soil properties and the values for design The design method is based primarily on accepted geotechnical engineering principles Details are in the Federal Highway Administration report "Design and Construction Guidelines for Reinforced Soil Structures, Volume I," dated November, 1989, FHWA Report No FHWA-RD-89-043 (FHWA Design Manual), the National Concrete Masonry Association report "Design Manual for Segmental Retaining Walls" dated 1997, NCMA Report No TR 127A/ISBN 1- 881384-07-1, and the Allan Block engineering manual for "Allan Block Retaining Wall Systems," dated 1999 221 Gravity Retaining Walls The gravity wall system depends on its weight and geometry to counteract the lateral earth pressure and other lateral forces Gravity wall design shall be based on standard engineering principles Maximum wall heights are shown in Table 1 222 Reinforced Masonry Retaining Walls The design of reinforced masonry retaining wall systems must comply with Chapters 16 and 21 of the UBC The system is designed as a steel-reinforced wall that depends on traditional reinforced masonry to resist lateral earth pressures and other lateral forces 223 Geognd-remforced Retaining Walls This system is designed as a reinforced soil-retaining wall system that depends on the weight and geometry of the reinforced soil mass to resist lateral earth pressures and other lateral forces The design must include evaluation of both external and internal stability External stability analyses are similar to those required for conventional gravity retaining walls Internal stability analysis must consider allowable geognd reinforcement tension, pullout resistance of the geognd reinforcement behind the active failure zone and the strength of the geognd reinforcement connections at the block facing 2 3 Assembly The angle of wall inclination is approximately 3 to 12 degrees from vertical toward the backfill as determined by the setback per course provided by the block lip The block foundation is either leveled subgrade material consisting of at least 6 1( X V.i' legacy reports arc no! to he construed as repre venting aesthetic* or any other attribute* not specifically addressed nor are they to be construed ax an endorsement of the subject of the report or n recommendation Jor its use There ix no warranty by ICC Evaluation Service Inc express or implied, as to any finding or other matter in this report or ax to any product covered by the report "ANSI Copyright © 2008 Page 1 of 8 Page 2 of 8 ER-5087 inches (152 mm) of granular fill compacted to at least 95 percent of the maximum dry density determined by ASTM D 698, unremforced concrete complying with Sections 1915 11, 19227 and 19228 of the UBC, or reinforced concrete complying with Section 1915 of the UBC Specific foundation requirements for each site must be determined by the soils engineer See Figure 3 for typical details Details in this report are limited to areas beyond groundwater Footings in groundwater are contingent on appropriate soil and engineering analysis reports being submitted to the building official for approval Backfill used in the reinforced fill mass must consist of cohesionless granular material placed in compacted lifts The backfill soil properties, lift thickness, degree of compaction and width behind the block are determined by the soils engineer If the retained soil or backfill has poor drainage qualities, granular drainage layers and/or perforated drains must be installed to prevent buildup of hydrostatic pressures behind the wall Provisions for drainage must be determined by the soils engineer Blocks are stacked and aligned using the vertical lip at the lower front edge The top units are set back approximately % to 1V2 inches (9 to 38 mm) from the lower units and are guided by the lip A minimum offset of 3 inches (76 mm), horizontally, is maintained between the head joints of adjacent courses of block The completed wall is built with alignment tolerances of3/4 inch in 10 feet (19 mm in 3048 mm) in both the horizontal and vertical directions Blocks may be assembled with an inside or outside curved layout Minimum inside curve radius is 4 feet (1219 mm), and minimum outside curve radius is 4 feet (1219 mm) When used, geognd reinforcement is placed at the elevations specified in the design The backfill surface must be placed and compacted to a level approximately 1 inch (25 mm) below the top block elevation where geogrid placement is required The geogrid is embedded a minimum of 8 inches (203 mm) into the block units The geogrid layers must be pulled taut and anchored to the compacted backfill prior to backfilling over the geogrid 2 4 Structural Analysis Structural calculations must be submitted to the building official for each wall system The analysis must be based on accepted engineering principles and the Allan Block Retaining Walls Design Manual All contact surfaces must be in compression The compression stress is limited to a maximum of 100 psi (690 kPa) A net resultant tension force is prohibited throughout the retaining wall The shear resistance of the block lip is 645 pounds per lineal foot of block width (962 kg/m) 2 5 Geogrid To increase the performance of the Allan Block Retaining Wall System, various grid materials are available To aid in the selection of the grid material, Tables 2 through 10 provide information needed for design 251 Miragnd Miragrid geogrid grades 3XT, 5XT, 7XT, 8XT, 9XT, and 10XT produced by Mirafi Inc , are compatible with the Allan Block Retaining Wall System The grid consists of polyester yarns with acrylic latex coating, formed with a grid-shaped opening Prolonged exposure of the grid to sunlight must be avoided The grid is installed by placing it over the block and pulling it tight The roll or warp direction is the direction of the mam reinforcement After unrolling, the geogrid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are overlapped a minimum of 4 inches Structural design is in accordance with Section 2 4 of this report Applicable design properties are indicated in Tables 3- A, 3-B, and 10 Pullout resistance ( P), in Ib /ft, is a function of normal load ( N), in Ib /ft, due to the weight of superimposed units Miragrid geogrid is stored at temperatures above -10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided 252 Tensar Tensar geogrid grades UX1400HP and UX1500HP, produced by Contech Construction Products Inc, are compatible with the Allan Block Retaining Wall System The grid consists of high-density polyethylene mesh openings (ribs/junctions) The grid is installed by placing it over the block and pulling it tight The roll or warp direction is the direction of the mam reinforcement After unrolling, the geogrid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are overlapped a minimum of 4 inches (102 mm) Structural design is in accordance with Section 2 4 of this report Applicable design properties are indicated in Tables 4-A, 4-B, and 10 Pullout resistance (P), in Ib /ft, is a function of normal load (N), in Ib /ft, due to the weight of superimposed units Tensar geogrid is stored at temperatures above -10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided 253 Huesker Huesker geogrid grades Fortrac 20/9-20, 35/20-20, 55/30-20 and 80/30-20, produced by Huesker Corporation, are compatible with the Allan Block Retaining Wall System The grid consists of polyester yarns woven into an interlocking pattern and coated with PVC The grid is installed by placing it over the block and pulling it tight The roll or warp direction is the direction of the mam reinforcement After unrolling, the geogrid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are overlapped a minimum of 4 inches (102 mm) Structural design is in accordance with Section 2 4 Applicable design properties are indicated in Tables 5-A, 5-B, and 10 Pullout resistance ( P), in Ib /ft, is a function of normal load ( N), in Ib /ft, due to the weight of superimposed units Huesker geogrid is stored at temperatures above -10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided The grid material is prone to ultraviolet degradation 254 Strata Strata geogrid grades 300 and 500, produced by Strata Systems, Inc, is compatible with the Allan Block Retaining Wall System The grid consists of polyester yarns woven into an interlocking pattern and coated with PVC The grid is installed by placing it over the block and pulling it tight The roll or warp direction is the direction of the mam reinforcement After unrolling, the geogrid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are overlapped a minimum of 4 inches Structural design is in accordance with Section 2 4 Applicable design properties are indicated in Tables 6-A, 6-B, and 10 Pullout resistance (P), in Ib /ft, is a function of normal load (N), m Ib /ft, due to the weight of superimposed units Strata geogrid is stored at temperatures above-10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided The grid material is prone to ultraviolet degradation 255 AMOCO AmocogeotextilegradePX-2044,produced by Amoco Fabrics and Fiber Company, is compatible with the Allan Block Retaining Wall System The geotextile consists of polypropylene yarn woven into a solid matt fabric with no spacing between warp and fill yarns The PX-2044 is installed by placing it over the block and pulling it tight The roll or warp direction is the direction of the mam reinforcement After rolling, the geogrid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are overlapped a minimum of 4 inches Structural design is in accordance with Section 2 4 of this report Applicable design properties are described in Tables 7-A, 7-B, and 10 Pullout resistance (P), in Ib /ft, is a function of normal load (N), in Ib /ft, due to the weight of Page 3 of 8 ER-5087 superimposed units Amoco geotextile is stored at temperatures above -10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided The PX-2044 material is prone to ultraviolet degradation 256 Synteen Synteen grades SF35, SF55, and SF80, produced by Luckenhaus Inc, are compatible with the Allan Block Retaining Wall System The grid consists of polyester yarns woven into an interlocking pattern and coated with PVC The grid is installed by pulling it over the block and pulling it tight The roll or wrap direction is the direction of the main reinforcement After unrolling, the grid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are to be butted up tight and need not be overlapped Structural design shall be in accordance with Section 2 4 Applicable design properties are indicated in Tables 8-A, 8-B, and 10 Pullout resistance (P), in Ib /ft, is a function of normal load (N), in Ib /ft, due to the weight of superimposed units Raugnd is stored at a temperature above -10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided The grid material is prone to ultraviolet degradation 257 Raugnd Raugrid Grades 2/3-30, 3/3-30, 4/2-15 and 6/3-15 are produced by Luckenhaus Inc and are compatible with the Allan Block Retaining Wall System The grid consists of polyester yarns woven into an interlocking pattern and coated with PVC The grid is installed by pulling it over the block and pulling it tight The roll or wrap direction is the direction of the mam reinforcement After unrolling, the grid is tensioned by hand until taut, free of wrinkles and flat Adjacent rolls are to be butted up tight and need not be overlapped Structural design shall be in accordance with Section 2 4 Applicable design properties are indicated in Tables 9-A, 9-8, and 10 Pullout resistance (P), in Ib /ft, is a function of normal load (N), in Ib /ft, due to the weight of superimposed units Raugrid is stored at a temperature above -10°F (-23°C), and contact with mud, wet cement, epoxy or other adhesive materials must be avoided The grid material is prone to ultraviolet degradation 2 6 Identification Each pallet of blocks is identified with the manufacturer's name and address, product name, type of unit and ER-5087 The geognds are identified by a certificate of compliance with the geognd manufacturer's name and address, the name of the product, and the product designation, with the certificate accompanying each shipment 30 EVIDENCE SUBMITTED Reports of tests on geognd strength, geognd durability, geogrid soil interaction, geognd pullout, and unit shear, engineering calculations, installation instructions, and quality control manuals 40 FINDINGS That the Allan Block Retaining Wall System described in this report complies with the 1997 Uniform Building Code™ (UBC), subject to the following conditions 4 1 The system is designed and installed in accordance with this report, the Federal Highway Administration report "Design and Construction Guidelines for Reinforced Soil Structures, Volume I" (FHWA), the Allan Block Retaining Walls Design Manual, manufacturer's instructions and accepted engineering principles 4 2 Calculations and plans justifying the design must be submitted to and approved by the building official 4 3 Copies of the FHWA and the Allan Block Retaining Walls Design Manual must be furnished to the building official 44 A foundation investigation, in accordance with Section 1804 of the UBC, is provided for each project site 4 5 Special inspection is required for block placement, backfill and geogrid installation in accordance with Section 1701 of the code and pages 20 and 21 of the Allan Block Design Manual (AB1001-893-1993) This report is subject to re-examination in two years TABLE 1—MAXIMUM WALL HEIGHTS (IN FEET) FOR UNREINFORCED ALLAN BLOCK WALLS1 SOIL TYPE Firm clay Silty clay Mixed silts Silty sand Clean sand 0 26 degrees 28 degrees 30 degrees 32 degrees 34 degrees CONDITIONS ABOVE RETAINING WALL Level Slope 35 40 45 50 55 5-to-1 Slope 30 35 40 45 50 4-to-1 Slope 25 30 35 40 45 3-to-1 Slope 20 25 30 35 40 2-to-1 Slope 1 5 20 25 30 35 150 psf Surcharge 25 30 35 40 45 250 psf Surcharge 20 23 25 30 35 For SI 1 foot = 304 8 mm, 1 psf = 47 88 Pa 'Seismic restrictions not included2Twelve degrees from vertical Page 4 of 8 ER-5087 TABLE 2—GEOGRID MATERIAL GRADES LIGHT GRADE Fortrac 20/9-20 Miragrid 3XT PX-2044 Raugnd 2/3-30 Raugnd 3/3-20 Synteen SF 35 — — — MEDIUM GRADE Fortrac 35/29-20 Fortrac 55/30-20 Miragrid 5XT Miragrid 7XT UX 1400HP Raugnd4/2-15 Raugnd 6/3-1 5 Synteen SF 55 STRATA 300 HEAVY GRADE Fortrac 80/30-20 Miragrid 8XT Miragrid 10X7 UX1500HP Synteen SF 80 STRATA 500 — — — TABLE 3-A—MIRAGRID PROPERTIES GRADE Miragrid 3XT Miragrid 5XT Miragrid 7XT Miragrid 8XT Miragrid 10XT WEIGHT (oz /yd2) 60 60 68 85 125 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ibs Jft ) 1328 1733 2157 3089 4116 For SI 1 Ib = 0 45 kg, 1 oz /yd2 = 33 9 g/m2 TABLE 3-B—MIRAGRID/SHEAR STRESS INTERACTION SOIL CLASS GW SWandSP MH COEFFICIENT 09 08 07 TABLE 4-A—TENSAR PROPERTIES GRADE UX1400HP UX1500HP THICKNESS RIBS/JUNCTIONS (inches) 0 03/0 1 1 005/017 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ib ) 1,525 2,525 TABLE 4-B—TENSAR7SHEAR STRESS INTERACTION SOIL CLASS GWandGM SWandSM SCandML CL COEFFICIENT 100 090 080 070 TABLE S-A—HUESKER PROPERTIES GRADE Fortrac 20/1 3-20 Fortrac 35/20-20 Fortrac 55/30-20 Fortrac 80/30-20 WEIGHT (oz /yd2) 5 7 9 14 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ibs/ft) 729 1207 1767 2570 For SI 1 Ib = 0 45 kg, 1 oz /yd2 = 33 9 g/m2 Page 5 of 8 ER-5087 TABLE S-B—HUESKER/SHEAR STRESS INTERACTION SOIL CLASS GW and GM SWandSM SC and ML CL COEFFICIENT 1 00 090 080 070 TABLE 6-A—STRATAGRID PROPERTIES GRADE STRATAGRID 300 STRATAGRID 500 WEIGHT (oz /yd2) 58 10 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ib ) 730 1,100 For SI 1 Ib = 0 45 kg, 1 oz /yd 2 = 33 9 g/m2 TABLE 6-B—STRATAGRID/SHEAR STRESS INTERACTION SOIL CLASS GWandGM SWandSM SC and ML CL COEFFICIENT 090 080 070 060 TABLE 7-A—AMOCO PROPERTIES GRADE PX-2044 WEIGHT (oz /yd2) 13 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ib ) 244 For SI 1 Ib = 0 45 kg, 1 oz /yd 2 = 33 9 g/m2 TABLE 7-B—AMOCO/SHEAR STRESS INTERACTION SOIL CLASS GWandGM SWandSM SC, ML and CL COEFFICIENT 084 074 067 TABLE 8-A—SYNTEEN PROPERTIES GRADE Synteen SF 35 Synteen SF 55 Synteen SF 80 WEIGHT (oz/yd2) 627 737 863 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ibs/ft) 1106 1600 2326 For SI 1 Ib = 0 45 kg, 1 oz /yd 2 = 33 9 g/m2 TABLE 8-B—SYNTEEN/SHEAR STRESS INTERACTION SOIL CLASS GW SWandSP MH COEFFICIENT 075 080 071 Page 6 of 8 ER-5087 TABLE 9-A—RAUGRID PROPERTIES GRADE Raugnd 2/3-30 Raugnd 3/3-20 Raugnd4/2-15 Raugnd6/3-15 WEIGHT (oz /yd2) 68 74 737 104 LONG-TERM ALLOWABLE TENSION LOAD, MD (Ibs/ft) 737 1120 1426 2077 For SI 1 Ib = 0 45 kg, 1 oz /yd 2 = 33 9 g/m2 TABLE 9-B—RAUGRID/SHEAR STRESS INTERACTION SOIL CLASS GW SWandSP MH COEFFICIENT 090 090 080 TABLE 10—FACING CONNECTION CAPACITY12 GEOSYNTHETIC REINFORCEMENT Brand Name Amoco Fortrac Mirafi Raugnd Strata Synteen Tensar Grade PX-2044 20/9-20 35/20-20 55/30-20 80/30-20 3XT 5XT 7XT 8XT 10XT 2/3-30 3/3-30 4/2-15 6/3-15 300 500 SF35 SF55 SF80 UX1400HP UX1500HP PULLOUT RESISTANCE, PeenMS3lf (Ibs /ft ) = 80 + /V x 0 875 = 551 + N tan 6° = 1,056 + /Vtan9c = 834 + N tan 31 °, when N< 1 ,486 Ibs/ft = 1 ,439 + N tan 1 3°, when N > 1 486 Ibs/ft = 472 + Wtan44°, when Nz 1,1 15 Ibs/ft = 1,147 + /Vtan20°, when/V> 1,115 Ibs/ft = 551 + W tan 22° = 667 + /Vtan 18° = 546 + N tan 21° = 1,007 + /Vtan32° = 598 + N tan 33" = 340 + /Vtan24° = 208 + N tan 14° = 620 + N tan 16° = 304 + A/ tan 14° = 165 + /Vx 0463 = 300 + N x 0 241 = 578 + Ntan15° = 799 + N tan 22° = 762 + N tan 26°, when Nz 1, 81 6 Ibs/ft = 1,226 + /Vtan14°,whenW> 1,816 Ibs/ft = 196 + /Vxo 645 = 282 + N x 0 646 MAXIMUM PULLOUT RESISTANCE, Pm<x (Ibs /ft.) 100 786 1,427 1,776 1,964 1,545 2,268 1,490 1,355 1,773 2,460 2,482 638 40 955 755 1,754 2,085 1,173 1,754 1,670 1,964 2,286 2,812 For SI 1 Ib /ft = 14 6 N/m, 1 Ib = 4 45 N, 1 inch = 25 4 mm 1Wherepa>™@3it = Serviceability connection strength established at 3/4-mch deformation Max Pmax = Maximum allowable serviceability connection strength established at 3/4-mch deformation N = The weight of the stacked SRW units (Ibs/ft) tabulated values are typical Actual values used in design must be approved by the soils engineer of record and the building official Page 7 of 8 ER-5087 ALLAN BLOCK WALL TYPICAL SECTION OPTIONAL CAPSTONE COMPACTED GRANULAR BASE GENERAL NOTES • Coverage - 1 sqft/block (929 cm2/block) • Set Back 0 375 inch/block (9 5 mm/block) - 3 degrees from vertical 1 5 inches/block (38 mm/block) - 12 degrees from vertical FIGURE 1 AH dimensions are in inches unless otherwise noted. Block Type Dimensions (H x D x \V)Lip Depth Notch Depth AB STONES 7.625x11.75x17.625 73 +/- 2 Ibs 2.1 0.5 AB CLASSIC 7.625x11.75x17.625 73 +/- 2 Ibs 2.1 1.2 AB THREE 7.625x11 75x17.625 73 +/- 2 Ibs 1.7 J.2 AB ROCKS 7.625x11.75x17.625 69 +/- 2 Ibs 2.6 For SI 1 inch = 254 mm 1 Ib = 0 45 kg FIGURE 2—ALLAN BLOCK RETAINING WALL DETAILS Page 8 of 8 ER-5087 ALLAN BLOCK GRAVITY SYSTEM TYPICAL SECTION OPTIONAL CAPSTONE COMPACTED BACKFILL DRAINAGE FILL UNDISTURBED SUBGRADE COMPACTED GRANULAR BASE ALLAN BLOCK GEOGRID SYSTEM TYPICAL SECTION OPTIONAL CAP BLOCK ^-GEOGRIDS COMPACTED GRANULAR BASE ALLAN BLOCK MASONRY SYSTEM TYPICAL SECTION OPTIONAL CAP BLOCK VERTICAL BARS IAIN TILE AS NEEDED FOOTINGREINFORCEMENT CONCRETE FOOTING FIGURE 3—TYPICAL SECTIONS COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS March 10, 2009 Crescent del Sol, LLC. Wayne Blass President 7237 Sanderlmg Ct Carlsbad, CA 92011 Subject DRIVEWAY SUBGRADE TESTING AND GEOGRID REINFORCED WALLS Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California References Please see page 4 Dear Mr Blass This report presents the results of our selective testing of the driveway subgrade and the 3 5 foot high geognd reinforced walls along the west and east sides of the driveway LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91 Field density tests were performed in accordance with ASTM D 1556 The results of the laboratory maximum dry density, for the soil type used as compacted fill on the site, is summarized below Maximum Dry Density Optimum Description (p c Q Moisture (%) Soil Type Tan to brown fine and 1270 105 A medium-grained sand 779 ACADEMY DRIVE • SOLANA BEACH, CALIEORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical March 10,2009 W.O. G-400123 Page 2 The driveway approach was completed prior to our subgrade testing The driveway subgrade was scarified to a depth of approximately 12 inches, moistened to near optimum moisture content and compacted Compaction was accomplished with a smooth drum roller Compaction behind the geognd reinforced walls along the west and east sides of the driveway was accomplished with hand operated compaction equipment The fill utilized in the wall backfill and the driveway subgrade soils are composed of fine and medium-grained sand with a potential expansion in the very low range CONCLUSIONS 1) Selective testing suggests the geognd reinforced backfill was compacted to a minimum of 90 percent of the laboratory maximum dry density 2) Selective testing suggests the driveway subgrade was compacted to a minimum of 95 percent of the laboratory maximum dry density 3) The driveway pavement section remains valid, as recommended in our Rough Grading Report, dated August 23, 2007 Coast Geotechnical March 10, 2009 W.O. G-400123 Page 3 If you have any questions regarding this report, please contact our office Reference to our Job No P-400123 will help expedite a response to your inquiry Respectfully submitted, COAST GEOTECHNie^fi^tit c t ^ ^ \**--$* 2109Stp 5/2-\/-iQ CERTiF.'tD Mark Burwell, C E G^\ ENGINEERING Engineering Geologist^ GEOLOCIST Vithaya Singhanet, Geotechnical Engineers Enclosures Table I Portion of Grading Plan Coast Geotechnical March 10,2009 W.O. G-400123 Page 4 REFERENCES 1) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Eleven (11) Unit Condominium 236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated February 4, 2004 2) GEOTECHNICAL REVIEW OF PROPOSED DEVELOPMENT Eight (8) Single Family Residences 236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated April 4, 2005 3) SUPPLEMENTAL GEOTECHNICAL INVESTIGATION Proposed Eleven (11) Unit Condominium 236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated September 28, 2005 4) REVISED FOUNDATION DESIGN PARAMETERS Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated January 11,2006 5) FOUNDATION PLAN REVIEW - PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated February 16, 2006 Coast Geotechnical March 10, 2009 W.O. G-400123 PageS 6) GEOTECHNICAL UPDATE LETTER - PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated February 16, 2006 7) GRADING PLAN REVIEW Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated February 27, 2006 8) UPDATED FOUNDATION PLAN REVIEW - PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated November 22, 2006 9) REVISION NO 2 UPDATED FOUNDATION PLAN REVIEW PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated May 31,2007 10) REVISED FOUNDATION PLAN REVIEW PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated August 21,2007 Coast Geotechnical March 10,2009 W.O. G-400123 Page 6 11) ROUGH GRADING REPORT PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated August 23, 2007 12) NOTICE OF FOOTING EXCAVATION OBSERVATION PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated September 12, 2007 13) NOTICE OF FOOTING EXCAVATION OBSERVATION PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated October 30, 2007 14) NOTICE OF FOOTING EXCAVATION OBSERVATION PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated November 6, 2007 15) NOTICE OF FOOTING EXCAVATION OBSERVATION PLAN CHECK NO 06-0163 Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated October 30, 2007 Coast Geotechnical March 10,2009 W.O. G-400123 Page? 16) NOTICE OF FOOTING EXCAVATION OBSERVATION PLAN CHECK NO 06-0163 Western Staircase Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated April 3, 2008 17) FIELD MEMO Backfill Under Slab Extensions Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated July 7, 2008 18) NOTICE OF FOOTING EXCAVATION OBSERVATION PLAN CHECK NO 06-0163 Western Driveway Wall Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated November 12, 2008 19) NOTICE OF FOOTING EXCAVATION OBSERVATION Eastern Driveway Wall Crescent Del Sol Estates 234/236 Date Avenue Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2009 ENCLOSURES FIELD TEST RESULTS TABLE I Field Dry Density and Moisture Content Date Test Test No Location Approx. Moisture Dry Relative Height Content Density % Soil Of Fill _% (pcf) Compaction Type 12/09/08 1/19/09 1/19/09 3/06/09 3/06/09 3/06/09 1W 2W 3W 1SG 2SG 3SG W WALL E . WALL E. WALL DRIVEWAY DRIVEWAY DRIVEWAY + 2 0' + 2 O1 + 2 O1 S.G S G S G 10 9 10 9 9 9 1' 7' 0 .1 5 0 118 113 113 122 122 121 .3 9 7 .0 .2 2 93 90 90 96 96 95 A A A A A A G-400123 i-Q JQd SO J, V ~ SPTT+l 976 234 DATEAVNT DEL SOL 1600SF RET.0