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150 CHINQUAPIN AVE; ; CB032478; Permit
05 06 2004 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad CA 92008 Residential Permit Permit No CB032478 Building Inspection Request Line (760) 602 2725 150 CHINQUAPIN AV CBAD RESDNTL 2060131700 $263 748 00 Sub Type SFD Lot# 4 Construction Type NEW Reference # 1 Structure Type SFD 4 Bathrooms 4 CHINQUIAPIN LOTS NEW SFD 2928 SF HAB 432 GAR 63 PAT 85DCK PLN B Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# PlanCh<g£ ISSUED 09/08/2003 SB 05/06/2004 05/06/2004 Applicant LANDFALL CONSTRUCTION INC #360 5333 MISSION CENTER RD SAN DIEGO CA92108 6192994855 Owner PACIFIC LAND CONCEPTS INC 5333 MISSION CENTER RD #360 SAN DI EGO CA 92108 CGF 199 Building Permit Add I Building Permit Fee Plan Check Add I Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add I Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add I Pot Water Con Fee Reel Water Con Fee $1 051 68 Meter Size $0 00 Add I Reel Water Con Fee $683 59 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $26 37 PFF $0 00 PFF (CFD Fund) $0 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $2 400 00 Housing InLieu Fee D5/8 Housing Credit Fee $599 00 Master Drainage Fee $0 00 Sewer Fee Additional Fees TOTAL PERMIT FEES $000 $14000 $2 004 00 $000 $4 800 21 $4 430 97 $000 $000 $460 60 $51940 $000 $21700 $6000 $91 50 $2 925 00 $000 $000 $646 30 $927 00 $000 $21 982 62 Total Fees $21 982 62 Total Payments To Date $683 59 Balance Due $21 299 03 Inspector FINAL 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 fees/exactions You have 90 days from the date this permit 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 1. PROJECT INFlRMATION FOR OFFICE USE ONLY PLAN CHECK EST. VAL. _ Plan Ck. Deposit Validated Date ^ 3657 09/08/03 0002 01 02 GBPAddress Imclude Bldg/Suite fj Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No. Phase No. f V-AITYT! lii Total # of units Assessor's Parcel # CONTACT PERSON (if different from applicant) Existing Use lks\eU«ncjL. ' SO. 'ropqsed Use # of Bedrooms of Bathrooms <&P City O (St Owner D Agent for Owner Name Address 3. APPLICANT Q Contractor D Agent for Contractor 5-333 rrtissi State/Zip Telephone #Fax # Name 4, PROPERTY OWNER Address CityO State/Zip ~ Telephone Name ' " Address City O State/Zip Telephone # 5. CONTRACTOR - COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, 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 7000 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 applicant to a civil penalty of not more than five hundred dollars I$500]). £> P>ll)«Jl #1OO City <*-> State/Zip Telephone # City Business License #3&l'J l(o [ ST7 J ^. . _.•!*. _ X si~. Designer Name Address ' City O State/Zip Telephone State License # {__ (£^>(j?C!> 6, WORKERS'COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I 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. *0^ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: , \ Insurance Company SqtXT^ V-QU'vA. Policy No. ff/27l3CJ ~2£)C>3 Expiration Date 1^/7^1 /O3 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) PI CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure^orkers' compensation coverage is unlawful, and shall subject an employer to criminal penalties ami civil fines up to one hundred thousand dollars ($100,O^QT in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor/c'ode, Jmerest and attorney's fees. SIGNATURE Si —' ~~"L ^ i^fP&flt-^ <^O A/fj/ltlCrfOAJ DATE j /ft / 0 ^ 1. OWNER-^H4tC^erfCLARATION ^ / 1 hereby affirm thaJdLawffxempt from the Contractor's License Law for the following reason: [3 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the 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 his 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). D I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (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 contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). l~l 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~3 YES flNO 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 number / 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 number / 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 number / type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? [D YES D NO /Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O YES CD NO ' Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8, CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME (^fAUV. (^rt^^- *\-ToU!>t- LENDER'S ADDRESS 9. APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, 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 for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the-brjjfding Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenc6o^/ithin 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenceo/fc/a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit #: Project Name: .Address: Contact Person: Sewer Dist: Inspected Bv: •£?£ Inspected Bv: Inspected Bv: Comments: CB032478 CHINQUIAPIN LOTS NEW SFD 2928 SF HAB 432 GAR 63 PAT 85DCK PLN B 150 CHINQUAPIN AV Phone: CA Water Dist: CA Date ; Inspected: /£_/£,fe,^ Date Inspected: Date Inspected: Date: Permit Type: Sub Type: Lot: 4 , Approved: C^" Approved: Approved: 12/06/2004, RESDNTL SFD Disapproved: Disapproved: Disapproved: f ^ City of Carlsbad Bldg Inspection Request For: 12/07/2004 Permit* CB032478 ( Title: CHINQUIAPIN LOTS NEW SFD 2928 Description: SF HAB 432 GAR 63 PAT 85DCK PLN B Inspector Assignment: PY 150 CHINQUAPIN AV Lot 4 Type:RESDNTL Sub Type: SFD Job Address: Suite: Location: OWNER PACIFIC LAND CONCEPTS INC Owner: Remarks: Phone: 6199549784 Inspector: Total Time:Requested By: ERIC Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Associated PCRs/CVs PCR04152 ISSUED CHINQIAPIN LOTS TRUSS REV; Inspection History Date Description Act 12/02/2004 89 Final Combo CO 10/13/2004 17 Interior Lath/Drywall AP 10/13/2004 18 Exterior Lath/Drywall AP 10/05/2004 16 Insulation AP -• 09/30/2004 84 Rough Combo AP 09/29/2004 32 Const. Service/Agricultural AP PY 09/29/2004 84 Rough Combo NR PY 09/22/2004 83 Roof Sheathing/Ext Shear AP PY 08/26/2004 15 Roof/Reroof CO PY 08/25/2004 13 Shear Panels/HD's CA PY 08/24/2004 13 Shear Panels/HD's NR PY 08/24/2004 15 Roof/Reroof CO PY 08/05/2004 14 Frame/Steel/Bolting/Welding WC PY 06/29/2004 81 Underground Combo AP RB 06/16/2004 22 Sewer/Water Service AP RB 06/14/2004 21 Underground/Under Floor AP PY Insp Comments PY SEE NOTICE ATTACHED PC PC PY PY CHECK CORRECTION @ INSULATION TSPB need approved truss calcs need approved truss calcs City of Carlsbad Bldg Inspection Request For: 12/02/2004 Permit* CB032478 Title: CHINQUIAPIN LOTS NEW SFD 2928 Description: SF HAB 432 GAR 63 PAT 85DCK PLN B Inspector Assignment: PY 150 CHINQUAPIN AV Lot 4 Type:RESDNTL Sub Type: SFD Job Address: Suite: Location: OWNER PACIFIC LAND CONCEPTS INC Owner: Remarks: Phone: 6199549784 Inspector: Total Time:Requested By: ERIC Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Associated PCRs/CVs PCR04152 ISSUED CHINQIAPIN LOTS TRUSS REV; Inspection History Date Description Act Insp 10/13/2004 17 Interior Lath/Drywall AP PC 10/13/2004 18 Exterior Lath/Drywall , AP PC 10/05/2004 16 Insulation AP PY 09/30/2004 84 Rough Combo AP PY 09/29/2004 32 Const. Service/Agricultural AP PY 09/29/2004 84 Rough Combo NR PY 09/22/2004 83 Roof Sheathing/Ext Shear AP PY 08/26/2004 15 Roof/Reroof CO PY 08/25/2004 13 Shear Panels/HD's CA PY 08/24/2004 13 Shear Panels/HD's NR PY 08/24/2004 15 Roof/Reroof CO PY 08/05/2004 14 Frame/Steel/Bolting/Welding WC PY 06/29/2004 81 Underground Combo AP RB 06/16/2004 22 Sewer/Water Service AP RB 06/14/2004 21 Underground/Under Floor AP PY Comments CHECK CORRECTION @ INSULATION TSPB need approved truss calcs need approved truss calcs N.x TJ r- om O > TJ O H ^ >. ™ N B Q ^>i h X^ 5 m OD o F3 iso >m 30 3D II >, 05 2 O Cm #33.^7% THIS 1$ TO CERTIFY THAT INSULATION HAS BEEN INSTALL 80 IN CONFORMAHCi WITH THE CURRENT ENERGY REGULATIONS, CALIFORNIA ADMINISTRATIVE CODE TITLE 24, STATE OP CALIFORNIA, IN THE BUILDING LOCATED AT 88TE ADDRESS. Lots 3 and 4 CHINQUAPIN CARLSBAD LOT IN LRATIQN. MANUFACTURER cm WR GRACE CEILING / BLOW. MANUFACTURER THICKNESS GREENFIBER N/A / BATTS. MANUFACTURER THiCKNESS RVALUE KNAUF CEIUNGS. BATTtt. MANUFACTURER THICKNESS MANUFACTURER THSCKNESS MANUFACTURER THICKNESS KNAUF RVALUE KNAUF R-VALUE GENERAL CONTRACTOR KEYSTONE COMMUNITIES CA STATi N/A 10" 35" R VALUE KNAUF R VALUE R-30 R13 R13 R 13 LIC # TITLE DATE INSULATION CONTRACTOR WSTSRN INSULATION, LP LIC 7944M TITLE AutortamAsjerit DATE 12/1/2004 OallWogvl TGTOL P El 09/29/2004 11:20 JAMAR ELECTRIC INC6192830235 CITY OF CARLSBAD RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1999 NEC) TUB CARP MUST BE 1'IU.ED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTOR PAGE APDRESSS /5"0 CHINQUAPIN AVENUl-J OWNER KEYSTONE COMMUNITIES CONTRACTOR JAMAR ELECTRIC PANEL 200 LOCATION SPA TUB FAMILY MEDIA BATH OFCI MASTER CLOSET WASHER MICROWAE DINE APPLIANCE KITCHEN APPL KITCHEN APPL FAU#1 FAU K DRYER OVEN AC#I AC 42 MAIN; BUS; SERVICE 6NTRANC5 OR FEED M SUB; NO. Ci INSULATION: m CONDUIT SIZE: .2" SERVICE GROUND 30N.D; A> ST7E; NO, 4 C) CLAMP LOCATIONS: UFER WATER PIPE GROUND ROD GAS PIPE CFCI LOCATIONS 210-8. 6*0-70 BATHROOM GARAGE OUTDOOR CRT 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 200 200 PHONE 619-299-4855 PHONF. 619-2S3-0205 10K. A.I.C BRK SOT. 20 20 20 20 20 20 15 •15 15 15 15 3.0 40 50 50 AMP I AMP W1RL SIZE ,2 12 12 12 12 12 14 14 14 14 14 10 10 » 8 6 6 6 6 TYPE C C C C c c c c c c c c c c c c c c c MISC 1 1 1 I.TO PERMIT* CB032478 CENSUS TRACTS 2928 AREA IN SQ. FT. 2866 PLAN 1 120/240 VOLTS 1 A 3 WIRE RKC 1 2 6 1 1 1 4 4 6 1 I WE>o- ER CONDUCTORS: TYPE [ |cu [ ]AL [ x |gj | JAL X X X X X 250-81 7.50-XO 25045 X X KITCHEN HYDRO TUB LAUNDRY. REC 2 7 1 ! 1 6 4 i 4 10 ID s LTG 1 9 9 14 11 7 13 2 4 2 1 MISC 6 WIKb SIM; 14 14 H 14 14 14 14 14 !4 14 14 14 14 14 14 14 14 TYPE C c c c c c c: c t: C c c c c c c c BRK SIZE 15 15 15 15 15 1? 15 15 15 15 13 IS 15 15 15 15 15 CRT 2 4 6 S 10 12 14 16 IS 20 22 24 26 2S 30 32 34 36 38 40 42 COMPUTER LOAD 1 5f BRANCH CIRCUITS REQUIRED; Al LIGHTING CIRCUITS B) TWO SMALL APPLIANCE CIRCUITS ci LAUNWV CIKIJICT 0) CENTRAL HEATING EQUIPMENT REMARK. .IOITING CIRCUITS IMA I.2/2.1SUBJ&M .ARE.I •L CCD LOCATION SMOKR DIET AUDIO/ALARM OARAGE DISHWASHER DISPOSAL. PDR. AH i.i,, GARAGE L1V. ENTKY. D1NF. MASTER BATH BALCONY. BATH 2. 3 HAM, .STAIR. DESK WINE COOLER KITCHEN LIGHTS ION. l-AMIl-Y MASTER BFil) AhCl BED 2, 3AFC1 Bril)4 AK:i AMPS 220-3(h), 4(d) 220-4 k 220-4 c 42J.7 MSTALL ED IN THK SUB PANIil. WHU-i.COPVP.V. certify th.ll nil moiullvnii IIO«« 'XCn \onmt In nccnrdancc with mrnuFBCltiroi's JMtnicrom und thftt IVJi wt>rl< Ali.TA/n nnthix circuit ;nn1 raprcncnLi ihc Tull CKloitt ofllw wfr* {ierrnrned under this permit. OWNER i JAMAR ELECTRIC SlONBO /H"''-I , /$'i'»6 LOAD CALCULATIONS Keystone Communities Chinquapin PLAN #1; 2866 SQUARE F£iT AT 3 WATS 3 APPLIANCE CIRCUITS T LAUNDRY CIRCUIT 1 OVEN CIRCUIT 1 DR/ER CIRCUIT 1 GARBAGE DISPOSAL CIRCUIT J DISHWASHER CIRCUIT 1 MICROWAVE CIRCUIT SUBTOTAL FIRST 10 KW OF ABOVE @ 100% REST KW@40% 2 - 4 TON NC @ 100% TOTAL DEMAND 240 VOLTS 8,596 4.500 1,500 7.20G 5.000 750 1.200 1.SQC WATTS WATTS WATTS WATTS WATFS WATTS WATTS 30,248 WATTS 10,000 WATFS 8,096 WATfS 20,000 WAITS 38,099 159 WATTS' AMPS Jun 28 04 01:17p LSCI 76.07442517 p.l f Land Surveying Consultants? Inc SURVEYING LAND PLANNING CONSTRUCTION GPS June 28, 2004 JN 958 CITY OF CARLSBAD Carlsbad CA Subject: Form Certification *»^r"^*^r A 9 Reference: Lots 3 and 4 Map No. (747 J S* Chinquapin- A venue APN 206-013-16, 17 Land Surveying Consultants, Inc. has field verified the horizontal and vertical location of the forms for the referenced lots. We have found that the horizontal and vertical locations are within acceptable tolerance of the setbacks and elevations shown on the approved plans. Should you have any questions please do not hesitate to call the undersigned. Sincerely, onsultants, Inc. DaieK. Brewer, LS 5653 President 1075 Linda Vista Drive, Ste. G San Marcos, CA 92069 C7601744-XO! 4. Kay (7W\ 744-7.5 I 7 R-Mnil- kr.im-i^lsoiniv e*CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. PROJECT NAME: ADDRESS: _/ S O ESCONDIDO • TRACY • CORONA • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PAGE _ CTEJOB# REPORT i T~ ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: _£ PLAN FILE::V::L, •, BLDG. OTHER: ? ^ V 7 ^ INSPECTION ( )CONCRETE ( ) MASONRY ( ) P.T. CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT MEXP. ANCHOR ( )OTHER MATERIAL IDENTIFICATION CONC.MIX#/PSI GROUT MIX#/PSI MORTAR TYPE/PSI_ REBAR GRADE STR. STEEL H.S.BOLT MAS. BLOCK_ ELECTRODE () CONCRETE () MORTAR •() GROUT ( ) STRUCTURAL STEEL ( ) BOLTS MATERIAL SAMPLING ( ) FIREPROOFING () MASONRY BLOCK f ?2 ~&- ( )REBAR INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS QAA& - '£ ^U^Q- /yuu/rv^ ^ Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) CERTIFICATION NO: SIGNATURE 1 I " GEOTECHNICAL1 & CONSTRUCTION ENGENEERING TESTING & INSPECTION 2414 VINYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 EsGil Corporation In (Partners/tip -with government for (RuiCding Safety DATE 12/30/03 Q AP JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO O3 2478 SET II PROJECT ADDRESS 150 Chinquapin Avenue PROJECT NAME SFD/Garage/Deck/Covered Patio for Keystone Communities The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant s copy of the check list has been sent to X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person X] REMARKS On sheet A1 1 of city set note 2 x5 windows at retreat dining room and 2 x4 at bath 2 to be tempered as noted in red on owners set (as all within 2 ft of a door) Per UBC interpretation the fixed portion of a glass slider is still considered door and any window within 2 ft must be tempered /l/vu^ By Ray Fuller Enclosures Esgil Corporation D GA D MB D EJ D PC 12/22/03 trnsmtldot 9320 Chesapeake Dnve Suite 208 * San Diego California 92123 ^ (858)560 1468 * Fax (858) 560 1576 EsGil Corporation In (Partnership with government for (Building Safety DATE 09/19/03 a A£guCANT a (JuRis^ JURISDICTION Carlsbad Q PLAN REVIEWER G FILE PLAN CHECK NO 03 2478 SET I PROJECT ADDRESS 150 Chinquapin Avenue PROJECT NAME SFD/Garage/Deck/Covered Patio for Keystone Communities The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X| The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant s copy of the check list has been sent to Keystone Communities 5333 Mission Center Road Suite 360m San Diego Ca 92108 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Don Williamson (w M) Telephone # (619)299-4855 Ext 312 Date contacted 9/^/03 (by lp-) Fax # (619)299-4845 Mail'—'Telephoned Fax^ In Person REMARKS By Ray Fuller Enclosures Esgil Corporation D GA D MB D EJ D PC 09/11/03 trnsmtldot 9320 Chesapeake Drive Suite 208 * San Diego California 92123 + (858)560 1468 + Fax (858) 560 1V76 Carlsbad 03-2478 O9/19/03 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O3-2478 JURISDICTION Carlsbad PROJECT ADDRESS 150 Chinquapin Avenue FLOOR AREA STORIES 2 Dwelling 2928 Garage 432 HEIGHT 26 ft per UBC Decks 85 Covered Porch 20 REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION 09/08/03 ESGIL CORPORATION 09/11/03 DATE INITIAL PLAN REVIEW PLAN REVIEWER Ray Fuller COMPLETED 09/19/03 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code Uniform Plumbing Code Uniform Mechanical Code National Electrical Code and state laws regulating energy conservation noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department Engineering Department Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24) which adopts the following model codes 1997 UBC 2000 UPC 2000 UMC and 1999 NEC (all effective 11/1/02) The above regulations apply to residential construction regardless of the code editions adopted by ordinance The following items listed need clarification modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3 1997 Uniform Building Code the approval of the plans does not permit the violation of any state county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e. plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad 03-2478 O9/19/03 • PLANS • Please make all corrections on the original tracings as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department 1635 Faraday Ave Carlsbad CA 92009 (760) 602- 2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation 9320 Chesapeake Drive Suite 208 San Diego CA 92123 (858)560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning Engineering and Fire Departments until review by EsGil Corporation is complete 1 Final sets of plans and any new calculations to be stamped and signed by engineer and /or architect of record also 2 No structural calculations were provided with this project Please provide these calculations with next submittal so structural portion of this plan check can be completed 3 Truss numbers to be on the plans or truss layouts to be stamp/signed by truss engineer and review stamps placed on layouts by engineer of record reflecting that bearing points point loads and axial loads have been reviewed for compliance with plans 4 Post tension plans to have review stamps placed on them by engineer of record reflecting that plans have been reviewed for placement of hardware and line and point loads have been reviewed 5 The soils report provided has indicated that an addendum report is to be provided to verify results from soluble sulfate and corrosion testing Please provide this report If report recommends corrosion engineer be consulted then please provide this report and verify any recommendations made are incorporated into the plans 6 Please clarify special inspection requirements listed on sheet SP1 The list needs to include post tension placement and stressing and item 1 4 is noting the f c to be greater than 2500 per the post tension calculations The calculations are stating 2500 psi This needs to be resolved to prevent potential inspection problems in the field Carlsbad O3 2478 09/19/03 7 Could not locate where post tension calculations included parameters given by soils report i e on page 14 8 All bedroom branch circuits now require arc fault protection Note clearly on the plans that Bedroom branch circuits will be arc fault circuit protected NEC Art 210-12(b) 9 Recheck outlet spacing See kitchen counter for example where spacing exceeds 4 ft at inside corner 10 Please recheck plans for required tempered locations See tub/shower locations i e bath 2 and 3 See windows within 2 ft of interior/exterior doors i e dining room windows retreat windows bedroom 3 and all three windows at bath 2/lav area 11 Could not determine how 6x6 beam is to be supported at corner of bedroom 2 area where butted glass meets Is 6 x 10 deck beam to be strap to wall to resist lateral loads at left rear corner'? 12 Could not locate where ICBO/NER listing numbers were provided for roof tile 13 Plans to clearly reflect location of required fluorescent lighting in the bathrooms 14 Mislabeled keynote 9 on sheet A1-5 and could not locate on structural drawings where hanger size was noted 15 Provide Strong Wall details and reference to the plans Show deepen footings for minimum 25 embedment required for the SSTB28 s with additional 3 clearance required below the bolts 16 Post tension plan to reflect elevation differences i e reference detail 7/PTD to all applicable locations 17 Could not locate where type of hold down bolt was noted for HDC10 (should add to list for detail 2/SP3) 18 All truss to truss connections to be specified on either plans or truss calculations 19 Reference all details to all applicable places on the plans and cross out or delete those that do not apply 20 Show the location of the two FAU s and condensers Carlsbad 03-2478 09/19/03 • CITY OF CARLSBAD REQUIREMENTS 21 Nails for shear transfer connection (using A35's, etc) may not be driven parallel to the flanges of TJI's (i e along the sides) per city policy unless specific written approval from Trus-Joist Macmillan is first obtained Details or notes on the plans should make this clear Should note area in bold on the plans even though it appears most of the details are in compliance 22 New residential units must be pre-plumbed for future solar water heating Note two roof jacks must be installed1 where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) 23 Note 'two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) 24 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) • To speed up the review process note on this list (or a copy) where each correction item has been addressed le plan sheet note or detail number calculation page etc • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes please briefly describe them and where they are located in the plans • Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive Suite 208 San Diego California 92123 telephone number of 858/560-1468 to perform the plan review for your project If you have any questions regarding these plan review items please contact Ray Fuller at Esgil Corporation Thank you Carlsbad 03 2478 O9/19/O3 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 032478 Job Address or Legal Descnption 150 Chinquapin Avenue *-CJ' * You are hereby notified that m addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego Los Angeles or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authonzed to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authonzed to accept alternate materials structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) NOV-24-2003 MON 10 02 AN CITY OF CARSLBAD FAX NO 760 602 8558 P 03 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION ISft 4 PLAN CHECK NUMBER. 03-2^*7^ OWNER'S NAME ^XCA C"l C 1 One*. Conr tpfo I, as the owner or agent 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 the Uniform Building Code (UBC) Section 1701 1 for the construction project located the site, teted above UBC Section 106 3 5 Signed< I, as the arcTutert/engineer of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above -»Architect's/Engineer's Seal and Signature required Signed 1 List of work requiring special inspection D Soils Compliance Prior to Foundation Inspection D D a n B C 3 A B C Structural Concrete over 2500 PSI Prestressed Concrete Structural Masonry Designer Specified n D n a Field Welding High Strength Bolting Expansion/Epoxy Anchors Sprayed-On Fireproofing Other 2 Name(s) of individual(s) or firm(s) responsible for the special inspection listed above A Duties of the special inspectors for the work listed above Special Inspectors shall check in with the City and present their credentials for approval pnor |q beginning work on the job site //04/20B3 12 29 619-299-4845 nun iu u^ en GUY Uh (/ARSLBAD KEYSTONE COMMUNITIES FAX HO 760 602 8558 PAGE 02/02 P 03 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION Jsn *> Ig2- T) PLA1V CHECK NUMBER OWNER'S 1 L as the owner or agent 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 the Uniform Building Code (UBC) Section 1701 I for the construction project located^ tjxe/itj&kpted above UBC Section 106 3 5 Signed I, as the architect/engineer of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction projecUcjatedjjj^the site hsted above >^^PROF^ a^RcT^ -»Architect's/Engineer's Seal and Signature Signed 1 D D D 2 A B C 3 A B C List of work requiring special mspection Soils Compliance Prior to Foundation Inspection D Structural Concrete over 2500 PSI P Prestressed Concrete D Structural Masonry Designer Specified P Field Welding High Strength Bolhng Hxpansion/Epoxy Anchors Sprayed-On Firepnoofing Other Name(s) of individuals) or firm(s) responsible for the Special inspection listed above Duties of the special inspectors for the work listed above Special Inspectors sjull chick in vrttj] the C«v and present their credential for approval ancr to bcjmmps w«ffc on thtjob sue Carlsbad O3 2478 09/19/03 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O3 2478 PREPARED BY Ray Fuller DATE O9/19/O3 BUILDING ADDRESS 150 Chinquapin Avenue BUILDING OCCUPANCY R3 Ul TYPE OF CONSTRUCTION VN BUILDING PORTION Dwelling Garage Decks Porch Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 2928 432 85 20 CB Valuation Multiplier Per City Est By Ordinance Reg Mod VALUE ($) 263 748 263,748 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review _T1 Repetitive Fee Repeats Complete Review D Other i—I Hourly Structural Only Hour* Esgil Plan Review Fee $1,051 68 $883 59 $588 94 Comments Sheet 1 of 1 macvaluf doc 9//7/A BUILDING PLANCHECK CHECKLIST DATE _ BUILDING A6DRE%S PROJECT DESCRIPTION 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 suspension of permit to build A Right of Way permit is required prior to construction of the following improvements DENIAL Please seel the^ attached report of deficiencies marked withjET Make necessary corrections to plans or specifiratiVis for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date Date FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right of Way Permit Application Right of Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name JOANNE JUCHNIEWICZ City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602 2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract A4 H \WORD\DOCS\CHKLST\B IB ng PI ch ck Cklst F rm (G )do SITE PLAN BUILDING PLANCHECK CHECKLIST roperty Lines 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow F Right-of-Way Width & Adjacent Streets B_ Existing & Proposed Structures /tp Driveway <Aji<^V-\s Existing Street Improyementsx^tf Existing or proposed sewer lateral Existing or proposed water service J Existing or proposed irrigation service 2 Show on site plan Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building B Existing & Proposed Slopes and Topography C Size type location alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service however second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways per standards 3 Include on title sheet ite address ssessor s Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects include total building square footage with the square footage for each different use existing sewer permits showing square footage of different uses (manufacturing warehouse office etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION H \WORD\DOCS\CHKLST\B IWing Plancheck Cklst F rm (Gemnc) doc BUILDING PLANCHECK CHECKLIST ETIONARY APPROVAL COMPLIANCE Project does not comply with the following Engineering Conditions of approval for Project No D D D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS Q D 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000 pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz x ^^ plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS D D D 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75,000 pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows - Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the H WVORD\DOCS\CHKLST\B lid ng PI ncheck CMS) Form (RIDDLE HARVEY 7 12 00) d BUILDING PLANCHECK CHECKLIST 1ST 2N ,RD D D D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed notarized and approved by the City prior to issuance of a Building permit n n n D D Future public improvements required as follows 6c Enclosed please find your Future Improvement Agreement agreement signed and notarized to the Engineering Department Please return Future Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS e conditions that invoke the need for a grading permit are found in Section 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut fill import export) 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit n n n Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) H \WORD\DOCS\CHKLST\B ik) ng PI ncheck Ckl I f m\ (Q er 7 14 00) d BUILDING PLANCHECK CHECKLIST 1ST ND RD D D D nan D D D D D D 7d No Grading Permit required 7e If grading is not required write No Grading on plot plan MISCELLANEOUS PERMITS 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 Types of work include but are not limited to street improvements tree trimming driveway construction tying into public storm drain sewer and water utilities Y4?ermit required for <p>°OTtW INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area you need to contact the Carlsbad Municipal Water District located at 5950 El Cammo Real Carlsbad CA 92008 District personnel can provide forms and assistance and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438 2722 extension 7153 for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the Citys requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit whichever occurs first 11 SKRequired fees are attached ' Q No fees required WATER METER REVIEW 12a Domestic (potable) Use ' Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized for the life of the meter the City will not accurately bill the owner for the water used • All single family dwelling units received standard 1 service with 5/8 service HWVORDU3OCS\CHKLST\BuikJnflPla check Cklsl F rm (Gen ric)d c 1ST JND jRD n a 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the standard then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided check against the meter sizing schedule to verify the anticipated meter size for the unit • Maximum service and meter size is a 2 service with a 2 meter • If a developer is proposing a meter greater than 2 suggest the installation of multiple 2 services as needed to provide the dnticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998) check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so at the water meter station the demand in gpm may be listed there Irrigation services are listed with a circled I and potable water is typically a circled W The irrigation service should look like STA 1+00 Install 2 service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course) then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically Larry Black has already reviewed this if landscape plans have been prepared but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest farthest away from vake • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\OOCS\CHKLST\B IdngPla check CklstF rm(G nenc)d 1ST •>ND 3RD BUILDING PLANCHECK CHECKLIST ! service boundary the City intends on switching these irrigation services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water then they should be connecting to this line to irrigate slopes within the development For subdivisions this should have been identified and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However if they front a street which the recycled water is there but is not live (sometimes they are charged with potable water until recycled water is available) then the applicant must pay the San Diego Water Capacity Charge If within three years the recycled water line is charged with recycled water by CMWD then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) foi a refund However let the applicant know that we cannot guarantee the refund and they must deal with the SDCWA for this 13 Additional Comments H \WORD\OOCS\CHKLST\B ikjing Planctieck Ckl IF cm (Generic) d COMMENTS In the title report the two private access easements descnbed under Parcel B and C of Schedule A does not specify which property Al (Lot 3) or A2 (Lot 4) the easement benefits Because this information was not included under the descnption in the title report but was included in the grant deed either have the title officer clanfy the beneficiary within the report or record a new easement which provides the clanfication the title officer needs In addition the dnveway servicing Lot 4 crosses over the easement boundary \ tL&A urnl'-s granted over Lot 5 for the benefit of Lot 4 Either record a new access _r\ _ * „.—-="-"°"* ^"^'"""-^orates the entire dnveway including that portion shared with dnveway completely within the easement boundanes granted the grant deed The dnveway serving Lot 3 also extends the boundary of its access easement This discrepancy must be addressed Clanfy the boundary of the easement over Lot 5 for the benefit of Lot 4 by directing a leader to each boundary line and reference the recorded easement doc number 4) If a new access easement cannot be obtained to support the current proposed O < 2, design need to remove the notes on the plans that refer to relocation of existing V street light and removed of driveway & reconstruct sidewalk curb & gutter covenant of easement will need to be recorded over Lot 4 for the benefit of Lot 3 for cross lot drainage Written approval from SDG&E to encroach into their 12 foot wide easement will be required Wttflff\V According to the preliminary geotechmcal report it appears that a formal grading plan may need to be processed through the Engineering Department to obtain a grading permit (refer to attached copy of requirements for a grading permit in the Coastal Zone) Need to address all recommendations presented in the report on the civil site plan Show all areas of excavation (including overexcavation and recompaction) depth of cut and fill and quantity of dirt to be moved (in cubic yards) Also provide profiles of all areas of proposed grading An encroachment agreement will need to be processed for the pnvate storm dram to connect into public storm drain within City nght of-way Complete and return Storm Water Requirements Applicability Checklist on page 30 of the enclosed Standard Urban Storm Water Mitigation Plan ^WU- City of Carlsbad Ruhiic Wo rks — Engineering COASTAL GRADING YOU MAY NEED A GRADING PERMIT IF YOU MEET ANY OF THE FOLLOWING CRITERIA 1 Cut or proposed fill exceeding 100 cubic yards per each 8 000 square feet of graded area 2 Excavations exceeding four feet in vertical depth 3 Fill exceeding three feet in height 4 Fill placed on an existing slope which is steeper than five units horizontal to one vertical 5 Grading will affect existing drainage patterns 6 The toe of the fill is closer than three feet from the property line 7 Clearing and grubbing of previously undisturbed land or land not cultivated for five years for the purpose of conduction agricultural operations If you meet any of the above criteria you should contact the Engineering Department for further information Failure to do so could cause delays of three to five months on approval of the building permit A grading permit will not be issued unless all of the following have been done 1 All fees paid 2 Bonds or other securities for grading posted and a 10% cash deposit submitted and approved by City (City forms must be used or other arrangements made ahead of time) 3 Onginal mylar and three bluelmes of the approved grading plans signed by the City Engineer submitted 4 All other requirements of the grading ordinance City policies and Ciiy standards have been met 5 Projects located within the coastal zone must obtain a coastal development permit prior to grading permit issuance H \Development Services\COUNTER\MISC\COASTAL GRADING doc 02/20/2003 1635 Faraday Avenue • Carlsbad CA 92008 7314 • (760) 6O2 272O • FAX (760) 60 > 8562 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant Q/Calculation based on building plancheck plan submittal Address Bldg Permit No Prepared bv \V^S EDU CALCULATIONS ^>v~^CTvpes of Use j T Types of Use APT CALCULATIONS Tvpes of Use O t Types of Use FEES REQUIRED u «<TDate ,?//7/<B cSsSiF n / i List types and square footages for all uses ~K. Sa Ft /Units List types and o/QV-% Sa Ft /Units square footages for all uses So Ft /Units Sa Ft /Units !T Date &/<?&/ 0 Y I EDUs f EDUs ADTs / ADTs WITHIN CFD Q YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee)EM<0 PARK IN LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS TRAFFIC IMPACT FEE ADTs/UNITS X FEE/ADT =$_ pp BRIDGE AND THOROUGHFARE FEE I ADTs/UNITSi Rx jP4 FACILITIES MANAGEMENT FEE ^ UNIT/SQ FT J 5 SEWER FEE EDUs / rafiNEFIT AREA EDUs\ Jffe SEWER LATERAL ($2 500) 9^7 DRAINAGE FEES PLDA p ^ACRES ^ ID (DIST #1 DIST #2 X FEE/ADT ZONE // X FEE/SQ FT /UNIT X FEE/EDU 1&&S&r X FEE/EDU HIGH \S /LOW X FEE/AC £Y£^3 DIST #3 ) =$ C^f " *£$&&- =s <7 * ^^^S'&f=$ >^ f ^<t £**5 ^r r*t. ^}\s^w '^'^ /. %^ ^^^ 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION F \FEE CALCULATION WORKSHEET doc 1of2 Rev 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9 RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $ *NOTE This calculation sheet is NOT a complete list of all fees which may be due Dedications and Improvements may also be required with Building Permits 2 of 2 F \FEE CALCULATION WORKSHEET doc Rev 7/14/00 NOV 0 3 2003 CHICAGO TITLE COMPANY 925 B STREET SAN DIEGO CALIFORNIA 92101 (619)239-6081 Date NOVEMBER 3 2003 KEYSTONE COMMUNITIES ATTN DON WILLIAMSON 5333 MISSION CENTER RD #360 SAN DIEGO CA 92108 YourRef LOT 3/M1747 Order No 33040338 U50 CREATION DOCUMENT FOR APPURTENANT EASEMENT PARCELS We appreciate this opportunity to serve you Title Officer Tom Voter*/ Ken Cyr TITRAN1 10/28/95 M 1-22-O3 1 1 55AM LAND MOM I This quitclaim does not release any interest or estate SDG&E may have in the ibove- descnbed real property except the easements) specified IN WITNESS WHEREOF said San Diego Gas & Electric Company has caused this deed to be executed in its corporate name by its duly authorized agent this /*r4& cay of 2003 SAN DIEGO GAS & ELECTRIC COMPANY a California Corporation By_ Drawn Peacock Checked pv.v Sketch None Date 01 02 2003 Q C No 2003 003 R/WNo 1580(Part) JohnB Burton Land Management Manager Real Estate & Facilities State of California County of San Diego On -before me,.Connie P Peacock Notary Public (name, title of officer), personally appeared John B Burton. Only _2£_ personally known to me proved to me on the basis of satisfactory evidence to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same m his authorized capacity and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument WITNESS my hand and official seal Signature [SMstwexd\T18doc]81 Q645(S) Storm Water Standards \ \ 4/03/03 VI RESOURCES & REFERENCES APPENDIX A j i STORM WATER REQUIREMENTS APPLICABILITY CHECKLIS Complete Sections 1 and 2 of the following checklist to determine your projects permanent and construction storm water best management practices requirements This form must be completed and submitted with your permit application Section 1 Permanent Storm Water BMP Requirements If any answers to Part A are answered Yes your project is subject to the Prronty Project Permanent Storm Water BMP Requirements and Standard Permanent Storm Water BMP Requirements in Section 111 Permanent Storm Water BMP Selection Procedure in the Storm Water Standards manual If all answers to Part A are No and any answers to Part B are Yes your projecl is only subject to the Standard Pffrmf n^nt 3torm Water BMP Requirements If every question in Part A and B is answered No your project is exempt from permanent storm water requirements Part A Determine Priority Project Permanent Storm Water BMP Requirements Does the project meet the definition of one or more of the priority project categories7* 1 Detached residential development of 1 0 or more units 2 Attached residential development of 10 or more units 3 Commercial development greater than 1 00 000 square feet 4 Automotive repair shop 5 Restaurant 6 Steep hillside development greater than 5 000 square feet 7 Project (discharging to receiving waters within Environmentally Sensitive Areas 8 Parking lots greater than or equal to 5 000 ft"1 or with at least 15 parking spaces and potentially exposed to urban runoff 9 Streets roads highways and freeways which would create a new paved surface that is 5 000 square feet or greater Yes No >£y»>o X X >3 >J X> X * Refer to the definitions section in the Storm Water Standards for expanded definitions of the priority project categories Limited Exclusion Trenching and resurfacing work associated with utility projects are not considered priority projects Parking lots buildings and other structures associated with utility projects are priority projects if one or more of the criteria in Part A is met If all answers to Part A are No continue to PartB 30 tfi, Storm Water Standards 4/03/03 Part B Determine Standard Permanent Storm Water Requirements Does the project propose 1 New impervious areas such as rooftops roads parking lots driveways paths and sidewalks'? 2 New pervious landscape areas and irrigation systems7 3 Permanent structures within 1 00 feet of any natural water body7 4 Trash storage areas7 5 Liquid or solid material loading and unloading areas7 6 Vehicle or equipment fueling washing or maintenance areas7 7 Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (Except construction)7* 8 Commercial or industrial waste handling or storage excluding typical office or household waste7 9 Any grading or ground disturbance during construction7 10 Any new storm drains or alteration^ existing storm drams7 Yes Vf X X X No fc X-/*X X X *To find out if your project is required to obtain an individual General NPDES Permit for Storm Water Discharges Associated with Industrial Activities visit the State Water Resources Control Board web site at www swrcb ca gov/stormwtr/mdustrial html Section 2 Construction Storm Water BMP Requirements If the answer to question 1 of Part C is answered Yes your project is subject to Section IV Construction Storm Water BMP Performance Standards and must prepare a Storm Water Pollution Prevention Plan (SWPPP) If the answer to question 1 is No' but the answer to any of the remaining questions is Yes your project is subject to Section IV, Construction Storm Water BMP Performance Standards.., and^ must p repare a W ater P ollution C ontrol P Ian (WPCP) I f e very q uestion i n P art C~ls" answered No your project is exempt from any construction storm water BMP requirements If any of the answers to the questions in Part C are "Yes complete the construction site priontization in Part D below Part C Determine Construction Phase Storm Water Requirements Would the project meet any of these criteria during construction7 1 Is the project subject to California s statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities7 2 Does the project propose grading or soil disturbance7 3 Would storm water or urban runoff have the potential to contact any portion of the construction area including washing and staging areas7 4 Would the project use any construction materials that could negatively affect water quality if discharged from the site (such as paints solvents concrete and stucco)7 Yes X X X No X 31 Storm Water Standards 4/03/03 Part D Determine Construction Site Priority In accordance with the Municipal Permit each construction site with construction storm water BMP requirements must be designated with a priority high medium or low This pnoritization must be completed with this form noted on the plans and included in the SWPPP or WPCP Indicate the project s priority in one of the check boxes using the criteria below and existing and surrounding conditions of the project the type of activities necessary to complete the construction and any other extenuating circumstances that may pose a threat to water quality The City reserves the right to adjust the priority of the projects both before and during construction [Note The construction priority does NOT change construction BMP requirements that apply to projects all construction BMP requirements must be identified on a case-by-case basis The construction priority does affect the frequency of inspections that will be conducted by City staff See Section IV 1 for more details on construction EJMP requirements ] Q A) High Priority 1) Projects where the site is 50 acres or more and grading will occur during the rainy season 2) Projects 5 acres or more 3) Projects 5 acres or more within or dire ctly adjacent to or discharging directly to a coastal lagoon or other receiving water within an environmentally sensitive area Projects active or inactive adjacent or tributary to sensitive water bodies Q B) Medium Priority 1) Capital Improvement Projects where grading occurs however a Storm Water Pollution Prevention Plan (SWPPP) is not required under the State General Construction Permit (i e water and sewer replacement projects intersection and street re-alignments widening comfort stations etc ) 2) Permit projects in the public right-of-way where grading occurs such as installation of sidewalk substantial retaining walls curb and gutter for an entire street frontage etc however SWPPPs are not required 3) Permit projects on private property where grading permits are requned however Notice Of Intents (NOIs) and SWPPPs are not required Q C) Low Pnonty 1) Capital Projects where minimal to no grading occurs such as signal light and loop installations street light installations etc 2) Permit projects in the public right-of-way where minimal to no grading occurs such as pedestrian ramps driveway additions small retaining walls etc 3) Permit projects on private property where grading permits are not required such as small retaining walls single-family homes small tenant improvements etc 32 h/ve,^ Storm Water Standards U 4/03/03 VI RESOURCES & REFERENCES APPENDIX A STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST Complete Sections 1 and 2 of the following checklist to determine your projects permanent and construction storm water best management practices requirements This form must be completed and submitted with your permit application Section 1 Permanent Storm Water BMP Requirements If any answers to Part A are answered Yes your project is subject to the Priority Project Permanent Storm Water BMP Requirements and Standard Permanent Storm Water BMP Requirements in Section III Permanent Storm Water BMP Selection Procedure in the Storm Water Standards manual If all answers to Part A are No and any answers to Part B are Yes your project is only subject to the Standard Permanent Storm Water BMP Requirements If every question m Part A and B is answered No your project is exempt from permanent storm water requirements Part A Determine Priority Project Permanent Storm Water BMP Requirements Does the project meet the definition of one or more of the priority project categories'7* 1 Detached residential development of 10 or more units 2 Attached residential development of 10 or more units 3 Commercial development greater than 100 000 square feet 4 Automotive repair shop 5 Restaurant 6 Steep hillside development greater than 5 000 square feet 7 Project discharging to receiving waters within Environmentally Sensitive Areas 8 Parking lots greater than or equal to 5 000 fr* or with at least 15 parking spaces and potentially exposed to urban runoff 9 Streets roads highways and freeways which would create a new paved surface that is 5 000 square feet or greater Yes No ^\S* \s* u- u-~ U-" v^ \^ * Refer to the definitions section in the Storm Water Standards for expanded definitions of the priority project categories Limited Exclusion Trenching and resurfacing work associated with utility projects are not considered priority projects Parking lots buildings and other structures associated with utility projects are priority projects if one or more of the criteria in Part A is met If all answers to Part A are "No continue to PartB 30 Storm Water Standards 4/03/03 Part B Determine Standard Permanent Storm Water Requirements Does the project propose 1 New impervious areas such as rooftops roads parking lots driveways paths and sidewalks'? 2 New pervious landscape areas and irrigation systems7 3 Permanent structures within 1 00 feet of any natural water body? 4 Trash storage areas'? 5 Liquid or solid material loading and unloading areas'7 6 Vehicle or equipment fueling washing or maintenance areas9 7 Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (Except construction)9 8 Commercial or industrial waste handling or storage excluding typical office or household waste9 Q Any grading or ground disturbance during construction9 / u) pUiirv iFftc^pr n-t 7p*it l^uA 10 Any new storm drains or alteration to existing storm drams9 ^ J Yes i^- \s* b —i^- No j^,.- W- v-- \s~ U-- \^ *To find out if your project is required to obtain an individual General NPDES Permit for Storm Water Discharges Associated with Industrial Activities visit the State Water Resources Control Board web sile at www swrcb ca gov/stormwtr/mdustnal html Section 2 Construction Storm Water BMP Requirements If the answer to question 1 of Part C is answered Yes your project is subject to Section IV Construction Storm Water BMP Performance Standards and must prepare a Storm Water Pollution Prevention Plan (SWPPP) If the answer to question 1 is No but the answer to any of the remaining questions is Yes your project is subject to Section IV Construction Storm Water BMP Performance Standards cand must p repare a W ater P Dilution C ontrol P Ian (WPCP) I f e very q uestion i n P art C is answered No your project is exempt from any construction storm water BMP requirements If any of the answers to the questions in Part C are Yes complete the construction site pnontization in Part D below Part C Determine Construction Phase Storm Water Requirements Would the project meet any of these criteria during construction*7 1 Is the project subject to California s statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities9 2 Does the project propose grading or soil disturbance^O^m ta^A-pv.nJ- c?-p,wl<yi<j«*} 3 Would storm water or urban runoff have the potential To contact any portiofrof the <-) construction area including washing and staging areas9 4 Would the project use any construction materials that could negatively affect water quality if discharged from the site (such as paints solvents concrete and stucco)9 Yes t^- ^— - No \^ 31 Storm Water Standards 4/03/03 Part D Determine Construction Site Priority In accordance with the Municipal Permit each construction site with construction storm water BMP requirements must be designated with a priority high medium or low This pnontization must be completed with this form noted on the plans and included in the SWPPP or WPCP Indicate the project s priority in one of the check boxes using the criteria below and existing and surrounding conditions of the project the type of activities necessary to complete the construction and any other extenuating circumstances that may pose a threat to water quality The City reserves the right to adjust the priority of the projects both before and during construction [Note The construction priority does NOT change construction BMP requirements that apply to projects all construction BMP requirements must be identified on a case-by-case basis The construction priority does affect the frequency of inspections that will be conducted by City staff See Section IV 1 for more details on construction BMP requirements ] Q A) High Priority 1) Projects where the site is 50 acres or more and grading will occur during the rainy season 2) Projects 5 acres or more 3) Projects 5 acres or more within or directly adjacent to or discharging directly to a coastal lagoon or other receiving water within an environmentally sensitive area Projects active or inactive adjacent or tributary to sensitive water bodies Q[ B) Medium Priority 1) Capital Improvement Projects where grading occurs however a Storm Wcater Pollution Prevention Plan (SWPPP) is not required under the State General Construction Permit (i e water and sewer replacement projects intersection and street re-alignments widening comfort stations etc ) 2) Permit projects in the public right-of-way where grading occurs such as installation of sidewalk substantial retaining walls curb and gutter for an entire street frontage etc however SWPPPs are not required 3) Permit projects on private property where grading permits are required however Notice Of Intents (NOIs) and SWPPPs are not required C) Low Priority 1) Capital Projects where minimal to no grading occurs such as signal light and loop installations street light installations etc 2) Permit projects in the public right-of-way where minimal to no grading occurs such as pedestrian ramps driveway additions small retaining walls etc 3) Permit projects on private property where grading permits are not required such as small retaining walls single-family homes small tenant improvements etc 32 RECORDING REQUESTED BY WHEN RECORDED MAIL TO City Clerk CITY OF CARLSBAD 1200 Carlsbad Village Dr Carlsbad CA 92008 THE ORIGINAL OF THIS DOCUMENT m RECORDED ON 1UN 23, 2004 DOCUMENT NUHBER 2004-0586674 GREGORY I SMITH, COUNTY RECORDER SAN DIEGO COUNTY RECORDER S OFFICE TIHE 425 PH SPACE ABOVE THIS LINE FOR RECORDER'S USE ASSESSOR S PARCEL NO 206-013-16 206-013-17 PR03-118PROJECT NO &NAME CHINQUAPIN LOTS (CB032478 & CB032479) COVENANT FOR EASEMENT (Government Code Article 2 7 commencing with Section 65870 of Chapter 4 of Division 1 of Title 7 Carlsbad Municipal Code Section 20 04 140) Pacific Land Concepts Inc , A California corporation hereinafter referred to as Owner" creates a covenant for easement for the purpose stated hereon over across and upon the real property described in Exhibit A for the benefit of the property referred to in Exhibit' B This covenant for easement may be released only according to the procedures established by law if it is determined by the City that the covenant is no longer needed to achieve the land use goals N of the City This covenant for easement is required by a condition of approval for building permits numbers CB 032478 and CB 032479 issued by the City of Carlsbad for development located on real property described in Exhibits A' and B The property burdened by this covenant for easement is described as follows See Exhibit A attached hereto and made a part hereof Exhibit C is provided for clarity only The property benefited by this covenant for easement is described as follows H /Development Servces/Masters/Deeds Grant Deeds Easements/Covenant for Easement Rev 4/28/97 See Exhibit B attached hereto and made a part hereof Exhibit C is provided for clarity only This covenant for easement provides for drainage over across and upon the burdened property for the benefit of the property benefited and shall be enforceable by the City and the Owner of the property benefited and any successors in interest to the property ben€»flted by this covenant This covenant for easement shall run with the land and the burdens of the c ovenant for easement shall be binding upon and the benefit of the covenant for easement shall mure to the benefit of all successors in interest to the real property Dated ^ , . , Pacific Land Concepts Inc A California Coloration /Q By w By. (NOTARIAL ACKNOWLEDGMENT OF EXECUTION BY OWNER MUST BE ATTACHED) NOTE THAT THE PRESIDENT OR VICE PRESIDENT AND THE SECRETARY OR ASSISTANT SECRETARY MUST SIGN FOR CORPORATE EXECUTIONS OF THIS DOCUMENT ALTERNATELY A TRUCE COPY OF A RESOLUTION OF THE BOARD OF DIRECTORS THAT IS SIGNED BY THE SECRETARY OR ASSISTANT SECRETARY OF THE CORPORATION, UNDER CORPORATE SEAL SPECIFICALLY EMPOWERING THE INDIVIDUAL SIGNED IN BEHALF OF THE CORPORATION WILL SHOW SUFFICIENT AUTHORITY OF SAID INDIVIDUAL TO ACT IN THIS MATTER IT IS RECOMMENDED THAT, PRIOR TO THE EXECUTION OF THIS COVENANT FOR EASEMENT, THE PARTIES CONSULT WITH THEIR ATTORNEYS WITH RESPECT THERETO APPROVED AS TO FORM RONALD R BALL City Attorney By 'eputy City Attorney H /De elopment Serv ces/Mastere/Deeds Gra I Deeds Easements/Covenant for Easement Rev 4)28/97 EXHIBIT C V5' PRIVATE DRAINAGE EASEMENT OVER LOT 4 FOR THE BENEFIT OF LOT 3 , BLOCK T MAP NO 1747 PRIVATE DRAINAGE EASEMENT AREA = 250 085 SQ FT N55°13'20"E 82 39 T.P 0 B CHINQUAPIN AVENUE ALT A 20 GRAPHIC SCALE 10 20 40 ( IN FEET ) 1 inch = 20 ft ALTA CONSULTANTS PLANNING ENGINEERING SURVEYING 4901 Morena Blvd Ste 409 San Diego, CA 92117 (858) 581-6101 Fax (858) (>81-6138 CERTIFICATION FOR ACCEPTANCE OF COVENANT FOR EASEMENT This is to certify that the interest in real property conveyed by the Covenant For Easement dated March 1.2004 from Pacific Land Concepts. Inc. to the City of Carlsbad, California, a municipal corporation, is hereby accepted by the City Council of the City of Carlsbad, California, pursuant to Ordinance No NS-422 adopted on September 16,1997, and the grantee consents to the recordation thereof by its duly authorized officer DATED June 11.2004 istant City Clerk RESOLUTION ADOPTED BY UNANIMOUS WRITTEN CONSENT OF THE BOARD OF DIRECTORS OF PACIFIC LAND CONCEPTS, INC Dated as of April 24. 2003 We the undersigned being all of the members of the Board of Directors of PACIFIC LAND CONCEPTS Inc a California Corporation organized under the General Corporation Law of California do hereby consent to taking the following action and adopt the following resolutions ? * J „. r<- *" f ! WHEREAS the Board of Directors will be presented with various documents regarding the* management and operation of the real property owned by Pacific Land Concepts. Inc. a' - California Corpoiation WHEREAS the Board of Directors has determined that it is in the best interest of this corporation to enter into all required project management documents, ^ «, WHEREAS the Board of Directors wish to appoint Donald L Williamson as an agent of the - corporation NOW THEREFORE BE IT RESOLVED that Donald L Williamson is appointed as an agent of the corporation and by his signature alone is hereby authorized and directed to execute on behalf of this corporation any and all bonds documents applications and instruments necessary or appropriate to effectuate and bind all of the obligations duties and rights of this corporation with respect to the real estate project of the corporation to encumberf property owned by the corporation and to execute any and all other documents instruments contiacts agreements deeds easements subdivision maps and other documents relating to ^ the corporation and the following signature block shall apply in connection therewith B * By PACIFIC LAND CONCEPTS IMC -.a^jaliforma Corporation V UjW .ML - >Bv Donald L Williamson Agent The undersigned directs that this consent be filed with the minutes of the proceedings of the Board of Directors of the corporation This consent is executed pursuant to Section 307(b) of the Corporations Code of the Stite of Calilomia and Section 1 3 of Article III of the Bylaws of this corporation which authorize the taking of iction by the Board of Directors by unanimous written consent withom a meeting Dated as of April 24. 2003 -tjary S J^fpson Ros/Felber / 037225 0001 K> *"^i^8l D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CBO3Q/V Address Planner Chris Sexton APN Phone (760) 602-4624 anAXX -4624 Type of Project & Use 5vf Zoning f?~3 General Plan Net Project Density / *? DU/AC Facilities Management Zone CFD (in/out) #_Date of participation A^/lV Remaining net dev acres Circle One (For non residential development Type of land used created by this permit ) Legend Item Complete Environmental Review Required DATE OF COMPLETION Item Incomplete - Needs your action YES _ NO iXTYPE _ Compliance with conditions of approval*7 If not state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES DATE NO TYPE. OTHER RELATED CASES Compliance with conditions or approval'' If not state conditions which require action Conditions of Approval D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Kx NO f CA Coastal Commission Authonty? YESJ/L. NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive Suite 103 San Diego CA 92108-4402 (619)7672370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed7 If NO complete Coastal Permit Determination Form now _J Coastal Permit Determination Log # YES NO Follow-Up Actions , '' 1) Stamp Building Plans as Exempf or "Coastal Permit Required (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed / Inclusionary Housing Fee required YES y N (Effective date of Inclusionary Housing Ordinance May 21 1993) Data Entry Completed?vYES.NO (A/P/Ds Activity Maintenance enter CB# toolbar Screens Housing Fees Construct Housing Y/N Enter Fee UPDATE') Site Plan H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Em UD DD 1 Provide a fully dimensional site plan drawn to scale Show North arrow property lines easements existing and proposed structures streets existing street improvements right of wax width dimensional setbacks and existing topographical lines (including all side and rear yard slopes) , v i 2 Provide legal description of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES \S NO 2 Project complies YES. Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear ' Structure separation 3 Lot Coverage Required 3D' Required 5 ' Required ir>' Required / n ' Required :ks Required Required Required A/ ^^ Required ^ /) Required /^ Required ^ Cou/ A Shown 3D' Shown 1/5 J Shown lO1 Shown IO< Shown . Shown ^ Shown / Shown U ^ Shown /~ft Shown / Shown ^ (c?0 /o 4 Height 5 Parking Required "^ 3Q Shown ~ Spaces Required £—-Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments tD AfgJL/i ^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER I/DATE - H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 STATE OP CAUFORN* - THE RESOURCES AOENCY GRAY DAV,S fl«wn»_ CALIFORNIA COASTAL COMMISSION SAN DIEGO ARSA 7E7S METROPOLITAN DRIVE, SUITE 103 SAN DEGO CA 92108-IUQ2 (613) 787 2370 Date June 5.2002 Application No 6-02-29 Page 1 of 4 NOTICE OF INTENT TO ISSUE PERMIT On May 7. 2002. the California Coastal Commission approved the application of Keystone Carlsbad LLC, subject to the attached standard and special conditions for the development described below Description Construction of two 2 460 sq ft single family dwellings (and attached 400 sq ft garages) each 30 feet high, on two vacant lots, each approximately 4,200 sq ft Lot Area 4 200 sq ft * Building Coverage 2 860 sq ft ( 68 %) Pavement Coverage 365 sq ft ( 9 %)* Landscape Coverage 975 sq ft (23 %)* Parking Spaces 4 spaces total Zoning R-3 (Residential Multi-Family) 23 du/ac Plan Designation R H ( Residential High) Ht above fin grade 30 feet * = average of both lots Site At the west and north terminus of Chinquapin Avenue, east of Carlsbad Boulevard, Carlsbad, San Diego County APN 206-013-16 17 The permit will be held in the San Diego District Office ofiKe~Cbmmssibn, pending fulfillment of Special Conditions 1.2,3.4 When these conditions have been satisfied, the permit will be issued DEBORAHN LEE DEPUTY DIRECTOR BY NOTICE OF INTENT TO ISSUE PERMIT NO 6-02-29 Page 2 of 4 STANDARD CONDITIONS 1 Notice of Receipt and Acknowledgment The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions is returned to the Commission office 2 Expiration If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application Development shall be pursued in a diligent manner and completed in a reasonable period of time Application for extension of the permit must be made prior to the expiration date 3 Interpretation Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission 4 Assignment The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit 5 Terms and Conditions Ron with the Land These terms and conditions shall be perpetual and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions SPECIAL CONDITIONS The permit is subject to the following conditions 1 Revised Site and Building Plans Prior to the issuance of the coastal development permit, the applicant shall submit for the review and written approval of the Executive Director revised final site and building plans, approved by the City of Carlsbad, tha* are in substantial conformance with plans prepared by Keystone Communities Inc, date stamped received February 11,2002 , except that they shall be revised as follows a The identified front yard detention basins shall be deleted The permittee shall undertake development in accordance with the approved final plans Any proposed changes to the approved final plans shall be reported to the Executive Director Proposed changes to the approved final plans shall not occur without a Coastal Commission approved amendment to this coastal development permit 2 Landscaping Plan/Front Yard Improvements/Deed Restriction PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit a final landscaping plan for the review and written approval of the Executive Director Said plan shall include the following a A plan showing the type, size, extent and location of all plant materials and NOTICE OF INTENT TO ISSUE PERMIT NO 6-02 29 Page 3 of 4 front yard improvement on the sites With the exception of at grade patios and decks only low growing plant materials and low fencing or glass screening (i e, no greater than 3-feet high) are permitted in the front yards- of the proposed residences and the south side yard on Lot 4 to ensure that public views originating from the benches on the adjacent public vista point are preserved b Drought tolerant native or non-invasive plant materials shall be utilized c A planting schedule that indicates that the planting plan shall be implemented within 60 days of completion residential construction d A written commitment by the applicant thai all required plantings shail be maintained in good growing conditions and whenever necessary, shall be replaced with new plant materials to ensure continued compliance with applicable landscape screening requirements e Five years from the date of issuance of the coastal development permit the applicant shall submit for review and written approval of the Executive Director, a landscape monitoring report prepared by a licensed Landscape Architect or qualified Resource Specialist that certifies the on-site landscaping is in conformance with the landscape plan approved pursuant to this Special Condition The monitoring report shall include photographic documentation of plant species and plant coverage If the landscape monitoring report indicates the landscaping is not in conformance •with or has failed to meet the performance standards specified in the landscaping plan approved pursuant to this permit the applicant, or successors in interest, shall submit a revised or supplemental landscape plan for the review and written approval of the Executive Director The revised landscaping plan must be prepared by a licensed Landscape Architect or Resource Specialist and shall specify measures to remediate those portions of the original plan that have failed or are not in conformance with the original approved plan The permittee shall undertake the development in accordance with the approved landscape plans Any proposed changes to the approved landscape plans shall be reported to the Executive Director No changes to the landscape plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is required PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall record a deed restriction, in a form and content acceptable to the Executive Director, that reflects the above requirements The restriction shall provide that landscaping shall be implemented in accordance with Special Condition #2 and consistent with those plans approved with CDP #6 02 29 The document shall run with the land for the life of the structures approved in this permit, binding all successors and assigns, and shall be recorded free of pnor hens that the Executive Director determines may affect the enforceability of the restriction This deed restriction shall not be removed or changed without a Coastal Commission approved amendment to this coastal development permit NOTICE OF INTENT TO ISSUE PERMIT NO 6-02-29 Page 4 of 4 3 Exterior Treatment/Deed Restriction PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT the applicant shall submit a color board or other indication of the exterior materials and color scheme to be utilized in the construction of the proposed residences for the review and approval in writing of the Executive Director The color of the structure and roof permitted hereby shall be restricted to color compatible with the surrounding environment (earth tones) including shades of green, brown, and gray, with no white or light shades and no bnght tones except as minor accents All windows shall be comprised of non-glare glass PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall execute and record a deed restriction, m a form ana content acceptable to the Executive Director, which reflects the restrictions stated above on the proposed development The document shall run with the land for the life of the structure approved in this permit, binding all successors and assigns, and shall be recorded free of prior hens and encumbrances that the Executive Director determines may affect the enforceabihty of the restriction This deed restriction shall not be removed or changed without a Coastal Commission-approved amendment to this coastal development permit 4 Final Drainage Plans PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT the applicant shall submit final drainage and runoff control plans that have been approved by City of Carlsbad, to the Executive Director for review and written approval The plans shall document that the runoff from the roof, driveway and other impervious surfaces shall be collected and directed into pervious areas on the site (landscaped areas) for infiltration and/or percolation to the maximum extent practicable, prior to being conveyed off site in a non-erosive manner The permittee shall undertake the development m accordance with the approved plans Any proposed changes to the approved plans shall be reported to the Executive Director No changes to the plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required (6 02 29n) STATE OF CALIFORNIA - THE RESOURCES AGENCY ARNOLD SCHWARZENEGGER, G vem CALIFORNIA COASTAL COMMISSION SAN DIEGO AREA 7575 METROPOLITAN DRIVE SUITE 103 SAN DIEGO CA 92108-4421 (619) 767 2370 Keystone Carlsbad LLC Attn Don Wiliamson 5333 Mission Center Road, Suite 360 San Diego, CA 92108 NOTICE OF ACCEPTANCE Date May 6.2004 Applicant Keystone Carlsbad LLC Document or Plans 1 Revised final site and Building plans 3 Color Board for extenor treatment 4 Final Drainage Plans exterior treatment and landscaping 2 Final Landscape Plan< 5 Deed restrictions - Submitted in compliance with Special Condition(s) No(s) of Coastal Development Permit No 6-02-029 Remaining Special Condition(s) None 1-4 Material submitted in compliance with said Special Condition(s) of your development permit has been reviewed by the District Director and found to fulfill the requirements of said condition(s) Your submitted material and a copy of this letter have been made a part of the permanent file Sincerely, Deborah Lee Deputy Director By _^_ STATE OF CALIFORNIA-THE RESOURCES AGENCY CRAY DAVIS Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO AREA 7575 METROPOLITAN DRIVE SUITE 103 SAN DIEGO CA 92108-4402 (619) 767 2370 COASTAL DEVELOPMENT PERMIT NO 6-02-29 Page 1 of 5 On May 7,2002 . the California Coastal Commission granted to Keystone Carlsbad LLC this permit for the development described below, subject to the attached Standard and Special Conditions Description Construction of two 2,460 sq ft single family dwellings (and attached 400 sq ft garages), each 30 feet high, on two vacant lots, each approximately 4,200 sq ft Lot Area 4,200 sq ft * Building Coverage 2,860 sq ft ( 68 %) Pavement Coverage 365 sq ft ( 9 %)* Landscape Coverage 975 sq ft (23 %)* Parking Spaces 4 spaces total Zoning R-3 (Residential Multi Family)-23 du/ac Plan Designation R-H ( Residential High) Ht above fin grade 30 feet * = average of both lots Site At the west and north terminus of Chinquapin Avenue east of Carlsbad Boulevard, Carlsbad, San Diego County APN 206-013-16,17 Issued on behalf of the California Coastal Commission by PETER DOUGLAS Executive Director and COASTAL DEVELOPMENT PERMIT NO 6 02-29 Page 2 of _5_ IMPORTANT THIS PERMIT IS NOT VALID UNLESS AND UNTIL A COPY OF THE PERMIT WITH THE SIGNED ACKNOWLEDGMENT HAS BEEN RETURNED TO THE COMMISSION OFFICE ACKNOWLEDGMENT The undersigned permittee acknowledges receipt of this permit and agrees to abide by all terms and conditions thereof Date Signature of Permittee STANDARD CONDITIONS 1 Notice of Receipt and Acknowledgment The permit is not valid and development shall not commence until a copy of the permit signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office 2 Expiration If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application Development shall be pursued in a diligent manner and completed in a reasonable period of time Application for extension of the permit must be made poor to the expiration date 3 Interpretation Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission 4 Assignment The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit 5 Terms and Conditions Run with the Land These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions SPECIAL CONDITIONS The permit is subject to the following conditions 1 Revised Site and Building Plans Prior to the issuance of the coastal COASTAL DEVELOPMENT PERMIT NO 6 02-29 Page 3 of _5_ development permit, the applicant shall submit for the review and written approval of the Executive Director, revised final site and building plans, approved by the City of Carlsbad, that are in substantial conformance with plans prepared by Keystone Communities Inc, date stamped received February 11,2002 , except that they shall be revised as follows a The identified front yard detention basins shall be deleted The permittee shall undertake development in accordance with the approved final plans Any proposed changes to the approved final plans shall be reported to the Executive Director Proposed changes to the approved final plans shall not occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required 2 Landscaping Plan/Front Yard Improvements/Deed Restriction PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit a final landscaping plan for the review and written approval of the Executive Director Said plan shall include the following a A plan showing the type size, extent and location of all plant materials front yard improvements on the site With the exception of at grade patios and decks, only low-growing plant materials and low fencing or glass screening (i e, no greater than 3 feet high) are permitted in the front yards of the proposed residences and the south side yard on Lot 4 to ensure that public views originating from the benches on the adjacent public vista point are preserved b Drought tolerant native or non-invasive plant materials shall be utilized c A planting schedule that indicates that the planting plan shall be implemented within 60 days of completion residential construction d A written commitment by the applicant that all required plantings shall be maintained in good growing conditions, and whenever necessary, shall be replaced with new plant materials to ensure continued compliance with applicable landscape screening requirements e Five years from the date of issuance of the coastal development permit, the applicant shall submit for review and written approval of the Executive Director, a landscape monitoring report, prepared by a licensed Landscape Architect or qualified Resource Specialist, that certifies the on-site landscaping is in conformance with the landscape plan approved pursuant to this Special Condition The monitoring report shall include photographic documentation of plant species and plant coverage If the landscape monitoring report indicates the landscaping is not in conformance with or has failed to meet the performance standards specified in the landscaping COASTAL DEVELOPMENT PERMIT NO 6-02-29 Page 4 of 5 plan approved pursuant to this permit, the applicant, or successors in interest shall submit a revised or supplemental landscape plan for the review and written approval of the Executive Director The revised landscaping plan must be prepared by a licensed Landscape Architect or Resource Specialist and shall specify measures to remediate those portions of the original plan that have failed or are not in conformance with the original approved plan ~i The permittee shall undertake the development in accordance with the approved landscape plans Any proposed changes to the approved landscape plans shall be reported to the Executive Director No changes to the landscape plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is required PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall record a deed restriction, in a form and content acceptable to the Executive Director, that reflects the above requirements The restriction shall provide that landscaping shall be implemented in accordance with Special Condition #3 and consistent with those plans approved with CDP #6 02-29 The document shall run with the land for the life of the structures approved in this permit, binding all successors and assigns, and shall be recorded free of prior liens that the Executive Director determines may affect the enforceability of the restriction This deed restriction shall not be removed or changed without a Coastal Commission-approved amendment to this coastal development permit 3 Exterior Treatment/Deed Restriction PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit a color board or other indication of the exterior materials and color scheme to be utilized in the construction of the proposed residences for the review and approval in writing of the Executive Director The color of the structure and roof permitted hereby shall be restricted to color compatible with the surrounding environment (earth tones) including shades of green, brown, and gray, with no white or light shades and no bright tones except as minor accents All windows shall be comprised of non-glare glass PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall execute and record a deed restriction, in a form and content acceptable to the Executive Director, which reflects the restrictions stated above on the proposed development The document shall run with the land for the life of the structure approved in this permit, binding all successors and assigns, and shall be recorded free of prior hens and encumbrances that the Executive Director determines may affect the enforceability of the restriction This deed restnction shall not be removed or changed without a Coastal Commission-approved amendment to this coastal development permit 4 Final Drainage Plans PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit final drainage and runoff control plans, that have been approved by City of Carlsbad, to the Executive Director for review COASTAL DEVELOPMENT PERMIT NO 6 02-29 Page 5 of _5. and written approval The plans shall document that the runoff from the roof, driveway and other impervious surfaces shall be collected and directed into pervious areas on the site (landscaped areas) for infiltration and/or percolation to the maximum extent practicable, prior to being conveyed off-site in a non-erosive manner The permittee shall undertake the development in accordance with the approved plans Any proposed changes to the approved plans shall be reported to the Executive Director No changes to the plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required (6 02 29p) November 25 2003 City of Carlsbad BUILDING CHECK LIST Answer to the Site Plan Comments Section No 1 Item C - Existing Street Improvement (Dwg No 369-6) is shown in the Plot Plan Item E - Covenant of Easement is part of this submittal Item G - Driveway width are shown in the Plot Plan Section No 2 Item A- Drainage Patterns 1 Pad surface drainage (swale) indicated in the legend (Swale 1% mm) 2 The note to be added that makes the swale 5 from the building becomes a common swale between Lot 3 & Lot 4 Lot 4 has a side yard of 5 It will change the drainage pattern of the 2 lots <- II ^ee-P^TAIL OS 8 STRUCTURAL CALCULATIONS PROJECT HOROWITZ TAYLORKUSHKAKI STRUCTURAL ENGINEERS DESIGN ASSUMPTIONS CONCRETE STRENGTH AT TWENTY EIGHT DAYS MASONRY GRADE N" CONCRETE BLOCK F M MORTAR TYPES 1,800 PSI GROUT 2000 PSI REINFORCING STEEL A-615 GRADE 40 GRADE 60 STRUCTURAL STEEL A 36 LUMBER DOUGLAS FIR-LARCH JOISTS \ BEAMS AND POSTS STUDS 2&0&.PSI PSI #4 AND LESS (U ON) #5 AND LARGER #2 #2 STUD OR BETTER SEISMIC FORCE _ WIND FORCE DESIGN LOADS ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL & CLG MISC TOTAL • £l a&fs ROOF LIVE LOAD SLOPING REPORT BY REPORT NO - A ~£C. SOIL PRESSURE FLAT FLOOR DEAD LOAD INT FLOORING PLYWOOD JOISTS INSUL &CLG MISC TOTAL = FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY WALL DEAD LOAD EXJ_ INTERIOR EXTERIOR 10 P&F 16 PSF 40 PSF 60 PSF (U O N) 100 PSF These calculations are limited only to the Items included herein selected by the client and do not Imply approval of any other portion of the structure by this office These calculations are not valid if altered in any way or not accompanied by ei wet stamp and signature of the Engineer of Record 39U Murphy Canyon Road Suite A100 San Diego CA 92123 4491 (858)5604383 Fax (858) 560 8842 IT, V w = T & w, = v/ /7 6? Va- 2 0 « VJ, t 4' j I' -z.cn \-n~7 L -w - r • ^ I ^o 7 = 2\1 p^ 6?* 6? /A 37 IL - M W 37 U, '* > S1 X 16,' 1-7' L = -rr/ M - X - - 4-7 H = X ^ -7-77 T = ur = fo z' X = /) - I. f L ~ M - t 37 -f 37 t^. L .5 <?' w= i6,(iO-f e^f'^/O^ 37 L = L ^(l7 X M ^ L s ^7 w - M X V = £4^4 * X 4 L = 7- W - w = Kl:r + 37 J „ f AM 1UY M - 4- 37 w, L-ii*'W * 8.S M- I ^ L = 4 L -&' J- - L - \tl \\ = 54- M- - 162 1*44* - /// M "X" = L- 3'&«s*> L f t j. wz~ M =/s, W = P = S w °l-7o w, f 771 •i^r- 36 / ^f Hi-1 V V = L4 4- + H o = 5 7 = \ , V ^ o ,_- 7 V . \ °\ \o (**)(**<*) - 3 I 54 =3^3 + 3100^- -h 3. / o = / 5*b^ 4- U T* 10 \/ ~ M5T - s? 1M 13 ^J /0V ^ V? u> e>- T -4-—^J =: T=4 T - 67-1- tr - 2701 (lo) - 67 7 ^G&S.I (lo) - 7 -Y -( f^JF ( STRUCTURAL CALCULATIONS PROJECT HOROWITZ TAYLOR KUSHKAKI STRUCTURAL ENGINEERS DESIGN ASSUMPTIONS CONCRETE STRENGTH AT TWENTY EIGHT DAYS MASONRY GRADE N" CONCRETE BLOCK F M< MORTAR TYPES 1,800 PSI GROUT 2000 PSI REINFORCING STEEL A-615 2&&0 .PSI PSI GRADE 40 GRADE 60 #4 AND LESS (U O N) #5 AND LARGER STRUCTURAL STEEL A-36 LUMBER DOUGLAS FIR-LARCH JOISTS X BEAMS AND POSTS STUDS SEISMIC FORCE _ _ WIND FORCE _ DESIGN LOADS ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL & CLG MISC TOTAL = Z\_f*s>f ROOF LIVE LOAD SLOPING #2 #2 STUD OR BETTER 'REPORT BY REPORT NO SOIL PRESSURE FLAT FLOOR DEAD LOAD INT FLOORING PLYWOOD JOISTS INSUL &CLG MISC TOTAL = FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY WALL DEAD LOAD EXT INTERIOR EXTERIOR 10PSF 16PSF 40 PSF 60 PSF (U O N) 100 PSF These calculations are limited only to the Items included herein, selected by the client and do not imply approval of any other portion of the structure by this office These calculations are not valid if altered in any way or not accompanied by a wet stamp and signature of the Engineer of Record aft/f? r^n-jgjUAp/^ f _ ' f 37 X fr - S^?^ * Va- ^E -76 ' w, = f 4- 37 W i (*' i 4' M* t /7 37 X » Tff £4-1C,' n' !<*' lu. M - X - L* - L T - U M = M X 37 X a -f- X = X - M 3-92 IT = V),I •k- {&>&& 37 37 4 VI, 7-^L •* t 4 02 IP ^^ L X - /^^ V = L = M L =ll7 w 4 37 T 37 L = 3'+ 37 - J7-7-7 w = 6 4- 37 M - u f I L-\\*' L 4 L » w . - /S,/73 u X = • f*T W = M 16, B.S a /// T - K N t L- 3'37 f •2-110 Vf,= M =/6, L./7' W,, >- //, "3T= -4^se» w Jk—^4.- VI, &: t 86 f 77( '( \^ 12.'^ f J —i V « to = 7 V 15.7 \o ' 5 > = 7 V = - V 10 * t = 3 - a - r ^ (0 He 3? 6^7 < '&' T-->5 $ Y" :=* -r £7-A 2 ( K = T /^ s ZZtZ'Z,I 3>± I G l&l t r Revisions to Chinquapin Lots Construction Documents as requested by Don Williamson Plans 1Aand 1B First Floor Change front door to be 3 -6 x 8'-0 Add man door to garage (3-0 x 6 -8 ) Resize interior doors per client supplied check-set All closet doors to be 1 3/8 louvered doors Note air conditioning to be optional Remove pass-thru cabinets at Family Room and Dining Room Replace with 36 high pony wall adjust location Remove niches at living room at both sides of entry Replace sliding 10-0 x 8 -0' 4-panel doors with 3 panel 10-0 x 8 -0 doors at Family and Dining rooms Create new niche for water heater to left rear corner of garage reduce size of closet Show kitchen cabinets turning corner where water heater niche was previously located Replace 42' fireplace in Family Room with 48 unit Add 6' pop-out to accommodate increased depth Eliminate 5-0 x 5 -0' window in Nook replace with 5-0 x 8 -0 sliding glass door Change kitchen window from 3 -0 width to 5 -0 width Eliminate upper cabinet at left of kitchen sink Refrigerator in Kitchen to be 42 Adjust cabinets Add separate microwave in upper cabinet to the right of cook top Hall into Bedroom 4/Den to be tile Closet doors in Bedroom 4/Den to be a pair of 2070 doors Change shower pan at Bath 4 to 60 x 36 pre-cast Lasco or equivalent with tile surround Remove solid wall enclosure replace with full glass enclosure Second Floor Master retreat fireplace to be 42' Allow 20 for surround to accommodate 12' tile Remove niche to left of fireplace Replace sliding 10-0 x 8 -0' 4-panel doors with 3 panel 10-0 x 8 -0' doors at master retreat (f Add entry soffit to master bath Increase water closet room size in master bath adjust master shower Change shower pan at Bath 2 to 60 x 36 pre-cast Lasco or equivalent with tile surround^ Change Deck #2 at Master Bedroom from Trex Decking to solid elastomenc decking Change Bedroom 3 windows on right elevation to operable Roof Locate (2) F A U irr attic show in roof plan Add additional O Hagm vents (at least 4) per client request Electrical, Mechanical, Plumbing Adjust lighting layouts at Family Dining and Nook per client supplied check set Adjust lighting layouts at Master Bedroom Master Bath and Master Retreat per client supplied check set Add fluorescent light fixture to Laundry Show (2) fluorescent lights in garage Show2ndAC condenser Change water heater to 75 gallon Add J-box and light to exterior wall on southeasterly corner of house on right side of Bedroom 4/Den 5050 window Use same switch as (2) lights on either side of garage Recessed can over entry to be switched separately Eliminate porch wall light outside Dining Room indicate recessed can over patio area Add porch light outside Nook sliding door Add WP/GFI receptacle outside Nook sliding door Add WP/GFI receptacle outside sliding door from Master Bedroom Relocate BBQ gas stub to space between Nook sliding door and Kitchen window Relocate hose bib on dining room corner Master tub to be jetted add electrical connection inside tub space Add access panel to tub area from inside Master walk-in closet Master Bath to have wall mount sconces (over mirror surface) on each side of sink All secondary baths to have wall mount bath bar lights (over mirror surface) over sinks Bath 4 to have wall mount sconces on either side of pedestal sink Interior Add pot drawers below cook top Reconfigure all vanity cabinets to have only (3) drawers All mirrors to be splash to ceiling at all baths Eliminate curb wall at guard rail Master Bath Vanity to have 4 toe kick Remove all soffits in Kitchen and Baths Exterior Remove replace pot shelf at Deck 1 with 9-1/2 plaster wall with inverted V cap Add decorative Nesco scupper over galvanized scupper Remove all decorative recesses replace with new slate tile detail where applicable 07/13/2004 11 07 858-560-8842 HOROWITZ TAYLOR KUSH PAGE 01 STRUNQ-TIE PAbt 82/03 SIMPSON SIMPSON STRONG TIE8 COMPANY, INC Tin Wmld i NaF(]ual Structural <,tmiiettai C twpan.) 280 N Palm Street. Brga Calitorn'a 928212870 Phono 800 999 5093 August 18, 2004 Keystone Conrnumues Phone (619)9549784 Fax (760J730 1315 Attn Ettk Atkisson RE Chinquapin Piojcct - Lots 3 & 4 1 50 / 152 Chinquapin Ave Carlsbad, CA Dear Mr Atkis&on Per the Strong Wall Repair Request Form sent to our office there is, a 1-mch diameter hole in the OSB sheathing of an SW32 Strong-Wall located 79 inches from the bottom of the Strong-Wall and 9 V4 inches from the edge oi the panel This hoL mav oc repaired with an epoxicd OSB patch in accordance with the following conditions of use and installation Conditions of Use 1 ) Epox> patch rep«m of hoks located directly above the bottom sill plate is riot permitted 2) Thp hole to be epoxy patched, shail rot c\ct_ul dimensions of 6 inches squaic 3) One additional 4 inch maximum holt? may still be cutout of the OS>6 sheathing provided this hole is 12 incht s minimum Frr>n Oie CDOX\ "• ncl" «rid n th; a'lo v^b^fe _on» iotwd ir our specifications 1) A new piece of 15/32 inch ilncx, Miuctural I OSB sheathing shall be cut such that ont inch A I1 extend Uyonu an edges of the nole ih'is> for a 2 inch a4 inch patch (miximuni) will benet-sssan No substiiuiion on OSB type, t <ch ze, or vhuckness i» pcrrmucd 2) Simpson SET epuxy adhe&ne shall then be libci illy applied to the rough side of the OSB sheathing natch ovw theen^et e nc! c c '«p <uea For Lf.u&e cuioms located directly adjace-nt to the post or lop p! itcs it is undei stood that the one-inch overlap area 1£ pos b^e o* only nrcc sides No substitution on cpoxies is permitted / 19/-.004 d9 12 7148796419 EIMPJTQU STRUNG-TIE P«f"F 3) Ihe OSB patch shall then bu compressed v\u the opening from the interior (framing) side c* fUe S* c**g V II If -ici^jwuy me paicn may oe held in place wuh tempqiar/ blockipf or screws Cure time for the epoxy will octui i 24 hours at 60 degrees Fahrenheit or ak» /c Based on cyclic testing performed at our CICT Engineering & Research Facility no load on &h<iii be lujmrcu on uic allowable she i 'o<id$ Thank you for jout attention to this rruiter md please fee1 free to call me foi a&»istancc or cianfici' ion Sincerely SIMPSON STRONG 1 1£ Bill Heyer S ong-W.,11 Support t iBfed) bftO f (859) &60 8042 Date To Keystone Conrnunities frtr*Chinquapin Lots Totai n * ihar of pages trber 03 333 CnL- Pi 4 ec Her«3 ar«' the i The mr your ori of a 5 /« » 9 7s ^c? fc- »he 6x1 2 is okay at the retreat o MSTA36 j«>' «*5 used from the* fop of the heaaer to m«rr»rj G"*c:p Urtit one or cs > 2 de 'sf 2 Tre sup^tuuuwn of s 5 1<, « 9 J4' B 3L «t thR beams in the corner window of bearoom #2 ia ai»o wksy prcv'dcd the s*"«e ^dsngars and straos ar© used per tie plan 3 See Attached details 1or trimmer and strap condi«on if the -wircfe/1 In sosroom %2 /OK do not receive $li pages HOROWITZ ?AYLOH KUSHKAKJ 3"14 Murphy Canyon Road • SUs A100 • Son Diego 0, 92123 4491 • (858) 560 4383 • Fax [358] 560 8842 HSRM ZlITOdOH 3W8-09S-8SB KO Z. 39U Vlurpky Canyon Ra«sd • S^ii* A100 • Stin Dwgo C* 92123-449] • (858) 560-4383 • fax (8581 56O-8842 iCIAtfi -lTC, ^_QCO IT i-cT /So _n HOROWITZ fiSMBlia s"'f *"u c u » * l * N 0 w t t » S VrA' £»$& 2.x TO 2* ,» U 19 39-^d Coryort Rood MSnn * 30 • ion Diego C* 21 (88)560^383 Ox 'S'*) 56C 6642 Zt>88-0g&-9G3 18 bG f02Z/TQ/QT 09/21/2004 17 2409/15/2001 08 03 858-560-8842619-298-48-15 HOROWITZ TAYLOR KUSHKl-VSTONE COMMUNITIES PAGE 02PAGE 03/Qj »t f It »• Hif! ff I'Ml Sar 1 89/21/2004 17 24 858-560-8842i89/16/2004 08 03 S19-?99 4845 HOROWITZ TAYLOR KUSHFYSTONE COMMUNITIES 03PAGE 02/03 r r ARNET EN GIN BERING, INC STRUCTURAL DESIGN AND CONSULTING 1577 North Main Street, Suite A, Orange, CA 92867 (714)379-3789 FAX (714)379-8024 May 15, 2003 Lf STRUCTURAL CALCULATIONS FOR 5" P/T FOUNDATION SLAB FOR SPECIALTY STEfcL Chinquapin I Carlsbad, CA Keystone C B y Aruet fcsiginecnng, Iiic 1577 North Mam Street, Suite A Orange, CA 9286 7 (714) 379-3789 T"J 6^3 0 J TJ ARNET ENGINEERING,!^ POST-TENS1ONING SLAB-ON-GRADE Criteria for 5" thick slab Chinquapin I ots Carlsbad CA Keystone Communities Concrete Fc-2 500 psi minimum @ 28 days Stress @ 75% of fc f ci=1 875 psi £c= 2 85 x 10*6 psi fc = 0 45 f c = 1 125 psi ft = 6 x f c = 300 psi v~ 1 7 fc+P/A Post Tensioning Hardware 1/2 dia 7 wire strands 270 ksi GUTS ASTM 416 As= 0 153 in3 Pjack=80% GUTS = 0 8x270x0 153=33 05 Kips P Anchor=70% GUTS=0 7x270x0 153=28 9 Kips Reflective- 65% GUTS-0 65x270x0 153=26 85 Kips for low relaxation strand Es - 28 x 10*6 psi Notes to Post Tensioned Slab on-Grade Design The enclosed calculations show the capacity of the 5 PT Slab on Grade with exterior beams with a minimum overall depth of 18 (and deeper) Due to the very low expansive index of the soil a California Slab Design has been used for this project California Slabs have been used widely in California for many years Limitations Arnet Engineering assumes no responsibility for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigaiing the general design material design and/or soil design criterias Although there is no economical method of totally preventing movements due to expansive soils current state of the art practice in Southern California area dictates Post Tensioning Slab on Grade designs in accordance with the PTI or the California slab methods and as presented here as the method of minimizing the effects of expansive soils if present 200fl £178 ON Sf8fr6G76T9I T331S ARNET ENGINEERING,INC Moment Capacity of 5 Slab M=Stress x Sx where Stress«(6 f c+P/A) = 370 psi Sx={b X dA2) / 6 = (12x5A2) / 6 = 50 in3 M Flange - (0 37 x 50) / 12 = 1 54 ft k Since the Moment at slab intersection is also equal to (wLA2) / 2 where L=L eff Solve for Left using maximum allow soil pressure of 1 000 psf Left =((1 54x2)71 0)A0 5 = 1 75 feet Equivalent footing strip = 1 75 ft + 1 ft - 2 75 feet Total allowable bearing capacity for exterior beam = 2 75 feet x 1 000 psf = 2 75 klf >» Load of 2 Story Building Interior Footings 10 Mm /• Left ^ / 12 xl / Leff X Chinquapin Lots Carlsbad CA Keystone Communities 12'L eff L effective= 1 75 feet Equivalent footing strip = 12/12 + 2x 1 75 feet » 450 fset Allowable load on interior footing/ foot = 4 50 Kips £00fl 6t?8 ON T331S A11dID3dS ARNET ENGINEERING,!^ Maximum Concentrated Load without Pad Required Fb = 0 316 (P/h2) log h3 4 log [((1 6a2)+h2)A0 5 0 675h] log k+6 Notes 1 4 square post assumed 2 If 5 square post is used add 200 Ibs to tabulated loads h Slab thickness a Area of load application K Soil modulus P Concentrated load Chinquapin L ots Carlsbad, CA Keystone Communities Load (DL+LL+EQ) K Value = 50 Ibs/m3 K Value = 100 Ibs/in3 K Value = 200 Ibs/m3 4 slab 2900 Ibs 3 000 Ibs 3 300 Ibs 4 5 slab 3600 Ibs 3 800 Ibs 4100 Ibs 5 slab 4400 Ibs 4600 Ibs 4900 Ibs Pad Footings w=18" Aeff =(1 5-f2xLeff/4)A2 w=24 Aeff =(2+2xLeff/4)A2 w=30 Aeff =(2 5+2xLeff/4)A2 w=36 Aeff =(3+2xLeff/4)A2 w=42' Aeff =(3 5xl_eff/4)*2 w=48 Aeff =(4+2xLeff/4)A2 Anchor Bolts Embed es per Supplier Catalgqua & UBC 10 Mm \s L gff \s W \s L eff {/ 7j ?T ?f ?1 \ 3 Clr Leff (1 500 psf) = 1 43 feet Left (2 000 psf) ~ 1 24 feet Leff (2,500 psf) = 111 feet t?00fl 61?8 ON <- THJLS AIiyiDBdS LI Zl ARNET ENGINEERING,!^ Pad Sizes and Reinforcement ( minimums) Chinquapin Lots Carlsbad CA Keystone Commumiies Size 18 sqx12deep 24 sqx12deep 30" sq x12 deep 36 sqx12deep 42 sqx12 deep 48 sq x12 deep Remf N/A 2#4 Bot E W 2#4 Bot E W 3#4 Bot E W 4#4 Bot E W 4#4 Bot E W Concentrated Load at 1500 psf 74 k 11 1 k 155 k 207 k 266 k 333 k 2000 psf 90 k 137 k 195 k 262 k 339 k 427 k 2500 psf 105 k 163 k 233 k 31 6 k 41 1 k 51 8 k Notes 1 Use 18 sq x 12 deep foundation pads for loads in the range between No Pads required' Table and above values 2 10 deep foundation pads are acceptable alternate if anchor bolt embedment is per supplier and code and 3 clearance is maintained to subsoil 3 Concentrated allowable loads shown above may be exceeded if the pads are combined w/ith an interior or exterior beam Max Line Loads on Slab on Grade without Footing Load (DL+LL+EQ) K-Value=50 Ibs/m3 KValue=100 Ibs/m3 KValue=200 Ibs/m3 4' Slab 550 Ibs/tt 700 Ibs/ft 800 Ibs/ft 45 Slab 650 Ibs/ft 800 Ibs/ft 950 Ibs/ft 5 Slab 750 Ibs/ft 900 Ibs/ft 1 100 Ibs/ft Note 1 Allowable Stress = 150 psi M max = Pxbeta/4 Beta = (4xEcxl/Kxb)A0 25 EC Modulus of Elasticity of concrete I Moment of Inertia K Soil Modulus b Width relative stiffness length [in] S00fl 6t?B ON 13313 LI ARNET ENGINEERING,INC Section properties of Grade Beams Chinquapin Lots Carlsbad CA Keystone Communities / / / f Y 14 / 4/ 3 / f 9y , | ' 6t ^ > 1 I > 6t > i i i 1 1 /Tir 18 overall deep beam Slab Stem Bot Sum A 150 162 12 324 Y 15 5 9 2 AY 2 325 1 458 24 3 807 AY2 36 037 13 122 48 49 207 lo 312 5 4 374 16 4702 Yt= 625' lcg= 312 5+150x3 75A2+4 374+162x2 75*2+16+12x9 75A2= Yb= 3 807/324 = 11 75 2 422 + 5 599 + 1 157 = 9 178 m4 3 / i/ 6t 20 rtf 6t 24 overall deep beam Slab Stem Bot Sum A 150 216 12 378 Y 21 5 12 2 AY 3225 2 592 24 5 841 AY2 69 337 31 104 48 100 489 lo 312 5 10 368 16 10 696 Yt=8 55 Yb* 5841/378=1545 lcg=312 5+150x6 05A2+10 368+3 45A2x216+16+13 45*2x12= =20928 in4 r 3 9 6t y 7 26" 4 . f > > r ^ ^-*i > ii i1 1 1 30 overall deep beam Slab Stem Bot Sum A 150 270 12 432 Y 27 5 15 2 AY 4 125 4 050 24 8 199 AY2 113 437 60 750 48 174 235 lo 312 5 20 250 16 20 578 Yt=11 Yb=8 199/432 = 19 lcg=39 189 m4 9000 6t78 ON 5^6626191 1331S ARNETENGINEERING,INC Chinquapin Lots Carlsbad CA Keystone Communities Moment Capacities for Exterior 1S" overall deep beam P/A in beam 26 8 kips/324 = 0 0827 ksi Tensile Capacity 6(2 500)A0 5 = 0 3 ksi I I Sum 0383 ksi j Moment (negative)= Stress x Moment of Inertia = 0 383x9 178/6 25 * 56242 k inch Yt = 46 87 ft k > M neg Design = 36 94 ft kips Moment (positive) = Stress_x Moment of Inertia = 0 383x9 178/11 75 = 29916 k inch Yb = 24 93ft k >Mpos Design = 16 56 ft kips Moment Capacities for Exterior 24 overall deep beam P/A in beam 26 8 kips/378 « 0 071 ksi Tensile Capacity 6(2 500)A0 5 = 0 3 ksi Sum 0383 kst Moment (negative)= Stress x Moment of Inertia = 0 371x20 928/8 55 = 908 1 k inch Yt = 75 67 ft k > M neg Design = 58 86 ft kips Moment (positive) = Stress Moment of lnertia_ = 0 371x20 928/15 45= 502 5 k inch Yb =4188 ft=k > M pos Design = 3373 ft kips Moment Capacities for Exterior 30' overall deep beam P/A in beam 26 8 kips/432 = 0 062 ksi Tensile Capacity 6(2 500)A0 5 = 0 3 ksi Sum 0362 ksi Moment (negative)= Stress x Moment of Inertia - 0 362x39 189/11 = 1 2897 k inch Yt <= 107 48 ft k > M neg Design (by inspection) Moment (positive) = Stress Moment of Inertia = 0 362x39 189/19= 74665 k inch Yb = 62 22 ft k > M pos Design (by inspection) 6t?8 ON chQhcc-^CTOT ,_ -gqiq ARNET ENGINEERING,!!^ Chinquapin Lots Carlsbad CA Keystone Communities Allowable span without support for 18 deep beam Use a maximum load of 1 500 Ibs/ft Tensile Stress at Top ( negative moment) M (neg ) = wLA2/12 = {1 5 x LA2)/12 = 0 125xLA2 Use conservatively a reduced allowable tensile stress at top of slab of 3xfcA0 5 = 150 psi ft = M/lxYt (PexexYt)/! P/A ft = 0 125LA2X12X6 25/9 178 26 8x3 75x6 25/9 178 0 083 = 0 150 0 00102LA2 0 0684 0 083 = 0 150 L max =1719 feet M neg Design = 0 125x17 19A2 = 36 94 ft kips Tensile Stress at Bottom (Positive moment) M (pos ) = wLA2/24 = (1 5xLA2)/24 = 0 0625xLA2 Use an allowable tensile stress of 6x(f c)7^ 5 = 300 psi for bottom fibers fb = M/lxYb + (PexexYb)l P/A fb = 0 0625LA2x12x11 75/9 178 +26 8x3 75x11 75/9 178 0 083 = 0 30 0 00096LA2 + 0 12866 0 083 = 0 30 1 max = 1628 feet M pos Design - 0 0625x16 28A2 = 1656 ft kips Bottom tension controls span Use 1628 test for deflection check Deflection check Delta = WIM/384EI = 1600x16 28*4x12M = 0 22 < L/360 - 0 54 ok 384x2 850 000X9 178 ARNET ENGINEERING,INC Chinquapin Lots Carlsbad, CA Keystone Communities > Allowable span without support for 24" deep beam Use a maximum load of 1 500 Ibs/ft i Tensile Stress at Top ( negative moment) i M (neg ) = wLA2/12 = (1 5 x LA2)/12 = 0 125xLA2 '1 ! Use conservatively a reduced allowable tensile stress of 3x(fc)A0 5 = 150 psi ' ft = M/lxYt (PexexYt)/! ft = 0 125LA2x12 x 6 55 / 20 928 26 8x6 05x8 55/20 928 0 071 = 0 150 0 00061LA2 006624 0071=0150 ' ! L max = 21 70 feet M neg Design = 0 125x21 7A2 = 58 86 ft kips ' Tensile Stress at Bottom (Positive moment) M (pos} « wLA2/24 * (1 5xLA 2)/24 * 0 0625 x LA2 Use an allowable tensile stress of 6x(fc)A05 = 300 psi for bottom fibers fb = M/lxYb + (PexexYb)l I fb = 00625LA2x12x1545/20928 + 268x375x1545/20928 0071-030 ' 0 00055LA2 + 0 0742 0 071 = 0 30 i L max = 23 23 feet M pos Design = 0 0625x23 23*2 = 33 73 ft kips I Top tension controls Use L = 21 7 feet for deflection check Deflection check Delta = WIE4/384EI = 1500x21 70LMx12LA4 =03 < L/360 = 0 72 ok 384x2 850 000X20 928 13H1S ARNET ENGINEERING,INC Chinquapin Lots Carlsbad CA Keystone Communities Maximum allowable uplift loads on 5 SOG based on the two way bending capacity of the slab Wdead i 1 i f i i Hk P > ' J/I / P uplift k Assume vertical reaction /at hinge support — zf^ro J/ ^L^__J^ Sb = St = 12 x 5A2 / 6 = 50 mA3 / ft I = 125 mM / ft M (max ) = ( 6 f c A(1/2) + P/A ) Sb = M (max ) = ( 0 3 ksi + 0 05) x 50/12 - 1 46 ft kips / ft w = 0 0625 ksf ( weight of slab ) P = w x (0 5P/2L x (2L)/4 0 5w(2L)A2/8 * 1 46 ft kips /ft 0 125P 05x0 0625x0 5LA2 = 1 46 0031251*2 001563LA2 - 1 46 L = 9 67 ft P (uplift) = 0 0625 x (2x9 67)*2 = 23 37 kips > 15 31 kips (HD15) ok Deflection = (0 5P/2Lx(2L)A3/48EI) 2 5w(2L)M/384EI = 0 33 in Deflection * 0 33 in < 2L/360 = 0 64 in ok Hence the slab is adequate for all interior holdowns 0T0fl ON 1331S 2T r\ ARNET ENG!NEERING,1NC Chinquapin Lots Carlsbad, CA Keystone Communities Maximum uplift load on edge footing based on footing bending capacity Wdead >»<iii; ^/ V L P uplift -L~i -i~ i r V L Assume /at hinrifty" V vertical reaction support — zero Sb = 91787 1175 Sto 9178/ 625 781 1 inA3 1 468 5 M (max) = (6f 0^(1/2) + P/A ) St M (max) = (03 +0 0827 ) 1 468 = 562 k inch = 46 8 ft k Top fiber -t-M (max) e (0 3827) x 781 1 = 299 k inch = 24 9 ft k Bottom fiber W (Beam Weight ^superimposed Dead Load) = 324 x 0 15/144 +0 30 = 0 64 kips/ft P = W x 21 P(2L) / 4 W(2L)A2/8 = M (max) = 46 8 ft k L = ( 2xM max/W)A(1/2) = 121 feet P (uplift) = Wx2L = 15 5 kips > 15 3 kips ( HD15) ok Deflection - (P(2L)A3/48S) (5W(2L)M/384EI) - 01 m 2L/360 = 081 in ok 10 TTBfl ON 1331S ARNET ENGINEERING,!^ Check Minimum Residual Compression in Slab for Different Slab Length Use Subgrade Coefficient of 1 0 for sand and maintain 50 psi Max spacing = Effective Presstress 50 psi x Aslab+(Wslab x Is I 2x1 0) Chinquapin Lots Carlsbad CA Keystone Communitu s 5 slab Fe = Fe 50x5x12+(5/12x150x0 50Ls)3000 + 31 25 Ls To maintain 5 foot spacing compressible stress for different length P/A = Fe 5/12x150x5x0 50Ls P/A = 26 800 156 25Ls 60xspacing P/A = 26 800 156 25Ls 300 Slab Length 20 feet 40 feet 60 feet 80 feet 100 feet 120 feet 140 feet Max Spacing Based on 50 psi Compression 74 feet 6 3 feet 55 feet 48 feet 44 feet 40 feet 3 5 feet Mm Residual Stress Based on 5 foot Spacing 78 9 psi 68 5 psi 58 1 psi 47 7 psi 37 2 psi 26 8 psi 164 psi Typically provide 1/2 dia tendon spacing of approximately 5 feet 11 ON 13315 LI r\ ARNET ENGINEERING,INC Check Anchor bearing Stresses Chinquapin Lots Carlsbad, CA Keystone Communities r^-r 3 5 Criteria 2 2S 1) Anchor Plate Size is 5 x2 25 centered 3 5 from top of slab 2) Concrete strength at time of stressing 2 000 psi 3) Concrete fc @ 28 days = 2,500 psi PerACI318 Allowable stress at transfer fcp=0 8xfci(Ab/Ab 0 2)A0 5 <\ 25 fci Smaller to be used Allowalfcp= 06fc (Ab/Ab)A05 < 1 0 fc A b*5 x7 75 = 38 75 in2 Ab=225x5 (075/2)A2pie = 1081 m2 At stressing fcp « 0 8x2000((38 75/10 81) 0 2)^2 = 2 943 psi 1 25f ci=2 500 psi Actual bearing stress at transfer - 07x270x0 153/10 81 = 2675 psi > 2500 psi The allowable bearing stresses at time of stressing are slightly exceeded (7%) The theoretical concrete strength would be 2 140 psi For practicality it is common to use 2 000 psi Service fcp = 06x2500 (38 75/10 81 )A2 - 2 839 > 2500 psi Actual at service = 06x270x0 153/1081 = 2293 psi Hence there are no back up bars required 12 £T0fl 6178 ON SKJW6Z6T9T * 1331S AJLlbID3dS LI El £002/4T/2T Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad California 92008 (760)4383155 FAX (760) 931 0915 February 2, 2004 WO 2304 A-SC Keystone Communities 5333 Mission Center Road Suite 360 San Diego, California 92108-1351 Attention Mr Don Williamson Subject Second Clarification of Earthwork Recommendations, Lots 3 and 4, Palisades Map No 1747 Chinquapin Avenue, Carlsbad, California Dear Mr Williamson In accordance with your request GeoSoils, Inc (GSI) has reviewed the revised plot plan and GSI (2003a) with respect to the currently proposed site development The scope of services has included a review of the referenced reports (see the Appendix) and preparation of this letter report Unless specifically superceded in the text of this report the conclusions and recommendations presented in the referenced reports prepared by this office (see the Appendix) remain valid and applicable Remedial recommendations presented in GSI (2003b) indicated that removals should consist of existing colluvium and weathered terrace deposits to a depth of 3 feet It was also recommended that these removals should be completed for a minimum lateral distance of 5 feet outside the building footprint These recommendations were relatively conservative, and were later revised in GSI (2003a) to include surficial soils within 2 Vfefeet of existing grade to a minimum lateral distance of 3 feet outside the building footprint (with subsequent scarification and recompaction, yielding a zone within a 1 1 [horizontal vertical] projection that was suitable for support) The revised removal recommendations were based on the following • A review of test pit information presented in GSI (2003b) indicates that soils suitable for the support of compacted fill and/or settlement sensitive improvements occur at depths of the order of 11/2 to 21/2 feet below existing grades Based on this information, removals would minimally need to be performed to these depths • For shallow lightly loaded foundation systems, supported on compacted fill, the minimum fill layer thickness should provide at least 1 foot of fill beneath the bottom of the footing For an 18-inch deep footing, the minimum fill layer thickness would • In order to provide for adequate lateral support removals should be minimally completed below a 1 1 (horizontal vertical) projection down and away from the outside bottom edge of the exterior footing Based on at least 1 foot of fill below the footing and finish pad grades very near existing grade, lateral removals may be completed as close as about 1 foot outside the building footprint The 3-foot distance presented in GSI (2003a) is therefore also conservative but was recommended primarily to allow for slight changes in the location of the building which can occur If the building footprint can be precisely located by survey the lateral distance of removal outside the building footprint may be reduced to about 1 foot As requested, Figures 1 and 2 in GSI (2003a) have been revised and are included herein as Figures 1 through 3 Limitations The conclusions and recommendations presented herein are professional opinions These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied Standards of practice are subject to change with time GSI assumes no responsibility or liability for work, testing or recommendations performed or provided by others The opportunity to be of service is greatly appreciated If you have any questions, please do not hesitate to contact any of the undersigned Respectfully submitted GeoSoils, Inc Reviewed by >4^ Robert G Crisman Engineering Geologist RGC/DWS/JPF/jk Distribution (4) Addressee Attachments References Figure 1 Cross Section Location Map Figure 2 Cross Sections A-A' and B B' Figure 3 Schematic detail at Edge of Perimeter Footing David W Skelly Civil Engineer RCE 47857 Keystone Communities Chinquapin Avenue Carlsbad File e \wp7\2300\2304a sco W O 2304 A SC February 2 2004 Page 2 GeoSoils, Inc. REFERENCES California Coastal Commission 2002 Letter document Coastal Development Permit Application No 6-02-29 dated March 6 Alta Consultants 2001 Plot plan for Lots 3 & 4 of Palisades map no 1747, no job no dated December 14 GeoSoils Inc, 2003a Memorandum Clarification of earthwork recommendations, Lots 3 and 4, Palisades map no 1747 Chinquapin Avenue Carlsbad California, W O 2304 A-SC dated October 20 2003b Preliminary geotechnical evaluation Lots 3 and 4 Palisades map no 1747 Chinquapin Avenue Carlsbad San Diego County, California W O 2304 A-SC, dated June 9 2002 Revised geotechnical update report, response to Coastal Commission review letter dated March 6 2002 Coastal Development Permit Application No 6 02-29 Chinquapin Avenue Carlsbad, San Diego County, California WO 2304 A-SC dated March 14 ,1997, Engineering geologic conditions Lots 3 through 8 Palisades, map no 1747 and Parcel 1 APN 206-070-0400 Chinquapin Avenue City of Carlsbad, California W O 2304 A-SC, dated October 2 GeoSoils, Inc. TING WALL RETAINING WALL DWG C-1 '- EXIST SDGE McKINLEY GRA EX 1 "WATER SERVICE P€R "DWG 369^ R/W B L B1 LEGEND Approximate location of cross section RIVERSIDE CO ORANGE CXI SAN DIEGO CO CROSS SECTION LOCATION MAP Figure 1 WO 2304-A-SC DATE 2/04 SCALE 1"=20 Existing Grade Elevation (in feet) Building 3 A' Existing Grade Edge of\ Bunding X Elevation (in feet) Existing Grade B Building 4 Elevation (in feet) B1 - 50 - 48 ' - 46 - 44 - 42 -40 Elevation (in feet) LEGEND FG = Finish grade elevation in feet (MSL) X = 12 inches (minimum) D = 2Y« (30 inches) removal depth See Figure 3 for a detail at the exterior footing , RIVERSIDE CO ORANGE CO SAN DIEGO CO CROSS SECTIONS A-A' AND B-B' Figure 2 W.O. 2304-A-SC DATE 2/04 SCALE 1"=10 Edge of building 12 minimum (X) 2V a foot compacted fill cap D=21 18" footing T 12I Native Soil Native Soil Complete removal below a 11 projection from the outside bottom edge of the footing to suitable material RIVERSIDE CO ORANGE CO SAN DIEGO CO DETAIL AT EXTERIOR FOOTING Figure 3 WO 2304-A-SC DATE 2/04 SCALE 1"=1 m <**» * Geotechnical * Geologic • Environmental PRELIMINARY GEOTECHNICAL EVALUATION LOTS 3 AND 4, PALISADES, MAP NO 1747, CHINQUAPIN AVENUE CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA / FOR KEYSTONE COMMUNITIES 5333 MISSION CENTER ROAD, SUITE 360 SAN DIEGO, CALIFORNIA 92108-1351 WO 2304-A-SC JUNE 9, 2003 Geotechnical • Geologic • Environmental 5741 Palmer Way Carlsbad California 92008 (760)4383155 • FAX (760) 931 0915 June 9,2003 WO 2304-A-SC Keystone Communities 5333 Mission Center Road, Suite 360 San Diego, California 92108-1351 Attention Mr Don Williamson Subject Preliminary Geotechnical Evaluation, Lots 3 and 4, Palisades, Map No 1747, Chinquapin Avenue, Carlsbad, San Diego County, California Dear Mr Williamson In accordance with your request, GeoSoils, Inc (GSI), has performed a preliminary geotechnical evaluation of the subject site The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A), field exploration, laboratory testing, and geologic and engmeenng analysis, residential development of the property appears to be feasible from a geotechnical viewpoint provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project The most significant elements of this study are summanzed below • Proposed site development is anticipated to consist of site preparation for the construction of two single-family residential structures utilizing conventional foundations with continuous footings and slabs-on-grade construction, as well as associated improvements Building loads are assumed to be typical for this type of relatively light construction • Removals of compressible colluvial soils and weathered Quaternary-age Terrace Deposits, will be necessary prior to fill placement Depths of removals are outlined in the "Conclusions and Recommendations" section of this report In general, removals will be on the order of ±2 to 3 feet across a majority of the site However localized deeper removals cannot be precluded Earthwork should provide for a 3-foot thick compacted fill blanket Areas with fills less than 3 feet should be overexcavated to provide the minimum 3-foot fill Removals/overexcavation should extend a minimum of 5 feet laterally outside the proposed building footprint, or a 1 1 (horizontal to vertical) projection from the bottom outside edge of the foundation, whichever is greater Based on site conditions and planned improvements cut and/or fill slopes are not anticipated The expansion potential of tested onsite soils is very low (Expansion Index [EI ] less than 20) Conventional foundations may be utilized for these soil conditions Saturated resistivity and soluble sulfate testing indicates that the site soils are moderately corrosive to ferrous metals and possess a negligible sulfate exposure to concrete Consideration should be given to consulting with a qualified corrosion engineer regarding site conditions Groundwater was not observed during the field investigation and is not expected to be a major factor in development of the site However, due to the nature of the site matenals, seepage and/or perched groundwater conditions may develop throughout the site along boundaries of contrasting permeabilities (i e, fill/terrace deposit contacts) subsequent to grading, and should be anticipated Our evaluation indicates that the site has a very low potential for liquefaction Therefore, no recommendations for mitigation are deemed necessary The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development Our evaluation indicates there are no known active faults crossing the site Adverse geologic features that would preclude project feasibility were not encountered The recommendations presented in this report should be incorporated into the design and construction considerations of the project Keystone Communities W O 2304-A SC File e \wp9\2300\2304a pge Page Two GeoSoils, Inc. The opportunity to be of service is greatly appreciated If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned Respectfully submr GeoSoils, Inc Robert G Crisman Engineering Geologist, RGC/JPF/DWS/jk Distribution (4) Addressee iewed by David W Skelly Civil Engineer, RCE 47857 Keystone Communities File e \wp9\2300\2304a pge WO 2304-ASC Page Three GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS/PROPOSED DEVELOPMENT 1 SITE EXPLORATION 1 REGIONAL GEOLOGY 1 SITE GEOLOGIC UNITS 3 Quaternary Colluvium (Not Mapped) 3 Quaternary Terrace Deposits (Not Mapped) 3 FAULTING AND REGIONAL SEISMICITY 4 Faulting 4 Seismicity 6 Seismic Shaking Parameters 7 Seismic Hazards 7 LABORATORY TESTING 8 General 8 Classification 8 Laboratory Standard 8 Expansion Potential 8 Direct Shear Test 9 Corrosion/Sulfate Testing 9 CONCLUSIONS 9 EARTHWORK CONSTRUCTION RECOMMENDATIONS 9 General 9 Site Preparation 10 Removals (Unsuitable Surficial Matenals) 10 Fill Placement 10 Transrtions/Overexcavation 10 RECOMMENDATIONS - FOUNDATIONS 11 Preliminary Foundation Design 11 Bearing Value 11 Lateral Pressure 11 Foundation Settlement 12 Footing Setbacks 12 Construction 12 CORROSION 14 GeoSoils, Inc. Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad California 92008 • (760)4383155 • FAX(760)931 0915 MEMORANDUM DATE October 20,2003 W O 2304-A-SC TO Keystone Communities, Attn Mr Don Williamson FROM Robert Cnsman, CEG 1934, Engineering Geologist SUBJECT Clarification of Earthwork Recommendations, Lots 3 and 4, Palisades Map No 1747, Chinquapin Avenue, Carlsbad, California Unless specifically superceded in the text of this memorandum, the conclusions and n recommendations presented in our preliminary report, dated June 9 2003, remain valid jr and applicable Based on our review of our preliminary report and in response to plan £ check comments the following comments are provided Removals of unsuitable near surface soils shall consist of existing colluvium and near surface weathered terrace deposits to a depth of 2 Vz feet below the existing ground surface Removals should be completed for a minimum lateral distance of 3 feet outside the building footprint Based on our review of the site plans, the construction of graded slopes is not anticipated The existing slope, located west of the subject lots, is located outside the limits of grading Based on the recommended remedial earthwork the approximate location of the building footprint and the relative location of the top of slope remedial earthwork should occur no closer than 9 feet from the top of slope A site map and cross sections showing the relative location of remedial earthwork areas top of slope and building footprint are shown on the attached drawings (Figures 1 and 2) Should you have any questions regarding this letter please contact this office EX 4"SEWER DWG 369-6 PATg SO/3 WO NO -5C. Geotechnical • Geologic • Environmental 2 L*e. 6 A-*'' WO NO Geotechnical • Geologic • Environmental Geotechnical 5741 Palmer Way • Carlsbad California 92008 • (760) 4 December 1,2003 WO 2304-A-SC Keystone Communities 5333 Mission Center Road, Suite 360 San Diego, California 92108 1351 Attention Mr Don Williamson Subject Results of Soil Corrosion Testing Lots 3 and 4, Palisades, Map No 1747, Chinquapin Avenue, Carlsbad, San Diego County, California Reference Preliminary Geotechnical Evaluation, Lots 3 and 4, Palisades, Map No 1747 Chinquapin Avenue, Carlsbad, San Diego County, California, W O 2304-A SD dated June 9, 2003, by GeoSoils, Inc Dear Mr Williamson GeoSoils, Inc (GSI) has conducted sampling of representative site soils corrosion testing, as previously discussed in our referenced report Laboratory test results, completed by M J Schiff & Associates, Inc (consulting corrosion engineers), are provided in the attachment to this letter Unless specifically superceded herein the conclusions and recommendations contained in the referenced report remain pertinent and applicable, and should be appropriately implemented during design and construction SUMMARY A typical sample of the site material was analyzed for corrosion/acidity potential The testing included determination of soluble sulfates, pH, and saturated resistivity Results indicate that site soils are neutral (pH=7 3) with respect to acidity, and are moderately corrosive to ferrous metals Moderately corrosive soils are considered to be in the range between 2,000 to 10,000 ohms-cm Based upon the soluble sulfate results of 0 0036 percent by weight in soil, the site soils have a negligible corrosion potential to concrete (UBC range for negligible sulfate exposure is 0 00 to 0 10 percentage by weight soluble [SO4] in soil) Alternative methods and additional comments may be obtained from a qualified corrosion engineer We appreciate the opportunity to be of further service If you should have any questions please do not hesitate to call our office Respectfully submitted GeoSoils, Inc RobertG Cnsman Engineering Geologist, CEG 1934 RB/JPF/DWS/jk Attachments Soil Corn Distribution (4) Addrei Reviewed by 3avid W" Skell} Civil Engineer, RCE 47857 Keystone Communities Chinquapin Avenue Carlsbad File e \wp9\2300\2304a ros W O 2304-A SC December 1 2003 Page 2 GeoSoils, Inc. M J Schiff & Associates, Inc Consulting Corrosion Engineers - Since 1959 431 W Baseline Road Claremont, CA 91711 Phone (909) 626-0967 Fax (909)626-3316 E-mail lab@mjschiff com website mjschiffcom Table 1 - Laboratory Tests on Soil Samples Sample ID FG Resistivity as-received saturated pH Electrical Conductivity Units ohm cm ohm cm mS/cm 26000 4,400 73 008 Chemical Analyses Cations calcium magnesium sodium Anions carbonate bicarbonate chloride sulfate Other Tests ammonium nitrate sulfide Redox Ca2+ Mg2+ Na'+ CO3 2 HCO3' Cl1 SO/ NH4I+ NO,' S2 mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg qual mv 4 7 49 . ND 98 20 36 na na na na Electncal conductivity in milhsiemens/cm and chemical analysis were made on a 1 5 soil to water extract mg/kg = milligrams per kilogram (parts per million) of dry soil Redox - oxidation reduction potential in millivolts ND = not detected na = not analyzed Page 1 of 1 GeoSoils, Inc. Figure 1 UTILITIES 14 CONVENTIONAL RETAINING WALL RECOMMENDATIONS 14 General 14 Restrained Walls 15 Cantilevered Walls 15 Wall Backfill and Drainage 16 Retaining Wall Footing Transitions 16 DEVELOPMENT CRITERIA 17 Landscape Maintenance and Planting 17 Additional Site Improvements 17 Trenching 17 Drainage 18 Utility Trench Backfill 18 PLAN REVIEW 18 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 19 LIMITATIONS 19 FIGURES Figure 1 - Site Location Map Page 2 Figure 2 - Earthquake Epicenter Map Page 5 ATTACHMENTS Appendix A - References Rear of Text Appendix B Boring Logs Rear of Text Appendix C - EQFAULT EQSEARCH, and FRISKSP Rear of Text Appendix D - General Earthwork and Grading Guidelines Rear of Text Keystone Communities Table of Consents File e \wp9\2300\2304a pge Page II GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION LOTS 3 AND 4, PALISADES, MAP NO 1747, CHINQUAPIN AVENUE CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following 1 Review of the available geologic literature for the site (see Appendix A) 2 Geologic site reconnaissance, subsurface exploration, sampling and mapping 3 Appropriate laboratory testing of a representative soil sample 4 General areal seismicity evaluation 5 Engineering and geologic analysis of data collected 6 Preparation of this report SITE CONDITIONS/PROPOSED DEVELOPMENT The subject site consists of a two graded lots in the City of Carlsbad, California (see Figure 1) An existing cut slope, at an inclination of about 2 1 (horizontal to vertical), and about 20 feet high descends from the lots northerly to the Pacific Coast Highway Proposed site development is anticipated to consist of two residential structures and associated improvements The site is located at an elevation of about 45 feet Mean Sea Level (MSL) Building loads are assumed to be typical for this type of relatively light construction Sewage disposal is anticipated to be tied into the municipal system The need for import soils is unknown SITE EXPLORATION Surface observations and subsurface exploration were performed on May 23 2003 by a representative of this office A survey of line and grade for the subject lot was not conducted by this firm at the time of our site reconnaissance Near surface soil conditions were explored with two exploratory borings within the site to evaluate soil and geologic conditions Exploratory borings are presented in Appendix B REGIONAL GEOLOGY The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges It is characterized by steep, GeoSoils, Inc. 3 DTopoQuadj Copyn{ht «1999 Dtlarmt Yarmouth ME 04096 Sourct Data USGS Base Map San Luis Rey Quadrangle, California—San Diego Co, 7 5 Minute Series (Topographic), 1968 (photo revised 1975), by USGS, 1 =2000 *Feet wo 2304-A-SC SITE LOCATION MAP Figure 1 elongated mountain ranges and valleys that trend northwesterly The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks and Cretaceous plutonic rocks of the southern California bathohth In the San Diego County region deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin Sediments, derived from Cretaceous age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin These rocks have been uplifted eroded and deeply incised During early Pleistocene time a broad coastal plain was developed from the deposition of marine terrace deposits During mid to late Pleistocene time this plain was uplifted, eroded and incised Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas Based on our review, the site appears to be underlain with Pleistocene-age terrace deposits SITE GEOLOGIC UNITS The site geologic units encountered during our subsurface investigation and site reconnaissance included artificial fill, colluvium, and terrace deposits The earth materials are generally described below from the youngest to the oldest Quaternary Colluvium (Not Mapped) Colluvium mantles the majority of the site at the surface The thickness of the colluvium is about 1 to 2 feet and the materials are composed of brown silty sands that are dry and loose These materials were observed to be porous in nature and therefore are potentially compressible in their existing state and will require removal and recompaction during grading within the site if settlement sensitive structures are proposed within its limits The earth materials can be reused as compacted fill, provided all deleterious material has been removed Quaternary Terrace Deposits (Not Mapped) Terrace deposits were observed to underlie the site and consist of medium dense, silty sandstone These deposits are generally yellowish brown to dark yellowish brown to brown and dry to damp The upper 1 foot of these sediments are generally weathered and considered unsuitable for structural support in its present condition, and should be removed and recompacted, or processed in place Bedding structure was not readily observed but regionally is generally flat lying These sediments are typically massive to weakly bedded Bedding orientations are typically sub horizontal to flat lying Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 3 GeoSoils, Inc. FAULTING AND REGIONAL SEISMICITY Faulting The site is situated in a region of active as well as potentially-active faults Our review indicates that there are no known active faults crossing the site within the areas proposed for development (Jennings 1994) and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997) There are a number of faults in the southern California area that are considered active, and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake (see Figure 2) These faults include, but are not limited to, the San Andreas fault, the San Jacmto fault the Elsmore fault the Coronado Bank fault zone, and the Newport Inglewood-Rose Canyon fault zone The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole The following table lists the major faults and fault zones in southern California that could have a significant effect on the site should they experience significant activity ABBREVIATED FAULT NAME Rose Canyon Newport Inglewood (Offshore) Coronado Bank Elsmore Temecula Elsmore Julian Elsmore Glen Ivy Palos Verdes Earthquake Valley Newport Inglewood (L A Basin) San Jacmto Anza San Jacmto San Jacmto Valley Chmo Central Ave JElsmore) APPROXIMATE DISTANCE MILES (KM) 4 7 (7 5) 5 3 (8 6) 206(331) 24 8 (39 9) 249(401) 34 4 (55 3) 35 8 (57 6) 442(71 1) 46 3 (74 5) 47 3 (76 2) 479(771) 48 3 (77 7) Keystone Communities Lots 3 and 4 Chinquapin Avenue File e \wp9\2300\2304a pge GeoSoils, Inc. W 0 2304 A SC June 9 2003 Page 4 EARTHQUAKE EPICENTER MAP KEYSTONE COMMUNITIES 1100 1000 - - 900 - -, 800 - - 700-- 600 - - 500-- 400 -- 300-- 200-- 100 - - 0 -- -100 -400 -300 -200 -100 100 200 300 400 500 600 WO 2304-A-SC Figure 2 GeoSoils, Inc. Seismicity The acceleration/attenuation relations of Bozorgnia Campbell, and Niazi (1999) Horizontal Soft Rock Corrected PGA Bozorgnia, Campbell and Niazi (1999) Horizontal-Soft Rock Uncorrected PGA andCampbell and Bozorgnia (1997 Revised) - Soft Rock have been incorporated into EQFAULT (Blake 2000a) For this study, peak horizontal ground accelerations anticipated at the site were determined based on the random mean and mean plus 1 sigma attenuation curves developed by Joynerand Boore (1982), Campbell and Bozorgnia (1994), and Sadigh and others (1987) These acceleration-attenuation relations have been incorporated in EQFAULT a computer program by Thomas F Blake (2000a), which performs deterministic seismic hazard analyses using up to 150 digitized California faults as earthquake sources The program estimates the closest distance between each fault and a given site If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ('maximum credible") earthquake on that fault Site acceleration (g) is computed by any of at least 30 user-selected acceleration attenuation relations that are contained in EQFAULT Based on the EQFAULT program peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0 59g to 0 67g The computer printouts of portions of the EQFAULT program are included within Appendix C Historical site seismicity was evaluated with the acceleration attenuation relations of Campbell and Bozorgnia (1997 Revised) Soft Rock and the computer program EQSEARCH (Blake, 2000b) This program was utilized to perform a search of historical earthquake records for magnitude 5 0 to 9 0 seismic events within a 100 mile radius, between the years 1800 to 2002 Based on the selected acceleration attenuation relation a peak horizontal ground acceleration has been estimated which may have affected the site during the specific seismic events in the past Based on the available data and attenuation relationship used the estimated maximum (peak) site acceleration during the period 1800 to 2002 was 0 25g corresponding to an earthquake of about M 6 5 approximately 10 4 miles away, that occurred on November 22,1800 In addition a seismic recurrence curve is also estimated/generated from the historical data (see Appendix C) A probabilistic seismic hazards analyses was performed using FRISKSP (Blake, 2000c) which models earthquake sources as 3-D planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo relative velocity levels Based on a review of these data, and considering the relative seismic activity of the southern California region, a peak horizontal ground acceleration of 0 29g was calculated This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475-year return period) Computer printouts of the FRISKSP program are included in Appendix C Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 6 GeoSoils, Inc. Seismic Shaking Parameters Based on the site conditions Chapter 16 of the Uniform Building Code (UBC International Conference of Building Officials [ICBO] 1997) and Peterson and others (1996) the following seismic parameters are provided Seismic zone (per Figure 16 2*) Seismic Zone Factor (per Table 16 I*) Soil Profile Type (per Table 16 J*) Seismic Coefficient Ca (per Table 16 Q*) Seismic Coefficient Cv (per Table 16 R*) Near Source Factor Na (per Table 16 S*) Near Source Factor Nv (per Table 16 T*) Seismic Source Type (per Table 16 U*) Distance to Seismic Source Upper Bound Earthquake (Rose Canyon Fault) 4 040 SD 044Na 064NV 10 1 10 B 471711 (75km) MW69 * Figure and table references from Chapter 16 of the Uniform Building Code (1997) Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site The hazards listed are considered negligible and/or mitigated as a result of site location soil characteristics and typical site development procedures (including the use of post-tensioned slabs) • Liquefaction • Tsunami • Dynamic Settlement • Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture • Seiche It is important to keep in perspective that in the event of a maximum probable" or 'maximum credible" earthquake occurring on any of the nearby major faults strong ground shaking would occur in the subject site's general area Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above This potential Keystone Communities Lots 3 and 4 Chinquapin Avenue File e \wp9\2300\2304a pge WO 2304ASC June 9 2003 Page? GeoSofls, Inc. would be no greater than that for other existing structures and improvements in the immediate vicinity LABORATORY TESTING General Laboratory tests were performed on a representative sample of the onsite earth materials in order to evaluate their physical characteristics The test procedures used and results obtained are presented below Classification Soils were classified visually according to the Unified Soils Classification System The soil classifications are shown on the Boring Logs in Appendix B Laboratory Standard The maximum dry density and optimum moisture content was determined for the major soil type encountered in the boring The laboratory standard used was ASTM D-1557 The moisture density relationship obtained for this soil is shown below SOIL TYPE Silty SAND Yellowish Brown BORING B1 (composite) MAXIMUM DRY DENSITY (pcfL 1270 OPTIMUM MOISTURE CONTENTJ%) 90 Expansion Potential Expansion Index (E I) testing was performed on a representative samples of site soil in accordance with UBC Standard 18-2 The results of expansion testing are presented in the following table I LOCATION B IJcomposite) EXPANSION INDEX (E 1 ) 0 EXPANSION POTENTIAL Very Low Keystone Communities Lots 3 and 4 Chinquapin Avenue File e \wp9\2300\2304a pge W 0 2304 A SC June 9 2003 PageS GeoSoils, Inc. Direct Shear Test Shear testing was performed on representative remolded samples of site soil in general accordance with ASTM Test Method D-3080 in a Direct Shear Machine of the strain control type The shear test results are presented as follows SAMPLE LOCATION B 1 Sample (composite) PRIMARY COHESION (PSF) 304 FRICTION ANGLE (DEGREES) 32 RESIDUAL COHESION (PSF) 80 FRICTION ANGLE (DEGREES) 31 Corrosion/Sulfate Testing A representative sample of site material was analyzed for corrosion/soluble sulfate potential At the present time, soluble sulfate and corrosion testing results were not available An addendum report presenting those results will be provided when laboratory testing is complete CONCLUSIONS Based upon our site reconnaissance subsurface exploration, and laboratory test results, it is our opinion that the subject site appears suitable for the proposed residential development The following recommendations should be incorporated into the construction details EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC the requirements of the City of Carlsbad and the Grading Guidelines presented in Appendix D, except where specifically superceded in the text of this report Priorto grading a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines if needed, and review the earthwork schedule During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative® of Keystone Communities Lots 3 and 4 Chinquapin Avenue File e \wp9\2300\2304a pge W O 2304 A SC June 9 2003 Page 9 GeoSoils, Inc. GSI If unusual or unexpected conditions are exposed in the field they should be reviewed by this office and if warranted modified and/or additional recommendations will be offered All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA) and the Construction Safety Act should be met Site Preparation Debris vegetation asphaltic concrete construction debris, and other deleterious material should be removed from the building area prior to the start of construction Sloping areas to receive fill should be properly benched in accordance with current industry standards of practice and guidelines specified in the UBC Removals (Unsuitable Surficial Materials) Due to the relatively loose/soft condition of the colluvium and weathered terrace deposits these materials should be removed and/or recompacted in areas proposed for settlement sensitive structures or areas to receive compacted fill At this time, removal depths on the order of ±3 feet (including colluvium and/or weathered terrace deposits) below existing grade should be anticipated throughout a majority of the site, however, locally deeper removals cannot be precluded Removals should be completed below a 1 1 projection down and away from the edge of any settlement sensitive structure and/or limit of proposed fill, or a horizontal distance of 5 feet, whichever is greater Once removals are completed, the exposed bottom should be reprocessed and compacted to 90 percent relative compaction Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (±6-mch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content and compacted to achieve a minimum relative compaction of 90 percent If soil importation is planned, a sample of the soil import should be evaluated by this office prior to importing, in order to assure compatibility with the onsite site soils and the recommendations presented in this report Import soils for a fill cap should be low expansive (E I less than 50) The use of subdrams at the bottom of the fill cap may be necessary and subsequently recommended based on compatibility with onsite soils Transitions/Overexcavation Cut portions of cut/fill transition pads should be overexcavated a minimum 3 feet below pad grade Areas with planned fills less than 3 feet should be overexcavated in orderto provide to minimum fill thickness Overexcavation of native soils due to the presence of heterogenous stratigraphy (i e , sand/clay) may be warranted and will be evaluated during grading Where the ratio of maximum to minimum fill thickness below a given structure exceeds 3 1, overexcavation should be completed to reduce this ratio to 3 1, or less Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue Junes 2003 File e \wp9\2300\2304a pge Page 10 GeoSoils, Inc. RECOMMENDATIONS - FOUNDATIONS Preliminary Foundation Design In the event that the information concerning the proposed development plans is not correct or any changes in the design, location, or loading conditions of the proposed structures are made the conclusions and recommendations contained in this report are for the subject site only and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office The information and recommendations presented in this section are considered mmimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design Upon request, GSI could provide additional consultation regarding soil parameters as related to foundation design They are considered preliminary recommendations for proposed construction in consideration of our field investigation and laboratory testing and engineering analysis Our review field work and recent and previous laboratory testing indicates that onsite soils have a very low expansion potential range (E I less than 20) The preliminary recommendations for foundation design and construction are presented below Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finish grade Bearing Value 1 The foundation systems should be designed and constructed in accordance with guidelines presented in the latest adopted edition of the UBC 2 An allowable bearing value of 1 500 pounds per square foot (psf) may be used for design of continuous footings 12 inches wide and 12 inches deep and for design of isolated pad footings 24 inches square and 18 inches deep, founded entirely into compacted fill or competent terrace deposits, and connected by grade beam or tie beam in at least one direction This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2 500 psf The above values may be increased by one-third when considering short duration seismic or wind loads No increase in bearing for footing width is recommended Lateral Pressure 1 For lateral sliding resistance, a 0 35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load 2 Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 11 GeoSoils, Inc. 3 When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third Foundation Settlement Foundations systems should be designed to accommodate a differential settlement of at least 1 inch in a 40-foot span Footing Setbacks All footings should maintain a minimum 7 foot horizontal setback from the base of the footing to any descending slope This distance is measured from the footing face at the bearing elevation Footings should maintain a minimum horizontal setback of H/3 (H=slope height) from the base of the footing to the descending slope face, and no less than 7 feet nor need to be greater than 40 feet Footings adjacent to unlmed drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlmed swale Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1 1 projection from the heel of the wall Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the Retaining Wall section of this report Construction Recommendations for utilizing post tensioned slabs on the site is based on our limited subsurface investigation on the site The recommendations presented below should be followed in addition to those contained in the previous sections, as appropriate The information and recommendations presented below in this section are not meant to supercede design by a registered structural engineer or civil engineer familiar with post tensioned slab design Upon request, GSI can provide additional data/consultation regarding soil parameters as related to post tensioned slab design From a soil expansion/shrinkage standpoint, a common contributing factor to distress of structures using post tensioned slabs is fluctuation of moisture in soils underlying the perimeter of the slab, compared to the center causing a "dishing" or "arching" of the slabs To mitigate this possibility a combination of soil presaturation and construction of a perimeter "cut off1 wall should be employed Perimeter cut-off walls should be a minimum of 12 inches deep for low or 18 inches deep for medium expansive soils The cut-off walls may be integrated into the slab design, or be independent of the slab and should be a minimum of 6 inches thick The vapor barrier should be covered with a 2 inch layer of sand to aid in uniform curing of the concrete, and it should be lapped adequately to provide a continuous water-proof barrier under the entire slab If medium expansive soils are present, an additional 2 inches of sand should be placed on grade (4 inches total) Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 12 GeoSoils, Inc. Specific soil presaturation is not required, however the moisture content of the subgrade soils should be equal to or greater than, the soils' optimum moisture content to a depth of 12 or 18 inches below grade for very low to low, or medium expansive soils, respectively Post tensioned slabs should be designed using sound engineering practice, and be in accordance with local and/or national code requirements Soil related parameters for post tensioned slab design are presented below Allowable surface bearing value Modulus of subgrade reaction Coefficient of friction Passive pressure tOOOpsf 75 psi per inch 04 250 pcf Post Tensionma Institute Method Post-tensioned slabs should have sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage of subgrade soils The differential movement can occur at the corner, edge, or center of slab The potential for differential uplift can be evaluated using the 1997 UBC, Section 1816, based on design specifications of the Post-Tensionmg Institute The following table presents suggested minimum coefficients to be used in the Post-Tensionmg Institute design method Thornthwaite Moisture Index Correction Factor for Irrigation Depth to Constant Soil Suction Constant soil Suction (pf) 20 inches/year 20 inches/year 5 feet 36 The coefficients are considered mmimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance The above parameters are applicable provided structures have positive drainage that is maintained away from structures Therefore it is important that information regarding drainage site maintenance settlements and effects of expansive soils be passed on to future owners Based on the above parameters the following values were obtained from figures or tables of the 1997 UBC Section 1816 The values may not be appropriate to account for possible differential settlement of the slab due to other factors If a stiffer slab is desired, higher values of ym may be warranted Keystone Communities Lots 3 and 4 Chinquapin Avenue File e \wp9\2300\2304a pge W O 2304 A SC June 9 2003 Page 13 GeoSoils, Inc. EXPANSION INDEX OF SOIL SUBGRADE em center lift em edge lift ym center lift ym edge lift VERY LOW TO LOW E 1 50 feet 2 5 feet 1 10 inch 0 35 inch Deepened footings/edges around the slab perimeter must be used to minimize non uniform surface moisture migration (from an outside source) beneath the slab An edge depth of 12 inches should be considered a minimum The bottom of the deepened footing/edge should be designed to resist tension, using cable or reinforcement per the structural engineer Other applicable recommendations presented under conventional foundation and the California Foundation Slab Method should be adhered to during the design and construction phase of the project CORROSION Site soils are considered to present a negligible sulfate exposure to concrete, and will likely be corrosive to metal piping when saturated Testing should be performed at the completion of grading in oxide to determine their site characteristics UTILITIES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines A/C waste waterlmes should be drained to a suitable outlet CONVENTIONAL RETAINING WALL RECOMMENDATIONS General Foundations may be designed using parameters provided in the "Design" section of Foundation Recommendations presented herein Wall sections should adhere to the City of Carlsbad and County of San Diego guidelines All wall designs should be reviewed by a qualified structural engineer for structural capacity, overturning and stability Keystone Communities Lots 3 and 4 Chinquapin Avenue File e \wp9\2300\2304a pge W O 2304 A SC June 9 2003 Page 14 GeoSoils, Inc. The design parameters provided assume that onsite or equivalent very low expansive soils are used to backfill retaining walls If expansive soils are used to backfill the proposed walls within this wedge increased active and at-rest earth pressures will need to be utilized for retaining wall design Heavy compaction equipment should not be used above a 1 1 projection up and away from the bottom of any wall The following recommendations are not meant to apply to specialty walls (cnbwalls, loffel, earthstone etc) Recommendations for specialty walls will be greater than those provided herein, and can be provided upon request Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized This movement could cause some cracking dependent upon the materials used to construct the wall To reduce wall cracking due to settlement, walls should be internally grouted and/or reinforced with steel Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re entrant or male corners should be designed for an at-rest equivalent fluid pressures of 65 pcf for native soil or 38 pcf for gravel backfill, plus any applicable surcharge loading For areas of male or re-entrant corners the restrained wall design should extend a minimum distance of 2H (twice the height of the wall) laterally from the corner Building walls below grade should be water proofed or damp-proofed, depending on the degree of moisture protection desired Refer to the following section for preliminary recommendations from surcharge loads Cantilevered Walls These recommendations are for cantilevered retaining walls up to 15 feet high Active earth pressure may be used for retaining wall design provided the top of the wall is not restrained from minor deflections An empirical equivalent fluid pressure (EFP) approach may be used to compute the horizontal pressure against the wall Appropriate fluid unit weights are provided for specific slope gradients of the retained material These do not include other superimposed loading conditions such as traffic structures seismic events or adverse geologic conditions SURFACE SLOPE OF RETAINED MATERIAL (Horizontal to Vertical) Level 2to1 EQUIVALENT FLUID WEIGHT PCF (Very Low Expansion Native Soil) 45 60 SELECT MATERIAL PCF (Gravel) 35 Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 15 GeoSoils, Inc. The equivalent fluid density should be increased to 65 pounds per cubic foot for level backfill at the angle point of the wall (corner or male re-entrant) and extended a minimum lateral distance of 2H on either side of the corner Wall Backfill and Drainage All retaining walls should be provided with an adequate gravel and pipe backdram and outlet system (a minimum two outlets per wall) to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein Pipe should consist of a minimum 4 inch diameter schedule 40 perforated PVC pipe Gravel used in the backdram systems should be a minimum of 3 cubic feet per lineal foot of %-to 1 Vz inch clean crushed rock encapsulated in filter fabric (Mirafi 140 or equivalent) Perforations in pipe should face down The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil Proper surface drainage should also be provided As an alternative to gravel backdrams, panel drains (Miradram 6000 Tensar, etc) may be used Panel drains should be installed per manufacturer's guidelines Regardless of the backdram used walls should be water proofed where they would impact living areas or where staining would be objectionable Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report Wall footings may transition from formational bedrock to select fill If this condition is presen t the civil designer may specify either a) If transitions from rock fill to select fill transect the wall footing alignment at an angle of less than 45 degrees (plan view) then the designer should perform a minimum 2-foot overexcavation for a distance of 2H and increase overexcavation until such transition is between 45 and 90 degrees to the wall alignment b) Increase of the amount of reinforcing steel and wall detailing (i e expansion joints or crack control joints) such that an angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated Expansion joints should be sealed with a flexible non-shnnk grout c) Embed the footings entirely into homogenous fill or terrace deposits Keystone Communities W O 2304 A SO Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 16 GeoSoils, Inc. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes Over-watering should be avoided Graded slopes constructed within and utilizing onsite materials would be erosive Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction Plants selected for landscaping should be light weight deep rooted types which require little water and are capable of surviving the prevailing climate Plants utilized other than those recommended will increase the potential for perched water to occur Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established In order to minimize erosion on a slope face an erosion control fabric (i e , jute matting) should be considered From a geotechnical standpoint leaching is not recommended for establishing landscaping If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent relative compaction Additional Site Improvements Recommendations for additional grading exterior concrete flatwork design, and construction including driveways, can be provided upon request If, in the future any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request Trenching All footing trench excavations for structures and walls should be observed and approved by a representative of this office prior to placing reinforcement Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes GSI does not consult in the area of safety engineers In addition the potential for encountering hard spots during footing and utility trench excavations should be anticipated If these concretions are encountered within the proposed footing trench, they should be removed which could produce larger excavated areas within the footing or utility trenches Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 17 GeoSoils, Inc. Drainage Positive site drainage should be maintained at all times Drainage should not flow uncontrolled down any descending slope Water should be directed away from foundations and not allowed to pond and/or seep into the ground Pad drainage should be directed toward the street or other approved area Roof gutters and down spouts should be considered to control roof drainage Down spouts should outlet a minimum of 5 feet from the proposed structure or into a subsurface drainage system We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet As an alternative closed bottom type planters could be utilized An outlet placed in the bottom of the planter could be installed to direct drainage away from structures or any exterior concrete flatwork Mitigative recommendations for perched groundwater may be provided based on the nature of those conditions if requested Utility Trench Backfill 1 All utility trench backfill in structural areas slopes and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard Flooding/jetting is not recommended for the site soil materials As an alternative imported sandy material with a sand equivalent (S E) of 30 or greater, may be flooded/jetted in shallow (±12 inches or less) under slab interior trenches, only 2 Sand backfill, unless trench excavation material, should not be allowed in exterior trenches adjacent to and within an area extending below a 1 1 plane projected from the outside bottom edge of the footing 3 All trench excavations should minimally conform to CAL-OSHA and local safety codes 4 Soils generated from utility trench excavations to be used onsite should be compacted to 90 percent minimum relative compaction This material must not alter positive drainage patterns that direct drainage away from the structural area and towards the street PLAN REVIEW Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein In addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time Keystone Communities WO 2304-ASC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 18 GeoSoils, Inc. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by the geotechnical consultant at each of the following construction stages • During gradmg/recertification • After excavation of building footings, retaining wall footings and free standing walls footings prior to the placement of reinforcing steel or concrete • During retaining wall subdram installation prior to backfill placement • During placement of backfill for area dram interior plumbing utility line trenches and retaining wall backfill • After presoakmg/presaturation of building pads and other flatwork subgrade prior to the placement of reinforcing steel or concrete • During slope construction/repair • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading site conditions may vary due to seasonal changes or other factors GSI assumes no responsibility or liability for work testing or recommendations performed or provided by others The scope of work was performed within the limits of a budget Inasmuch as our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied Standards of practice are subject to change with time Keystone Communities WO 2304 A SC Lots 3 and 4 Chinquapin Avenue June 9 2003 File e \wp9\2300\2304a pge Page 19 GeoSotts, Inc. APPENDIX A REFERENCES APPENDIX A REFERENCES Blake, T F , 2000a EQFAULT A computer program for the estimation of peak horizontal acceleration from 3-D fault sources Windows 95/98 version 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs Windows 95/98 version , 2000c, FRISKSP A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3 D faults as earthquake sources Windows 95/98 version Campbell, KW and Bozorgnia, Y 1994, Near-source attenuation of peak horizontal acceleration from worldwide accelrograms recorded from 1957 to 1993, Proceedings Fifth US National Conference on Earthquake Engineering volume III Earthquake Engineering Research Institute, pp 292-293 Hart and Bryant, 1997, Fault rupture hazard zones in California California Department of Consecration, Division of Mines and Geology, Special Publication 42 International Conference of Building Officials, 1997 Uniform building code Whittier, California, vol 1 2 and 3 Jennings, CW, 1994 Fault activity map of California and adjacent areas California Division of Mines and Geology, map sheet no 6 scale 1 750,000 Joyner W B , and Boore DM1982, Estimation of response-spectral values as functions of magnitude distance and site conditions, m eds Johnson, J A Campbell, K W and Blake, T F , AEG short course, seismic hazard analysis, dated June 18 1994 Kennedy, M P and Tan S S , 1996 Geologic maps of the northwest part of San Diego County, California Division of Mines and Geology plate 1 scale 1 24 000 Petersen MarkD Bryant W A , and Cramer C H 1996, Interim table of fault parameters used by the California Division of Mines and Geology to compile the probabilistic seismic hazard maps of California Sadigh K, Egan, J , and Youngs, R , 1987, Predictive ground motion equations reported in Joyner, WB, and Boore DM, 1988 "Measurement, characterization and prediction of strong ground motion,"m Earthquake Engineering and Soil Dynamics II, Recent Advances in Ground Motion Evaluation, Von Thun, J L, ed American Society of Civil Engineers Geotechnical Special Publication No 20, pp 43-102 Sowers and Sowers, 1970, Unified soil classification system (After U S Waterways Experiment Station and ASTM 02487-667) m Introductory Soil Mechanics New York GeoSoils, Inc. APPENDIX Bt BORING LOGS zOc DESCRIP1U. " Ul DC 3 ^ O *" 2 S|~ ^^ ^3C/) Q. J X ui £ Q Oz o 2 m CDCOo0r-co.aQ2 CO CO COLLUVIUMt CO0)ucCO 0) Q.a c Q. 1 CO 1oa. CM O CO ^0 x:Cflo0)>» PQ1 POSITS SILTYTERRACE DE>massimedium denseQ. •o | CO CM CO CM 4'er EncounteredTotal Depth =No GroundwalBackfilled! CDCOO0;>i-JQO I CO COLLUVIUMtocCO CD Q. O. C Q1 CO 1 0 0. CO CM O CM DQ x:CO5oCD>, 0)Q1 POSITS SILTYTERRACE DE>massimedium denseQ. CO•a | CO CM 4'er EncounteredTotal Depth =No GroundwalBackfilledm "\ APPENDIX C EQFAULT, EQSEARCH, AND FRISKSP RETURN PERIOD vs. ACCELERATECAMP & BOZ (1997 Rev ) SR 1N \000000 -V S X \ ^100000 -s s s ^ \ O O Oo T— ^ s s ^ ^ Ooo v s X \ I , >•• — — — — — •s; O in CM O r-p v_*- ^~ cg-I—*m cor***"" ^~ 0o o < 0 in CM o or} 0 ° 0 WO 2304-A-SC (sjA) pou0d Plate C-1 PROBABILITY OF EXCEEDANCE CAMP & BOZ (1997 Rev ) SR 1 100 g 03 _Q 2 0_ CD Oc 03•o 0 0 O X LU 90 80 70 60 50 40 30 20 10 0 75 yrs 100 yrs 0 00 0 25 0 50 0 75 1 00 1 25 1 50 Acceleration (g) WO 2304-A-SC Plate C-2 2® <D O O MAXIMUM EARTHQUAKES KEYSTONE COMMUNITIES 1 01 - = 001 X X X Xx x X t I I I I M 1 1 10 Distance (mi) 100 Plate C-3 (0 +2 I LLJ «*— O i_ 0) E z Ijiu E E O EARTHQUAKE RECURRENCE CURVE KEYSTONE COMMUNITIES 100 10 01 001 i i 11 « I 11 I 11 35 40 45 50 55 60 65 70 75 80 85 90 Magnitude (M) WO 2304-A-SC Plate C-4 APPENDIX D GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans including preparation of areas to filled placement of fill installation of subdrams and excavations The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes so that they may schedule their personnel accordingly All clean-outs, prepared ground to receive fill key excavations, and subdrams should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D- 1557-78 Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D2937 or D 2922 and D-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed These criteria would vary depending on the soil conditions and the size of the project The location and frequency of testing would be at the discretion of the geotechnical consultant GeoSoils, Inc. Contractor's Responsibility All clearing site preparation and earthwork performed on the project should be conducted by the contractor with observation by geotechnical consultants and staged approval by the governing agencies as applicable It is the contractor's responsibility to prepare the ground surface to receive the fill to the satisfaction of the soil engineer and to place spread, moisture condition, mix and compact the fill in accordance with the recommendations of the soil engineer The contractor should also remove all major non-earth material considered unsatisfactory by the soil engineer It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration forthe fill material, rate of placement and climatic conditions If, in the opinion of the geotechnical consultant unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment etc , are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary stop work until conditions are satisfactory During construction the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed SITE PREPARATION All major_vegetation including brush, trees thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site These removals must be concluded prior to placing fill Existing fill soil alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable m-place should be removed prior to fill placement Depending upon the soil conditions these materials may be reused as compacted fills Any materials incorporated as part of the compacted fills should be approved by the soil engineer Any underground structures such as cesspools, cisterns mining shafts, tunnels, septic tanks, wells pipelines or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer Soft dry.spongy highlyfractured, or otherwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condition should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue Overexcavated and processed soils which have been properly mixed and moisture Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 2 GeoSoils, Inc. conditioned should be re compacted to the minimum relative compaction as specified in these guidelines Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer After the scarified ground is brought to optimum moisture content or greater and mixed the materials should be compacted as specified herein If the scarified zone is grater that 6 inches in depth it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on site soils engineer and/or engineering geologist Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks or other uneven features which would inhibit compaction as described previously Where fills are to be placed on ground with slopes steeper than 5 1 (horizontal to vertical), the ground should be stepped or benched The lowest bench which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist In fill over cut slope conditions the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant As a general rule unless specifically recommended otherwise by the Soil Engineer the minimum width of fill keys should be approximately equal to Vz the height of the slope Standard benching is generally 4 feet (minimum) vertically, exposing firm acceptable material Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet Pre stripping may be considered for unsuitable materials in excess of 4 feet in thickness All areas to receive fill including processed areas removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill Fills may then be properly placed and compacted until design grades (elevations) are attained COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer These materials should be free of roots, tree branches, other organic matter or other deleterious materials All unsuitable materials should be removed from the fill as directed by the soil engineer Soils of poor gradation, undesirable expansion potential or substandard strength Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 3 GeoSoils, Inc. characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer Oversized material should betaken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces To facilitate future trenching rock should not be placed within the range of foundation excavations future utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness -Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction Fill layers at a moisture content less than optimum should be watered and mixed and wet fill layers should be aerated by scarification or should be blended with drier material Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture After each layer has been evenly spread, moisture conditioned and mixed it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-1557-78, or as otherwise recommended by the soil engineer Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 4 GeoSoils, Inc. Where tests indicate that the density of any layer of fill or portion thereof is below the required relative compaction or improper moisture is in evidence the particular layer or portion shall be re worked until the required density and/or moisture content has been attained No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and is approved by the soil engineer Compaction of slopes should be accomplished by over building a minimum of 3 feet horizontally and subsequently trimming back to the design slope configuration Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed Special efforts may be necessary to attain the specified compaction in the fill slope zone Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face Where compacted fill slopes are designed steeper than 2 1 (horizontal to vertical) specific material types a higher minimum relative compaction and special grading procedures may be recommended If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following 1 An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed The sheepsfoot roller should also be used to roll perpendicular to the slopes and extend out over the slope to provide adequate compaction to the face of the slope 2 Loose fill should not be spilled out over the face of the slope as each lift is compacted Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling 3 Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations 4 After completion of the slope, the slope face should be shaped with a small tractor and then re rolled with a sheepsfoot to achieve compaction to near the slope face Subsequent to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the slope face Final testing should be used to confirm compaction after grid rolling 5 Where testing indicates less than adequate compaction the contractor will be responsible to rip, water mix and re compact the slope material as necessary to achieve compaction Additional testing should be performed to verify compaction Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 5 GeoSoils, Inc. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist SUBDRAIN INSTALLATION Subdrams should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant Subdram locations or materials should not be changed or modified without approval of the geotechnical consultant The soil engineer and/or engineering geologist may recommend and direct changes in subdram line grade and dram material in the field, pending exposed conditions The location of constructed subdrams should be recorded by the project civil engineer EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed When fill over cut slopes are to be graded unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist pnorto placement of materials for construction of the fill portion of the slope The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started If, during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems The need for cut slope buttressing or stabilizing should be based on in grading evaluation by the engineering geologist, whether anticipated or not Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies Additionally short term stability of temporary cut slopes is the contractors responsibility Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies and/or in accordance with the recommendations of the soil engineer or engineering geologist Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 6 GeoSoils, Inc. COMPLETION Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect Such protection and/or planning should be undertaken as soon as practical after completion of grading JOB SAFETY General At GeoSoils Inc (GSI) getting the job done safely is of primary concern The following is the company's safety considerations for use by all employees on multi employer construction sites On ground personnel are at highest risk of injury and possible fatality on grading and construction projects GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor, however everyone must be safety conscious and responsible at all times To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects Safety Meetings GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings Safety Vests Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field Safety Flags Two safety flags are provided to GSI field technicians, one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 7 GeoSoils, Inc. Flashing Lights All vehicles stationary in the grading area shall use rotating or flashing amber beacon or strobe lights on the vehicle during all field testing While operating a vehicle in the grading area the emergency flasher on the vehicle shall be activated In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locations A primary concern should be the technicians's safety Efforts will be made to coordinate locations with the grading contractors authorized representative and to select locations following or behind the established traffic pattern, preferably outside of current traffic The contractors authorized representative (dump man, operator supervisor grade checker, etc) should direct excavation of the pit and safety during the test period Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill Test pits should be excavated so that the spoil pile is placed away form oncoming traffic whenever possible The technician's vehicle is to be placed next to the test pit opposite the spoil pile This necessitates the fill be maintained in a dnveable condition Alternatively the contractor may wish to park a piece of equipment in front of the test holes particularly in small fill areas or those with limited access A zone of non-encroachment should be established for all test pits No grading equipment should enter this zone during the testing procedure The zone should extend approximately 50 feet outward from the center of the test pit This zone is established for safety and to avoid excessive ground vibration which typically decreased test results When taking slope tests the technician should park the vehicle directly above or below the test location If this is not possible, a prominent flag should be placed at the top of the slope The contractor's representative should effectively keep all equipment at a safe operation distance (e g , 50 feet) away from the slope during this testing The technician is directed to withdraw from the active portion of the fill as soon as possible following testing The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern The contractor should inform our personnel of all changes to haul roads cut and fill areas or other factors that may affect site access and site safety In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above the technician is required by company policy, to immediately withdraw and notify his/her supervisor The grading contractors representative will eventually be contacted in an effort to effect a solution However, in the Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 8 GeoSoils, Inc. interim no further testing will be performed until the situation is rectified Any fill place can be considered unacceptable and subject to reprocessing recompaction or removal In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attention and notify this office Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth All trench excavations or vertical cuts in excess of 5 feet deep which any person enters, should be shored or laid back Trench access should be provided in accordance with CAL OSHA and/or state and local standards Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment If the contractor fails to provide safe access to trenches for compaction testing our company policy requires that the soil technician withdraw and notify his/her supervisor The contractors representative will eventually be contacted in an effort to effect a solution All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation If corrective steps are not taken GSI then has an obligation to notify CAL-OSHA and/or the proper authorities Keystone Communities Appendix D File e \wp9\2300\2304a pge Page 9 GeoSoils, Inc. HYDROLOGY & HYDRAULICS CALCULATIONS FOR LOT Nos. 3 & 4 CHINQUAPIN AVENUE CARLSBAD, CA May, 2003 ALTA CONSULTANTS PLANNING ENGINEERING SURVEYING 4901MorenaBlvd Suite 409 San Diego CA 92117 Tel 858581 6101 FAX (858) 581 6138 VICINITY MAP CITY OF OCEANSIDE HIGHWAY-^5 NOT TO SCALE CITY OF VISTA PROJECT SITE CITY OF SAN MARCOS PACIFIC OCEAN CITY OF ENCiNITAS RUNOFF CALCULATION Project Name CHINQUAPIN AVENUE (Lot 3 & Lot 4) Job No 112-15 Soil Classification D Frequency = 100 Yr Storm HYDROLOGY Lot No 3 Node 1 to Node 2 Date May 16 2003 Area In Acres Precipitation Slope of Swale Travel Distance Time of Concentration Intensity Runoff Coeficient Designed Runoff A = P6 = O — L = Tc = l = C = Q = 010 25 30% 166 884 456 055 025 Ac FT Minutes Ins /Hr CFS (See Figure 3 5) HYDRAULICS Node 2 to Node 4 Pipe Diameter Manning s Coeficient Slope Depth of Water Velocity Velocity Head d — n = So = D = V = hv = 05 0013 1 0% 025 286 013 Ft Ft Ft/Sec Ft HYDROLOGY Lot No 4 Node 3 to Node 4 Area In Acres Precipitation Slope of Swale Travel Distance Time of Concentration Intensity Runoff Coeficient Runoff Total Designed Runoff A = P6 = S = L = Tc = l = C = q = Q = 005 25 30% 138 806 484 055 013 038 Ac FT Minutes Ins /Hr CFS CFS (See Figure 3 5) HYDF Node 4 to Node 5 Pipe Diameter Manning s Coeficient Slope Depth of Water Velocity Velocity Head I d = n = So = D = V = hv = 05 0013 02427 015 11 09 1 91 Ft Ft Ft/Sec Ft CAPACITY OF CATCH BASIN GRADE (See Plate 2 6-0658) Formula Penmente (P) 4 Q/P = 3 x HA1 5 Head (H) = 04 Q= 304 Ft Ft CFS > 0 25 CFS o; O cuC -4-> CU i-O OH- -CO-O r— C 1/1 O +-» <+-C O r- CU 0)o -o -a >>uo S r- -M >C>>CU L. VO <t> « i-S-CUaCt3 fdO r— 3jcnrj co o r- •*-» cu uC* >». — 40 -4-> . — t. i —UD CU 4-> O OJCU CJ> . — CS-CC 0 5^ C_ •»- 03 0CU **» 3 «— COLOTw S- t- T-CO CT n3 -»J-T— "O <-> CO 4-> CU CX «3ecuc, **•**- .53 -1- *-ajlj-CE — . -S°O c -a4_j cu -M . — cu c. i— i -ocui — <accr o o >>cu•acucJ-^oc: ex -»->Nto ra -*-> S^ O O CU CO i—CCXCJ-OCDS; to «— T- JE eraO o3 Jw O CO -M CU 4-* 4-* 4-* CU C4J *" C S- CX4-» 4-> •+•» J= C tO C J— f- ~O 3 -r- c- r— OJ -r" OloooJ-c-a ocro. c. =J c: «•• *r~ g| _ ^> (^ QJ QJ *r-* *^* *^~ O CU r4 i — 4J O J-JZ O O S- JC Cl CX C3 tn CU <T" O CX4-> O O -C -t-> J3 <; w c. «a c, 2: ex cx-»-» cu co c: CX3- i- i-CUC-r-O O "tJ e CXr— C t- J_ •»-> J-J^ -r- i — CU4J t_ E •«-> cu "O T- oo ex •— cr •*-> T— «^" co UD cu ro cu r— o C I- <L1 r3 C3> CO <M CU J= •+-» r— O F- f^ CO *~^ *•• "^ •*-> f"^» •!-* -fJ 2- 4~* CO •r- O CU a CO «~5 fO CJ O 13 O "^^ CU O U-CMJ— ZZQ <•*->•*->-!-> O-O Ci C. J— •*•>at S- Q i — CM CO «S- LO *fe^^Wj^^^Ctx|O*>c^u«o.*s_^*fc rv-*.rx ^>\sj£^xs1 II^>> co a.cai •* O" CS cu T- O U- , la- >C\•ac. cu ^x% 0 -*J ^^ T- O 4-> OJ II f3 f~ "•o cu «jT- m a. r*~" CX <C C3 r- o•l—/11. ^ c oc3l CNJ T-Q- +J1 c}01cu^Joi 4-*u\^ • 03v\\ ^" *" *U *^- "*»^, rt3 ECU •r* •*•* f«M CX 11 CX UD K <Cex vK T^ \r\ "^ -o ^ ^ ^CU ' ^f. * •*-* vf CO =1 Ur~3 U 3 -0 CJ<c •*-> *~* CM CO «^- 111 *j S^j1 X. 1-1 ^i Or-"iZt 103 -cCU 1cu ^•< *~1 1 \ t 6-Hour Precipitation (inches) O 10 / O CO I/* CO ^"^Q1* '^O CO C^r C\J ^ j^7^73%7S^fc2-r^^^^ i i . n *— r / i ^r *M RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient. C Soil Group '" Land Use A B C D Residential Single Family 40 45 50 55 Multi Units 45 50 60 70 Mobile Homes 45 50 55 65 Rural (lots greater than 1/2 acre) 30 35 40 45 Commercial|2' 80% Impervious 70 75 80 85 Industrial |2) 90% Impervious 80 85 90 95 NOTES '" Soil Group maps are available at the offices of the Department of Public Works 121 Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90% the values given for coefficient C may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness However in no case shall the final coefficient be less than 0 50 For example Consider commercial property on D soil group Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50x085=053 80 APPENDIX IX Updated 4/93 810 10 Way 2 1988 HIGHWAY DESIGN MANUAL Figure 816 6A Overland Time of Concentration Curves 1000 H LU LU U. tiloz h-co Q _J LU o: H oz cc. Ill 800 600 400 200 CO HI h- 2 Z LU <r LL O LU H Q DC 111 18(1 1-OCL)1/2 [sdoo)]1 73 Where C = Runoff Coefficient L = Overland Travel Distance in feet S = Slope in ft 7ft m H 7//77C of o/ 3000 effect/ re 5 hoc //ns CSee AppcndfrX 8) 7-' JO — BOO 700 £OO \ — SOO \ \4- \\ \. \ \ \- •/00 — 40 — 30 NOTE nFOR NATURAL WATERSHEDS] 20 [I ADD TEN MINUTES TO ' ,, COMPUTED TIME OF CON- P. NCENTRATION J — /o J — /DO 80 70 -£0 \^-50M \ — 300O \ \ \ - 200O \ \ - /ooa 9OO • 80O -600 -S'OO -400 — 300 200 240 — 30 -20 • /B • /£ - /O 9 B 7 • £ -S — 3 L T SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVFD DESIGN MANUAL o // NOMOGRAPH FOR DETERMINATfON OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE 1rw REV MAR. It 31 0r, _ M » •. • _?? i -1 M h : : r •" H • UJ - UJ : U. E z ^ £ ;: o - UJ . 3: 1 V ' r 1 : HEA : HEAt : HEA I SEC^ : : j _ "DISCb 1,1! I 'ill )S U IS A )S B roR AROl i III _. EpSgN y^^'r^l P 2 (a 4- b) A saw ' l '" 4 p i 30' ETV a c PE til! mi ^ /P 0 f CT EE PE R il.i >MI X 0 1 It ^ 3 If, ^ o^} RAJTI FO LI. CP In 1 1 i i X OH: CUR CUR a i ON OF 11 LI Illl (a y t VE VE 13 p 10 1 6 b i )s (a (b TR 1 ER nil i' ) > A N M iin 'i X *F \f V P r II 1C "* p; 3 3 r r1 1 b1 1 ! 1 k: F 3 : - [ ~ - 1 - ,, ^X^ .IES .IES TION rINlT^ BR (Q/F in I! I ^^ ) _i Ll TIT' _/" DIS' iili il'l f Mil II 1 X ^ RG i i III x E iln rirr X y / / PEF Mn TTTT 1 f g, F MM Illl /. \f 00 ill! M - t 5, - T in IN / 3 0tn w 7 c ir Illl / f 1 1 / -- H'/t AREA,' ill /'t / I - • 5 — =• — ^— = — — £ ~ : — . : * ~ _ ~ = ^5 - i. f _T W," 1 Z J 45676810 E 3«B«TO»IO t INLET CAPACITY OF GRATE AT SAG Plate 2 6-0658 <x CARLSBAD BOULEVARD ? IS3 i* coI*!"! p*.* 5^ ^O s1^ OI i J* v-if M C> C;4 ^ 5* °. ii (/)T a RP •k FEB-23-2004 HON 08 37 AM CITY OF CARSLBAD FAX NO 760 602 8558 P 02 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMFNT OF SCHOOL FKBS OR OTHER MITIGATION This form must be completed by the City the applicant and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Q Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Number of New Dwelling Units J Square Feet of Living Area in New Dwelling 2 *) 2 Square Feet of Living Area in SDU Net Square Feet New Area /of A- Commercial/Industrial Square Feet Floor Area City Certification of Applicant Information -—3> / /Datefc^ygo^oV School 6225 El Caimno Re Carlsbad CA 92009 101 South Rancho Santa Fe Rd Encmitas CA 92024 (944-4300) San Marcos Unified School District 215 Mate Wiy San Marcos, CA 92069 (736-2200) San Dieguito Union High School District 710 Encimtas Blvd Encmitas CA 92024 (753 6491) Certification of Applicant/Owners The person executing this declaration ( Owner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owners knowlndge and that the Owner will file an amended certification of payment and pay the additional fee If Owner requests an increase in the number of dwelling units or square footage after the building permit is i$$ued or if the initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/develop^Tpf the flboy^escribed project(s) o< that the person executing this declaration is authorized to sign\i behalf of the f Signature Revised 4/70/on 1635 Faraday Avenue • Carlsbad CA 92008 7 i14 • (760) 602 27OO Building Counter • (760) 602 2719 • FAX <76O) 6O2 8558 FEB-23-2004 MON 08 39 AH CITY OF CARSLBAD FAX NO 760 602 8558 P 06 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) **iW***********«****^ THIS FORM INDICATES THAT THE SCHOOL DISTRIC T REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned being duly authorized by the applicable School District certifies that the developer, builder or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School Distnct The City may is-aue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL " YTITLE GAYLB4 fRCEMAN DEPUTY 8UPERINTENDEN NAME OF SCHOOL DISTRICT f225 EL C/IHW0 CARLSE DATE ^ ^-* PHONE NUMBER Revised 4/2(VM City of Carlsbad 1635 Faraday Av Carlsbad CA 92008 Plan Check Revision Permit No PCR04152 Building Inspection Request Line (760) 602-2725 Job Address 150 CHINQUAPIN AV CBAD Permit Type PCR Parcel No Lot # Valuation $0 00 Construction Type Reference # CB032478 Project Title CHINQIAPIN LOTS TRUSS REV 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 09/01/2004 SB 09/20/2004 09/21/2004 Applicant LANDFALL CONSTRUCTION INC #360 5333 MISSION CENTER RD SAN DIEGO CA 92108 6192994855 Owner Plan Check Revision Fee Additional Fees $6000 $000 Total Fees $60 00 Total Payments To Date $0 00 Balance Due $6000 1680 09/21^04 0002 01 OJ CGF 60 3u Inspector FINAL APPROVAL 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 fees/exactions You have 90 days from the date this permit 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION O!TY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave Carlsbad CA 92008 PROJECT INFORMATION rv>i\ rig/Suite^ r FOR OFFICE USE QNL PLAN CHECK NO f EST VAL Plan Ck Deposit Validated By Date T^l v KX\ i Busi (at this address) - lal DescnptionLegal Descnpti lob-i u Lot No Subdivision Name/Number Unit No Phase N- Phas, ^\r>C>W edUse Total # of units Assessor's Parcel # oV 5> ' Exliln9 Use Proposed Ui De~scnption of Wok SQ FT # of Stones * of Bedrooms # of Bathrooms 2 CONTACT PERSON (If differenHroroaRpiicaitt) tton \jQt\\\amssn *?£>•*> VA CAE. Name Address APPI3CANT D Contractor TJ Agentfcr Contractor" City State/Zip Telephone * .D^Ajgentf or Owner Fax* Name 4 PROPERTY OWNER Address City State/Zip Telephone # ,. , Name Address City State/Zip Telephone* ^ ^ J|»H1W,CTOR COMBANYNAME XZ „ JJ**,^ ^ " ,, " ^ v. „ *F" * U W (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure pnor 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 7000 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 applicant to a civil penalty of not more than five hundred dollars [$500]) CA Name State License # Address License Class fo City State/Zip City Business License #_ Telephone # Designer Name State License # C. Address City State/Zip Telephone # Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D I 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 bf I have and will maintain worker's compensation as required by Section 3700 of the labor Code for the performance of the work for which this permit is issued My worker's compensation insurance earner and policy number are . Insurance Companv^Q^t. CCKTv -Tli-YVJ _ Policy No V^ \T .5>lj| T_ _ Expiration Date » L 5\ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING F ilure to s re w rk rs omp at s» rag \ jp I wfyJ^ nc' ^ " bJ * mP' v * ^m ' P '(l d c I r p to h d d th nd dollars($1 DO 000) (n jUJitio t th cod ojrfbojQggnjEmon dj^nagal a^Arawded for in Sect on 3706 f the Labor Code interest and attorney^ fees * « • qir,NATIIRF P^^Q^/jll/ ~ ^ t MjL^fCJ/JL6--^ -- _ DATE 7^ / •"£*/ 7 OWNER BUIUJIR DECLARATION "C^ ^ "'* ™" "~" ^I hereby affirm that I am exempt from the Contractor's License Law for the following reason D I as owner of the property or my employees with wages as their sole compensation will d the work and the 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 his 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) D I as owner of the property am exclusively contracting with licensed contractors to construct the project (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 contracts for such projects with contractors) licensed pursuant to the Contractor's License Law) D I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement D YES D NO 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 number / 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 number / /ontradors 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 number / type of work) PROPERTY OWNER SIGNATURE.DATE WHITE File YELLOW Applicant PINK Finance I ' EsGil Corporation In tfartnersliip with government for (BuiCcfmg Safety DATE 09/14/04 a APPLICANT JURISDICTION Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO PCR 04-153 (03-2479) SET I PROJECT ADDRESS 152 Chinquapin Avenue PROJECT NAME Revised Truss Calculations for Keystone Communities AJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant s copy of the check list has been sent to X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Ray Fuller Enclosures Esgil Corporation D GA D MB D EJ D PC 09/07/04 tmsmtldot 9320 Chesapeake Drive Suite 208 4 San Diego California 92123 + (858)560 1468 + Fax (858) 560 1576 Carlsba'd PCR 04 153 (03 2479) 09/14/04 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO PCR 04-153 (03-2479) PREPARED BY Ray Fuller DATE 09/14/04 BUILDING ADDRESS 152 Chinquapin Avenue BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) CB Rlrtn Pormit FPP hv Orriinanrp ^ 1 Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $6000 050 Type of Review CH Repetitive Fee Repeats D Complete Review D Other m Hourly 05 Structural Only Hour Esgil Plan Review Fee $4800 Based on hourly rate Comments Sheet 1 of 1 macvalue doc si -e 1/2 8 -5 V oa CD -> J3 oSi o o "S o „ li^"" ^ *••>-> aasr^e-.-Siz^S^^. ^.co o ?r £ ^ ^CD w B 3 -Q -82. 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