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Home My WebLink About1 LEGOLAND DR; ; CB090258; Permit04-01-2009 Page 1 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB090258 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 04/01/2009 04/01/2009 1 LEGOLAND DR CBAD COMMIND Sub Type: 2111000900 Lot#: $350,000.00 Construction Type: Reference #: LEGOLAND- BUILD GAMES STRUCT, COMM 0 5B Status: Applied: Entered By: ISSUED 02/17/2009 LSM Plan Approved: STORAGE BLDG, TREE CLIMB.LADDER CLIMB ATTRACTIONS SITE Issued: Applicant: RICHARD APEL 571 -BHYGEIAAVE ENCINITAS 92024 760 943 0760 Inspect Area: Plan Check*: Owner: LEGOLAND CALIFORNIA L L C <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Fee Description Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Green Bldg Standards (SB1473) Fee Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Potable Water Connection Fee Add'l Potable Water Connection Fee Reclaimed Water Connection Fee Add'l Reclaimed Water Connection Fee BUILDING TOTAL CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) LFMZ Transportation Fee Units ANS GE Ext Fee $1,555.93 $0.00 $1,011.35 $0.00 $0.00 $12.00 $73.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,652.78 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-01-2009 Commercial/Industrial Permit Permit No: CB090258 Page 2 Fee Description Units Ext Fee Plumbing Issue Fee Fixture or Trap Building Sewer Roof Drain Install/Repair Water Line Water Heater and/or Vent Gas Piping System Vacuum Breaker Other Plumbing Fees PLUMBING TOTAL Electric Issue Fee Single Phase per AMP Three Phase per AMP Three Phase 480 Per AMP Remodel/Alteration per AMP Remodel Fee Temporary Service Fee Test Meter Fee Other Electrical Fees ELECTRICAL TOTAL Mechanical Issue Fee Install/Furn/Ducts/Heat Pumps Fee Fireplace Installation Fee Exhaust Fan Fee Installation/Relocation Vent Fee Hood Fee Boiler/Compressor to 15HP Fee Other Mechanical Fee MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Meter Fee SDCWA Fee HMP Fee Additional Fees TOTAL PERMIT FEES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,652.78 Total Fees: $2,652.78 Total Payments To Date: $2,652.78 Balance Due: $0.00 ^W&tiSf 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application Plan Check No. Est.Value Plan Ck. Deposit \ Q\\i Date JOB ADDRESS SUITE#/SPACE#/UNIT#-OP CT/PROJECT tt LOT* DESCRIPTION OF WORK: /nc/ude Square Feet of # OF UNITS tt BEDROOMS Areafs) # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE I OCC. GROUP ATTRA^w/^s EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF) M/A FIREPLACE YESD # AIR CONDITIONING YES D NOZf FIRE SPRINKLERS YES J(f NO D CONTACT NAM nt Fom Applican APPLI ADDRESS ADDRESS CITY STATE ZIP PHONE EMAIL <2 EMAIL * Rt)MetfO@ PROPERTY OWNER NAME CONTRACTOR BUS. NAME ADDRESS ADDRESS STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL [ARCH/DESIGNER NAME & ADDRESS EMAIL STATE LIC.#CITY BUS. LIC.» such permit to file a signed statement that he itL- basis (or the alleged exemption, fay violation of(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 su< ""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 there from, and the Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: / 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. O 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 workers' compensation insurance carrier and policy number are: Insurance Co. _ Policy No. _ Expiration Date _ This section need not be completed if the permit is for one hundred dollars ($1 00) or less. n 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 workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason; O 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). N6 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). n I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. CJ Yes d No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE 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? a Yes \D No ^ Is the applicant or future building occupant required to obtain a permit fromthe air pollution control district orairnuality management district? O Yes ^Jo Is the facility to be constructed within 1,000 feet of (he outer boundary of a school site? O Yes ^rWo 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. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address 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 representative 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 Building 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 commenced within 180 days from the date of such permit or ilthapbuilding 6rV°* authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ^"APPLICANTSSIGNATURE (I (A *~ I/ „__ DATE •"? City of Carlsbad Final Building InspectionmMm Dept: Building Engineering Plan Check ft Permit #: Project Name: CB090258 LEGOLAND- BUILD Planning CMWD St Lite <4jj|e Date: 06/24/2009 Permit Type: COMMIND GAMES STRUCT, Sub Type: COMM STORAGE BLDG, TREE CLIMB, LADDER CLIMB ATTRAC Address: Contact Person: Sewer Dist: Inspected Bv: CA ^ Inspected Bv: Inspected Bv: 1 LEGOLAND DR GARY CA hr^Q /y Lot: 0 Phone: 6195209943 Water Dist: CA Date I I £ / Inspected: Q. h~i I/ v\ Approved: I/ Disapproved: Date Inspected: Approved: Disapproved: Date Inspected: Approved: Disapproved: Comments: Inspection List Permit#: CB090258 Type: COMMIND COMM LEGOLAND- BUILD GAMES STRUCT, STORAGE BLDG, TREE CLIMB.LADDER C Date Inspection Item 06/24/2009 89 06/24/2009 89 06/12/2009 17 06/12/2009 17 06/09/2009 17 06/09/2009 18 06/09/2009 98 06/04/2009 14 06/04/2009 34 05/13/2009 11 05/04/2009 1 1 04/23/2009 21 04/23/2009 31 04/20/2009 31 Final Combo Final Combo Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall BMP Inspection Frame/Steel/Bolting/Weldin Rough Electric Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Underground/Conduit-Wirin Underground/Conduit-Wirin Inspector Act Comments - PD - TP PD PD PD PD PD PD PD TP TP PD Rl AP Rl NR NOINSP AP PA PA AP AP PA GAMES, STORAGE BLDG FTGS. AP AP STORM DRAINS PA CONDUITS PA TO LIGHTING Wednesday, June 24, 2009 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 06/24/2009 Permit* CB090258 Title: LEGOLAND- BUILD GAMES STRUCT, Inspector Assignment: PD Description: STORAGE BLDG, TREE CLIMB,LADDER CLIMB ATTRACTIONS SITE AREA=8,540, BLDG FLR AREA 979 1 LEGOLAND DR Lot: 0 Type:COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT RICHARD APEL Owner. LEGOLAND CALIFORNIA L L C <LF> PLAY U S ACQUISI Remarks: Phone: 6195209943 Inspeclpr; Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: GARY Entered By: CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# CLOSED O- NOISE FROM FIREWORKS; Z- BANNER; Z- CAR DEMO COURSE IN PRK LOT; VIOLATION OF INTENDED USE ELECTRICAL PLAN FOR COASTER; LEGOLAND; SPLIT UP GAMES BLDG @ PIRATE SHORE LOSTKINDOM CLUSTER- REVISE ; RETAINING WALL/ NEW PLUMBING PLAN LEGOLAND-SEALIFE MISC; REVISIONS LEGOLAND: EXTERIOR FRAMING &; CALCS-DEFERRED LEGOLAND: DEF. SUBMITTAL/ELEC; FOR AQUARIUM LIFE SUPPORT SYSTEM LEGOLAND: DETAILS ON EXTERIOR; STAIRS LEGOLAND: REVISIONS TO DUNE; RAIDER SLIDE CV050664 CV060175 CLOSED CV060295 CLOSED PCR00224 APPROVED PCR06076 ISSUED PCR07206 ISSUED PCR08010 ISSUED PCR08041 ISSUED PCR08042 ISSUED PCR08057 ISSUED PCR09059 ISSUED Inspection History Date Description Act 06/12/2009 17 Interior Lath/Drywall NR 06/09/2009 17 Interior Lath/Drywall AP Insp Comments TP NO INSP PD EsGil Corporation In (Partners/Up -with government for <BuiCd~ing Safety DATE: March 26, 2009 OAPPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-258 SET: II PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Lego Land XI 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: XI 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: Games Structure, Storage Building, Ladder Climb & Coconut Tree Climb Attractions. By: Eric Jensen Enclosures: Esgil Corporation D GA D MB D EJ LI PC 3/23/09 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (BuiCtfing Safety DATE: February 27, 2009 JURISDICTION: Carlsbad a PLAFfREVlEWER a FILE PLAN CHECK NO.: 09-258 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Lego Land 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. XJ 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: Richard Apel 571-B Hygeia Ave.~ Encinitas, CA 92024 Also faxed to Chris Romero 760-918-5469 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: Richard Apel 6< • M) Telephone #: 760-943-0760 Date contacted: 3//X/oa7 (by: **- ) Fax #: same? Mail -^Telephone ^ Fax In Person REMARKS: Games Structure, Storage Building, Ladder Climb & Coconut Tree Climb Attractions. By: Kurt Culver Enclosures: Esgil Corporationn GA n MB n EJ n PC 2/20/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 9212? 4- (858)560-1468 * Fax (858) 560-1576 Carlsbad O9-258 February 27, 2009 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: O9-258 JURISDICTION: Carlsbad OCCUPANCY: A-5 USE: Amusement REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 2/20/09 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kurt Culver COMPLETED: February 27, 2O09 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International 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 ordinances enforced 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. Code sections cited are based on th~e 2007 CBC, which adopts the 2006 IBC. 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. 105.4 of the 2006 International 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 O9-258 February 27, 20O9 1. Each sheet of the architectural plans must be signed by a licensed Architect (a Landscape Architect is not allowed), per State law. 2. See below for electrical items. 3. 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 Kurt Culver at Esgil Corporation. Thank you. ELECTRICAL CORRECTIONS PLAN REVIEWER: Doug Moody 1. Each sheet of the plans must be signed by the person responsible for their preparation. Business and Professions Code. 2. Please note in the general wiring notes on the plans "AC Cable is not allowed in A occupancies. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". 3. Please clarify the emergency lighting panel ERPTC1 is shown to provide circuits 14 and 16 yet the fixtures also show circuit 18? This circuit is not shown in the dimming panel schedule nor is the lighting load? 4. Please clarify the lighting plans to show the emergency lighting altered indicated in sheet notes 25, 26 and 28 on sheet E1.4. 5. Please have the document author and the principle designer of the LTG-1-C form sign the imprinted document. 6. Please have the principle designer check the appropriate box(s) and complete the Statement of Compliance System Acceptance section of the LTG-1-C part 4 of 4 documents and indicate the person responsible for providing the building inspector the required forms prior to final inspection. Note: If you have any questions regarding this Electrical plan review list please contact Doug Moody at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad O9-258 February 27, 2O09 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 09-258 DATE: February 27, 2009PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION Amusement Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Blrln Pprmif FPP hv OrHina AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance i Reg. Mod. VALUE ($) 350,000 350,000 $1,436.25 Plan Check Fee by Ordinance ^ Type of Review: 0 Complete Review I I Repetitive Fee ^Ti Repeats Comments: D Other ,—I Hourly EsGil Fee Structural Only $933.56 $804.30 Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB090258 DATE 2/18/09 ADDRESS 1 LEGOLAND DRIVE RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER CD 09-02 APPROVED PLANNER VAN LYNCH ENGINEER/ DATE 2/18/09 H:\AD*\™NTER/PUNNING/liNr,INEERIN(l APPROVALS Carlsbad Fire Department B£.DG.DEPTCGFY Plan Review Requirements Category: COMMIND , COMM Date of Report: 04-01 -2009 Reviewed by: Name: Address: RICHARD APEL 571 -B HYGEIA AVE ENCINITAS 92024 Permit #: CB090258 •eview clouded", Job Name: LEGOLAND- BUILD GAMES STRUCT, Job Address: 1 LEGOLAND DR CBAD COMPLETE adequateljcconduct carefully all to this office for rev Conditions: Cond: CON0003341 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 04/01/2009 By: df Action: AP Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category: COMMIND , COMM Date of Report: 03-10-2009 Reviewed by: _ Name: RICHARD APEL Address: 571 -BHYGEIAAVE ENCINITAS 92024 Permit #: CB090258 Job Name: LEGOLAND- BUILD GAMES STRUCT, Job Address: 1 LEGOLAND DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003341 [NOT MET] Please provide the location of the existing fire hydrants on the site plan. Please indicate the fire department access on the site plan. Provide the occupant load for the Game Structure. Entry: 03/10/2009 By: DF Action: CO C COMMUNITY FACILITIES DISTRICT No. 1 NON-RESIDENTIAL CERTIFICATE: NON-RESIDENTIAL LAND OWNER, PLEASE READ THIS OPTION CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING. THE OPTION YOU CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY. THIS OPTION IS AVAILABLE ONLY AT THE TIME OF THE FIRST BUILDING PERMIT ISSUANCE. PROPERTY OWNER SIGNATURE is REQUIRED BEFORE SIGNING. YOUR SIGNATURE is CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN. MERLIN ENTERTAINMENT GROUP NAME OF OWNER 1 LEGOLAND DR ADDRESS 76O918-53OO TELEPHONE 1 LEGOLAND DR CARLSBAD CA 92O08 PROJECT ADDRESS CARLSBAD CA 92OO8 CITY, STATE APN21 I-1OO-O9-OO ZIP CITY, STATE ZIP ASSESSOR PARCEL NUMBER(S) OR APN(s) AND LOT NUMBERS(S) IF NOT YET SUBDIVIDED BY COUNTY ASSESSOR CB09O258 BUILDING PERMIT NUMBER(S) AS CITED BY ORDINANCE NO. NS-155 AND ADOPTED BY THE CITY OF CARLSBAD, CALIFORNIA, THE CITY IS AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT NO. 1 . ALL NON-RESIDENTIAL PROPERTY, UPON THE ISSUANCE OF A BUILDING PERMIT, SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX — DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS. PLEASE INDICATE YOUR CHOICE BY INITIALIZING THE APPROPRIATE LINE BELOW: OPTION (1): I ELECT TO PAY THE SPECIAL TAX - ONE TIME NOW. AS A ONE-TIME PAYMENT. AMOUNT OF ONE-TIME SPECIAL TAX: $ 546.37 OWNER'S INITIALS \~f^> OPTION (2): I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD MOTTO EXCEED TWENTY-FIVE (25) YEARS. MAXIMUM ANNUAL SPECIAL TAX: $ N/A OWNER'S INITIALS . I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. OF TITLE PRINT NAME DATE THE CITY OF CARLSBAD HAS NOT INDEPENDENTLY VERIFIED THE INFORMATION SHOWN ABOVE. THEREFORE,WE ACCEPT NO RESPONSIBILITY AS TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. LAND USE COMM IMP. AREA 2 FY 12/21/93 FACTOR .5581 X SQUARE FT. 979 = $546.37 Raenette Abbey To: Richard Apel Subject: RE: School Form - CB090257 Thank you for the square footages. ESGIL did not return the PE&M worksheet forCB090257. I have a worksheet for CB090258 in the folder. If you could send me the worksheet for CB090257? From: Richard Apel [mailto:rwapel2@cox.net] Sent: Monday, March 30, 2009 2:38 PM To: Raenette Abbey Subject: Re: School Form - CB090257 Raenette: Ladder Climb = 285 s.f. Coconut Tree Climb = 197 s.f. Please note that these are not buildings, if that makes a difference. The ladder climb is a rope ladder that kids climb, with an inflatable pillow below to catch them if they fall. The Coconut Tree Climb is a group of 3 fake palm trees that kids climb. You can see photos of these in the drawings. I submitted the plumbing/elect/mech worksheets for both projects with the second plan check submittal on 3/18/09. They might have been stapled to our "response to comments" from the other departments (maybe Esgil has them? or Planning or Engineering?) If you can not find them, let me know and I will submit again. Thanks, Richard Apel, ASLA R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue Leucadia, CA 92024 tel & fax: (760) 943-0760 cell: (760) 807-6564 email: rwapel2@cox.net CA license 2825 — Original Message — From: Raenette Abbey To: Richard Apel Sent: Monday, March 30, 2009 11:39 AM Subject: RE: School Form - CB090257 Richard, Attached are plumbing, electrical and mechanical worksheets for both of the permits that are in plan check now for Legoland. This data is needed for entrance in to the building permits. Please complete the information and return them to me as soon as you are able to. I am starting to work on the school and CFD forms for the other permit, CB090258 (games structure, storage building etc...) I see on the plans that there is a square footage breakdown for the games structure = 819 sf and the storage building = 160 sf. I don't see anywhere that lists the square footage for the Coconut Tree Climb—or the Ladder Climb. Could you do the same for this permit—that you did for the other one? Could you send me a break down of the use descriptions and square footages? From: Richard Apel [mailto:rwapel2@cox.net] Sent: Monday, March 30, 2009 10:43 AM OJ CO12024— r>7fin-\ oL °toCT•x QJP-f)3 O». COJ NJ'§4)a "> Q-< c/)P 2TJCD|CD05"5a>a.cnaCD3S2-o01 S CO^J CD^ 0^TQ~D ^*Q cCD<03 £CD 3~" Q.if £X £5CO^c ^-c7*>o •ozrCD33CD<a0oQ.oo3 M ^ ^ V =:q yi o 2.p oD•S*CDOr-fo-10— *s:QaT0DOCD l__mOHHm^M^^-^[Sai" "13 <J{C^ 0i ^;S3CD O;O3cr3 l/J CDr-*-Q -nclTi:0 |OiQO^^O (D-^ZJ _jO' £CD Q^CD XJ$ O- ^>0) S,T3CD *"*"~ «'O=> -oCDQ -tD 3a. ~^O x*^\~" 3XJ QCD *<-1-. c^(J)Cfl-h CO jO"~" CD"Q S-3 <^_w °CD 3 CDZ3r-i- O CD-i <7\ CD"D•o •"CD'pQCDQT?-\— .C/>CD3Q.13LQOocV^Q.^^D3*Q(OCD-oO<.D'id(to U 0 CDC/> o ^"S w=T w~ CD a! 2-^ 5" cO Q iQ J5O" '~*'~*O -^ D §5 O Q. Q.3 C D Q3 2: cto Q- o oD Q ^ D<•* O Op QO-D.!:Q-§ o 3"^ C<" T ^51.^ ^ 5'3* ^ UDW— ^o~1ocrO<^CD"Q.CO— ^cocc"1 U) "Tl^r^J"l~s\oTl___1MriM00TJm__^^_^_1 1^^^/M^«^^^^^^^^^™*^H• • |c? 08^1 oS^^CD 5," 1^ II a.c I!.Uto ooD CO.-+•-1cCO O^r 2:CD O S-3 =«- Q ^W addition to the insprchitect shall employSoeciaAII coaccorrequianredstructionitis subjce h IBC Siinspectio wilnsCDO U) TJ CDOg» f° Q Q. -j CD =3 o o 30S to D. =CD c» i- _ 3 o 5 S3 « -b Ss* ="o o cToE-=1 CO Wf^ * "O iQ ^~ Q. TJ ^nTjOm 9 2*d moo a> TJmo O S y W-• 5. CD r* 3 Q. OQ Q CO CD »CO0) CD TJCDO CD0 CD 32 • w Q ,-t- O IT g-CD ~* Vw E. = 5' oo o 9; O] CD 5-Contractor soboo o 3 ZJ CD dated February320"Updated GeotechnicaGrading and FoundatioiBuilding, Ladder ClimbPark, Carlsbad, CA", pito-ff\\JJ CDO o" 3 ZJ TJ d> : 5" ^-o a..=• .TJ Q oo3TJ^sc CD mTJOJJ 03 u a w OJ Geotechnical Reviewis Structure, StoragiLEGOLAND Themessociates, Inc.,o 5 CD^ CD' ^ 2:i «CD c? •Q"3- DO zr CD O O CDQ.of the CalifornO CD O O Dm cn 0) CO m oTJ2:m to0T) (£> O) 1 * CD o — ~ ^ CO OTJ —I Z>m > ^| 5 II S11° i| ^i« COoXoo 1 a o2 to co ICRIC^ q o Mo VALCO m o33 5om CO 5 Dmcoo > TJO33OO m rnco Q 33 33 l3 m 33r~ r- ^ Sto to ,-, m ?H O ho >joo NJ O4 biN)>> 0O 33X3 rnm to CO cjicn bo 033mco 8 o(O 8? ro 8 CARLSBAD, CA 92008(760) 918-5600-o-or: O LEGOLAND CALIFORNIAATTN: CHRIS ROMERO1 LEGOLAND DRIVErn 33 TJ O INIVE925300800's:m O C'-a mO Z Tl O 73 DUNN SAVOIE INC STRUCTURAL ENGINEERS 9OB S CLEVELAND ST OCEANSIDE, CA 92O54 PH C760} 9S6-S355 FX [TBO) SBB-B3BO E-nnail dsiOsurfdsi com STRUCTURAL CALCULATIONS FOR LEGOLAND GAME AND STORAGE ONE LEGO DRIVE CARLSBAD, CALIFORNIA 92008 (DSI PROJECT NO. 08121.01) February 12, 2009 TABLE OF CONTENTS ITEM PAGE Category A DESIGN CRITERIA A1-A5 Category B COCONUT TREE CLIMB FOUNDATION DESIGN B1-B24 Category C GAME STRUCTURE AND STORAGE BUILDING C1-C2'1 iBMk'^ ) 1*jil; tf Wt •1 %1 ^ i ; • ^•J | li j! !|ij••! Structural Engineers 908 S Cleveland St ! Oceanside, CA 92054 Tel (760) 966-6355 j Fax (760) 966-6360 1 JOB SHEET NO CALCULATED BY CHECKED BY SCALE T FOOT AND At YS JOBS OF DATE DATE 08P1 01 2/09 DESIGN CRITERIA Conterminous 48 States 2006 International Building Code Latitude = 34 1071 Longitude = -117 6484 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1 0 ,Fv = 1 0 Data are based on a 0 01 deg grid spacing Period Sa (sec) (g) 02 1 916 (Ss, Site Class B) 10 0619 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 34 1071 Longitude = -117 6484 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1 0 ,Fv = 1 5 Period Sa (sec) (g) 02 1916 (SMs, Site Class D) 10 0 929 (SM1, Site Class D) Fa= 1 0 Fv= 1 5 SMS= 1916 SM1=0619 Ss= 1 916 S, = 0 929 SDS = 1 277 SD1= 0619 SM (max) Conterminous 48 States 2006 International Building Code Latitude = 34 1071 Longitude = -117 6484 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1 0 ,Fv = 1 5 SD Period Sa (sec) (g) 02 1 277 (SDs, Site Class D) 10 0619 (SD1, Site Class D) (design) Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760) 966-5355 Fax (760)966-6350 JOB Legoiand SHEET NO OF CALCULATED BY Y S DATE 2/09 CHECKED BY DATE SCALE DESIGN CRiTERiA CODE. 2006 Internationa! Building Code (IBC) 2007 California Building Code (CBC) SEISMIC- Building Occupancy Category Seismic Design Category: 'eismic Base Shear1 Fv = SD1 = T = R = Qo = Cd = V = 1 OE = V = 0 7E = V w/ p=1 3= El D 1 00 1 000 1 5 1 277 0619 0 112 20 20 20 0639 0447 05S1 sec WIND. WOOD Basic Wind Speed • Exposure : *W *W *W MPH (Strength Design) (ASD) ASD Setsmic Design Force (3-sec Gust) 2005 NDS 2x&3x >3x Douglas Fir-Larch No 2 Douglas Fir-Larch No 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L FRICTION COEFFICIENT PASSIVE EARTH PRESSURE ACTIVE EARTH PRESSURE AT-REST EARTH PRESSURE PSF 035 300 PCF 35 PCF 55 PCF Dunn Savoie Inc Structural Engineers 908 S Cleveland St ' Oceanside, CA 92054 I Tel (760)966-6355 | Fax (760)966-6360 JOB Legoland 0813700 CALCULATED BY Y S 2/09 LATERAL ANALYSIS This building consists mainly of inverted pendulum posts for shear resistence, Therefore, per 2005 IBC, for the entire structure, R= 2 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria n0= 20 Cd= 20 Soil Site Class D Method 1 Input Project Zip Code 92008 Response Spectral Ace (0 2 sec) Ss = 125%g = 1 251 g Response Spectral Ace (1 0 sec) S-, = 47%g = 0 472 g Site Coefficient Fa = 1 000 Site Coefficient Fv= 1528 Max Considered Earthquake Ace SKS= Fa Ss =1 251 g Max Considered Earthquake Ace SM1 = Fv Si =0 721 g @ 5% Damped Design SDS = 2/3(SMS) = 0 834 g SD1 = 2/3(SM1) = 0 481 g Method 2 Input the coordinate of project Latitude 34°06'25 58"N Longitude 117°38'54 12"W From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1916 g Fa= 10 S1 = 0619 g Fv= 15 Table 20-3-1, Default =D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11 4-1 Table 11 4-2 (114-1) (114-2) (114-3) (114-4) (24° to 50°) (-125° to-55°) SMS= 1 916 g SM1= 0 929 g SDS= 1 277 g SD1= 0619 g Use the seismic parameters from Method 2 to supercede those from Method 1 Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0 1 sec D Seismic Design Category for 1 Osec D S1 = 0619 <075g Therefore SDC = D Table 1-1 Table 11 6-1 Table 11 6-2 Section 11 6 NOT Apply ' Equivalent lateral force procedure To Determine Period C, = Building ht Hn = Cu = Approx Fundamental period, Ta = Calculated T shall not exceed < Per Section 11 6 x= 075002 10 1 4 C,(hn)x CuTa T < 0 8Ts = 08 SD1/SDS = Section 128 Table12 8-2 ft forSD1of 0619g = 0112 TL= S Sec = 0157 UseT= 0112 sec Table12 6-1 Figure 22-15 Is Structure Regular & £ 5 stones ' Yes Response Spectral Ace ( 0 2 sec) Ss = 1 50g @ 5% Damped Design SDs = %(Fa Ss) Response Modification Coef R = 2 Over Strength Factor no = 2 Importance factor I = 1 00 Seismic Base Shear V = C,W = 0010g 0388 sec OKI Section 12 81 3 Fa = 1 00 (114-3) Table-12 2-1 Table 11 5-1 R/l or need not to exceed Cs = orCs = -SD1T, T2(R/I) C5 shall not be less than = Q 01 MmCB= 055,1/R Use Cs = o 639 =0639 = 2 752 For T < TL N/A For T > TL = 0155 ForS->06g (128-2) (128-3) [12 8-4) (12S-5) (128-5) Design Base Shear V = Q 63S W V)£ ^4-1O3 k. CO !2o> *rfO o •oreo •o i cO)350)Q 10"^t/sm (O Is*- LO <V T 52- S£- 0 u Q.XUJ ">^^^?Jt**~i*- M—< * O CDLOCD grf § 2 II "N " LL <=r 5=t the centroid of arearo N I cr:u. ^i_ £ ro 21 — CD" CD LO CD LO 00 O II *?Exposure coefficientCXIt^ LO CD O O II ^Topography factor1"CD CU -Qro LO 00o u -2 Directionality factor.cQ.E LO00 II> •o CUCUQ. CO T> 1 CO 0 J3ro1- 0o II _5 Importance factoroo LO CD *4—U>Q. CDro LO « °° T- 0 II II c?0 ^t> S° 1UJ4-<w3O roCN co ^O)32.c-4-> CSJ co 0> 3 0) LL CN II 0 M—"Soo 0)§LL •sQ. CO CD CO T— II ^~LL cu" I £Q. TO i c CT tncu O I ! 1 i ,' •^ | 1 j •^ ^ ( I M ! m\.• \ !; I I; i Structural Engineers 908 S Cleveland St. i Oceanside, CA 92054 ' Tel (760) 966-6355 jFax (760)966-6360 J JOB SHEET NO CALCULATED BY CHECKED BY SCALE T FGOT AND &l YS JOB* OF DATE DATE osm 01 2/09 COCONUT TREE CLIMB FOUNDATION DESIGN PALM FRONDS (SYNTHETIC.) CLIMBING TRUNKS STEEL SUPPORT STRUCTURE ELEVATION Q_ o 5 bolts on Each side 4 bolts under Each tree bolts on Each side 12' -12' -N! i RIDE < MATT SLAS •o co aLLJ IrslOrsl rslO rsl3 LU 1 g c25 UJ I CTlO 00sr\i O)01 E o3 inCD ro T3 _(D OOlOJ COCONUT CLIMB ATTRACTION IS MANUFACTURED BY SPECTRUM SPORTS INTL SEE f^r\ FOR REFERENCE SHOP DRAWING ANC BITS EACHf!2 TOTAL; 18 THK CONC MAT SLAB W "5 « C O C EA WAY TOP < EOT COCONUT TREE CLIM3 - FOUNDATION PLAN NS-ES ' ALL RE11* ™6T SE SECURLT TED IS' PLACEPRIOR TO FDTX INSP 2 SEE 6HT S3O0 FS« TTP CONCRETE ' SLAB DETAILS 2 3 -4 fc O Ifc < H 3 FOOTING DEPTHS SHALL SE FOUNDED TO MAINTAIN 10 <S MIN HORIZONTAL TO DArLGHT FR3M LEADIN3 EDiiE OF FOOTING PER DETAIL 2/69 TTP 4 PRIOR TO THE CONTRACTOR REOJESTINS A BUILDING DEPARTT1EI,T FOUNDATION INSPECTION THE SOILS ENGINEER SHALL ADVISE THE S'JILDINi OFFICIAL IN HRITING THAT A; THE BUILDING WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT B; THE UTILITY TRENCHES HAVE SEEN PROPERLY BACCTLLED AND COMPACTED AND C> THE FOUNDATION EXCAVATIONS THE SOILS EXPANSIVE CHARACTERISTICS AND SEARING CAPACITY CONFORM TO THE SOILS REPORT o(T s=01inO)Q Nodes Coordinates 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 0 ouO u 000 0 00 657 1043 1700 1700 0 00 8 77 1325 1325 877 000 0 00 Section Properties About Centroidal Axis Parallel to Original Axis A Xcg Ycg Ixo lyo ixyo <j) Ixp lyp Ixyp J 160 140 120 100 80 60 40 20 00 -20 -40 0 000 deg 195816ftA2 8 500 ft 5 854 ft 2371 023 ftM 41 82 256 ftM 0 000 ftM X-dim Y-dim Sx(top) Sx(bot) Sy(left) Sy(nght) Rx 17000ft 13250ft 320 567 ftA3 405 051 ftA3 492 030 ftA3 492 030 ftA3 3 480 ft Section Properties About Principal Axis 0 000 deg 2371 023 ftM 41 82 256 ftM 0 000 ftM 6553 280 ftM Sxp(top) Sxp(bot) Syp(left) Syp(nght) 320 567 ftA3 405 051 ftA3 492 030 ftA3 492 030 ftA3 20 40 60 80 100 120 140 160 JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETN° ^ °F- 908 S Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email dsi@surfdsi com SCALE O Unr- ^rMi?*- - 3ft r D PRODUCT 207 -<Jo c JO 00)CO rao RU •5 CO3 3TJ O 5 ^ ^ So^ ^ o c "5 ° l§ 0) 0 "'"if CM+^ f «o .cT if o 2*? <°rT TJ"— T TJ -Til.0CM ~- < if CMrf CMTJ?„rT •o rT w 2 "? to £T j-£~ TJ *"^N ^.^" c\T m .a*1°!o?J3" | .Q*" ^<w »~J3 CM if•^CMftjfCM J? 2T -5. + <£J~ % J?W+ ^T3N *• CO g" *T« •$• jj* o -TiS+e*jcTJ3™.cr I™f § w »-43 ^e\lC\f^.cTof CM to JD<f <*- •Tii •«• if Tj"« —X} CO J^ •O "V Q in 9 00 CO O a>a. urea CO O COa> CO G)c JEuc 2a. E "oo g c c CD CD s as O o O ° CO CN CM ° CD II CDCOCOO II II oS II II II II O i- CN<*- JD J2 II II II E T3 S3. " *o S II O toO)c o £ E-CO -•ac CD10 CL JD O COc E i- CO IO O m e- CNCO o.Q 0 ^< CM C 3 CDT3to Osz o ro~S cu CD COI § 2^ CO CO•- o toQ.A; or^ CD to Q. 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Email dsi@surfdsi com SCALE CASE, fef THE: CK P PRODUCT P117 Page 1 of 8 Anchor Calculations Anchor Designer for ACI 318 (Version 3 6) Job Name Legoland ^te/Time 2/12/200930338 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type Analysis Number of Anchors 4 Anchor 1/2" SET-XP Embedment Depth 8 in Steel A307GR C Built-up Grout Pads No Anchor Layout Dimensions (in) Cx1 12 Cx2 36 Cy1 36 Cy2 12 Bx1 2 Bx2 2 By1 2 By2 2 Sx1 4 Sy1 4 Concrete Normal weight f c 2500 0 psi Cracked Concrete Yes *FC v 1 40 _ ., D c|)Fn 13813Condition B ^ Ppsi Thickness, h 18 in Supplementary edge reinforcement No Temperature Range 1 (Maximum 1 10 °F short term and 75 °F long term temp ) Hole Condition Dry Concrete Inspection Periodic Load factor source ACI 318 Section 9 2 Nua 12291 Ib Vuax 1075 Ib Vuay Olb Mux Olbft Muy Olb*ft about blank 2/12/2009 Page 2 of 8 Moderate/high seismic risk or intermediate/high design category No Sustained Tension No Anchors only resist wind and/or seismic loads No Cy2 Cx1 Sx1 Cx2 uay i 2 G~ * bx2 y1 FOUR ANCHORS •Nua IS POSmtfE FOR TENSION AND NEGATIVE FOR COMPRESSION From C-SAS-2009 Anchor Model = SETXP dQ = 0 5 in Category = 1 hef = 8 in hm(n = 18m cmm = 1 75 in cac = 24 in sm,n = 3 In Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 3072 75 Ib Anchor #2 Nua2 = 3072 75 Ib Anchor #3 Nua3 = 3072 75 Ib Anchor #4 Nua4 = 3072 75 Ib = 0 00 inNx Ny = 0 00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor Anchor #1 Vua1 = 268 75 Ib (Vug1x = 268 75 Ib , Vua1y = 0 00 Ib ) Anchor #2 Vua2 = 268 75 Ib (Vug2x = 268 75 Ib , Vua2y = 0 00 Ib ) Anchor #3 Vua3 = 268 75 Ib (Vug3x = 268 75 Ib , Vua3y = 0 00 Ib ) about blank 2/12/2009 Page 3 of 8 Anchor #4 Vua4 = 268 75 Ib (Vua4x = 268 75 Ib , Vua4y = 0 00 Ib ) e'Vx = 0 00 in e'Vy = 0 00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq D'3] Number of anchors acting in tension, n = 4 Nsa = 8235 Ib (for each individual anchor) [C-SAS-2009] <j> = 0 75 [D 4 4] <j)Nsa = 6176 25 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5 2] Ncbg = ANc/ANco*ec,N*ed,N^c,N Number of influencing edges = 0 hef = 8 in ANco = 576 °° irj ANc = 784 00 in2 4'ec,Nx = 1 000° Tec,Ny = 1 000° [Eq D-9] 4'ec N = 1 0000 (Combination of x-axis & y-axis eccentricity factors ) Smallest edge distance, ca min = 12 00 in Ted N = 1 0000 [Eq D-10 or D-11 ] Note Cracking shall be controlled per D 5 2 6 ¥c N = 1 0000 [Sec D 5 2 6] 'Fcp N = 1 000° lEcl D'12 °r D'13l Nb=kcV f 'chef 15 =19233 30 Ib [Eq D-7] kc=17 Ncbg = 2617866lb[Eq D-5] (|) = 0 65 [D 4 4] <))Ncbg = 17016 13 Ib (for the anchor group) 6) Adhesive Strength of Anchor Group in Tension [Sec. D.5.3 (AC308 Sec 3.3)] Tkcr = 1040 psi [C-SAS-2009] \max,cr=kcrV hefV fc/(n dQ) [Eq D-1 kcr= 17 [C-SAS-2009] about blank 2/12/2009 Page 4 of 8 hef (unadjusted) = 8 in \max,cr=153054Psl Nao = Vr* dohef = 13069 °3 lb ik uncr = 2422 00 psi for use in [Eq D-16d] scr Na = 12 924 in [Eq D-16d] ccr Na = 6 462 in [Eq D-16e] Nag = ^ANao^a^Na^Na^NaN ANao = 167 °3 lp2 ANa = 286 43 in2 = 1 000° = 1 000° Tec Na = 1 0000 (Combination of x-axis and y-axis eccentricity factors ) Smallest edge distance, ca m|n = 12 00 in ^ed Na = 1 000° fEcl D'161 or D- ^pNa = 1 0000 [Sec D5314] *g,Na * ^g,Nao+(s/Scr,Na)° 5(1^g,Nao) ^ D-16g] s = 4 in (largest spacing) = maxt V n - K V n - 1X\cr\max,cr)1 5- 1 0] [Eq D-16h] = 1 4399 Nag = 26784 23 lb [Eq D-16b] <)) = 0 55 [C-SAS-2009] 4>N = 14731 33 lb (for the anchor group) 7) Side Face Blowout of Anchor Group in Tension [Sec. D.5.4] Concrete side-face blowout strength is only calculated for headed anchors close to an edge, ca1 < 0 4hef Not applicable in this case 8) Steel Strength of Anchor Group in Shear [Sec D.6.1] Vsa = nO 6Asefuta [Eq D-20] Vsa = 4940 00 lb (for each individual anchor) [C-SAS-2009] (j) = 0 65 [D 4 4] (j) Vsa = 321 1 00 lb (for each individual anchor) about blank 2/12/2009 Page 5 of 8 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1 Half of shear load applied to anchor(s) closest to edge In x-direction Vcbgx vcx Avcx = 936 00 in2 Avcox = 2592 00 in2 [Eq D-23] ¥eCiV = 1 0000 [Eq D-26] ^ed V = ° 800° fEcl °-27 or D Tc v = 1 4000 [Sec D 6 2 7] Vbx = 7('e/do)°2^ do^ fc(ca1)1 5 [Eq D-24] Vbx = 4410501 Ib Vcbgx= 17838 03 lb[Eq D-22] (j) = 0 70 [D 4 4] (|)Vcbgx = 12486 62 Ib (for the anchor group) In y-direction Vcbgy = Avcy/AvcoyVi/ec,V^ed,VVI'c,VVby ^ D Avcy = 61200m2 Avcoy = 648 00 in2 [Eq D-23] <FeCiV = 1 0000 [Eq D-26] Ted v = 0 9000 [Eq D-27 or D-28] TcV= 1 4000 [Sec D627] D-24] Vby= 15593 48 Ib Vcbgy= 18556 24 lb[Eq D-22] «|> = 0 70 [D 4 4] (()Vcbgy = 12989 36 Ib (for the anchor group) Case 2 Total shear load applied to anchor(s) furthest from edge In x-direction Vcbgx Avcx = 936 00 in2 Avcox = 2592 00 in2 [Eq D-23] TeC]V=10000[Eq D-26] about blank 2/12/2009 I 'c,V = 1 4000 [Sec D627] e0d_ °v 'c<cai) [Eq D-24J = 441050llb Vcbgx= 17838 03 IbfEq D-22J = 0 70 f D 4 4J D.23J I ^ec.V = 1 0000 [Eq D-26J %v = 0 8500 [Eq D-27orD-28] • \v = 1 4000 [Sec D 6 2 7J * V = 0 , = 2400773,5 Vcbgy = 17855 75 IbfEq D-22J </> = 0 70 [D 4 4] 00 D-23J ec,v = 1 0000 [Eq D-26J ^V = 1 0000 [Sec D621(C)J \v= 14000 [Sec D627J V = WaVdoV Vbx = 15593 48 /b J Vcbgx = 20618 04 lb[Eq D-22J Vcbgy = 2 * Vcbgx fsec D621(C)J about blank Mr Page 7 of 8 Vcbgy = 4123608lb 4> = 0 70 [D 4 4] (|>Vcbgy = 28865 26 Ib (for the anchor group) Limit case 2 <|A/cb by parallel to edge strength Vcbgy = A Vcy/Avcoy^ec,V^ed,V Avcy = 61200in2 Avcoy = 648 00 in2 [Eq D-23] = 1 0000 [Eq D-26] v= 1 0000 [Sec D62 1(c)] = 1 4000 [Sec D627] Vby =15593 48 Ib Vcbgy = 2061804lb[Eq D-22] Vcbgx = 2*Vcbgy[SecD621<C» Vcbgx = 4123608lb cj> = 0 70 [D 4 4] (j)Vcbgx = 28865 26 Ib (for the anchor group) Governing strengths for case 1 are (|)Vcbx= 12486 62 Ib (|>Vcby = 12989 36 Ib Governing strengths for case 2 are <t>Vcbgx=1248662lb <!>Vcbgy=1249902lb 10) Concrete Pryout Strength of Anchor Group in Shear [Sec D.6.3] vcpg = ™n[kcpNag,kcpNcbg] [Eq D-30b] kcp = 2[Sec D632] Nag = 26784 23 Ib (from Section (6) of calculations) Ana = 286 43 in2 (from Section (6) of calculations) Anga = 286 43 in2 (considering all anchors) ^aq = (Anaa/Ana)N Nag = 26784 23 Ib (considering all anchors) Ncbg = 26178 66 Ib (from Section (5) of calculations) about blank 2/12/2009 Page 8 of 8 P'7 ANc = 784 00 in2 (from Section (5) of calculations) ANca = 784 00 in2 (considering all anchors) Ncbg = (ANca/ANc)Ncbg Ncbg = 26178 66 Ib (considering all anchors) Vcpg = 52357 33 Ib <}> = 0 70 [D 4 4] <|)Vcp = 36650 13 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension -Steel 04975 - Breakout 0 7223 - Adhesive 0 8343 - Sideface Blowout N/A Shear -Steel 00837 - Breakout (case 1) 0 0430 - Breakout (case 2) 0 0861 -Pryout 00293 V Max(0 09) <= 0 2 and T Max(0 83) <= 1 0 [Sec D 7 1] Interaction check PASS Use 1/2" diameter A307 GR C SET-XP anchor(s) with 8 in embedment about blank 2/12/2009 JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETN° ~ OF 908 S Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH (760)966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email dsi@surfdsi com SCALE 2- PRODUCT 207 Page 1 of 6 Anchor Calculations Anchor Designer for ACI 318 (Version 3 6) Job Name Legoland £ate/T,me 2/12/200931221 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type Analysis Number of Anchors 1 Anchor 1/2" SET-XP Embedment Depth 8 in Steel A307GR C Built-up Grout Pads No Anchor Layout Dimensions (in) Cx1 12 Cx2 36 Cy1 36 Cy2 12 Bx1 2 Bx2 2 By1 2 By2 2 Concrete Normal weight f c 2500 0 psi Cracked Concrete Yes H^ v 1 40 n .. D <|>FD 13813Condition B Ppsi Thickness, h 18 in Supplementary edge reinforcement No Temperature Range 1 (Maximum 110 °F short term and 75 °F long term temp ) Hole Condition Dry Concrete Inspection Periodic Load factor source ACI 318 Section 9 2 Nua 5419 Ib Vuax 538 Ib Vuay Olb Mux Olb*ft Muy Olb*ft Moderate/high seismic risk or intermediate/high design category No Sustained Tension No about blank 2/12/2009 Page 2 of 6 Anchors only resist wind and/or seismic loads No Cx1 Cx2 Cy2 Cy1 V,uay N,ua 3x2 M,!UX<' "uax SINGLE ANCHOR •Nua 5S POSITIVE FOR TENSION AND NEGATIVE FOR COM PR ESS ION From C-SAS-2009 Anchor Model = SETXP dQ = 0 5 in Category = 1 hef = 8 in hm|n = 18.n cm|n = 1 75 in cac = 24 in sm,n = 3 In Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 =5419 00 Ib e'Nx = 0 00 in e'Ny = 0 00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor Anchor #1 Vua1 = 538 00 Ib (Vug1x = 538 00 Ib , Vua1y = 0 00 Ib ) e'Vx = 0 00 in e'Vy = 0 00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta ^ D^ Number of anchors acting in tension, n = 1 N.. = 8235 Ib (for a single anchor) [C-SAS-2009]od ((> = 0 75 [D 4 4] about blank 2/12/2009 Page 3 of 6 (()Nsa = 6176 25 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANco^ed N^FC NTcp NNb [Eq D-4] Number of influencing edges = 0 hef = 8 in ANco = 576 00 in2 [Eq D-6] ANC = 576 00 in2 Smallest edge distance, c_ mm = 12 00 inw a , rn i n = 1 000° tEcl D-10 or D-ed N Note Cracking shall be controlled per D 5 2 6 ¥c N = 1 0000 [Sec D 5 2 6] ^ = 1 000° Ecl D'12 or D'1 N = kc V f ' c hef 1 5 = 19233 30 Ib [Eq D-7]c ef kc=17 Ncb= 19233 30 lb[Eq D-4] ((> = 0 65 [D 4 4] <|)Ncb = 12501 65 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec D.5.3 (AC308 Sec. 3. 3)] Tkcr = 1040 psi [C-SAS-2009] \max,cr=kcrV ^ f c^ dQ) [Eq D-16i] krr= 17 [C-SAS-2009]cr hef (unadjusted) = 8 in \max,cr=153054Psl Nao = TKcr7i d0hef = 13069 03 Ib [Eq D-16f] Tk uncr = 2422 00 psi for use in [Eq D-16d] scrNa=12924in[Eq D-16d] ccr Na = 6 462 in [Eq D-16e] ANgo=16703m2[Eq D-16c] ANg = 167 03 in2 Smallest edge distance, ca mm = 12 00 in about blank 2/12/2009 Page 4 of 6 Ted Na = 1 0000 [Eq D-161 or D-16m] ypNa = 1 0000 [Sec D53 14] Na =13069 03 lb[Eq D-16a] <|) = 0 55 [C-SAS-2009] (|)Na = 7187 96 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side-face blowout strength is only calculated for headed anchors close to an edge, cg1 < 0 4hef Not applicable in this case 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = nO 6Asefuta [Eq D-20] V = 4940 00 Ib (for a single anchor) [C-SAS-2009]oc) (|> = 0 65 [D 4 4] ((> Vsa = 32 11 00 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] In x-direction Vcbx = Avcx/AvcoxV1>ed,V^c,VVbx ^ ^2^ Avcx = 864 00 in2 Avcox = 2592 00 in2 [Eq D-23] Ted v = 0 8000 [Eq D-27 or D-28] ¥cv= 14000 [Sec D627] Vbx = 7('e/do)°2^ doV f'c(ca1)1 5 [Eq D-24] Vbx = 4410501 Ib Vcbx= 16465 87 lb[Eq D-22] $ = 0 70 [D 4 4] (|)Vcbx = 1 1 526 1 1 Ib (for a single anchor) In y-direction Vcby cyAvcy = 540 00 in2 Avcoy = 648 00 m2 [Eq D-23] Ted v = 0 9000 [Eq D-27 or D-28] 4/= 14000 [Sec D 6 2 7] about blank 2/12/2009 Page 5 of 6 ^3 fc(ca1)15[Eq D-24] Vby = 15593 48 Ib Vcby =163731 5 lb[Eq D-21] <j) = 0 70 [D 4 4] (j)Vcby = 11461 20 Ib (for a single anchor) Check parallel to edge condition Limit <j)Vcb by parallel to edge strength Vcbx = Avcx/Avcox^ed,V^c,VVbx Avcx = 54° °° '"2 Vox = 648 °° In2 IE<1 D-23l Tedv= 1 0000 [Sec D621(c)] TcV=1 4000 [Sec D627] Vbx = 7('e/do)°2^ doVfc(ca1)15[Eq D-24] Vbx =15593 48 Ib Vcbx=1819239lb[Eq D-22] Vcby = 2 * Vcbx tSec D621(c)j Vcby = 36384 78 lb cj) = 0 70 [D 4 4] (j)Vcby = 25469 34 Ib (for a single anchor) Limit <(>Vcbx by parallel to edge strength Vcby = Avcy/AVcoy Avcy = 540 00 in2 Avcoy = 648 °° In Tedv=1 0000 [Sec D621(c)] M^cV= 1 4000 [Sec D627] Vby = 7(le/d0)°SI d0^ fc(ca1)15[Eq D-24] Vby = 15593 48 Ib Vcby= 1819239lb[Eq D-21] Vcbx = 2 * Vcby [SeC Vcbx = 36384 78 Ib 4> = 0 70 [D 4 4] about blank 2/12/2009 Page 6 of 6 4>Vcbx = 25469 34 Ib (for a single anchor) Governing strengths are 4A/cbx=1152611 Ib (|>Vcby= 11461 20 Ib 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = m,n[kcpNa,kcpNcb] [Eq D-30a] kcp = 2 [Sec D 6 3 2] Na = 13069 03 Ib (from Section (6) of calculations) Ncb = 19233 30 Ib (from Section (5) of calculations) Vpn = 2613805lbup (|> = 0 70 [D 4 4] (|)Vcp = 18296 64 Ib (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension -Steel 08774 -Breakout 04335 -Adhesive 07539 - Sideface Blowout N/A Shear -Steel 01675 - Breakout 0 0467 -Pryout 00294 V Max(0 17) <= 0 2 and T Max(0 88) <= 1 0 [Sec D 7 1] Interaction check PASS Use 1/2" diameter A307GR C SET-XP anchor(s) with 8 in embedment about blank 2/12/2009 !p^ M ri ji. ViB •j ; •I !• i !i — \Dunn Savoie Inc i Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 i Fax (760) 966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE T FGOl AND & YS JOB* OF DATE DATE 08P1 01 2/09 GAME STRUCTURE AND STORAGE BUILDING Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760) 966-6360 JOB Legoland - Lost Kingdom 8121 SHEET NO OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE DESIGN CRITERIA CODE 2006 International Building Code (IBC) 2007 California Building Code (CBC) SEISMIC. Building Occupancy Category Seismic Design Category Fa Fv SDS SDI T R Qo Cd Seismic Base Shear WIND WOOD- V=1 OE = V = 07E = Games Struct V w/ p=1 3= Storage Bldg V w/ p=1 3= Basic Wind Speed = Exposure = II D 1 00 1 000 1 329 0831 0417 0123 1 5 1 5 1 5 0554 0388 0.504 0116 85 C sec *W *W *W *w MPH (Strength Design) (ASD) ASD Seismic Design Force ASD Seismic Design Force (3-sec Gust) 2005 NDS 2x&3x >3x Douglas Fir-Larch No 2 Douglas Fir-Larch No 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L FRICTION COEFFICIENT PASSIVE EARTH PRESSURE ACTIVE EARTH PRESSURE AT-REST EARTH PRESSURE 2500 PSF 035 250 PCF 60 PCF 65 PCF Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE DESIGN LOADS ROOF Games Structure DEAD LOADS 1 (osf) PVC Coated Textile Roof 1/2"Plywd Sheathing 4x6 Rafters @ 24" o c 8x Beams Batt Insul (0 2xThick ) ME&P Miscellaneous I Dead Load Live Load 50 1 7 25 32 - 1 0 1 1 150 200 412 x slope factor 1 054 53 1 8 26 reducible Storage Building (psf) 40 1 7 1 5 28 08 1 0 1 2 Tso 20.0 Built-Up w/ Re-Roof 2x8 Roof Joists @ 24" o c 5/8" Gyp reducible WALLS DEAD LOADS Stucco Stone Veneer 5/8" Gyp 1/2" Gyp 3/8" Plywood 2x4@16"oc 2x6 @ 16"oc Batt Insulation (0 2xThickness) Miscellaneous Interior Partition (psf) 44 1 7 09 £ Dead Loads! 7.0 Exterior (Psf) 100 22 1 1 1 7 08 1 2 17.0 Design Loads £ UJ8 I II I APPROVED BY THE CITY OF SAN DIEGO BUILDING OFFICIAL SEND SMEAR C4" 0 C E N TO SILL f£ BELOW I I ; BEARING WALL I I I i i i i >, i CORNER POST W/ E N. FROM EACH PLYWD e> W TYP SCALE 1/4" = l'-0" I I I I \&i = PRAMIMS FUANf\/ v PR AM IMG MOTSS 1 SEE LANDSCAPE PLANS FOR DIMENSIONS 5" THK 0-tlN; CONC SLAB W/ «3 « 16" O C EA WAY AT MID-HT OVER 2" CLEAN SAND OVER 10 MIL VAPOR BARRIER OVER 2" CLEAN SAND ON PREPARED GRADE Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE j VERTICAL ANALYSIS | Level Roof Members Games Structure Mark. ££•-! W1= (l^^W2= PI= P2= RLeft= R Right= V M A allow /2'%^\ & allow" |— / 1 (x allow" /^5" CD= |,^7 Span = \^,^ ft [^Uniform Load TA LL = /Y^/iz) = -f^ P|f plf = - ft2 = ^ psf Ibs ._ <~>. = Ibs -J^ f = -?7\\ lbs = ^f^> lbs lbs > V max = ^2>f lbs lb*ft > M max = (00^0 lb*ft m > /\ TL = ,|2-^"Z- in ^se --4^(^^ Grade t?f5-i- ^> I cb' z^x^. -** Mark: w,= W2= PI= P2= RLeft= R Right= A allow" allow" allow" CD= Span = ft Q Uniform Load TA LL plf plf Ibs Ibs Ibs Ibs ibs > Vmax= Ibs lb*ft > Mmax= lb*ft in > A T| = in Use. Grade ft2 = psf Mark w1= W2= Pi= P2= RLeft= R L Right= V allow= M allow= /\allow= CD= Span = ft Q Uniform Load TA LL plf plf Ibs Ibs Ibs Ibs Ibs > V max = Ibs lb*ft > Mmax= lb*ft in > A TI = in Use. Grade. ft2 = psf Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE Level Roof Members Games Structure Mark k*~\ Span = )£»• ft wi= ^*^0feJAl5- - V2, W2= Pi= P2= R Left= = s)u RRight= = -40 [] Uniform Load TA= - ft2 11=^^ psf -^ P^ plf . Ibs *p-__ Ibs /^ *"] ,ts lbs ' ^ ^ ?? Ibs " allow" 'tt&^ris ^ max "" ^teLS ^ aiiow= 'ZS^^t'Z? 'b*ft > M max = <T^ Aall°w= ,0^5, m > A TL = ,Arf CD= \ ,# ^ lb*ft ^•^>> in Use- ^4-x^ Grade j^l5;-)^- iJH-Z- '%' Mark ^^c?- W,= flt^^f W2= D ••• P2= R Left= R Right= Vaiiow= P5*5^-2 M allow= fc,?-??*: Aa«ow= ,^-r^ ^D= | , i? Span= 4& ft nuniform Load TA= - ft2 L L = -fc? psf )/l^/2) = 3r\^ P'f f7 plf j _ |Ug ^ *L^ lbs ^ &' ^ I5>1 = I f^^ lbs = ^-^-/"l lbs j. Ibs > V max = ^4-^c^ lbs ? lb*ft > M max = 2r2£y/2^ lb*ft in > A TL = tf'ZT'vf^- m '-'s6 ^^ ^ ^ Grade: i?^-^ — i^^- Mark ^--?? W1= W2= P2 = ^s.p) = RLeft= R Right= y C™ = ,^-f^ = \ <>,*%>?)( **)(?= \.<? Span= !^> ft nUniformLoacl TA= - ft2 LL plf P^ ,• = >f^>fi lbs > Ibs /K = •fafZgZr IbS — ^^"Ty^f lbs l^c- ^^ \/ — ItM-IDS ^> V max - •fo?'£yS;y> IDS ^, lb*ft > M max =1^57,^ lb*n m > A TL = ^4,io in Use & Grade b^"- = ^s* PSf L 3 ' uji ^_ T -^ ^*\ Dunn Savoie Inc Structural Engineers 90S S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 jFax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO c-i-OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE Level Roof Games Structure Members* ^^5^4— -fe=* Mark s^-A- Span = \& ft Q Uniform Load TA= - ft2 W.,= = plf W2= = p|f pi=<V,jz5x2. = sz-HV lbs "' P2= ' Ibs V R Left= = |//jg«-=7 Ibs R Right= = i !?&>&!' Ibs » allow= &#~fc? ^ max = I (f'S'^ 'bS M allow= || 2^*^ 'b*^ > M max = <?rti0# lb*ft Aa»°«= ,^ in > A TL= ,^^7^ in CD= ,_^ L L = -2i? psf . +• 'Sp* 'r r Use K?=VI^ Grade fr*ff^£r\ Mark W^ Span = \&> ft [] Uniform Load TA= - ft2 W1= l^-'r'Ztfi. '5/2-4' I, "5^ = ^-l^7 P'^ W2~ /I&-4- -?i2i(\??} ~ ^^y P'' pt= "l . _ ^ ^ IllJg P2= = Ibs ' R Left= = ^V5i Ibs R Right= = 'z--2i!&&> Ibs \/ — Iho ^^ \/ — Ihov allow" <y^~i^^~s * ^ max ~ '2^>&'S*- M aiiow= \&&=s5(s lb*ft > M max = | ^ ^-^^ lb*ft A allow" '$(? m > A TL ~ ^=5^-^ m CD= j ^ L L = ^ osf / -9L-. - V'u- *?' ; uo, &kl']h 1 Use &&• \"2-- Grade y^-^ %- \ w^ r Mark:j?--L/> Span = !^ ft nuniform Load TA= ~ ft2 ^^7^)fe/^l^) =^l* Ptf w2= jje^^-yi.^,.^ = ^-^ pif -j PI= = Ibs P2= = Ibs V R Left= = ii02? Ibs R Right= = \\&^ Ibs V allow= ^>f^i^ IbS ^> V max = :ig;?s. IbS Maiiow= ^^^7 lb*ft > Mmax= isi^^ lb*ft A I. s x* >— in "^ A •= -----7 x^_ in CD= l,i7 L L = ?/£? psf ty \ ^5 \ ^^-— ^"— -^ 'r ir 1 Use ^i^1 Grade ^f^-i — ^~^ *=/ Dunn Savoie Inc Structural Engineers 9088 Cleveland St | Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE Level' Members Roof Storage Building R i Mark I&Z.-2.. Span = i^ ft wi=jf^fc*to = ^ W2= = PI= P2= RLeft= = -^9^ Right= = ^%K? V — IK ^s~ \/allow" Y2S2?y? IDS ^ max ~ '??^V^ Mallow= ^^X 'b*^ > Mmax= ^^!= A, allow= .^ti? ln > A TL = xtHl. [^Uniform Load T A LL plf plf Ibs Ibs Ibs Ibs Ibs * lb*ft -^-^=f^ ^ in Use ^y-G*1 <*• Grade &*T-* = - ft2 = -24? DSf ^"^^ ^«- Mark. WT= W2= Pi= P2= RLeft= R Right= V M A allow allow" allow" CD= Span = ft ]~\ Uniform Load TA LL plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs lb*ft > Mmax= ib*ft in > A TI = in Use Grade ft2 = DSf Mark w,= W2= Pi= P2= RLeft= R Right= V M A allow allow" allow" CD= Span = ft Q] Uniform Load TA LL plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs Ibft > Mmax= ib*ft in > A TI = in Use. Grade ft2 = psf Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom 8121 CALCULATED BY SRG 3/08 LATERAL ANALYSIS This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2006 IBC, for the entire structure, R= 1 5 Q0= 1 5 Cd= 1 5 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class C Method 1 Input Project Zip Code 92008 Response Spectral Ace (0 2 sec) Ss = 125%g = 1 251 g Response Spectral Ace (1 0 sec) B! = 47%g = 0 472 g Site Coefficient Fa = 1 000 Site Coefficient Fv = 1 328 Max Considered Earthquake Ace SMS = Fa Ss =1 251 g Max Considered Earthquake Ace SMi = Fv S1 =0 627 g @ 5% Damped Design SDS = 2/3(SMS) = 0 834 g SD1 = 2/3(SM1) =0418g Method 2 Input the coordinate of project Latitude 33.1282 degrees Longitude -117 3094 degrees From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss = 1 247 g " Fa = 10 S1 = 0 471 g Fv = 1 329 Table 20-3-1, Default =D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11 4-1 Table 11 4-2 (114-1) (114-2) (114-3) (11 4-4) (24° to 50°) (-125° to -65°) SMS= 1 247 0626 0831 SM1= SDS= SD1=0417 Use the seismic parameters from Method 2 to supercede those from Method 1 Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0 1 sec D Seismic Design Category for 1 Osec D S1 = 0 471 < 0 75g Therefore, SDC = D Equivalent lateral force procedure To Determine Period Ct = Building ht Hn = Approx Fundamental period, Ta = Calculated T shall not exceed < Per Section 11 6 Is Structure Regular & < 5 stories ? Response Spectral Ace ( 0 2 sec) S5 = @ 5% Damped Design SDS = Response Modification Coef R = Over Strength Factor no = Importance factor I = Seismic Base Shear V = 002 11 25 1 4 X= 075 Table 1-1 Table 11 6-1 Table 11 6-2 Section 11 6 NOT Apply i Section 128 Table128-2 C. = - or need not to exceed, Cs = . orC5 = - Cs shall not be less than = Mm Cs = Use C5 = CuTa T < 0 8Ts Yes 1 50g %(Fa Ss) 1 5 1 5 1 00 CSW SDS R/l (R/D T T2(R/I) 001 0 58,1/R 0554 ft forSD1of 0417g Table128-1 = 0123 TL= 8 Sec Figure 22-15 = 0172 UseT= 0123 sec = 08 SD1/SD^ 0 401 sec OKI Section 128 1 3 ». Fa = 1 00 = 0010g =0554 = 2263 N/A = 0157 For T < TL For T > TL (114-3) Table-122-1 Table 11 5-1 (128-2) (12 8-3) (12 8-4) (12 8-5) (12 8-6) Design Base Shear V = 0 554 W Contermmous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33 1282 Longitude = -117 3094 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1 0,Fv= 1 0 Data are based on a 0 01 deg grid spacing Period Sa (sec) (g) 02 1 247 (Ss, Site Class B) 10 0471(81, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33 1282 Longitude = -117 3094 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class C - Fa = 1 0 ,Fv = 1 329 Period Sa (sec) (g) 02 1 247 (SMs, Site Class C) 10 0 626 (SM1, Site Class C) 1 Copy USGS output and Paste atA1 2 Here is the picked up values SM (max) Fa= 1 0 Fv = 1 329 Ss = 1 247 Si= 0471 SMS = 1 247 SM1= 0 626 SDS = 0 831 SDi= 0417 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33 1282 Longitude = -117 3094 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class C - Fa = 1 0 ,Fv = 1 329 Period Sa (sec) (g) 02 0 831 (SDs, Site Class C) 10 0 417 (SD1, Site Class C) SD (design) Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE Legoland - Lost Kingdom c\\ SRG OF DATE DATE 3/08 I LATERAL ANALYSIS \Games Structure Roof Area of Roof = Total Weight of Roof = " Interior Wall Weight = \ Exterior Wall Weight =" ft2 Total Roof Diaphragm Weight = Jbs Jbs 12,,-r-n tbs Total Diaphragm Weight = W =Ibs Design Base Shear (Taken from page ) V = ,15^4 W Therefore V =w =Ibs Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760) 966-6355 Fax (760) 966-6360 JOB Legoland - Lost Kingdom SHEET NO C Y2"OF CALCULATED BY SRG DATE Mar-08 CHECKED BY DATE SCALE [WIND ANALYSIS Exposure <£• CB = Basic Wind Speed = "f^ mph P = (Ce)(Cq)(q.)(l) ,i?U> atO'-15' -' at15'-20' - at 20'-25' j: at 25'-30' - at 30'-40' PI= rp? = p^ = p4 = p.= t^f DSfatO-15' osf at 15-20' psf at 2u'-25' psf at 25'-30' psf at 30'-40' I If ^•Vf a js^f Governing Lateral Forces Roof Level (N-S) direction (E-W) direction Wind Design Seismic Design -sM^Z- Ibs^ bA^fl Ibs ; t^f^ft^ Ibs^ (##2?^ Ibs r= ^^jr^f governs zJ&te**^'^ governs DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE V H MS \-1-'•1 _ji _r» ' A* I i 1 Af 1 |! !! i ^ X ^rf?, > ^ - IM D PRODUCT 207 Dunn Savole Inc Structural Engineers 908 S Cleveland St. Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom 8121 PU- CALCULATED BY SRG 3/08 LATERAL ANALYSIS Storage Building This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2006 IBC, for the entire structure, R= 6 5 fio= 3 0 Cd = 40 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class C Method 1 Input Project Zip Code 92008 Response Spectral Ace (0 2 sec) Ss = 125%g = 1 251 g Response Spectral Ace (1 0 sec) Si = 47%g = 0 472 g Site Coefficient Fa = 1 000 Site Coefficient Fv = 1 328 Max Considered Earthquake Ace SMS = Fa Ss =1 251 g Max Considered Earthquake Ace SM1 = Fv S, =0 627 g @ 5% Damped Design SDS = 2/3(SMS) = 0 834 g SD1 = 2/3(SM1) =0418g Method 2 Table 20-3-1, Default = D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11 4-1 Table 11 4-2 (114-1) (114-2) (114-3) (114-4) (24° to 50°) (-125° to-65°) Input the coordinate of project Latitude 32 1282 degrees Longitude -117 3094 degrees From the Ground Motion Parameter Calculator by USGS SMS= The seismic design parameters are SM1 = Ss = 1 247 g Fa = 10 SDS= S1 = 0 471 g Fv = 1 329 SD1= Use the seismic parameters from Method 2 to supercede those from Method 1 1 247 0626 0831 0417 Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0 1 sec D Seismic Design Category for 1 Osec D S1 = 0 471 < 0 75g Therefore, SDC = D Equivalent lateral force procedure To Determine Period Ct = Building ht Hn = Approx Fundamental period, Ta = Calculated T shall not exceed < 0 02 x = 0 75 9 ft 14 forSD1of 0417g C,(hn)x =0104 TL = CuTa =0145 UseT = Per Section 116 T < 0 8Ts = 0 8 SD1/SDS = Is Structure Regular & < 5 stories ? Response Spectral Ace ( 0 2 sec) S5 = @ 5% Damped Design SDS = Response Modification Coef R = Over Strength Factor no = Importance factor I = Seismic Base Shear V = Yes 50g Ss) 65 3 1 00 CSW Fa = = 0010g Table 1-1 Table 11 6-1 Table 11 6-2 Section 11 6 NOT Apply ' Section 12 8 Table128-2 Table12 8-1 8 Sec Figure 22-15 0104 sec 0 401 sec OK' Section 12813 1 00 (11 4-3) Table-122-1 C. = -R/l or need not to exceed, Cs =(R/l) T orCs = - =0128 = 0617 N/A ForT<TL For T > TLT2(R/I) Cs shall not be less than = o 01 Mm Cs = 0 53^/R = 0 036 For S, > 0 6g UseCs= 0128 Design Base Shear V= 0128W * f * I 2» * \\<0]A Table 11 5-1 (12 8-2) (12 8-3) (128-4) (128-5) (128-6) Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE Legoland - Lost Kingdom SRG OF DATE 3/08 DATE LATERAL ANALYSIS Storage Building Roof Area of Roof = \ /?(\ <J) Total Weight of Roof = Interior Wall Weight = Exterior Wall Weight = \ Total Roof Diaphragm Weight = .ft2 Ibs Ibs Ibs Ibs Total Diaphragm Weight = W =Ibs Design Base Shear (Taken from page ) V = f\\\0 W Therefore V =W =Ibs ^^^^i^I 1 Structural Engineers III ill! 908 S Cleveland St I 1 ^^' 1 1 • Oceanslde, CA 92054 1 I 1 I ! Tel (760) 966-6355 1 I J | i Fax (760)966-6360 JOB Legoland - Lost Kingdom 8121 SHEET NO C '.'J' OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE ASCIE 7-05 Wind Lateral Desian Analysis For Riqid Structures With Flat Roofs Jirectionallv Independent S Design Parameters Building Category = Importance Factor, 1 = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, Kj = CD = Velocity Pressure Exposure a = Structure Height (ft) Kz = 201*(z/z/'" = Topographic Factor 2-D Ridge Elevation Change, H = Crest to Mid-Height, Lh = Dist from Crest, x = H/Lh = K,= K2 = 1 - (|x|/u.Lh) = Structure Height (ft) K3 = e1"*'2"-'" = K — {1 J. Lf If l^\2_zt - ( I + r\i i\2 "-31 ~ Velocity Pressure Structure Height (ft) qz = 0 00256 Kz Kz, K<j V^l co = Directionallv Dependent Gust Effect Factor External Pressure Coefficients Short Direction Walls CP = Design Wind Pressures Short Direction Pwalls = Ph Gs Cp = Structure Height (ft) Pwalls = PZ Gs Cp = Ptotai = Pz Gs Cp -qh Gs Cp= Long Direction Pwalls = Qh GL CP = Structure Height (ft) PWalls = PZ GL Cp = Piot.i = qzGsCp-qhG«Cp= Suildmq Elements Walls Mam-(4) Walls Corners-(S) Parapets Mam Roof Uphft-(l) Roof uplift at Ends and Peaks-(2) orage Building II Top of Roof Elevation 8 ft 100 Top of Parapet Elevation 10ft 85 Max Horizontal Dimension 16ft C Mm Horizontal Dimension 10 ft 0 85 Parapet Factor Windward 1 5 1 Parapet Factor Leeward -1 0 Coefficient 95 900 ft 8 88888 074 074 074 074 074 074 - VJ 8 Parapet 0 74 0 78 X 1 2-D Escarp] | 3-D Hill | | ("X" One Box) 10 ft < 15ft Topographic Factor NOT Required 1 ft 0 ft Downwind of Crest' | No | (Yes or No) 050 MAX 0 73 V = 30 1 00 H = 15 8 88888 8 Parapet 030 030 030 030 030 030 030 022 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 8 88888 8 Parapet 1169 1169 1169 1169 1169 1169 Gs = 0 850 GL = Windward Leeward Long Direction 08 -0 50 Walls CP = Windward Leeward Leeward Parapet See Below -497 psf -12 25 psf 8 88888 7 95 7 95 7 95 7 95 7 95 7 95 1292 1292 1292 1292 1292 1292 Windward Leeward Leeward Parapet See Below -378 psf -12 25 psf 8 88888 795 795 795 795 795 795 1173 1173 1173 1173 1173 1173 (+) GCP (-) GCP GCpl p= qh[(GCp)-(Gcpl)] EQ6-22 093 -11 -018 p= qh[(GCp)-(Gcp,)] EQ6-22 1 -12 -018 p= qp(GCp-Gcpl) EQ6-24 216 - 0 p= qh[(GCp)-(Gcp,)] EQ6-22 1 -08 018 P= qh[(GCp)-(Gcp,)] EQ6-22 11 -10 018 1169 1225 psf 0850 Windward Leeward 08 -0 38 8 Parapet 795 1838 psf 1292 3063 psf 8 Parapet 795 1838 psf 1173 3063 psf Force at Highest Elev 14 97 psf 16 13 psf 26 47 psf 1380 psf 14 97 psf Dunn Savoie Inc Structural Engineers 90S S Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO C OF CALCULATED BY SRG DATE Mar-08 CHECKED BY DATE SCALE [WIND ANALYSIS Exposure Basic Wind Speed =.mph 1= \.ff Refer to previous page for wind lateral design forces tili\ 1 i— Governing Lateral Forces Roof Level (N-S) direction (E-W) direction: Wind Design Seismic Design \&0& ]bs? ""/'5H' Ibs \\TA lbs> -7^-4 Ibs i^-Hf-llx7 governs i^iiMp" governs D5 Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY Legoland - Lost Kingdom c,\e> SRG OF DATE DATE 3/08 SCALE Shear Wall Design | Shear Wall Designs based on ^ 3/8" Struct 1 P V Wind Governed Design fj 1/2" Struct I P V Level '^^^ Direction v-4/^- Lateral Force / Overall Floor Length = v = - \\7^A Plf Line A Projection Length = = g? ft Lateral Load = = ^^ Ibs Other Loads = = - Ibs Total Load, T L = = *>t?2r Ibs Shear Wall Length, L = = \# ft TL/L= #>(? plf Use. <^) per Shear Wall Schedule I Overturning Shear Panel Length = = \i? ft OT Moment = 3^2fV> = ^^f ft-|b Resisting Moment = ,& \\~t(\*f5\(\<i?'')('?>Jy'/2} = A^'A^' ft-lb Net Moment = " = ^g?"*? ft-lb Uplift = = ,441 Ibs <&hUse NO/ per Holdown Anchor Schedule D Holdowns Not Required Line ^ Projection Length = = ^ ft Lateral Load = = *w&. Ibs Other Loads = = - Ibs Total Load, T L = = qi?-z, Ibs Shear Wall Length, L = ^-.tg^z- -f ft TL/L= =12^ Plf Use «^y Per Shear Wall Schedule xr/^ v^i-wA^ Overturning = ^-t^-^-f "^^^^nv Shear Pane! Length = = ^*s=' ft OT Moment = /^3-/2>/\^ = s&S*,^ ft-lb Resisting Moment = ,0 ri-r^^Y^^-y^^ = ^"G? ft-lb Net Moment = ' = -s^rT^> ft-lb Uplift = = ls>z^ Ibs Use' x/ Per Holdown Anchor Schedule D Holdowns Not Required V \l Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 3/08 CHECKED BY DATE SCALE Wind Governed Design Level "^f^^- Direction ^//^-f Lateral Force / Overall Floor Lenqth = v = = \\^A plf Line /, -2- Projection Length = = ^ ft Lateral Load = = ^c^ Ibs Other Loads = = — Ibs Total Load, T L = = ^^^ Ibs Shear Wall Lenqth, L= = \\, ft TL/L= ?^ plf Use m^ per Shear Wall Schedule Overturning Shear Panel Length = = \\j> ft OT Moment = *^f5J\i?) = ^u^^ ft-lb Resisting Moment = f^\\rj!\<^)-h\^\^/^i\(\(^(\^^'/-y^ = \-1.A0A ft-lb Net Moment = ~~ = ft-lb Uplift = = - Ibs Use \/per Holdown Anchor Schedule 0 Holdowns Not Required Line Projection Length = = ft Lateral Load = = Ibs Other Loads = = Ibs Total Load, T L = Ibs Shear Wall Lenqth, L = ft T L 11 = = plf Use (~) per Shear Wall Schedule Overturning Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use \/per Holdown Anchor Schedule D Holdowns Not Required Title Legoland - Lost Kingdom Job # Dsgnr srg Date 7 45PM, 21 MAR 08 Description Games Structure & Storage Building Scope Structural Engineering Rev 560100User KW 0602938 Ver 5 6 1 25-Oct-2002 (e)19S3-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 \\server3\jsers\sgalindo\shared\legoland - to Description Typ Pad Ftg @ Games Structure General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short NOT Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,500 0 psf Dimensions 1 330 Width along X-X Axis 4 Length along Y-Y Axis 2,5000 psi 60,000 0 psi 14500 pcf 6000 psf Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height 4500ft 4500ft 1500 in 30 00 in 30 00 in 9 000 in Mm Steel % 00014 Rebar Center To Edge Distance 3 50 in Loads | Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 1693k 2257k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ecc along X-X Axis 0 000 ;n ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 9 654 k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k kmfSSif'.^mmmms^as'sSiUi^y | Summary | 4 50ft x 4 50ft Footing, 150mThick, Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio DL+LL 4699 2,500 0 0 000 in 0 000 in 1 605 No Overturning w/ Column Support DL+LL+ST 1,168 9 psf 3,325 0 psf 0 000 in 15961 in 1 500 1 30 00 x 30 00m x 9 MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Caution Y(short)ecc>Widt Om high Actual 0495 Vu 0102 1 505 Allowable k-ft per ft 0 193m2perft Vn * Phi 85 000 psi 170 000 psi Footing Design J Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 1 51 psi -0 10 psi -0 10 psi -0 10 psi -0 10 psi ACI 9-1 018 k-ft 0 18 k-ft 0 18 k-ft 018k-ft ACI 9-2 0 97 psi -010 psi -0 10 psi -0 10 psi -0 10 psi ACI 9-2 0 06 k-ft 0 06 k-ft 0 49 k-ft -017 k-ft ACI 9-3 0 62 psi -0 07 psi -0 07 psi -0 07 psi -0 07 psi ACI 9-3 0 04 k-ft 0 04 k-ft 0 32 k-ft -0 11 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 1 5 psi 1 5 psi 4 2 psi 1 5 psi As Reo'd 019m2 019m2 0 19m2 019m2 per ft per ft per ft per ft Title Legoland - Lost Kingdom Job # Dsgnr srg Date 7 45PM, 21 MAR 08 Description Games Structure & Storage Building Scope Structural Engineering Rev 560100 User KW-0602938 Ver 5 6 1 25-Oct-2002(0)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 \\server3\users\sgalindo\shared\legQland - lo Description Typ Pad Ftg @ Games Structure Soil Pressure Summary Service Load Soil Pressures Left DL + LL 469 88 DL + LL + ST 358 42 Factored Load Soil Pressures ACI Eq 9-1 691 26 ACI Eq 9-2 454 80 ACI Eq 9-3 292 37 Right 46988 35842 691 26 45480 29237 Top 46988 1,16891 691 26 1 ,483 22 95350 Bottom 469 88 psf 0 00 psf 691 26 psf 0 00 psf 0 00 psf ACI Factors (Per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 27"1 4" Factor UBC1921 2 7 "09" Factor 1400 0900 I I I I I I I I I I I I I I I I I I I I 1 UPDATED GEOTECHNICAL RECOMMENDATIONS AND GEOTECHNICAL REVIEW OF GRADING PLANS FOR THE PROPOSED GAMES STRUCTURE, STORAGE BUILDING, LADDER CLIMB, AND COCONUT TREE CLIMB, LEGOLAND THEME PARK, CARLSBAD, CALIFORNIA Prepared for: LEGOLAND CALIFORNIA One Lego Drive Carlsbad, California 92008 Project No. 960151-029 February 13, 2009 Assoc A LEIGHTON GROUP CO! PA NY, I I I I I I I I I I I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY _ February 13. 2009 I I I I I In accordance with your request and authorization, mis report has been prepared to provide gradingIrecommendations and to provide the foundation and grading plan review relative to the proposed games structure, storage building, ladder climb, and coconut tree climb located at Legoland California in Carlsbad, California Proposed Development Project No 960151-029 To Legoland California One Lego Drive Carlsbad, California 92008 Attention Mr Chris Romero Subject Updated Geotechmcal Recommendations and Geotechmcal Review of Grading Plans for the Games Structure, Storage Building, Ladder Climb and Coconut Tree Climb, Legoland Theme Park, Carlsbad, California Introduction Based on our review of the (R W Apel, 2009) grading plans, we understand the site improvements will include the construction of the game structure, coconut tree climb, ladder climb, storage building, a retaining wall, landscaping, sidewalks and utilities The proposed structures will be supported on conventional foundations and mat foundations Findings and Conclusions Based on our review of the project as-graded geotechmcal reports (Leighton, 1998), the following items were noted • The location of the proposed structure and improvements appears to consist of minor amounts of undocumented fill associated with utilities and topsoil associated with landscaping activities These materials are underlain by sandy Quaternary-aged Terrace Deposits 3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425 858,292.8030 ® Fax 858.292.0771 I I I I I I I I I I I I I I I I I I I 960151-029 • The existing topography of the site is gently sloping to the west/southwest Anticipated grade differences across the proposed improvements appear to be less than 1 to 4 feet Minimal grading will be required to construct the proposed improvements • Based on our professional experience on sites in the general vicinity and our review of the project as-graded report (Leighton, 1998), the on-site soils possess a very low to low expansion potential and a negligible soluble sulfate content Laboratory testing upon completion of fine grading operations for the proposed pads is recommended to determine actual expansion potential of finish grade soil at the site • Ground water is not considered to be a constraint to the proposed improvements However, if seepage conditions are encountered during site grading, additional review provided to determined if subdramage measures are needed In conclusion, it is our opinion that the proposed game structure, coconut tree climb, ladder climb, and storage building area located at Legoland California are suitable for it's intended use provided the recommendations presented herein are incorporated into the design and construction of the proposed improvements Recommendations The following recommendations should be followed during the design and construction of the proposed improvements We anticipate that earthwork on the site will consist of demolition and removal of the existing improvements in preparation for construction of the proposed game structure, coconut tree climb, ladder climb, storage building and associated improvements We recommend that earthwork on the site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications of Rough-Grading included in Appendix B In case of conflict, the following recommendations shall supersede those in Appendix B 1) Site Preparation We recommend that in the areas of proposed development the surficial soils be removed to a minimum depth of 12 inches, moisture-conditioned to optimum or above moisture content and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557) The areas to receive structural fill or engineered structures should be cleared of subsurface obstructions, potentially compressible material (such as loose landscaping soils and undocumented fill) and stripped of vegetation prior to grading Vegetation and debris should be removed and properly disposed of offsite Holes resulting form removal of buried obstructions that extend below finish site grades should be replaced with suitable compacted fill material Areas to receive fill and/or other surface improvements should be scarified to a -2-Leighton I I I I I I I I I I I I I I I I I I I 960151-029 minimum depth of 12 inches, brought to optimum or above optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557) 2) Excavations Excavations of the on-sitc materials may generally be accomplished with conventional heavy- duty earthwork equipment It is not anticipated that significant quantities of oversized rock (i e . rock with maximum dimensions greater than 6 inches) will be generated during future grading However, if oversized rock is encountered, it should be hauled offsite, or placed m non- structural or landscape areas Excavation of utility trenches should be performed in accordance with the project plans, specifications and all applicable OSHA requirements The contractor should be responsible for providing the "competent person" required by OSHA standards Contractors should be advised that sandy soils and/or adversely oriented bedrock structures can make excavations particularly unsafe if not all safety precautions are taken Spoil piles due to the excavation and construction equipment should be kept away from and on the down slope side of the trench 3) Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension All fill soils should be brought to optimum or above optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557) The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used In general, fill should be placed in lifts not exceeding 4 to 8 inches in compacted thickness Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented in Appendix B 4) Removal of Unsuitable Soils All loose undocumented fill soils, topsoil, and weathered Terrace Deposits should be removed before placement of additional fill or surficial improvements Removals made in these areas should extend to competent Terrace Deposits or competent fill soils -3- Leighton I I I I I I I I I I I I I I I I I I I 960151-029 5) Foundation Recommendations The site is suitable for the proposed development The following design parameters may be used in the design of the structure foundations Allowable Soil Pressure (Spread) Allowable Soil Pressure (Mat) Modulus of Subgrade Reaction Coefficient of Friction Passive Pressure (Level Ground) Active Retaining Pressure At-Rest Retaining Pressures Lateral Surcharge (Traffic) Lateral Surcharge (Uniform Pressure) 3,500 psf 1,500 psf 250 pci 035 300 pst7ft 35 pcf 55 pcf 75 psf 035q (3,000 psf max) (level backfill) (level backfill) (auto traffic surcharge) where q is the uniform pressure Spread footings should be at least 18 inches below the lowest adjacent soil Reinforcement should be designed by the structural engineer Continuous footings should contain at least four No 4 bars, top and bottom The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces Slabs should be at least 5 inches thick reinforced with No 3 bars at 18 inches on center, each way Slabs designed to cany structural loads may require increased thickness and reinforcing Slab underlayment should be designed by the project architect We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement-sensitive structures This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of 7 feet We should note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pools, pavement, underground utilities, etc) constructed within this setback area may be subject to lateral movement and/or differential settlement Foundations should be deepened as needed to attain an embedment below 1 1 plane from parallel utility trenches 6) Segmental Wall Designs If segmental walls are utilized, granular soils with a <j>=32° should be provided for wall backfill Wall designs should include a wall profile that shows all blocks and their relation to planned geognd Wall design should conform to current NCMA Guidelines -4-Leighton 1 1 7) Seismic Parameters 960151-029 • ' I We have provided updated seismic design parameters per California Building Code (CBC 2007) The following seismic design parameters have been determined in accordance with the 2007 CBC and the USGS Ground Motion Parameter Calculator (Version 5 0 9) 1 , 1 Table 1 2007 CBC Seismic Design Parameters Site Class Site Coefficients C Fa = 1 0 Fv ~- 1 329 S<= 1 247^ Mapped Spectral Accelerations ri" n ..-,,0 ^ | - U H / 1 g SMS = 1 247gSite Modified Spectral Accelerations SMI = 0 626g Design Spectral Accelerations " n ASLM = 0417g 1 8) Slab Subgrade Moisture Conditioning P The slab subgrade soils underlying the conventional foundation system should be presoaked in accordance with the recommendations presented in Table 2 prior to placement of the 1 moisture barrier and slab concrete The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction 1 1 1 Table 2 Presoakmg Recommendations Based on Finish Grade Soil Expansion Potential Expansion Potential (CBC 18-I-B) Very Low to Low 1 1 1 Presoakmg Recommendations Optimum moisture content to a depth of at least 12 inches 4\ • -5-• Leighton I I I I I I I I I I I I I I I I I I I 960151-029 9) Cement Type for Construction Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as "sulfate attack"' We anticipate that the on-site soils should possess a negligible potential to attack normal concrete As a result, the onsite concrete design mix can be designed for a negligible potential of sulfate attack and follow the recommendations presented in Section 4 2 1 of ACI 318-08 Laboratory testing of the actual finish grade soils on the lot upon completion of the grading operations should be performed to confirm the sulfate attack potential 10) Concrete Flatwork In order to reduce the potential for differential movement or cracking of driveways, sidewalks, patios, other concrete flat work, 6x6-6/6 welded-wire mesh reinforcement or No 3 rebar on 18 inch centers, each way, is suggested along with keeping pad grade soils at a uniform moisture content 1) Control of Surface Water and Drainage Control Positive drainage of surface water away from structures is very important No water should be allowed to pond adjacent to buildings Positive drainage may be accomplished by providing drainage away from structures at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale or drainage path at a gradient of at least 1 percent Have gutters, with properly connected downspouts to appropriate outlets, are recommended to reduce water infiltration into the subgrade soils 12) Construction Observation and TestinR and Plan Review The geotechmcal consultant should perform construction observation and testing during the grading operations, future excavations, and foundation or retaining wall construction at the site Additionally, footing excavations should be observed and moisture determination tests of the slab subgrade soils should be performed by the geotechmcal consultant prior to the pouring of concrete Retaining wall calculations for Keystone wall design should be reviewed by the geotechmcal consultant prior to construction -6-Leighton I I I I I I I I I I I I I I I I I I I 960151-029 Foundation and Grading Plan Review As part of our update evaluation we have reviewed the foundation and grading plans (DSL 2009 and R W Apel. 2009) Based on our review, foundations and the plans have been prepared in general accordance with the project geotechmcal recommendations with the following comments • This report should be referenced on the plans Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and/or tests Such information is by necessity incomplete The nature of many sites is such that differing geotechmcal or geological conditions can occur within small distances and under varying climatic conditions Changes in subsurface conditions can and do occur over time Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site If you have any questions regarding our report, please contact this office We appreciate this opportunity to be of service Respectfully submitted, LEIGHTON AND ASSOCIATES, INC Sean A^CoTorado, GE Principal Engineer MikeD Jensen, CEG 2457 Project Geologist CERTIFIED ENGINEERINGGEOLO Attachments Appendix A - References Appendix B - General Earthwork and Grading Specifications Distribution (2) Addressee (4) R W Apel Landscape Architects, Attention Richard Apel (1) Dunn Savoie, Inc , Attention Rliett Savoie -7- Leighton I I I I APPENDIX A • REFERENCES I I I I I I I I I I I I I I 960151-029 I I I APPENDIX A REFERENCES I I I • American Concrete Institute, 2008, Building Code Requirements for Structural Concrete (ACI 318- 08) and Commentary • California Building Code (CBC). 2007, California Code of Regional Title 24, Part 2 DSL 2009, Games Structure, Storage Building. Ladder Climb, and Coconut Tree Climb, Sheets S- • 100, S-l 01, S-200. S-201, S-202, S-300, S-400 dated February 13, 2009 Lcighton and Associates, Inc , 1995, Preliminary Geotechnical Investigation, Lego Family Park and I Pomte Resorts. Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project No 950294-001, dated October 5, 1998 I - —, 1996, Supplemental Geotechnical Investigation, Lego Family Park, Carlsbad, Ranch, Carlsbad, California, Project No 960151-001, dated July 23, 1996 , 1998, Final As-Graded Report of Rough-Grading, LEGO Family Park, Carlsbad, California, Project No 960151-003, dated February 10, 1998 • — —, 2004, Geotechnical Investigation, Proposed Dino Island Attraction, Legoland Theme • Park, Carlsbad, California, Project No 960151 -021, dated February 23, 2004 • —, 2007a, Grading Recommendations and Geotechnical Review of Precise Grading and Foundation Plans for Proposed Lost Kingdom Attraction, Legoland Theme Park. Carlsbad, California. Project No 960151 -025, dated October 19, 2007 , 2007b, Update Geotechnical Report, Proposed Adventurer's Attraction, _ Legoland California, Carlsbad, California, Project No 960151-025, dated I September 12, 2007 (Revised October 19, 2007) , 2008a, As-Graded Report of Fine and Post Grading, Lost Kingdom Attraction, Legoland Theme Park, Carlsbad, California, Project NO 960151-025, dated February 27, 2008 I . 2008b, Update Geotechnical Letter and Grading Plan Review, Proposed Game Structure and Storage Buildings, Lost Kingdom Attraction, Legoland Theme Park, • Carlsbad, California, Project No 960151-025, dated March 26, 2008 R W Apel, 2009, Games Structure, Storage Building, Ladder Climb, and Coconut Tree Climb, Sheet 5, dated February 2, 2009 A-l APPENDIX B GENERAL EARTHWORK AND GRADING SPECIFICATIONS •FOR ROUGH GRADING I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1 0 General 1 1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s) These Specifications are a part of the recommendations contained in the geotechnical report(s') In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s) 1 2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechmcal Consultant of Record (Geotechnical Consultant) The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required Subsurface areas to be geotechmcally observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis 3030 1094 I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 3 TJliLJiMiwo.r!<_Conlr<ictor 'I'he Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill The Contractor shall review and accept the plans, geotechmcal report(s), and these Specifications prior to commencement of grading The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications The Contractor shall prepare and submit to the owner and the Geotechmcal Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading The Contractor shall inform the owner and the Geotechmcal Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished The Contractor shall not assume that the Geotechmcal Consultant is aware of all grading operations The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechmcal report(s) and grading plan(s) If, in the opinion of the Geotechmcal Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc , are resulting in a quality of work less than required in these specifications, the Geotechmcal Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified 2 0 Preparation of Areas to be Filled 2 1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechmcal Consultant The Geotechmcal Consultant shall evaluate the extent of these removals depending on specific site conditions Earth fill material shall not contain more than 1 percent of organic materials (by volume) No fill lift shall contain more than 5 percent of organic matter Nesting of the organic materials shall not be allowed If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc ) have chemical constituents that are considered to be hazardous waste As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment and shall not be allowed 3030 1094 I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2 2 Processing Existing ground that has been declared satisfactory for support of fill by the Geoteclinical Consultant shall be scarified to a minimum depth of 6 inches Existing ground that is not satisfactory shall be overcxcavated as specified in the following section Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction 2 3 Overexcavation In addition to removals and overexcavations recommended in the approved gcotechmcal report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or othenvise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geoteclinical Consultant during grading 2 4 Benching Where fills are to be placed on ground with slopes steeper than 5 1 (horizontal to vertical units), the ground shall be stepped or benched Please see the Standard Details for a graphic illustration The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feel deep, into competent material as evaluated by the Geotechmcal Consultant Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geoteclinical Consultant Fill placed on ground sloping flatter than 5 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill 2 5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechmcal Consultant as suitable to receive fill The Contractor shall obtain a written acceptance from the Geotechmcal Consultant prior to fill placement A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches 3 0 Fill Material 3 1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechmcal Consultant prior to placement Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechmcal Consultant or mixed with other soils to achieve satisfactory fill material 3 2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechmcal Consultant Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction 3030 1094 I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3 3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3 I The potential import source shall he given to the Geotcchmcal Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed 4 0 Fill Placement and Compaction 4 1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3 0) in near-horizontal layers not exceeding 8 inches in loose thickness The Geotcchmcal Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout 4 2 l:ill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-07) 4 3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly- spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method Dl 557-07) Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity 4 4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolhng of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnica! Consultant Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method Dl 557-07 4 5 Compaction Testing Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered Compaction test locations will not necessarily be selected on a random basis Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches) 4 6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met 3030 1094 I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4 7 Compaction Test Locations The Gcotechmcal Consultant shall document the approximate elevation and horizontal coordinates of each test location The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechmcal Consultant can determine the test locations with sufficient accuracy At a minimum, two grade stakes within a hori/.ontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided 5 0 Subdram Installation Subdram systems shall be installed in accordance with the approved geotechmcal report(s), the grading plan, and the Standard Details The Gcoteclimcal Consultant may recommend additional subdrams and/or changes in subdram extent, location, grade, or material depending on conditions encountered during grading All subdrams shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial Sufficient time should be allowed by the Contractor for these surveys 6 0 Excavation Excavations, as well as over-excavation tor remedial purposes, shall be evaluated by the Geotechmcal Consultant during grading Remedial removal depths shown on geotechmcal plans are estimates only The actual extent of removal shall be determined by the Geotechmcal Consultant based on the field evaluation of exposed conditions during grading Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechmcal Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechmcal Consultant 3030 1094 I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7 0 Trench Backfills 7 1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations 7 2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction Bedding material shall have a Sand Equivalent greater than 30 (SE>30) The bedding shall be placed to 1 foot over the top of the conduit and densificd by jetting Backfill shall be placed and densified to a minimum of 90 percent of maximum from I foot above the top of the conduit to the surface 7 3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant 7 4 The Geotechnical Consultant shall test the trench backfill for relative compaction At least one test should be made for every 300 feet of trench and 2 feet of fill 7 5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method 3030 1094 FILL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE BENCH HEIGHT (4' TYPICAL) REMOVE UNSUITABLE MATERIAL 2' MIN—' KEY DEPTH LOWEST BENCH (KEY) FILL-OVER-CUT SLOPE EXISTING GROUND SURFACE BENCH HEIGHT (4' TYPICAL) REMOVE UNSUITABLE MATERIAL CUT-OVER-FILL SLOPE -CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS EXISTING GROUND SURFACE OVERBUILD AND TRIM BACK PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT REMOVE UNSUITABLE MATERIAL LBENCH HEIGHT (4' TYPICAL) FOR SUBDRAINS SEE STANDARD DETAIL C 2' MIN—1 KEY DEPTH LOWEST BENCH (KEY) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5 1 MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A FINISH GRADE SLOPE FACE OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE GRANULAR MATERIAL TO BE' DENSIFIED IN PLACE BY FLOODING OR JETTING — — — — ^JETTED OR FLOODED — — GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B \-EXISTING GROUND SURFACE BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT~3/FT) WRAPPED IN FILTER FABRIC // FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT)* 6" MIN COVER ==^-=i*VJ 4" MIN BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE NONPERFORATED 6"0 MIN 6" 0 MIN PIPE FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT~3/FT) WRAPPED IN FILTER FABRIC DETAIL OF CANYON SUBDRAIN OUTLET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 15' MIN OUTLET PIPES 4" 0 NONPERFORATED PIPE, 100' MAX OC HORIZONTALLY. 30' MAX 0 C VERTICALLY BACK CUT 1 1 OR FLATTER •SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET -KEY DEPTH (2 MIN ) KEY WIDTH AS NOTED ON GRADING PLANS (15' MIN )12' MIN OVERLAP — FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS PERMEABLE OR #2 ROCK (3 FT3/FT) WRAPPED IN FILTER FABRIC -4" 0 NON-PERFORATED OUTLET PIPE PROVIDE POSITIVE SEAL AT THE JOINT T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 6" MIN COVER 4"0 PERFORATED PIPE FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) -4" MIN BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector pipe shall be installed with perforation down or. unless otherwise designated by the geotechmcal consultant Outlet pipes shall be non-perforoted pipe The subdram pipe shall have at least 8 perforations uniformly spaced per foot Perforation shall be 1/4" to 1/2" if drill holes are used All subdram pipes shall have a gradient of at least 2% towards the outlet SUBDRAIN PIPE - Subdram pipe shall be ASTM D2751. SDR 235 or ASTM D1527. Schedule 40. or ASTM 03034, SDR 23 5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe All outlet pipe shall be placed in a trench no wide than twice the subdram pipe Pipe shall be in soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D -SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 RETAINING WALL— -^ /ALL WATERPROOFING ^^ ER ARCHITECT'S ^^\ PECIFICATIONS \ FINISH GRADE — ^ :-:-:-:-:-:-:-:-:-:-:-:-:€ OMPACTED FIL L"-:-:-:-:-:-:-:- \ Vffmm -p........-.-. , 6" MIN ''OVERLAP o o ° -oo 0 0 1' MIN o • ° • ^ L-* — I O . * •• l~^4* -:-:-: 32" TYP :-:-:-:-:-- .-.-.-:-:-:-: FILTER FABRIC ENVELOPE X-I-X^-^^MIRAFI 140N OR APPROVED X^T EQUIVALENT)" -"-"-"-" ~*,/i" TO 1 1 /9" PI FAM HRAVFI ::::::: ^^4" (MIN ) DIAMETER PERFORATED '-y^r^^ PVC PIPE (SCHEDULE 40 OR -:-:-:-: EQUIVALENT) WITH PERFORATIONS:::::::: ORIENTED DOWN AS DEPICTED-:-:-:-:- MINIMUM i PERCENT GRADIENT "-~-~~~- TH Cl llTAQl T Ol ITl C~T "^^^ 3" MIN WALL FOOTING COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E STORM WATER POLLUTION PREVENTION PLAN TIER LEVEL 2 Project: LEGOLAND LAND OF ADVENTURE GAMES STRUCTURE & STORAGE Project Location- Legoland California, Inc 1 Legoland Drive Carlsbad, CA 92024 (760)918-5300 Date Prepared: March 5, 2009 Prepared by. Hofman Planning and Engineering 3152 Lionshead Avenue Carlsbad, CA 92010 (760)692-4100 Storm Water Compliance Form For a Tier 2 Construction SWPPP I am applying to the City of Carlsbad for one or more the following type of construction permit(s) D Grading Permit )( Building Permit D Right-of-Way Permit My project does not meet any of the following criteria for a project that poses a significant threat to storm water quality s My project does not include clearing, grading or other ground disturbances resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas, and, S My project is not part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas, and, S My project is not located inside or within 200 feet of an environmentally sensitive area and will not have a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) My project requires preparation and approval of a Tier 2 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a moderate threat to storm water quality 0 My project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 1516 of the Carlsbad Municipal Code), and/or, jfc( My Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and, my project meets one or more of the following additional criteria • Project is located within 200 feet of an environmentally sensitive area or the Pacific Ocean, • Project's disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, • Project's disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • Project will be initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) 1 CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT I AM SUBMITTING FOR CITY APPROVAL A TIER 2 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS I UNDERSTAND AND ACKNOWLEDGE THAT I MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD Owner/Owner's Authorized Agent Information and Signature Box This Box for City Use Only Address/Location Assessor Parcel Number(s) evwer/Owner's Authorized Agent Name fi GOH-AM r's Authorized Agent Signature Title Date City Concurrence Yess No By Date Project ID Construction SWPPP Standards and Requirements Rev 6/4/2008 Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level Project Storm Water Threat Assessment Criteria* Significant Threat Assessment Criteria Construction SWPPP Tier Level soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas, or, My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas, or, My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) Tier3 Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria Q Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 1516 of the Carlsbad Municipal Code), or, Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) Tier 2 Low Threat Assessment Criteria Q My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (see City's list of Permit Types Exempt from Construction SWPPP requirements) and the project meets one or more of the following criteria • results in some soil disturbance, and/or • includes outdoor construction activities (such as roofing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) Tierl No Threat Project Assessment Criteria Q My project is in a category of permit types exempt from City Construction SWPPP requirements (see City's list of Permit Types Exempt from Construction SWPPP requirements) and/or does not meet any of the High, Moderate or Low Threat criteria described above Exempt * The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted in the opinion of the City Engineer Construction SWPPP Standards and Requirements Rev 6/4/2008 Construction Threat Assessment Worksheet for Determination of a Project's Perceived Threat to Storm Water Quality Construction SWPPP Tier Level Tier 3 Tier 2 Tier 1 Exempt Construction Threat Assessment Criteria* Tier 3 - High Construction Threat Assessment Criteria Q Project site is 50 acres or more and grading will occur during the rainy season Q Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA G Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) Q Site slope is 5 to 1 or steeper Q Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) Q Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 - Medium Construction Threat Assessment Criteria u All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 Hich Construction Threat Assessment Criteria Q Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA Q Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) H Site slope is 5 to 1 or steeper p( Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) Q Owner/contractor received a Storm Water Notice of Violation within past two years Q Site results in one half acre or more of soil disturbance Tier 2 - Medium Construction Threat Assessment Criteria Q All projects not meeting Tier 2 High Construction Threat Assessment Criteria Tier I - Medium Inspection Threat Assessment Criteria Q Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA Q Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) G Site slope is 5 to 1 or steeper Q Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) Q Owner/contractor received a Storm Water Notice of Violation within past two years Q Site results in one half acre or more of soil disturbance Tier 1 - Low Inspection Threat Assessment Criteria Q All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria - Not Applicable - Perceived Threat to Storm Water Quality High Medium High Medium Medium Low Exempt II * The City Engineer may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the City Engineer Construction SWPPP Standards and Requirements Rev 6/4/2008 Tier 2 Construction SWPPP Site Assessment Form Project ID CE> Project Information Project Name & )x£>r Project Address/Location,C-A , \t)(?- Responsible Parties/Contact Information: Name of Preparer Oo-s>&p?j4- "•£>. Co Qualification of Preparer (Registration/Certific Address ty ^0. City/State/Zip Code Phone Number % UoWSHHEAD M CAf?f-6BAt> CJ- 0. Qtfa.4olG 4-MrM ation) C^'L GM£riM££j^ ^3/60 /o1^ » V ^ac/o Name of Owner/Owner's Agent Address I t-BSOLAMD -ErJT. City/State/Zip Code C'ARt-5gAQ Phone Number 5fOD Name of Emergency Contact GW$if> f?0 (during construction) Address ( l&TOt-Q^D |>!JC M£.£o , o/?- 6f:r A//A/MinP^Aw<i^- City/State/Zip Code CA&l£&flct) Cfy tfdDOB Phone Number 7^ 8^(b . Og4Q. Pagel of 10 Tier 2 Site Assessment l-'orm 3/24/08 Site and Construction ion: Construction Star If work begins in scheduled can be season U3o (2^.^ \VjS*~\y )j l^l V t Date v22- ramy season or altered to avoid Rk: yJ»U_ -t ? TO Mt^ /• ' / *""_' ;*" /' 1*^0, FnH Dntr iS^-*4»^ extends into rainy season, explain how project work can be rainy season impacts or to lessen exposure of site during rainy 5& CoMp»-&TeD QUICK U>f AWD MMi^ie pAIM \MRAC1- ^ Jr >^Et> ^ Grading Quantities Cut 44^ CY, Fill lQ> CY, Import Export 4tf& CY Any Stockpile Proposed1? 1 ^^ If yes, then estimate quantity Estimated duration of stockpile _ //• _ Months Soils types CY, CY Does site contain a preponderance of soils with USDA-NRCS erosion factor kf greater than or equal to 0 4? HQ Is a staging area proposed (yes/no)9 If yes, then where is it located9 gr*3-f7M£r Is concrete washout required (yes/no)9 Where is it located9 QM S/'f^ , Any existing site contamination (yes/no)9 N(Q Where is it located9 Any vehicle storage, maintenance or fueling area proposed (yes/no)9 Where is it located9 Any de-watering operation proposed (yes/no)9 Where is it located9 Any other special operations proposed that may impair water quality (yes/no)9 What and where9 fslO Page2of 10 Tier 2 Site Assessment form 3/24/08 Watershed Basin project drains to D Buena Vista Lagoon D Agua Hedionda Lagoon J^Encmas Creek D Batiquitos Lagoon D Pacific Ocean Is project drainage tributary to a CWA section 303(d) listed water body impaired for sediment (includes Buena Vista and Agua Hedionda Lagoons) (yes/no) MO If yes, describe additional controls that will be used on project site to mitigate for sediment impairments (if any) Is project inside or within 200 feet of an Environmentally Sensitive Area (yes/no) If yes, describe additional controls that will be used on project site to mitigate for potential storm water impacts (if any) _ Are any agency permits required (yes/no)7 Check off permit types required D Army Corps 404 permit D Regional Board Water Quality 401 Certification D Coastal Commission Certification D U S Fish and Wildlife Section 7 D Fish and Game Stream Alteration Agreement D Other list Page3of 10 Tier 2 Site Assessment Form 3/24/08 List materials that will be used on construction site and their handling and storage requirements Material ipOOQ f£fr?r CL^rACrvb-TTs- fe •fcx A^s *!-~rZ: i^*j~ *•=» ' O j *— 'l\ TYP« ccwsrKucnosi ^MSTftu^flpM If any toxic or hazardc spill prevention plan r< If yes, attach spill pre\ Charactenstics/Toxicity jsioMl2> Uow Handling requirements c (^Si-tSM"hCMM^5 SR)BED (t^^4^St^SBB' ^^^^^r^^ o^-j >us materials are proposed, then a spill prevention plan is required Is a jquired (yes/no)9 K>O mention plan Perceived Threat to Storm Water Quality rating Using the Construction Threat Assessment Worksheet (attached as Appendix C to Section 3 (Construction SWPPP Standards and Requirements) of the City Storm Water Standards Manual, determine the projects Perceived Threat to Storm Water Quality rating The Construction Threat to Storm Water Quality rating for this project is M High D Medium Signature of PlanJPreparer: Signature Print Name Attachments: JSC Storm Water Compliance Form - Tier 2 Q Spill Prevention Plan Hydrology and/or hydraulic study Sohs and/or geotechmcal report(s) Other List 6\PfPP g i Q Q Page4of 10 Tier 2 Site Assessment Form 3/24/08 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMPs for the proposed project Review the list of potential site construction activities and site conditions described along the left hand column of each sheet Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top of the form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(s) All structural (physical facility) BMP's should be shown on the site plan in the Construction SWPPP drawing set Any proposed no-structural BMP should be noted in the Special Notes on the Construction SWPPP drawing set PageS of 10 Tier 2 Site Assessment l-'orm 3/24/08 BMP Description -> CASQA Designation -> Construction Activity or Site Condition Cleared Areas Flat pad graded areas Graded slope areas Trenching/Excavation Stockpiling Drilling/Boring Conduit/Pipe Installation Substructure/Pad Installation Staging Area Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list) Erosion Control BMPs Scheduling6UJ ^V V V V V Preservation ofExisting VegetationCNI oHI \f V V V Hydraulic MulchCO 6UJ HydroseedingToLU V Soil Bindersin 6 LU o135 5 w <9o UJ V Geotextlles & Mats^T0in V V Wood MulchingCO 6til V V V inT3 0) £| 8jw-* <uQ 0)^ CO 1 §LU a cr> 6LU Velocity Dissipationo i OUJ (/> CO Q 0)Q.O V) 6 UJ StreambankStabilizationCMT—6LLJ PolyacrylamldeCO 6 LU Wind Erosion BMPs Wind Erosion ControlLU V Page6of 10 Tier 2 Site Assessment l;orm 3/24/08 BMP Description -> CASQA Designation -> Construction Activity Or Site Condition Cleared Areas Flat pad graded areas Graded slope areas Trenching/Excavation Stockpiling Drilling/Boring Conduit/Pipe Installation Substructure/Pad Installation Paving Staging Area Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list) Sediment Control BMPs 8 CDU- ii CO 5 CO Sediment BasinC\l UJCO Sediment TrapCO LLJCO i coQ J£O0)J=O TLU CO in 10>JD LL. •9UJ CO J V J VV 0)CO O)CO CD "53 1O «9LUCO V J J V Street Sweeping andVacuummqIY LUto Sandbag Barrierop UJCO 0> k_t_ COm 0) COCO 5 •4-*CO O5 LU CO Storm Dram InletProtectiono LUCO V I/Chemical TreatmentLJJCO Page? of 10 Tier 2 Site Assessment Form 3/24/08 BMP Description -> CASQA Designation -> Construction Activity V Site Access pomt(s) Staging area access pomt(s) Maintenance access roads to BMPs Other (list) Tracking Control BMPs cg o i— to „. 0 « "Sty •= <8 £ D) WS ^— OH V V* 0o c o -o >, ^"S2 § CM 1- 2 I- </5 C3) (O PSD) TO - > CO IE PageS of 10 Tier 2 Site Assessment Form 3/24/08 BMP Description -> CASQA Designation -> Construction Activity & Site Conditions Landscaping & Irrigation Drilling/Boring Concrete/Asphalt Sawcuttmg Concrete flatwork Paving Wire, Cable & Connector Installation Site Housekeeping Staging Area Equipment Maintenance and Fueling Hazardous Substance Management Dewatenng Steam crossing Material delivery Solid waste handling including trash and debris removal Concrete or stucco work Other (list) Non-Storm Water Management BMPs Water Conservation PracticesT— CO V Dewatenng Operationsi Paving and Grinding Operationsco 2 V V V V Temporary Stream Crossing1 Clear Water Diversionif)Az Illicit Connection/Dischargei Potable Water/IrrigationTco 2 Vehicle and Equipment Cleaning°9CO 2 Vehicle and Equipment Fueling<?CO 2 Vehicle and Equipment Maintenance0 co Pile Driving Operations-r- <h Concrete CuringCM z V Concrete Finishingco CO 2 V Material and Equipment Use•* A2 Demolition Adjacent to Waterm to Temporary Batch Plants(D CO Page9of 10 Tier 2 Site Assessment Form 3/24/08 BMP Description -> CASQA Designation -> Construction Activity And Site Conditions Landscaping & Irrigation Drilling/Boring Concrete/Asphalt Sawcuttmg Concrete flatwork Paving Wire, Cable & Connector Installation Site Housekeeping Staging Area Equipment Maintenance and Fueling Hazardous Substance Management Dewatenng Steam crossing Material delivery Solid waste handling including trash and debris removal Concrete or stucco work Temporary porta-potties Other (list) 50i u ST&CKLfiM-. Waste Management and Materials Pollution Control BMPs Material Delivery and Storage1 \/Material Use**S Stockpile Management«? V Spill Prevention and Controlt Solid Waste Managementini V Hazardous Waste Management«? 1 Contaminated Soil Managementr^ 2 Concrete Waste Managementoo 2 >/V V Sanitary/ Septic Waste Management<? V Liquid Waste Managemento T— 5 V Page 10 of 10 Tier 2 Site Assessment Form 3/24/08 ill a aSllS R i*SSiloi? IIM>i5 ! I !ill'I*m® 1 pjpllSs *IP\\"I ii! {i!e 5§ z1 8i S SrSjF Gsr rF SqF B-"isP s'fflSSxin I a ifli 'J ?S2^1^! N iiP BHP - ypflV??! T-/sif 31 -V /',; £9? "ifw^ If^xi*i / >&?' ,/^J»> Shs \ ^ i iilPiPHUfj0 lB!|l » i ii 111 i ito nsSil E 3 53 I 5 g 1 ^ 01 o I Ig 0 " HiPils^oni BO m o O- O m 73m 1!\ll is -niSo it 73 o z >B 1 III? 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O 3=n 3 *5?VATER POLLUTIONON PLAN NOTES &DETAILSSi m€en >Q CD en 3 O o jo f •]JCTURE, STORAGE5, LADDER CLIMB &ONUT TREE CLIMB•-f ^ ?^_ g> D O F ADVENTURE&>^ ™>l>;>j>•>s>;j>^: n ^? 13 f. D S 01c I S fie i: /• / ~-'9&fJ •^••i~ff^,^,-V~-v. \ > \\ ^ / -"V V • ^ * /.^ :/v_^&pW^M V ^X>^ \: '>% : ^W/'fts^^^MPS"-'->; "\ ,w» '' J /. jf>' • \- : •- ' . •' :M:IVC -A / , LEGOLAND EXIST. DETENTION BASIN Hofman Planning & Engineering JOSEPH P. COHAN K.C.E. C5S873 EXP. 06-30-09 DATE LEGOIAND CARLSBAD. CALIFORNIA 0 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES 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 LEGOLAND GAMES STRUCTURE-COCONUT TREE & LADDER CLIMB Building Permit Plan Check Number CB090258 Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions 1 LEGOLAND DR 211-100-09-00 MERLIN ENTERTAINMENT GROUP U.S. HOLDINGS GAMES BUILDING, STORAGE BUILDING & LADDER CLIMB ATTRACTION COMMERCIAL New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial 819 SF GAME STRUCTURE, 160 SF STORAGE BLDG & 2 LADDER CLIMB ATTRACTIONS Square Feet Floor Area City Certification of ~ . Applicant Information Date ^SCHOOL DISTRICTS WITHIN CITY OF CARLSBAD Carlsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) Vista Unified School District 1234 Arcadia Drive VislaCA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encimt.is Union School District 101 South Rancho Santa Fe Rd Encimtas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encimtas Blvd Encimtas, 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 Owner's knowledge, 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 issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Ownera - _ Signature Revised 3/30/2006 Date SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))*********************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT 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 District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL WALTER FREEMAN ASSISTANT SUPERINTENDENTTITLE CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL NAME OF SCHOOL DISTRICT CARLSBAD, CA 92009 DATE PHONE NUMBER Revised 3/30/2006 en r~ rtIIIo > omn M00 V ttlQ CD 00H D |^m§KP rn OS?3 O> c8.5Tl r 11 >5 ^o ^*M ^v n s1 o a> 2 Z D n D n> D n> D a> \U 5v>^ L n