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Home My WebLink About1 LEGOLAND DR; ; CB060366; Permit05-05-2006' Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Residential Permit Building Inspection Request Line (760) 602-2725 Permit No: CB060366 1 LEGOLAND DR CBAD COMRES 2111000900 Lot#: 0 $397,000.00 Construction Type: NEW Reference #: 0 Structure Type: 0 Bathrooms: 0 LEGO-PIRATE SHORES ATTRACTION & 5721 SF SUPPORT BLDGS & SHADE STRUCTURES Status: ISSUED Applied: 02/13/2006 Entered By: RMA Approved; 05/05/2006 Issued: 05/05/2006 Inspect Area: Orig PC#: Plan Check*: Applicant: LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI THE CORPORATION TRUST CO 1209 N ORANGE ST WILMINGTON DE 19801 Owner: LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI THE CORPORATION TRUST CO 1209 N ORANGE ST WILMINGTON DE 19801 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Meter Size Add'l Reel. Water Con. Fee $1,461.32 Meter Fee $0.00 SDCWA Fee $949.86 CFD Payoff Fee $0.00 PFF (3105540) $0.00 PFF (4305540) $83.37 License Tax (3104193) $2,288.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Redev Parking Fee $0.00 Housing Impact Fee $0.00 Housing InLieu Fee Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees $0.00 HMP Fee TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,156.00 $0.00 $0.00 $27.00 $60.00 $34.50 $0.00 $0.00 $0.00 $0.00 $0.00 $6,895.00 $0.00 $0.00 $13,955.05 Total Fees: $13,955.05 Total Payments To Date: $13,955.05 Balance Due:$0.00 IN STORAGE ATTACHED Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exacttons. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any feestexactions of which vou have previously been given a NOTICE similar to this, or asJo which the statute of limitations has previously otherwise expired. PERMIT APPLICATIONT i > CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated Bv Date Address (include Bldg/Suite #} Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units 3; : APPLICANT O Contractor : Q::Agent;*br;Gontractor ; Q Owner Name " Address City State/Zip Telephone # *£Sj:He0iinjuGC^ - . •• •.•-•••••;- •.;•.. • : •,- ;- ,..-••••'• -:•;;.= '.;:.-.•" : ^s^r^'i'S''".' i-i^i'^-A ,.;;; (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C] 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. D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. _ Expiration Data _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q 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. SIGNATURE DATE _ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). 0 I, as owner of the property, am exclusively contracting with licensed contractor to construct the project (Sec. 704-4, Business and Professions Code; The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). l~) I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number}:^ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work); __ ______ __ _ __ „ __ __ _ _ __ ______ ___ _ PROPERTY OWNER SIGNATURE DATE =" '•••>'•: !•! -il':. •;.; •': "•••• -:: i ^: I Ir \r» -, •'*• ^>.:-:; "f:;:- •..'•••• --H "..:! •: =: :..-:V-:: '•"•'• Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES H^ NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES fij NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? n YES [jCf NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. &$I!P8C8NH^^ - . ! > ";::/1:;-:--i ' . • ;. .- - - ; V ., :: ..;.';./. .:.-...';'.;: ' ',•'••; \ ; . I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME 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 representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the 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 if the building or work 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). ^AftA *" APPLICANT'S SIGNATURE JK&t ^ DATE WHITE: File YELLOW: Applicant PINK: Finance GltyofCarlsbari final Building Inspection Dept: Building Encungating Planning CMWD St Lite Fire^*^j^B*^ * v Plan Check #: Permit #: Project Name: CB060366 LEGO-PIRATE SHORES ATTRACTION & 5721 SF SUPPORT BLDGS & SHADE STRUCTURES Date: Permit Type: Sub Type: R E ECEIVED JUN 1 5 2006 nrvoi t \RiM!\nNGIM;KRIN<; m I-\KI MENT Ol&IOIVISION 06/15/2006 COMRES Address: Contact Person: Sewer Dlst: Inspected Bv: <4nc -**• Inspected Bv: Inspected Bv: 1 LEGOLAND DR CHRIS Phone: 7608460842 CA Water Dist: CA Date "*H.o.O Inspected: t, /IS lot Date Inspected: Date Inspected: Lot: 0 , Approved: *^"~ Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: final Building InspecUon Dept: Building Engineering Planning CMWD St Lite Plan Check #: Permits: CB060366 Project Name: LEGO-PIRATE SHORES ATTRACTION & 5721 SF SUPPORT BLDGS & SHADE STRUCTURES Address: 1 LEGOLAND DR Lot: Contact Person: CHRIS Phone: 7608460842 Sewer Dist: CA Water Dist: CA Date: 06/15/2006 Permit Type: COMRES Sub Type: 0 Inspected By: Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: City if Carlsbad Final Building Inspection Dept: Building Engineering PI Plan Check #: Permit*: CB060366 Project Name: LEGO-PIRATE SHORES ATTRACTION g CMWD StLite Fire Date: 06/15/2006 Permit Type: COMRES Sub Type: & 5721 SF SUPPORT BLDGS & SHADE STRUCTURES Address: 1 LEGOLAND DR Lot: 0 Contact Person: CHRIS Phone: 7608460842 Sewer Dist: CA Water Dist: CA Inspected By:L/^LV Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: City or Carlsbad Final Building Inspection Dept: Building Engineering PI Plan Check*: Permit #: Project Name: Address: Contact Person: Sewer Dist: g CMWD StLite Fire Date: 06/15/2006 CB060366 Permit Type: COMRES LEGO-PIRATE SHORES ATTRACTION Sub Type: & 5721 SF SUPPORT BLDGS & SHADE STRUCTURES 1 LEGOLAND DR Lot: 0 CHRIS Phone: 7608460842 CA Water Dist: CA Inspected By: 7 Date -^ .X ^/ Inspected: (^"/Q ~QS Approved: v Disapproved: Inspected By: Inspected By: Date Inspected: Date Inspected: Approved: . Approved: Disapproved: Disapproved: Comments: Inspection List Permit#: CB060366 Type: COM RES Date Inspection Item 11/16/2006 89 11/15/2006 89 08/16/2006 19 08/16/2006 39 07/25/2006 13 07/25/2006 14 07/25/2006 15 07/17/2006 12 07/11/2006 11 07/06/2006 11 06/20/2006 34 06/15/2006 89 06/09/2006 15 06/01/2006 34 05/23/2006 14 05/23/2006 83 05/17/2006 11 05/17/2006 31 05/15/2006 11 05/15/200631 05/12/2006 11 05/12/2006 21 05/12/2006 31 05/10/2006 11 05/10/2006 31 05/09/2006 11 05/09/2006 16 05/09/2006 21 Final Combo Final Combo Final Structural Final Electrical Shear Panels/HD's Frame/Steel/Bolting/Weld in Roof/Reroof Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Rough Electric Final Combo Roof/Reroof Rough Electric Frame/Steel/Bolting A/Veld in Roof Sheathing/Ext Shear Ftg/Foundation/Piers Underground/Conduit-Wirin Ftg/Foundation/Piers Underground/Conduit-Wirin Ftg/Foundation/Piers Underground/Under Floor Underground/Conduit-Wirin Ftg/Foundation/Piers Underground/Conduit-Wirin Ftg/Foundation/Piers Insulation Underground/Under Floor Inspector TP - TP TP PD PD PD PD PD PD TP PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD Act AP Rl PA PA AP we AP AP AP AP AP PA AP AP AP AP CA CA PA PA AP we PA PA AP PA we AP LEGO-PIRATE SHORES ATTRACTION & 5721 SF SUPPORT BLDGS & SHADE ST Comments TREASURE FALLS & QUEUE STRUCT. use of faciliies n/incl treasure falls ride & queue struct. STEM WALL GAMES BLDG STAGE AREA LOG RIDE OK TO OCCUPY PENDING FIRE Q STRUCTURE PANELS, XFMR AT BIG BLDG LIGHT POLES, WALLS CONDUIT PADS, FTGS, WALL FTGS SEWER Friday, November 17, 2006 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 11/15/2006 Permit* CB060366 Title: LEGO-PIRATE SHORES ATTRACTION Description: & 5721 SF SUPPORT BLDGS & SHADE STRUCTURES Inspector Assignment: PD Type: COMRES Sub Type: Phone: 760846084 1 LEGOLAND DR Lot 0 Job Address: Suite: Location: Inspecto/ APPLICANT LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI Owner: LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: CHRIS Entered By: CHRISTINE Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# CV050664 CLOSED O- NOISE FROM FIREWORKS; CV060175 CLOSED Z- BANNER; CV060295 CLOSED Z- CAR DEMO COURSE IN PRK LOT; VIOLATION OF INTENDED USE PCR00224 APPROVED ELECTRICAL PLAN FOR COASTER; PCR06076 ISSUED LEGOLAND; SPLIT UP GAMES BLDG @ PIRATE SHORE Inspection History Date Description 08/16/2006 19 Final Structural 08/16/2006 39 Final Electrical 13 Shear Panels/HD's 14 Frame/Steel/Bolting/Welding WC PD AP PD AP AP AP AP 07/25/2006 07/25/2006 07/25/2006 07/17/2006 07/11/2006 07/06/2006 06/20/2006 Act Insp Comments PA TP use of faciliies n/incl treasure falls ride & queue struct. PA TP AP PD 15 Roof/Reroof 12 Steel/Bond Beam 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 34 Rough Electric PD PD STEM WALL PD GAMES BLDG STAGE AREA LOG RIDETP CONSTRUCTION INSPECTION, AND TESTING INCORPORATED August 23,2006 City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 Facsimile: (760) 602-8560 Reference: PIRATES SHORE ATTRACTION, PERMIT NUMBER CB060366 Subject:Final Verification of Special Inspection Ladies and Gentlemen: In accordance with your request, Engineering Observation, Materials Testing, and Special Inspections of Reinforced Concrete and Epoxy Anchors were performed at the referenced project by representatives of Construction Inspection & Testing, Inc. To the best of my knowledge, the work requiring Special Inspection was performed in accordance with the approved plans, specifications and changes thereto, and the California Building Code. We appreciate the opportunity of providing our services. Respectfully submitted, Construction Inspection and Testing, Inc. Henry Barton Hill, Principal Engineer M.S., P.E. #64822 Distribution: Chris Ramero, Legoland John McDougall, DPR 261 S. PACIFIC STREET • SAN MARCOS, CA 92078 • (760)752-1099 • FAX (760) 539-8101 EsGil Corporation In Partnership with government for Quitting Safety DATE: April 6, 2006 a APPLICANT a JURIS. JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 06-366 SET: II PROJECT ADDRESS: One Legoland Drive PROJECT NAME: Legoland; Pirate Shores Cluster 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: 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: ) I / I Fax #: Mail Telephone Fax In Person ^ REMARKS: 1. The thatched roofingj>qwn on sheet A-202 must be specified to match the exact wording shown on the attaonetTsheet. 2. Exit signs must be shown on the plans for the "Treasure Fall" queuing area. / By: Kurt Culver Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/30/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858)560-1576 File R21556 Page Cl Issued: 2003-10-21 CONCLUSION The following conclusion represents the judgment of Underwriters Laboratories Inc. based upon the results of the examination, tests and data analysis presented in this Report, as they relate to established principles and previously recorded data. The products covered by this Report are judged to be eligible for Listing and Follow-Up Service. The manufacturer is authorized to use the UL Listing Markings as shown below on such products which comply with the Follow-Up Service Procedure and any other applicable requirements of Underwriters Laboratories Inc. Only those products which properly bear the UL Listing Marking are considered as Listed by Underwriters Laboratories Inc LISTING MARKING The Listing Markings to be used with the Thatch" is illustrated below: 'Palm Thatch" and "Reed LISTED PREPARED ROOFING MATERIAL CLASS A DEGREE OF RESISTANCE TO EXTERNAL FIRE AND FLAMMABILITY LIMITS IN ACCORDANCE WITH STANDARD 790 WHEN APPLIED IN ACCORDANCE WITH INSTRUCTIONS INCLUDED WITH THIS ROOFING Following-ic the Lioti/ins cahed advices Plastic thatch roofing for installation as Class A prepared roof covering materials when laid over 1/4 in. G-P Gypsum Dens-Deck® or 1/2 in. sheet rock followed by one layer of Soprema Inc. "Colphene HR FR GR" self-adhered membrane. Repca-te-byr ROGER L- ANDERSON Senior Engineering Associate Reviewed by: DOUGLAS C. MILLER Engineering Group Leader EsGil Corporation In Partnership with government for $uiC(fing Safety DATE: February 27, 2006 _ _ JURISDICTION: Carlsbad "a PLAismviEWER a FILE PLAN CHECK NO.: 06-366 SET: I PROJECT ADDRESS: One Legoland Drive PROJECT NAME: Legoland; Pirate Shores Cluster The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Chris Romero One Legoland Dr. Carlsbad 92008 Also faxed to Peruzzi Architects (310) 838-0760-^ 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: Chris Romero Telephone #: (760) 918-5460 Date contacted: Wj^f (by/f^ ) Fax #: -5498 Mail Telephone ^Xrax *^ln Person **" REMARKS: By: Kurt Culver Enclosures: Esgil Corporationn GA n MB 13 EJ n PC 2/ie/oe 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 06-366 February 27, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 06-366 PROJECT ADDRESS: One Legoland Drive DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 2/16/06 February 27, 2006 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. 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 or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections on the originals and submit two new complete sets of prints to: ESGIL CORPORATION. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes a No Carlsbad 06-366 February 27, 2006 1. Please provide a construction cost estimate for each separate structure to be built under this permit. Fees will be determined then. 2. Calculations from La Costa Engineering were provided, but no plans. Please submit. 3. Please provide evidence that the Building Official has approved the proposed thatch roofing (non-ICBO approved product). Also, Carlsbad ordinance requires a Class A rating whereas the plans only specify a Class B rating. 4. Where do the plans specify the rise/run for the stairs? And handrail information, etc. (including rail extensions)? 5. Sheet A-202 shows a proposed wheelchair lift. Title 24 Section 1116B.2 allows such lifts, but only under certain circumstances. Your project is not included in the list of acceptable lift locations. Therefore, provide a complying ramp instead. 6. Please specify on the plans that the roofing fabric will have a California State Fire Marshal approval. 7. Please provide evidence that the geotechnical engineer has reviewed the foundation plans (per sheet 12 in their report). 8. Please see below for plumbing/electrical corrections. 9. The jurisdiction has contracted with Esgi! 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, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen 1. The Title Sheet description for the electrical is inconclusive: What is the intent of the electrical design? To provide a complete design for this new area or an incomplete design to be submitted under different permits at intervals? Specify what exactly is permitted and what is not included under this permit. ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 2. The 120/208 volt substations are supplying 277/480 volt distribution boards which appear to be supplying 120/208 panels and loads? Carlsbad O6-366 February 27, 2006 3. There is no egress lighting or exit signs design (except the game building) for any of the buildings or site. 4. The site plan and floorplan Note designators are incomplete. 5. The site electrical lighting and power has not been included for plan check for these additional areas. 6. Include complete grounding electrode/ cold water bond designs for all rides, ride buildings, and support buildings. The design to include all buildings and associated ride structures. 7. The Midway Games sheet (E-502) is titled "Lighting Plan" yet contains receptacles? If this is the total electrical design, include the building shut-off and grounding/bonding features. 8. Correlate the distribution board Title between the single line diagram and the floorplan layout (for Splash Battle). 9. The dimmer schedule has not been completed. 10. The panel schedule for "SP" on sheet MR-5 describes a 200 ampere panel. Please review and revise. • Additional corrections may be necessary after more information has been submitted. PLUMBING (2000 UNIFORM PLUMBING CODE) 11. No plumbing submitted. Include a complete submittal of water supply, waste systems, availability of plumbing fixtures, backflow protection design, and gas (if applicable) for plan check. MECHANICAL (2000 UNIFORM MECHANICAL CODE) 12. No mechanical submitted. Include design where applicable. (Exhaust fans, make-up air, etc.) Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen 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 06-366 February 27, 2006 JURISDICTION: Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 06-366 DATE: February 27, 2006PREPARED BY: Kurt Culver BUILDING ADDRESS: One Legoland Drive BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) Valuation Multiplier #N/A Reg. Mod. VALUE ($) #N/A 1994 UBC Plan Check Fee #N/A Type of Review: Repetitive Fee Repeats El Complete Review D Other Hourly Structural Only Hour Esgll Plan Review Fee #N/A Comments: To be determined. Sheet of macvalue.doc City of Carlsbad Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING AbdRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: Please see\thje< attached report of deficiencies marked witrvJaT Make necessary corrections to plans or specifiratioi|s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date: I I FOR OFFICIAL USE ONLY INEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application U Dedication Checklist U Improvement Application Q Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application fj Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet Name: ENGINEERING DEPT. CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad. CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: Car|sbad CA 9200817314 • (76O) 602-272O - FAX (760) BUILDING PLANCHECK CHECKLIST 1. Provide a fully dimensioned site plan drawn to scale. Show A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements 2. Show on site plan: F. Right-of-Way Width & Adjacent Streets G Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5'away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION FUBUILDING PLANCHECK CKLST FORM-dOC iST ,ND ,RD D D 12b. BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled T, and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water REBUILDING PLANCHECK CKLST FORM.dOC BUILDING PLANCHECK CHECKLIST - ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. CH CH d 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. D D D 13. Additional Comments: FrfiUILDINO PLANCHECK CKL8T FORM.dOC D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: Prepared by:7 Date: .Bldg. Permit No.. Checked by:Date: EDU CALCULATIONS: List types and square footages for alt uses. Types of Use: /&4J&T&e*~^-- Sq. Ft/Units: Types of Use: Sq. FtTUnits: APT CALCULATIONS: List types and square footages for all uses. 'Types of Use: A Types of Use: _ Sq. FtAJnJts: Sq. Ft./Units: EDU's: EDU's: ADT's:, ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)DNO D 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: . TRAFFIC IMPACT FEE ADTs/UNITS:: "7 'X FEE/ADT: a 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ADTs/UNITS: 04. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.:^ 5. SEWER FEE EDU's: ."7 BENEFIT AREA: EDU's: X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT: FEE/EDU: X FEE/EDU: D 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA ACRES: D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE HIGH FEE/AC: /LOW =$. SDCWA FEE SDCWA FEE F:\FEE CALCULATION WORKSHEET.doc 1of2 Rev. 7/1*00 •MAY-05-2006 FRI 08:53 AM ENGINSPECTION FAX:7604384178 P. 001 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: MCMAHON PROJECT ID: LEGO LAND: PIRATE SHORES DATE: 5/3/06 GRADING PERMIT NO. GR06Q008 LOTS REQUESTED FOR RELEASE: PIRATE CLUSTER SITE N/A = NOT APPLICABLE V-COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8 H" X11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted wtth a previous partial release, a letter from soils engineer referencing the soils report and Identifying specific lots for release Jots shall accompany subsequent partial releases). 7. EOW certification of work done wtth finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site Is required. -^/Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to alt normal City requirements required pursuant to the building permit process. [] Partial release of the site is denied for the following reasons: 1st V V >/" V V V V N/A V 2nd. JOSEPH MCMAHON Project Inspector Construction Manager 5/4/06 Date Date •<— CM PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. frfrg/X* Address OMk L£&OLA\JD Planner Jessica Galloway Phone (760)602-602-4631 APN: 7.U - Type of Project & Use: Zoning: GT"Q Genera! Plan:_ CFD (in/out) #_Date of participation^ Net Project Density: Facilities Management Zone:. Remaining net dev acres:_ Circle One (For no n-resident! a I development: Type of land used created by this permit: ) Legend: Saltern Complete (PNltern Incomplete • Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions^vhich require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES V NO DATE TYPE / r^r>9% OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ^JF Q Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES £_ NO CA Coastal Commission Authority? YES If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619)767-2370 Determine status {Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES_ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: NO Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO^C (Effective date of Inclusionary Housing Ordinance- May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 a a D n Kin n B'DD Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North acrow, nrnpnrty linon..^ witttrr;, slopes). jctu IT y '.hri'ii, y^iflting strppt improvementer-fk Dieting topngmphiraUlogs (including all side and rear yard 2. Provid^legal description of property and assessor's parcel number —-_ _----~-— —— Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO yC 2. Project complies YES NO r- Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: 4. Height: 5. Parking: Sp; (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments: Required ' Required Required Required Required :ks: Required Required Required Required Required Required ir/*Required ls\ *- Required fa/t Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown ^- -^T7 •> Shown £jSgT . ^- Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department Plan Review Requirements Category: COMRES , Date of Report: 04-04-2006 Reviewed by: Name: Address; Permit #: CB060366 Job Name: LEGO-PIRATE SHORES ATTRACTION Job Address: 1 LEGOLAND DR CBAD INCOMPLETE Tho item you havo oubmittod for roviow io inoomploto. At this time, thia offioo cannot adequately conduct a roviow to dotormino oomplianoo vrith tho applicable oodoo and/or otandardo. Ploaoo roviow carefully all comnionta attaohod. Ploaao rooubmit tho noooaaary plans and/or opeoifioationo, with changes "clouded", to this offico for review and approval Conditions: Cond:CON0001151 [MET] In accordance with the City of Carlsbad and Legland, LLC. all buildings are to be provided with an automatic fire sprinkler system. Said system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code. Entry: 03/13/2006 By: gr Action: CO Entry: 04/04/2006 By: GR Action: AP Cond: CON0001217 [NOT 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. Carlsbad Fire Department u Plan Review Requirements Category: COMRES , Date of Report: 03-13-2006 Reviewed by: Name: Address: Permit #: CB060366 Job Name: LEGO-PIRATE SHORES ATTRACTION 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:CON0001151 [NOT MET] In accordance with the City of Carlsbad and Legland, LLC. all buildings are to be provided with an automatic fire sprinkler system. Said system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code. Entry: 03/13/2006 By: gr Action: CO LA COSTA 1950 KELLOGG AVE. CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251 EMAIL: lcengr@conneclnet.com CIVIL • STRUCTURAL MECHANICAL. PETROLEUM STRUCTURAL CALCULATIONS AND DETAILS FOR WET PLAY BALANCE TANK DESIGN PROJECT. LEGOLAND PIRATES COVE & TODDLERS PLAY CARLSBAD, CALIFORNIA ENGINEER: MARTELLB. MONTGOMERY R.C.E. 50344 EXP. 6-30-07 DATE:JANUARY 12, 2006 JOOftf 10." Concrete w/ #4 @ S" 9'-0" Sliding Restraint -6*fc r"^ii"^ i H« *• k <• 2" 10"'Jl J. ,10" I^ ^ -H •iA COSTA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 (760) 931-0290 Title • Wet Play Balance Tank* Pirates Cove Job# : 2006002 Dsgnr: MBM Date: Description.... 9'-0" Restrained Balance Tank Wall This Wall in File: C:\RP6\LEGOLAND.RP5 JAN 11,2006 RetainPro Version 6,0 Build Date : 10-SEP-2001. |c> 1989-2001 Restrained Retaining Wall Design Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs Axial Dead Load on Stem = 2,163.0lbs Soil Over Toe = Ibs Adjacent Footing Load = Ibs Surcharge Over Toe = Ibs Stem Weight = 1,125.0lbs Soil Over Heel = Ibs Footing Weight - 1,354.2 Ibs Total Vertical Force = 4,642.2lbs Net Moment User For Soil Pressure Calculations ft 10.00ft ftftft 10.42 ft 10.83 ft 5.42ft Moment = -15,538.8 ft-# ft-# 21 ,630.0 ft-# ft-# ft-# ft-# 11,718.8ft-# ft# 7,335.1 ft-# 40,683.8ft-# 4 o-6- WO p « Sliding Restraint 10.inConcw/#4@6.ino/c 10--10" 9'-0"9'-0" 10"4 Ose EA COSTA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 {760)931-0290 Title Wet Play Balance Tank- Pirates Cove Job# : 2006001 Dsgnr: MBM Date: Description.... 9'-0" Balance Tank Wall Temporary Loading This Wall in File: C:\RP6\LEGOLAND.RP5 sPage: JAN 11,2006 RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = Wind on Stem = 1 9.00 ft 0.00ft 0.00: 1 0.00 in no.oopcf 0.0 psf Soil Data Allow Soil Bearing = 1 Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure = = ~ = = I ,500.0 psf 38.0 psf/ft 38.0 psf/ft 300.0 psf/ft 0.0ft 0.400 0.00 in Footing Dimensions Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,000 psi Fy Footing Concrete Density = Min. As % & Strengths | 10.00ft 0.83 10.83 10.00 in 0.00 in 0.00 in 0.00ft = 60,000 psi 150.00pcf 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Design Summary | | Stem Construction Total Bearing Load = 2,479 Ibs . ..resultant ecc. = 1.90 in Soil Pressure @ Toe = 249 psf OK Soil Pressure @ Heel = 209 psf OK Allowable = 1 ,500 psf Soil Pressure Less Than Allowable AC I Factored @ Toe = 349 psf ACI Factored© Heel = 292 psf Footing Shear @ Toe = 18.1 psi OK Footing Shear® Heel = 0.0 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 3.17 OK Sliding = 0.60 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,824.0 Ibs Footing Design Results | Toe Heel Factored Pressure = 349 292 psf Mu1 : Upward = 16,561 0 ft-# Mil' • nnwnward = R 7^0 0 ft-#IVIU . L'WVMVVQIU \JjliJ\J \J IITT Mu: Design = 7,811 Oft-# Actual 1 -Way Shear = 18.06 0.00 psi Allow 1 -Way Shear = 76.03 0.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height Wall Material Above "Ht Thickness Rebar Size Rebar Spacing Rebar Placed at Desicin Data - — — fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type =Concrete Data fc Fy • Top Stem ^•B Bar Lap/Emb ft= 0.00 = Concrete 10.00 = #4 6.00 = Center = 0.989 lbs= 2,616.3 ft-# = 7,848.9 7,938.0 psi = 43.6 psi = 76.0 in = 34.88 in = 9.39 125.0 in = 5.00 psi = psi = = :== Medium Weight psi = 2,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 8.50 in, #5@ Heel: Not req'd, Mu < S Key: No key defined ! 13.25 in, #6@ 18.50 in, #7@ 25.25 in, #8@ 33.25 in, #9@ 42 *Fr LA COSTA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 (760) 931-0290 Title : Wet Play Balance Tank- Pirates Cove Job# : 2006001 Dsgnr: MBM Date: Description.... 9'-0" Balance Tank Wall Temporary Loading This Wall in File: C:\RP6\LEGOLAND.RP5 Page: ^ JAN 11,2006 RetainPro Version 6.0 Build Date : 10-SEP-2001, (ct 1989-2001 Cantilevered Retaining Wall Design Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load <3> Stem Above Soil 1,837.2 -13.2 3.28 0.28 6,021.9 -3.7 Total = 1,824.0 O.T.M. = 6,018.3 Resisting/Overturning Ratio = 3.17 Vertical Loads used for Soil Pressure = 2,479.2 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component RESISTINGForce Distance Moment Ibs ft ft-# 10.83 0.00 1,125.0 10.42 11,718.8 1,354.2 5.42 7,335.1 Total =2,479.2 Ibs R.M.=19,053.8 7 Surge Chamber Roof One-Wav Slab Design 1) Estimate the thickness of slab: Try:t = assume cover: assume No. 4 bars: d = t - (cover +r) = = 10ft 10 in 4.75 in r = 0.25 in 5 in Check minimum depth requirement: Simply Supported: I/20 =6 in < actual depth: deflection calcs are required 2) Compute the trial factored loads: Live Load: Dead Load: DL = LL= 100 psf Element: Slab: Soil: Total: wd 125 165 290 unit psf psf psf Factored Load: wu = 1.4*DL + 1.7*LL Load per 1 ft strip: wy = 1 ft * factored load 576 psf 576 plf 3) Check the thickness required for moment: Mu = 7.2 kip-ftm b=12 in 60000 psi 3000 psi 0.00333 Pmax = 0.75[(0.85*fc'/fy )*0.85*(87000/(87000+fy))] Pmax= 0.01604 0.9 0.0067 0.134 333 4.65 in 5 in fy = = 200/fy = (p= p = -0.59u))] = bd2/12000 = Mu/(pkn d = V(MU*1 2000/<p*kn*b) = Use d = f Use total slab depth of 10 in 4) Check if thickness is adequate for shear: Vu= 2880 Ibs/ft <pVc = 0.85(2V(V)bwd) = 5587 Ibs/ft no addition shear reinforcement is required 5) Design reinforcement: Flexural reinforcement: As = pod therefore, AS = 0.40 In^/ft Determine the minimum flexural reinforcement using ACi Sec. 10.5.4: A8(min) = 0.001 8bt 0.216 iff/ft For maximum spacing, ACI Sec.7.6.5 gives 3t = 30 in o.c. but not more than 1 8" o.c. Use#4@6"o.c. 6) Determine the shrinkage and temperature reinforcement in other direction: AS = 0.001 8bt = 0.21 6 irfrtt Max spacing = 18" or 5*h = 18 " o.c. | Pro vide No. 4 bars at 6" o.c. as shrinkage and temperature reinforcement. | Surge Chamber Roof Reinforcement in One-Wav Slab Design @ Manhole Opening 1) Estimate the thickness of slab: Try:t= 10 in assume cover: 4.75 in assume No. 4 bars: r = 0.25 in d = t - (cover +r) = 5 in L = 10ft Check minimum depth requirement: Simply Supported: I/20 =6 in > actual depth: deflection calcs are not required 2) Compute the trial factored loads: Live Load: Dead Load: DL LL= 100 psf Element: Slab: Conc.Cb: MH area: Soil: Total: wd 125 187.5 156 165 633.5 unit psf psf psf psf psf Factored Load: wu = 1.4*DL + 1.7*LL Load per 1 ft strip: wu = 1 ft * factored load 1056.9 psf 1056.9 plf Mu= b= fy = f' = 3) Check the thickness required for moment: 13.211 kip-ft/fl 12 in 60000 psi 3000 psi 0.00333 Pmax = 0.75[(0.85*fc'/fy )*0.85*(87000/(87000+fy))] Pmax= 0.01604 <p= 0.9 p= 0.0133 0.266 605 d = <pkn = q>[fc'u)(1-0.59u))] = bcfrl 2000 s Use d = 4.67 in 5 in Use total slab depth of 10 in 4) Check if thickness is adequate for shear: Vu= 5285 Ibs/ft q>Vc = 0.85(2V(fc')M) = 5587 Ibsm no addition shear reinforcement is required 5) Design reinforcement: Flexural reinforcement: therefore, AS = 0.80 irfVft Determine the minimum flexural reinforcement using ACI Sec.1 0.5.4: As(mm, = 0.001 8bt 0.216 irftft For maximum spacing, ACI Sec.7.6.5 gives 3t = 30 in o.c. but not more than 1 8" o.c. Use (4) - #4 for full spans ea. way & manhole reinforcement vuAU. couc *>0\\. 10." Concrete w/ #4 @ 6," L Restraint Sliding Restraint cwoc. &-0" te£ —^. ,. I, 9'-0" 2" 10" 9'-0" t* to*. UA COSTA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 (760) 931-0290 Title : Wet Play Balance Tank-Toddlers Play Job # : 2006004 Dsgnr: MBM Date: Description.... 9'-0" Restrained Balance Tank Wall This Wall in File: C:\RP6\LEGOLAND.RP5 Page; \ L, JAN 11,2006 RetainPro Version 6.0 Build Date : 10-SEP-2001. (c) 1989-2001 Restrained Retaining Wall Design Criteria | Retained Height = 9.00 ft Wall height above soil = 0.00 ft Total Wall Height = 9.00ft Top Support Height = 9.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = HO.OOpcf Wind on Stem = 0.0 psf : Surcharge Loads | Surcharge Over Heel = 0.0 psf >»Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 1,110.0 Ibs Axial Live Load = 400.0 Ibs Axial Load Eccentricity = 5.0 in Design Summary | Total Bearing Load = 3,739 Ibs ...resultant ecc, = 31.81 in Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 1 ,41 1 psf OK Allowable = 1,SOOpsf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf AC I Factored @ Heel = 2,021 psf Footing Shear @ Toe = 30.8 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 76.0 psi Reaction at Top = 920.4 Ibs Reaction at Bottom = 2,125.5 Ibs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,125.5 Ibs Footing Design Results | toe^^^^neel Soil Data | Footing Strengths & Dimensions | Allow Soil Bearing = 1,500.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width Heel Active Pressure = 63.0 psf/ft Total Footing Width Toe Active Pressure = 63.0 psf/ft Footing Thickness = Passive Pressure = 300.0 psf/ft ., ........ Water height over heel = 0.0 ft [J ™ia|P Footing||Soil Friction = 0.400 Key Distance from Toe Soil height to ignore fc - 2000osi Fv = for passive pressure = 0.00 in Footjng Conc^e £ensjty >, Min. As % Cover @ Top = 2.00 in @ Uniform Lateral Load Applied to Stem | | Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00 ft Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall || Concrete Stem Construction Thickness = 10.00 in Fy = 60,000 psi Wall Weight = 125.0pcf fc = 3,000 psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support Top & Base Stem OK Stem OK Design height = 9.00 ft 3.61 ft Rebar Size # 4 #4 Rebar Spacing = 6.00 in 6.00 in Rebar Placed at = Center Center Rebar Depth 'd' = 5.00 in 5.00 in fb/FB + fa/Fa = 0.112 0.558 Mu.... Actual = 930.8 ft-# 4,624.7 ft-# Mn*Phi Allowable = 8,292.0 ft-# 8,292.0 ft-# Shear Force @ this height = 0.0 Ibs Shear Actual - 0.00 psi Shear Allowable = 93.11 psi Rebar Lap Required = 42.72 in 42.72 in Rebar embedment into footing = 8.00ft 0.83 8.83 10.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 1 50.00 pcf 0.0018 Btm.= 3.00 in 1 0.0 Ibs 0.00ft 0.00 in 0.00 ft Line Load 0.0ft 1 @ Base of Wall stem OK 0.00ft # 4 6.00 in Center 5.00 in 0.000 0.0ft-* 8,292.0 ft-# 2,788.3 Ibs 46.47 psi 93.11 psi 9.39 in Factored Pressure = 0 2,021 psf O0ur Acceptab,e Sizes & Spacings: Mu' : Upward = 6,490 0 ft-# Toe: None Spec'd _„._ Not req-d] MU < s * Fr Mu1: Downward = 5,895 0 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 594 0 ft-# ^ Nokey defined -or- No key defined Actual 1 -Way Shear = 30.81 0.00 psi Allow 1 -Way Shear = 76.03 0.00 psi bACpSTA ENGINEERING Title ; Wet Play Balance Tank-Toddlers Ptay Page: ' -> 1950 KELLOGG AVENUE Job* : 2006004 Dsgnr: MBM Date: JAN 11,2006 CARLSBAD, CA 92008 Description.... (760) 931-0290 9'-°" Restrained Balance Tank Wall This Wall in File: C:\RP6\LEGOLAND.RP5 Bu^e Mr.tE"p°2..n. ,o i98s-2..i Restrained Retaining Wall Design Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing | Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 1,510.0lbs 8.00ft 12,080.0ft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 1,125.0lbs 8.42ft 9,468.8ft-# Soil Over Heel = Ibs 8.83 ft ft-# Footing Weight = 1,104.2lbs 4.42 ft 4,876.7ft-# Total Vertical Force = 3,739.2lbs Moment = 26,425.5 ft-# Net Moment User For Soil Pressure Calculations -9,910.8 ft-# LA 90STA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 (760) 931-0290 Title Wet Play Balance Tank-Toddlers Play Job# : 2006003 Dsgnr: MEM Date: Description.... 9'-0" Balance Tank Wall Temporary Loading This Wall in File: C:\RP6\LEGOLAND.RP5 Page: 0 JAN 11,2006 RetainPro Version 6.0 Build Date : 10-SEP-2001. <c) 1989-2001 Cantilevered Retaining Wall Design Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Ibs 1 ,837.2 -13.2 ft 3.28 0.28 ft-# 6,021.9 -3.7 Total = 1,824.0 O.T.M. = 6,018.3 Resisting/Overturning Ratio = 2.38 Vertical Loads used for Soil Pressure = 2,229.2 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component ..... RESISTING .....Force Distance Moment Ibs _ ft _ ft-# 8.83 0.00 1,125.0 8.42 1,104.2 4.42 9,468.8 4,876.7 Total =2,229.2 Ibs R.M.=14,345.5 4) Check if thickness is adequate for shear: Vu= 2234 Ibs/tt q>Vc = 0.85{2V(fc')bwd) = 5028 fbsffi no addition shear reinforcement is required 5) Design reinforcement: Flexural reinforcement: therefore, AS = 0.40 m^ Determine the minimum flexural reinforcement using ACI Sec.10.5.4: A^m, = 0.001 8bt 0.1944 IrvVft For maximum spacing, ACI Sec.7.6.5 gives 3t = 27 in o.c. but not more than 18" o.c. Use #4 @ 6" o.c. 6) Determine the shrinkage and temperature reinforcement in other direction: AS = 0.0018bt = 0.1944 in^/ft Max spacing = 18" or 5*h = 18 ' o.c. [Provide No. 4 bars at 6" o.c. as shrinkage and temperature reinforcement. | Surge Chamber Roof Reinforcement in One-Wav Slab Design @ Manhole Opening 1) Estimate the thickness of slab: Try: t = 9 in assume cover: 4.25 in assume No. 4 bars: r = 0.25 in d = t - (cover +r) = 4.5 in L = 8ft Check minimum depth requirement: Simply Supported: I/20 =4.8 in > actual depth: deflection calcs are not required 2) Compute the trial factored loads: Live Load: Dead Load: LL = 100 psf Element: Stab: Conc.Cb: MH area: Soil: Total: wd 112.5 187.5 156 165 621 unit psf psi psf psf psf Factored Load: wu = 1.4*DL + 1.7*LL Load per 1 ft strip: wu = 1 ft * factored load 1039.4 psf 1039.4 pH 3) Check the thickness required for moment: Mu= 8.315 kip-ft/ft b = bdz/12000 = MuApkn = V(Mu*12000/9*kn*b) = 12 in 60000 psi 3000 psi 0.00333 = 0.75[(0.85*fcVfy )*0.85*(87000/(87000+fy))] Pmax= 0.01604 0.9 0.0148 0.296 660 3.55 in 4.5 in fy = fc' = = 200/fy = 9 = P = Used = Use total slab depth of 9 in 4) Check if thickness is adequate for shear: Vu= 4158lbs/ft cpVc = 0.85(2V(fc')bwd) = 5028 Ibs/ft no addition shear reinforecment is required 5) Design reinforcement: Flexural reinforcement: therefore, AS = 0.80 in*/ft Determine the minimum flexural reinforcement using ACI Sec.1 0.5.4: Asfmin) = 0.001 8bt 0.1944 in*Vft For maximum spacing, ACI Sec.7.6.5 gives 3t = 27 in o.c. but not more than 18" o.c. Use (4) - #4 for full spans ea. way @ manhole reinforcement LA COSTA ENGINEERING 1950 KELLOGG AVE.CARLSBAD, CALIFORNIA 92008 TEL760-931-0290 FAX438-S2B1EMAIL: kenfirOconnectnet.com CIVIL - STBUCTUBAL MECHANICAL* PETROLEUM CLIENT. JOB. CALCULATED BY. CHECKED BY SCALE DATE DATE SHEET NO,.OF. LA COSTA 1950 KELLOGG AV£ . CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX438-5Z51 EMAIL: lcen4rQconnectnet.com CIVIL - STRUCTURAL MECHANICAL- PETROLEUM fees: 1. Steps daft be KteeVwmforccd ccpoiymer pdyptopyime plastic confirming to: WAKTM1 TM-7X «tffT?497 grogr* «**»*<**» minmmm horigftntM tmOraif toad shall be 6.7kN(lS003bi). <B) ASTMA£15gii<b60dfifonncdreinforanfiBleelbHr. (C) AASHIO44199 (D) ASIM 4101 nfljfaout cracking or fiactaitng. 3. The mmiranm total croreseetk^areaofftceipcsedDOfflaaoflhest^.Mdudingdic deformed steel bar and excluding the non-dip trwdsorfeo^dirilbe W5mm2(1.0iq. in.) rg^ itionnlMiiraUy Miniaanm aawy ^haB W. -fanm p/lff^ Crfnr Aril he orffaiy ytJIoW for afl ftpplfcatianstjhat is conaadeted confined apace mtry. nidff>«ndDnt cfHifirf laboratory fiiall heiTit>m(Ttftdto thr ffl>gbv request fta- approval. df stepping surface, as well as aTOgnfled step hn&natiQn depj product is fidJy infflalled in flie pieftooed hofe, 7. E^6ram(3-3/8*^Torvautemdinanhote^ D^1 190mm (7-1/2*^. Tliese dimensions nay be pins or noon* 6 8. StepflshaLb«*vi»lyq>acedMaxiimmve^ gpntt^H b? injected into Ae holes priorta nflafiatioo. Boles pwaHri. Except as odierwise noted, steps Aril be installed jp a marra&cturer'B neommenoed procednies. aQ other cnieria ofdusplarju 11. iHmaasicns drawn CD dus plan fir metric and EngHih unitBxre Ef metric units *tt wwd. all values used for construction daft be units ate used, all values used fer construction dsll be English NEXTEP-SOinHERNCAIJFOllNIAOFHCE NEXTZP POLVPRDPYLENE J1ASTIC SUP tnoogh 4 prepared by an oer concurrently with a e£nit<Kl hand gppp, ngn* pa ID ensure that ihe ), For other instal^aticns DBnCl/4'1). >sduiU be 400mm (16*^ sbd£ i, approved noa-^mnk AaDbeCrB^gbiMHl ccoidance wrfix • lift nff^R ^aPR ^M^ll ni^wff not exactly equal values., i metric values. If English values. UA COSTA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 (760) 931-0290 Title Wet Play Balance Tank- Pirates Cove Job# ; 2006002 Dsgnr: MBM Date: Description.... 9'-0" Restrained Balance Tank Wall This Wall in File: C:\RP6\LEGOLAND.RP5 Page: I*. JAN 11,2006 RetainPro Version 6.0 Build Date : 10-SEP-2001. (cl 1989-2001 Restrained Retaining Wall Design Criteria Soil Data Footing Strengths & Dimensions Retained Height = 9.00 ft Wall height above soil = 0.00 ft Total Wall Height = 9.00ft Top Support Height = 9.00 ft Slope Behind Wall ~ 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00pcf Wind on Stem = 0.0 psf Surcharge Loads I Surcharge Over Heel = 0.0 psf >»Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 1 ,663.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 5.0 in Allow Soil Bearing = 1 Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Water height over heel = Footing||Soil Friction = Soil height to ignore for passive pressure = ,500.0 psf 63.0 psf/ft 63.0 psf/ft 300.0 psf/ft 0.0 ft 0.400 o.oo in Uniform Lateral Load Applied to Stem | Lateral Load = ...Height to Top = ...Height to Bottom = 0.0 #/ft 0.00ft 0.00ft Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,000 psi Fy = Footing Concrete Density = Min. As % Cover @ Top = 2.00 in @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = WalltoFtgCLDist Footing Type Base Above/Below Soil at Back of Wall 10.00ft 0.83 10.83 10.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 1 50.00 pcf 0.0018 Btm.= 3.00 in I 0.0 Ibs 0.00ft 0.00 in 000ft Line Load 0.0ft Design Summary I Concrete Stem Construction Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable = 4,642 Ibs Thickness = 10.00 in Fy 40.17 in Wa|! weight = 125.0 pcf fc - 0 osf OK Stem 's ^EE to rotate at top of footing 1 ,496 psf OK s 1 ,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom = u psi 2,142 psf 41 .5 psi OK 0.0 psi OK = 76.0 psi 950.6 Ibs 2,095.2 Ibs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,095.2 Ibs Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Results 1 Toe Heel 0 2,142 psf 10,008 Oft-# 9,118 Oft-# = 890 0 ft-# 41 .46 0.00 psi 76.03 0.00 psi 60,000 psi = 3,000 psi Mmax Between @ Top Support Top & Base Design height = Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth 'd' = Design Data fb/FB + fa/Fa Mu... .Actual = Mn * Phi Allowable = Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required = Rebar embedment into footing stem OK 9.00ft # 4 6.00 in Center 5.00 in 0.160 1 ,324.3 ft-# 8,292.0 ft-# 0.0 Ibs 0.00 psi 93.11 psi 42.72 in - Stem OK 3.54ft # 4 6.00 in Center 5.00 in 0.539 4,468.0 ft-# 8,292.0 ft-# 42.72 in @ Base of Wall Stem OK 0.00ft # 4 6.00 in Center 5.00 in 0.000 O.Oft-# 8,292.0 ft-# 2,744.6 Ibs 45.74 psi 93.1 1 psi 9.39 in Other Acceptable Sizes & Spacings: Toe: None Spec'd Heel: None Spec'd Key: No key defined -or- Not req'd, Mu < -or- Not req'd, Mu < -or- No key defined S*Fr S'Fr 10.inConcw/#4 @ 6.in o/c Sliding Restraint 9'-0" ! 9'-0" 2" f » 10"* _3! ? 8'-0" 8-10" LA QOSTA ENGINEERING 1950 KELLOGG AVENUE CARLSBAD, CA 92008 (760) 931-0290 Title Wet Play Balance Tank-Toddlers Play Job* : 2006003 Dsgnr: MBM Date: Description.... 9'-0" Balance Tank Wall Temporary Loading This Wall in File: C:\RP6\LEGOI_ANID.RP5 Page: ' ?__ JAN 11,2006 Retain Pro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design Criteria Retained Height = Wall height above soil = Slope Behind Wai! Height of Soil over Toe = Soil Density = Wind on Stem = Design Summary 1 Soil Data 9 00 ft Allow Soil Bearing = 1 n no ft Equivalent Fluid Pressure Method Heel Active Pressure °-°° : 1 Toe Active Pressure = 0.00 in Passive Pressure = 1 1 0 00 pcf Water height over heel Footing||Soil Friction = 0.0 psf Soil height to ignore for passive pressure = J Total Bearing Load = 2,229 Ibs ...resultant ecc. = 8.17 in Soil Pressure @ Toe = 369 psf OK Soil Pressure @ Heel = 136 psf OK Allowable = 1 ,500 psf Soil Pressure Less Than Allowable Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at ACI Factored @ Toe = 517 psf "fb/FB + fa/Fa AC! Factored @ Heel = 190 psf -r ,. ,,- «.,>*•** K Total Force @ Section Footing Shear® Toe = 19.5 psi OK Moment.... Actual Footing Shear @ Heel = 0.0 psi OK Moment A||owgb|e Al!owable = 76-° Psi Shear ActualWall Stability Ratios „' ?„ U1 Overturning = 2.38 OK Sheaf A"OWable Sliding = 0.55 UNSTABLE! Lap Splice if Above Sliding Calcs Slab Resists AH Sliding I Lap Splice if Below Lateral Sliding Force = 1 ,824.0 Ibs Wall Weight Rebar Depth 'd' fm Fs Solid Grouting | | Footing Dimensions 500.0 psf Toe Width Heel Width 38.0 psf/ft Total Footing Width 38.0 psf/ft Footing Thickness 300.0 psf/ft 00ft Key Width 0400 Key Depth Key Distance from Toe = 000 in fc = 2,000 psi Fy Footing Concrete Density = Win. As % Cover @ Top = 2.00 in i I Top Stem Bar Lap/Emb ft = 0.00 = Concrete 10.00 # 4 6.00 = Center 0.989 lbs= 2,616.3 ft-# = 7,848.9 7,938.0 psi = 43.6 psi = 76.0 in = 34.88 in = 9.39 125.0 in = 5.00 psi = psi = & Strengths | 8.00ft 0.83 8.83 10.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 150. 00 pcf 0.0018 S> Btm.= 3.00 in Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 517 13,378 5,600 7,778 19.48 76.03 None Spec'd None Spec'd None Spec'd Heel 190 psf Oft-# Oft-# Oft-# 0.00 psi 0.00 psi Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium WeightConcrete Data . — _ fc psi = 2,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe; #4@ 8.50 in, #5@ 13.25 in, #6@ 18.75 in, #7@ 25.50 in, #8@ 33.50 in, Heel: Not req'd, Mu < S ' Fr Key: No key defined 42 n Surge Chamber Roof One-Wav Slab Design 1) Estimate the thickness of slab: Try:t = assume cover: assume No. 4 bars: d = t - (cover +r) = L = 8ft 9 in 4.25 in r = 0.25 in 4.5 in Check minimum depth requirement: Simply Supported: I/20 =4.8 in < actual depth: deflection calcs are required 2) Compute the trial factored loads: Live Load: Dead Load: DL = LL= 100 psf Element: Slab: Soil: Total: wd 112.5 165 277.5 unit psf psf psf Factored Load: wu = 1.4*DL + 1.7*LL Load per 1 ft strip: wu = 1 ft * factored load 558.5 psf 558.5 plf 3) Check the thickness required for moment: Mu = 4.468 kip-ft/ft b = fy = t ' _Tc - pmin = 200/fy = Pmax = 0.75[(0.85*fcVfy Pmax = <P = P = <pkn = cp[fc'to(1-0.59u))] = d = V(Mu*12000/<p*kn*b) = Used = 1 Use total slab depth of 12 in 60000 psi 3000 psi 0.00333 )*0.85*(87000/(87000+fy))] 0.01604 0.9 0.0074 0.148 365 3.50 in 4.5 in 9 in 1 LA COSTA ENGINEERING 1950 K.ELLOOC AVl- CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251EMAIL: Jcenar®connectnet.com CIV IL « STRUCTURAL MECHANICAL* PETROLEUM CLIENTT JOB. CALCULATED BY. CHECKED BY SCALE DATE. DAT!. SHEET NO..OF. LA COSTA 1950 KELLOGG AV t . CARLSBAD, CALIFORNIA 9200B TH760-931-0290 FAX438-5251 EMAIL: Icensri9connectnet.com CIVIL • STRUCTURAL MECHANICAL* PETROLEUM TOP OF EQUiniENT ROOM FLOOR OR DECK 6TEEL INJECTION MOLDED POLYPRC>PrLENE LADDER RUNG CTYPICAIJ •NEXTEP' «WT3541 'LINCOLN' *31-I2fi> OR EQUAL (NUMBER REQUIRED PER DEPTH; SIDE VIEUJ Or LADDER RUNS NO SCALE FLOOR OF PUMP PIT OR SUR3E CHAMBER ELEVATION 1950 KELLOGG AVE. CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251 EMAIL: lcener@connectnet.com CIVIL * STRUCTURAL MECHANICAL- PETROLEUM ASIMC478 ASIMO4I01 AS7MA-615 AA5HTDM~t99 JPP el in 381m US') 313mm PPLYPRPPVLEME M2'A5TMABl§ ftDEBO REIJAfl jSIEE. MANHOLE STEP (MWT354)1-8774NEXTEP DUNN SAVDIE INC STRUCTURAL ENGINEERS SOB S. CLEVELAND ST. OCEANSIDE, CA 92O54 PH. C7BO) 366-6355 FX. CVSO) 966-636D E-mail: dsi@surfdsi.com Structural Calculations for LEGOLAND PIRATES COVE One Lego Drive Carlsbad, CA 92008 DSI Project No. 05253 Architect: Peruzzi Architects March 24, 2006 OWNER REVISIONS & PLAN CHECK CORRECTIONS NEW / REVISED CALCULATIONS TABLE OF CONTENTS ITEM GEOTECHNICAL REVIEW LETTER: MAINTENANCE BUILDINGS ROOF FRAMING: RETAINING WALLS: TREASURE FALLS QUEUE ROOF FRAMING: LATERAL ANALYSIS: SPLASH BATTLE QUEUE SHADE STRUCTURE: PAGE PC-UPC2 B1-B2 B31-B34 D1-D3 D10-D12 E1-E3 ITEM PLAN CHECK RESPONSE Please find revised horizontal to daylight distance note on plan sheet S-200 and S-201 pergeotechnical review recommendations. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY March 22,2006 Project No. 960151-024 To: Legoland California One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Review of the Foundation Plans for Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California References: Dunn Savoie, Inc., 2006, Pirate Shores, Building/Area, Carlsbad, California, 13 Sheets (S-100 to S-401), dated February 10, 2006 Leighton and Associates, Inc., 2006, Geotechnical Update Report, Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California, Project No. 96151-024, dated January 13, 2006 In accordance with your request, Leighton and Associates has performed the geotechnical review of the foundation plans for the proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California (Dunn Savoie, Inc., 2006). Based on our review, the plans were found to be in general agreement with the recommendations provided in the update geotechnical report (Leighton and Associates, Inc., 2006) with the following comments: • Sheets S-200 and S-201, Note 6 : Our recommendation for this distance is 10' minimum per soil report (Leighton and Associates, 2006) • The structural engineer has requested a bearing pressure for pad footings within the pond area for support of attraction models. For minimum 24-inch square footings, to be cast on top of the pond slab, a bearing pressure of 500 psf may be utilized. The area of the footing should be reviewed by the geotechnical consultant prior to placement of the pond liner and slab to confirm that any loose materials have been removed and competent 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 « Fax 858.292.0771 • www.leightongeo.com PCZ 960151-024 materials are exposed. Reinforcement of the footing and the underlying slab should be designed by the structural engineer. Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations and site visits. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical 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 letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Sean ColorBtrrCE 54033 Director of Engineering Distribution: (1) Addressee (1) Collaborative West, Attention: Richard Apel (1) Dunn Savoie, Inc., Attention: Rhett Savoie (1) DPR, Inc., Attention: Mary Bubacz Leighton \ SLOPE LEDGER A5 REQUIRED ] TO CREATE RlDGE t VALLEYS TTP1CAL ROOF DIAPHR. 15/32" f32/16; APA RATED SHEATHING CDX H/ 8d E.N. « fc" O.C., E.N. « fc" O.C. < F.N. « 10" O.C- RUN LONG DIMENSION ACROSS RAFTERS < STGR. JOINTS. USE TONGUE < GROOVE OR USE 'PSCL 1/2' CLIPS • 24" O.C.(2 )\. TREASURE PALL£ MAIMTENJANJCE BLDG f=RAMINJG PLAN SCALE: JOB L^.,^U DUNN SAVOIE INC. RZ STRUCTURAL ENGINEERS SHEE™° ~ °F~ 908 S. Cleveland Street CALCULATED BY_^_iiL DATE. OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY. DATE. Email: dsi@surfdsi.com SCALE .._ SL.PG- ^1 - R&Q" M r _ . _f. /f\ T, 'K£. r D.UI'" ^ A* - h.MO" 6 I r (^v^o V- lltt *t < V^ ^^+ < n 1 < A DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANS! DE,CA.92054 (760) 966-6355 DSI@SURFDSI.COM Title : Dsgnr: Description Scope : Job* Date: 3:08PM, 23 MAR 06 1331 Rev: 560100 User: KW-OB02938. Ver 6.6.1 25-OcI-2002 (0)1983-2002 EWERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 f hitedUegolind pat(fs covetieg Description RW2-Ext wall at 5.25ft mech'l #2 backwash pit CMU det 5B/S301 Criteria Soil Data Retained Height = 5.75 tt Wall height above soil = 0.50ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 75.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2,270 Ibs 7.62 in 2,161 psf OK 0 psf OK 2,500 psf Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method I | Footing Strengths & Dimensions | Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure 35.0 0.0 = 300.0 0.0ft = 0.300 = 0.00 in fc = 3,000 psi Fy = Min. As % Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3.00 in 60,000 psi 0.0014 1.00ft 1.67 2.67 12.00 in 0.00 in 0.00 in 0.00ft Btm.= 3.00 in I | Lateral Load Applied to Stem fc | Axial Load Applied to Stem | Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00ft 0.00ft Axial Dead Load = 329.0 Ibs Axial Live Load = 20.0 Ibs Axial Load Eccentricity = 0.0 in Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,585 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.5 psi OK Footing Shear® Heel = 11.7 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.57 OK Sliding = 1.06 Ratio < 1.5! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 958.4 Ibs Footing Design Results Factored Pressure Mu': Upward Mu1: Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,585 1,619 224 1,394 16.49 93.11 None Spec'd None Spec'd None Spec'd Heel Opsf Oft-# 761 ft-# 761ft-# 11.74 psi 93.11 psi Stem Construction I Top stem Design height ft= 2.67 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge n AC i nil PlataUUoiyn Mdld fb/FB + fa/Fa = 0.316 Total Force @ Section Ibs = 239.5 Moment....Actual ft-#= 283.6 Moment Allowable ft-#= 1,058.0 Shear Actual psi= 4.3 Shear Allowable psi= 19.4 >! Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 30.00 Wall Weight psf= 84.0 Rebar Depth 'd1 in= 5.25 masonry uaia •—• — •• — •• — — • •• fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1 .000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = 2nd Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.641 715.8 1,503.5 2,563.0 7.3 19.4 30.00 6.00 133.0 9.00 1,500 24,000 Yes No 25.78 1.000 11.62 Other Acceptable Sizes & Spacing; Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANS] DE,CA. 92054 (760)966-6355 DSI@SURFDSI.COM Title: Dsgnr: Description Scope: Job* Date: 3:08PM, 23 MAR 06 Page 2 I u:<hesoobedotslm»(W>goljnd piutts cowrtteg [ R«v: 560100 User: KV-OS02938, V*r 5.6.1,25-Oet-2002 [c)I983-2002 ENERCALC Engineering SoKvwt Cantilevered Retaining Wall Design Description RW2-Ext wall at 5.25ft mech'l #2 backwash pit CMU det 5B/S301 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seism icLoad = 958.4 2.44 2,337.7 Total = 958.4 O.T.M. = 2,337.7 Resisting/Overturning Ratio = 1.67 Vertical Loads used for Soil Pressure = 2,269.5 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component RESISTING Force Distance Moment !bs ft ft* 1 —![ — d =— !tem = = = [ions= = 423.8 50.3 329.0 55.0 655.8 112.9 400.5 2.34 2.34 1.50 0.50 1.42 1.83 1.34 989.5 117.3 493.5 27.5 933.6 207.0 534.7 222.2 2.67 593.3 Total =2,249.5 Ibs R.M.=3,896.5 8.00005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Mas w/ #5 @ 16.in o/c 6" Sliding Restraint #0@0.in ©Toe Designer select #°@°-in all horiz. felrrf. @Heel Solid Grout, r-0"r-8" , Ecc=0.0005in 958.42# 2161.2psf DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) Email: dsi@surfdsi.com ^i ^ n 4-r^n RV RPAIF l~H_DATE. DATE. K.ft- Wr (10 + 16 A- 0. C L-- W < V,- -OTt" < A^- 0433 P-A (5 0-c O.OSt1' < A,- - ?224 JOB ' DUNN SAVOIE INC. r,7 STRUCTURAL ENGINEERS SHEETN° ^ °F 908 S. Cleveland Street CALCULATED BY 1^ RATF 3/Q& OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY DATE Email: dsi@surfdsi.com SCALE ROQF \tf1 U<H It p$*J\(/Z t- '/I I =• \6i plf" w 10' V. r A' (UB3 P 1 'N ^I t.ri5' t.15' i M- 10110^-4 < M^-lOWfr-f*. "1555 A A- 0-^.7*"' < Aar a^o1' JOB. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO.DIP CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE, WT.gr«i- = 0357 00 050*) DECK WT. — - 3HO* 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.JEl-^U^O PK*-^ '.oV£. SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. FfUL$ -V /• r 3tO#03.W-vMlO*(M.ii; x 1150 ^r 7DlOfr-4| (13;) r >T!5D fr-ft (.'. O.K.) P - 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. SHEETN° CALCULATED BY CHECKEDBY SCALE _ — .- DATE 1*00*0 << * C, - ^ Fe s l.O r 230 - 0-^2.- 0.17 , IN = 0,87 ;, use SHADE FABRIC STRETCHED BETWEEN AND ANCHORED TO WOOD BEAMS ALL BOLTS ARE TO BE COUNTER SUNK FLUSH WITH SURFACE OF WOOD 8" D\A PEELER POLE BEAM, TYF COLUMNS AND BEAMS TO BE ROUGH SAWN WITH A DARK BROWN STAIN TO MATCH THAT L EWHERE IN THE PARK - ROVIDE A SELECTION OF IN THE FIELD FOR FINAL S LECTION BY ARCHITECT &prrTt£ queue JOB. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO..OF. CALCULATED BY- CHECKED BY SCALE DATE. DATE. H BMTLt F / gftSE PER = 0.351 53 -> 55m V- _D pnnni IPT m? DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street Oceanside, CA 92054 Title : Dsgnr: Description Scope : Job# Date: 9:55AM, 22 MAR 06 Rev: 560100User: KW-0602938, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Pole Embedment in Soil PageI \\server2\users\riescobeclo\BharecftlegolBnd pir Description Splash Battle Queue Post Footings General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint | Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press© 1/3 Embed... Actual Allowable 350.00 pcf 3,000.00 psf 1.330 24.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 488.00 Ibs 11.000 ft 0.00 #/ft 0.000 ft 0.000 ft 5,368.00 ft-# 0.00 Total Moment Total Lateral 5,368.00 ft-# 488.00 Ibs 3.859 ft 607.74 psf 598.74 psf DUNN SAVOIE INC STRUCTURAL ENGINEERS SOS S. CLEVELAND ST. OCEANSIDE, CA S2O54 PH. C76D] 366-6355 FX. C"76OJ S66-636O E-mail: dsi@surfdsi.com Structural Calculations for LEGOLAND PIRATES COVE Carlsbad, CA DSI Project No. 05253 Architect: Peruzzi Architect February 9, 2006 TABLE OF CONTENTS ITEM DESIGN CRITERIA: MAINTENANCE BUILDINGS ROOF FRAMING: LATERAL ANALYSIS: RETAINING WALLS: MIDWAY GAMES ROOF FRAMING: LATERAL ANALYSIS: CABLE POSTS & FOOTINGS: TREASURE FALLS QUEUE ROOF FRAMING: DECK FRAMING: LATERAL ANALYSIS: SPLASH BATTLE QUEUE SHADE STRUCTURE: SIGNAGE: SPLASH BATTLE RIDE FOUNDATION: SOAK & SAIL FOOTINGS: MISC: PAGE A1-A3 B1-B4 B5-B9 B10-B30 C1-C5 C6-C10 C11-C28 D1-D6 D7-D9 D10-D14 E1-E4 E5-E10 E11-E13 F1-F8 G1-G3 X±fs U Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legpland Pirates Cove 05253 SHE6TNO t\\OF CALCULATED BY HE DATE 1/06 CHECKED BY DATE SCALE DESIGN CRITERIA CODE: 1997 Uniform Building Code (UBC) 2001 California Building Code (CBC) SEISMIC: Z= 0,4 l= 1 4 km from Type B fault SOIL TYPE = SD R= 5.5 R= 2.2 Na= 1.1 Nv= 1.3 Ca = 0.44 V= 2.5CalW/R V= 0.200 W V/1.4= 0.143 W V/1.4= 0.357 W (Zone 4) (plywd shear walls) (cantilever columns) LRFD ASD ASD (plywd shear walls) (cantilever columns) WIND: 70 MPH EXP B HEIGHT 0'-1 20' 25' 30' WIND LOAD (PSF) 10.16 10.97 11.79 12.45 WOOD: 97NDS 2x&3x >3x Douglas Fir-Larch No. 2 Douglas Fir-Larch No. 1 SOIL: ALLOWABLE SOIL PRESSURE FRICTION COEFFICIENT PASSIVE EARTH PRESSURE 2500 PSF 0.35 300 PCF Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Legoland Pirates Cove 05253 SHEET NO.OF CALCULATED B>HE DATE 1/06 CHECKED BY DATE SCALE DESIGN LOADS - TREASURE FALLS TREASURE FALLS MA1NT. ROOM#1 ROOF DEAD LOADS Gravel Roofing 1/2" Plywood 14" TJIL65 joists© 24" o.c. Batt Insulation (0.2xThick.) 5/8" Gyp. Ceiling ME&P Misc 2 Dead Load Live Load (osf) 6.0 1.7 3.5 1.0 2.8 1.0 1.0 17.0 20.0 TREASURE FALLS QUEUE ROOF DEAD LOADS Thatch Roof Tile 2x4 Purlins @ 12" o.c. 4x6 Rafters @ 30" o.c. ME&P Misc 2 Dead Load Live Load {psf} 4.0 1.3 1.9 1.5 1.3 10.0 16.0 WALLS DEAD LOADS Stucco Themed Wood Siding 1/2" Plywd 1/2" Gyp 2x6@16"o.c. 2x4 @ 16"o.c. Batt Insulation (0.2xThickness) Miscellaneous I, Dead Loads Interior (psf) - - - 4.4 1.6 - - 1.0 7.0 <4: 12 slope reducible >4: 12 slope reducible Stucco + Stucco Wood Exterior Exterior (psf) (psf) 10.0 10.0 9.0 1.5 1.5 2.2 2.2 1.6 1.6 - 0.8 0.8 0.9 0.9 17.0 26.0 TREASURE FALLS DECK DEAD LOADS (psf) 3x6 Planks 7.3 4x8 @ 4.5' o.c. 1.4 ME&P 1,5 Misc 1 -8 2 Dead Load 12.0 Live Load 100.0 reducible U:\hescobedo\Shared\LegoJand Pirates Cove\Legoland_PiratesCove_Design Criteria 2/7/2006 Dunn Savole Inc. Structural Engineers 90S S. Cleveland St. Oceanslde, CA 92O54 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Legoland Pirates Cove 05253 SHEET NO. CALCULATED B>HE DATE 2/06 CHECKED BY DATE SCALE DESIGN LOADS - MIDWAY GAMES & SPLASH BATTLE MIDWAY GAMES ROOF DEAD LOADS Gravel Roofing 1/2" Plywood 2x8 RJ @ 24" o.c. Batt Insulation (Q.2xThick.) 5/8" Gyp. Ceiling ME&P Misc £ Dead Load Live Load fpsf) 6.0 1.7 1.4 1.0 2.8 1.5 1.6 16.0 20.0 SPLASH BATTLE MAINT. ROOM #2 ROOF DEAD LOADS Gravel Roofing 1/2" Plywood 1 1 -7/8" TJI L65 joists @ 24" o.c. Batt Insulation (0.2xThick.) 5/8" Gyp. Ceiling ME&P Misc £ Dead Load Live Load (psf) 6.0 1.7 3.5 1.0 2.8 1.0 1.0 17.0 20.0 WALLS DEAD LOADS Stucco Themed Wood Siding 1/2"Plywd 1/2" Gyp 2x6@16"o.c. 2x4 @ 16"o.c. Batt Insulation (0.2xThickness) Miscellaneous £ Dead Loads Interior (psf) - - - 4.4 1.6 - - 1.0 7.0 <4:12 slope reducible <4:12 slope reducible Stucco + Stucco Wood Exterior Exterior (psfl (psn 10.0 10.0 9.0 1.5 1.5 2.2 2.2 1.6 1.6 - 0.8 0.8 0.9 0.9 17.0 26.0 U:\hescobedo\Shared\Legoland Pirates Cove\Legoland_PiratesCove_Design Criteria 2/7/2006 oz< UI in <[ fftf3IL »L JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHE£TN° —^= °F 908 S. Cleveland Street CALCULATEDBY___Lli: DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEOBY DATE Email: dsi@surfdsi.com SCALE SUPG1 ftl - V- H =• . < A*: T-l ^ 14 ^f LtS JTWrt (9 V- Htt t < -^ < JOB., DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETNO °F~ 908 S. Cleveland Street CALCULATED BY____\il DATE. OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE Email: dsi@surfdsi.com SCALE (n+?0p5f )tll) -t- t' s A» = H-Z 1-3.' V- T-l : nyrjr A- V- S3b^* ^ V^\ - UOO Dunn Savole Inc. Structural Engineers 90S S. Cleveland St. Oceanside, CA 92064 Tel: (760)966-6365 Fax: (760)966-6360 JOB Legoland Pirates Cove 05253 SHEET NO.OF CALCULATED BY HE DATE 1/06 CHECKED BY OAT£ SCALE LATERAL ANALYSIS This building consists mainly of wood shear walls for shear resistance. Therefore, per UBC 97, for the entire structure, R= 5.5 n= 2.8 Seismic Coefficients & Factors: Seismic Zone ; Z = Soil Type : Fault Type : Dist. To Fault = l = R = C,= "„= = .02(hn)75 = 4 0.4 SD B 7 1.0 5.5 1.0 1.1 0.44 0.64 0.02 9 0.104 km Needs Not Exceed: (30-5) V= 2.5(Ca)(l)(W) = Na Nv 0.44 0.704 per 1997 Uniform Building Code Chapter 16 1630,2.1 Design Base Shear: (30-4) V» (CU(IXW) = 0.880 W 0.143 W Minimum Base Shear: (30-6) V=s 0.11(Ca)(l)(W) = 0.048 W Minimum Base Shear (for Seismic Zone 4): (30-7) V= 0.8(Z)(NV)(I)(W) = 0.064 W R Therefore, V= 0.143 W Dunn Savoie Inc. Structural Engineers 903 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legotand Pirates Cove 05253 SHEET NO OF CALCULATED BY HE DATE 1/06 CHECKED BY DATE SCAtE SEISMIC ANALYSIS - TREASURE FALLS MAINTENANCE BLDG #1 ROOF Area Roof Weight Mech. Unit Weight Ext. Wall Weight Partition Weight W TOTAL' 860 sq.ft. 17.0 psf psf psf psf 9.3 37.1 1.3 56 kips TOTAL W = 56 kips UNFACTORED BASE SHEAR, V= 0.143 W = 8.0 Kips f = 9.3 psf SEISMIC ANALYSIS (3/8" ply, STRUCT I) WALL ID LEVEL LENGTH T.A. F F total v v total WALL SINGLE T, C DL/flr C add Tnet HD ____ (ft) (ft") (k) (k) (plf) (plf) TYPE WALL (k) (klf) (k) (k) TYPE TRANSVERSE DIRECTION A 1-R 22.5 430 4.Q 4.0 177 177 P6 B 1-R 28 430 4.0 4.0 142 142 P6 £F= 8.0 11 28 1.7 0.350 0.5 -0.4 none 1.3 0.350 0.5 -3.5 none LONGITUDINAL DIRECTION 1 1-R 14 430 4.0 2 1-R 30 430 4.0 2F= 4.0 284 284 P4 4.0 133 133 P6 8.0 14 2.7 0.570 0.5 -1.3 none 30 1.2 .0.570 0.5 -6.8 none Legoland_PiratesCove_Seismic Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB legoland Pirates Cove 05253 SHEET NO-B1 OF CALCULATED BY HE DATE 1/06 CHECKED BY DATE SCALE SEISMIC ANALYSIS - SPLASH BATTLE MAINTENANCE BLDG #2 ROOF Area Roof Weight Mech. Unit Weight Ext. Wall Weight Partition Weight w TOTAL' 1450 sq.ft. 17.0 psf psf psf psf 5.5 24.1 1.7 70 kips TOTAL W = 70 kips UNFACTORED BASE SHEAR, V= 0.143 W = 10.0 Kips f = 6.9 psf SEISMIC ANALYSIS (3/8" ply, STRUCT I) WALL ID LEVEL LENGTH T.A. (ft) (ft*) F F total v v total WALL SINGLE T, C DL/ftr C add Tnet HD CO fr) (Plf) (P'f? TYPE WALL (k) (klf) (k) (k) TYPE TRANSVERSE DIRECTION 2 1-R 17.5 800 5.5 5.5 316 316 P4 17.5 2.9 0.320 0.5 0.0 3 1-R 16 650 4.5 4.5 281 281 P4 £F= 10.0 LONGITUDINAL DIRECTION A 1-R 40 350 2.4 2.4 60 60 P6 B 1-R 10 725 5.0 5.0 501 501 P3 C 1-R 45 375 2.6 2.6 58 58 P6 £F= 10.0 16 3.5 0.400 0.5 0.2 40 10 45 PHD2 PHD2 0.6 0.450 0.5 -7.9 none 6.3 0.500 0.5 3.7 PHD6 0.7 0.500 0.5 -9.8 none Legoland_PiratesCove_Seismic JOB DUNN SAVOIE INC. ^ STRUCTURAL ENGINEERS SHEETNO OF— 908 S. Cleveland Street nua„ ATFnRV |-K DATE. OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY DATE Email: dsi@surfdsi.com SCALE \IUOF Ptilgft - fW) ROOP W ^IC^i^T r H JUT. W^LU WlGifaHT = JOB DUNN SAVOIE INC. VH STRUCTURAL ENGINEERS SHEETNO ! OF— 908 S. Cleveland Street CALCULATED BY ^1 DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email: dsi@surfdsi.com SCALE SftTTLE i IMS"0 UNIT wr, r wr. - ^Csi'H^-vsO-t- l^rJO^^-J1)] ^p^Asso^1 = zs wr. 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 OF DATE. DATE. ftp F t<i ri ponni II DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE.CA, 92054 (760) 966-6355 DSI@SURFDSI.COM Title: Dsgnr: Description Scope: Job# Date: 9:51AM. 9 FEB 06 Rev: S60100 Us«; KV-0602938, V« 5.6.1.25-C«-2CQ2 (o)13B3-2Q02 EWERCALC Engineering Software Cantiievered Retaining Wall Design Page 1 v»r2tuserslhMCobsdol sharedvlegoland pli Description RW1 -Ext wall at 8ft mech'l pit CMU det 5/S301 Criteria | Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density 8.50ft 0.50ft 0.00 : 1 6.00 in 110.QOpcf i Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method I f Footing Strengths & Dimensions "~| psi Fy = Wind on Stem 0.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure 35.0 0.0 = 300.0 0.0ft = 0.300 0.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft fc - 3,000 Min. As % Toe Width Heel Width Total Footing Width = Footing Thickness Key Width Key Depth Key Distance from Toe = Cover @ Top = 3.00 in Axial Load Applied to Stem j Axial Dead Load = 576.0 Ibs Axial Live Load = 280.0 Ibs Axial Load Eccentricity = 0.0 in 60,000 psi 0.0014 2.33ft 1.67 12.00 in 0.00 in O.QO in 0.00ft Btm.= 3.00 in Design Summary | | Stem Construction | Top stem 2nd 3rd Total Bearing Load = 3,824 ibs ...resultant ecc. = 8.67 in Soil Pressure @ Toe = 1,995 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,257 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 29.3 psi OK Footing Shear @ Heel = 12.9 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.63 OK Sliding = 0.74 UNSTABLE! Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 1,881.6 Ibs Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual! -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results ) Toe Heel 2,257 0 psf 6,150 0 ft-# 1,018 624ft-# 5,132 624ft-# 29.33 12.91 psi 93.11 93.11 psi = NoneSpec'd = None Spec'd = None Spec'd Design height n= 4.67 2.67 0.00 Wall Material Above "Ht" - Masonry Masonry Masonry Thickness = 8.00 12.00 16.00 RebarSize = #5 #5 #6 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = Center Edge Edge fb/FB + fa/Fa = 0.998 0.739 0.969 Total Force @ Section Ibs = 378.6 780.3 1 ,534.8 Moment-Actual ft-# = 561.1 1 ,696.6 4,731 .8 Moment Allowable ft-#= 619.4 2,563.0 5,312.4 Shear Actual psi= 9.5 7.9 10.8 Shear Allowable psi = 19.4 19.4 19.4 Bar Develop ABOVE Ht. In- 30.00 30.00 36.00 Bar Lap/Hook BELOW Ht. in = 30.00 30.00 7.00 Wall Weight psf= 84.0 133.0 175.0 Rebar Depth 'd' in= 3.81 9.00 13.00 fm psi= 1,500 1.500 1,500 Fs psi= 24,000 24,000 24,000 Solid Grouting = Yes Yes Yes Special Inspection = No No No Modular Ratio 'n' = 25.78 25.78 25 78 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in = 7.60 1 1 .62 1 5.62 Masonry Block Type = Normal Weight fc psi = Fy psi = Other Acceptable Sizes & Spacing; Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined .• !pl HI DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. CLEVELAND ST. OCEANSIDE,CA. 92054 (760)966-6355 DSI@SURFDSI.COM Rev: 560100 User: KW-0602938. Ver S.G.I. 26-Ool-2W2 c)19B3-2Q02 ENERCALC Enginwring Sohwai* Description RW1 -Ext wall Cantilevered at 8ft mech'l Title : Dsgnr: Description : Scope : Retaining Wall Design Date: 9 HMVrtW. Job* * 51AM, 9FEB06 .ttrthtfoobrttth. Page 2 | pitCMUdet5/S301 Summary of Overturning & Resisting Forces & OVERTURNING... Force Distance Item Ibs Heel Active Pressure - 1 ,881 .6 ft 3.42 Moments Moment ft-# 6,437 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seism icLoad = Total = 1,881.6 Resisting/Overturning Ratio O.T.M. = 1 6,437 63 Vertical Loads used for Soil Pressure = 3,823.9 Ibs Vertical component of active pressure used for soil pressure .1 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = •1 Earth @ Stem Transitions= Footing Weight = Key Weight Vert. Component = Total = RESISTING Force Distance Ibs 314.8 33.7 576.0 128.2 1,097.0 354.2 600.0 440.2 3,543.9 ft 3.83 3.83 3.00 1.17 2.85 3.36 2.00 4.00 Ibs R.M.= 1 Moment ft-# 1 ,206.1 129.0 1,726.1 149.3 3,121.7 1,191.7 1 ,200.0 1,760.7 10,484.6 Sliding Restraint , Ecc= O.OOOSin 1881.6* 1994.9psf 8.00005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Mas w/#5 @ 16.in o/c Solid Grout, Sliding Restraint Designer select #0@0.in all horiz. reinf. @Heel DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE.CA.92054 (760) 966-6355 DSI@SURFDSI.COM Title : Dsgnr; Description Scope: Job# Date: 9:50AM, 9 FEB 06 Rev: B6Q100 Us »r: K V-0602938. V« 5,6.1,25-Oc<-2002 (c)1S83-2002 ENERCALC EnginMrtng Software Cantilevered Retaining Wall Design Page 1 Description RW1-Ext wall at 8ft mech'l pit CMU w/conc base det 19/S301 Criteria Retained Height = Wall height above soil - Slope Behind Wall = Height of Soil over Toe = Soil Density = 1 8.50ft 0.50ft 0.00 : 1 6. 00 in 110.00pcf 1 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Footing Strengths & Dimensions | psi Wind on Stem 0.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soii Friction Soil height to ignore for passive pressure 35.0 0.0 = 300.0 0.0ft = 0.300 ~ 0.00 in fc = 3,000 Min. As % Toe Width Heel Width Total Footing Width Footing ThicKness = Key Width Key Depth Key Distance from Toe = Cover® Top = 3.00 in Fy =60,000 psi 0.0014 2.33ft 1.67 13.00 in 0.00 in 0.00 in 0.00ft @ Btm .= 3.00 in Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load Applied to Stem Lateral Load = O.Otfffi ...Height to Top = 0.00ft ...Height to Bottom = 0.00 ft Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 576.0 Ibs 280.0 Ibs 0.0 in | fstem Construction j _Top stem 2ndi — V <* ™ 1 Total Bearing Load = 3,927 Ibs .. .resultant ecc. = 9.62 in Soil Pressure® Toe = 2,184 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,756 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 25.1 psi OK Footing Shear @ Heel = 21 .7 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1 60 OK Sliding = 0.77 UNSTABLE! Sliding Gales Slab Resists All Sliding 1 Lateral Sliding Force = 1,912.1 Ibs f Footing Design Results | Toe Heel Factored Pressure = 2,756 0 psf Mu' : Upward = 5,865 0 ft-# MM* • flniA/nu/arrf EZ ft^T 1 fifift fhjttIVIU . LJUWMVVQl U *• U^t 1 ^UVw II™ IT Mu: Design = 5,039 1,608ft-# Actual 1 -Way Shear = 25.13 21.70 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height ft = 4.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.905 Total Force @ Section )bs= 497.6 Moment.... Actual ft-#= 853.7 Moment Allowable ft-#= 1,058.0 Shear Actual psi = 8.9 Shear.. ...Allowable psi= 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 21.36 Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1 .000 Equiv. Solid Thick. in = 7.60 Masonry Block Type - Normal Weight Concrsto Data f c psi = Fy psi = Other Acceptable Si»$ & Spacing: Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Stem OKo.oo Concrete 8.00 # 5 12.00 Edge 0.980 2,609.2 8,044-1 8,206.3 35-1 93.1 21.36 9.38 96,7 6.19 3,000.0 60,000.0 DUNN SAVOIE INC. STRUaURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE.CA.92054 (760) 966-6355 DSI@SURFDSI.COM Title: Dsgnr: Description Scope: Job# Date: 9:50AM, 9 FEB 06 R*vT 560100 Uf *n KW-060293B. V« 5.6.125-Q«-2002 (o)1383-200Z ENERCALC Englnewlng Software Cantilevered Retaining Wall Design Page haredllegoland plr Description RW1 -Ext wall at 8ft mech'l pit CMU w/conc base det 19/S301 Summary of Overturning & Resisting Forces & Moments Item ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-4 Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 1,912.1 3.45 6,595.2 Total - 1,912.1 O.T.M. = 6,595.2 Resisting/Overturning Ratio = 1.60 Vertical Loads used for Soil Pressure = 3,927.2 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert Component RESISTING Force Distance Momentibs n n-# 938.1 3.50 3,281.8 100.3 3.50 351.0 576.0 2.66 1,534.1 128.2 1.17 149.3 806.7 2.66 2,148.4 650.0 2.00 1,300,0 447.9 4.00 1,791.7 Total-3,647.2 Ibs R.M.= 10,556.4 8.00005JH Mas w/ #5 @ 16.in o/c Solid Grout, 8.00005in Cone w/ #5 @ 12.in o/c Designer select #0@0.in a|| horiz rejnf @Heel 2'-4"r-B" 4'-0" DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE.CA.92054 (760) 966-6355 DSI@SURFDSI.COM Title: Dsgnr. Description Scope : Job* Date: 9:51AM, 9 FEB 06 R*y, 56Qtt» Us«f: KV-06Q2938. Vei 5.6.1.25-OCI-2002 (c)t983-2002 ENERCALC Enginieflng Software Cantilevered Retaining Wall Design Page )l*nd pk Description RW2-Ext wall at 6.75ft mech'l pit CMU det 5A/S301 Criteria s°i|pata Retained Height = 7.25ft Wall height above soil = 0.50ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 75.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2,779 Ibs 9.68 in 2,264 psf OK 0 psf OK 2,500 pSf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Walt Stability Ratios Overturning Sliding Allow Soil Bearing « 2,500.0 psf Equivalent Fluid Pressure Method I Footing Strengths & Dimensions | Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingjjSoil Friction Soil height to ignore for passive pressure 35.0 0.0 = 300.0 0.0ft = 0.300 = 0.00 in fc = 3,000 psi Fy = 60,000 psi Min. As% = 0.0014 Toe Width = 1.58ft Heel Width = 1.67 Total Footing Width = ' STSS' Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover® Top = 3.00 in @ Btm.= 3.00 in 1 HLateral Load Applied to Stem j ! Axial Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 ftfft 0,00ft 0,00ft Axial Dead Load = 329.0 Ibs Axial Live Load = 20.0 Ibs Axial Load Eccentricity = 0.0 in 2,413 psf 0 psf 20,9 psi OK 10,3 psi OK 93.1 psi 1.55 OK 0.84 UNSTABLE! Sliding Calcs Slab Resists AD Sliding ! Lateral Sliding Force = 1,388.0 tbs Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow!-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,413 3,269 525 2,744 20.90 93.11 None Spec'd None Spec'd None Spec'd Heel Opsf Oft-# 511 ft-# 511ft-# 10.33 psi 93.11 psi Stem Construction | Design height ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment.. . .Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = E! Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data ~~ ~ f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' ~ Short Term Factor = Equiv. Solid Thick. in = Top Stem Stem OK 2.67 Masonry 8.00 # 5 16.00 Edge 0.626 476.4 810.7 1,058.0 8.5 19.4 30.00 30.00 84.0 5.25 1,500 24,000 Yes No 25.78 1.000 7.60 2nd Stem OK 0.00 Masonry 16.00 # 5 16.00 Edge 0.666 1,092.9 2,850.1 4,642.8 7.6 19.4 30.00 6.00 175.0 13.00 1,500 24,000 Yes No 25.78 1.000 15.62 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Heel: Not req'd, Mu < S ' Key: No key defined Fr Fr [•Ijljferi STRUCTURAL ENGINEERS 1 Hi 1 90S S' CLEVELAND ST- 1 H 1 OCEANSIDE.CA. 92054 IHIHI (760)966-6355 Title: Dsgnr: Description : Scope : Job* Date: 9:51AM, 9 FEE Rev: SGOtOO rUMr;Kv-o602938,v«5,6.i,25.Qct-2oo2 Cantllevered Retainina Wall Desian f 0)18834002 BCRCALCEhJnmingSofMwt WrtHUKIVWIWU rWUHMMiy VWrtll LJC=»iyil ««i««awtr«ht»ob«toiA«. V"06 V 2SL£l Description RW2-Ext wail at 6.75ft mech'l pit CMU det 5A/S301 | Summary of Overturning & Resisting Forces & Moments | OVERTURNINGForce Distance Moment Item Ibs ft ft* Heel Active Pressure = 1 ,388.0 2.95 4,087.6 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,388.0 O.T.M. = 4,087.6 Resisting/Overturning Ratio = 1.55 Vertical Loads used for Soil Pressure - 2,778.9 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weight = Key Weight Vert. Component = Total = RESISTING Force Distance Ibs ft 268.5 3.08 25.3 3.08 329.0 2.25 86.9 0.79 894.0 2.09 335.9 2.58 487.5 1.63 332.0 3.25 2,758.9 Ibs R.M.= Moment ft* 827.4 77.8 739.2 68.7 1,866.2 866.5 792.2 1,078.9 6,316.8 Sliding Restraint S.OOOOSin Mas w/ #5 @ 16,in o/c Solid Grout, 6" #0@0.in @Toe Designer select #0@0.in a|| horiZi ©Heel 16.0005in Mas w/#5 @ 16.in o/c Solid Grout, 3'-3" DUNN SAVO1E INC. STRUCTURAL ENGINEERS 908 5. CLEVELAND ST. OCEANSIDE.CA.92054 (760) 966-6355 DS1@SURFDSI.COM Title : Dsgnr: Description Scope: •Job# Data: 9:51AM, 9 FEB 06 R»w: 560100 User: KV-0602938, V#r 5.6.1.25-0«-20K (cJI383-Z002 ENERCALC EnglnMiIng Software Cantilevered Retaining Wall Design Page 1 Description RW3-Ext wall at 4.1ft mech'l pit CMU det 3/S301 Criteria SoilData Retained Height = 4.60ft Wall height above soil = 0.50 ft Slope Behind Walt = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure - 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft j (Tooting Strengths^8TPimensions^| Footing||Soil Friction Soil height to ignore for passive pressure = 0,300 = 0.00 in fc = 3,000 psi Fy = Win. As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover© Top = 3.00 in 60,000 psi 0.0014 1.25ft 1.00 12.00 in 0.00 in 0.00 in 0.00ft Btm.= 3.00 in Surcharge Loads | [Lateral Load Appiiedl^Stem^^| [^ftxial Load Appliedl^StenT ~\ Surcharge Over Heel = 75.0 psf Lateral Load Used To Resist Sliding & Overturning Height to Top = Surcharge Over Toe = 0.0 psf .'^Height to Bottom Used for Sliding & Overturning Design Summary | | Stem Construction Total Bearing Load = 1 ,530 Ibs .. .resultant ecc. = 5.64 in Soil Pressure @ Toe = 1,557 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2>500 psf Soil Pressure Less Than Allowable AC1 Factored @ Toe = 1,968 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.9 psi OK Footing Shear @ Heel = 6.0 psi OK Allowable = 93.1 psi Vail Stability Ratios Overturning = 1.59 OK Sliding = 1.16 Ratio < 1.5! liding Calcs Slab Resists All Sliding F Lateral Sliding Force = 682.4 Ibs Footing Design Results | Toe __Heei_,_ Factored Pressure = 1,968 0 psf Mil1: Upward = 1,501 0 ft-# Mu': Downward = 288 215ft-# Mu: Design = 1,213 215ft-# Actual 1-Way Shear = 12.93 5.97 psi Allow 1-Way Shear = 93.11 93.11 psi foe Reinforcing - None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 0.0 #/ft Axial Dead Load = 329.0 Ibs 0.00 n Axial Live Load = 20.0 Ibs 0.00 ft Axial Load Eccentricity = 0.0 in | Top Stem Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 RebarSize = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.835 Total Force @ Section Ibs = 480.1 Moment....Actual ft-#= 820.3 Moment Allowable = 1,058.0 Shear Actual psi= 8.6 Shear Allowable psi= 19.4 Bar Develop ABOVE Ht. in= 30.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 84.0 Rebar Depth 'd' in= 5.25 fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = psi = 1 ,500 psi = 24,000 Yes No 25.78 1.000 in = 7.60 Normal Weight f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined • STRUCTURAL ENGINEERS • 908 S. CLEVELAND ST. • OCEANSIDE.CA.92054 Title : Dsgnr: Description : Scope : Date: 9 Job # r? 51AM, 9FEB06 R»V: GGOtOO Cantilevered Retaining Wall Design ,sewe,*— MC^0^ Description RW3-Ext wall at 4.1ft mech'l pit CMU det3/S301 Page 2 I Summary of Overturning & Resisting Forces & Moments | OVERTURNING..Force Distance Item Ibs ft Heel Active Pressure = 682.4 2.05 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Moment ft-# 1,398.6 Seism icLoad = Total = 682.4 O.T.M. = Resisting/Overturning Ratio = 1 1,398.6 69 Vertical Loads used for Soil Pressure = 1 ,530.3 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weights) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Totals Ibs 168.7 25.0 329.0 68.8 428.4 337.5 153.0 1,510.3 ft 2.08 2.08 1.58 0.63 1.58 1.13 2.25 Ibs R.M.= Moment ft-# 351.4 52.1 520.9 43.0 678.3 379.7 344.1 2,369.5 DL= 20., LL= 0.0005#, Ecc= 0.00051 Lateral Restraint 320. # Sliding Restraint 2268.Spsf 2025.# DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE(CA. 92054 (760)966-6355 DSI@SURFDSI.COM Title: Dsgnr: Description Scope -. Job# Date: 9:51AM, 9 FEB 06 B*u: 560100 Us «c KW-0602938. V«i 5.6.1,25-Oct-2002 (0)1383-2002 ENERCALC Engineering Software Restrained Retaining Wall Design Page 1 Description RW4-1nt wall @ 8ft pit 10"CMU det 8A/S301 Criteria | Retained Height = 8.00 ft Wall height above soil = 0.00 ft Total Wall Height = 8.00ft Top Support Height = 8.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Soil Density = 1 10.00 pcf Wind on Stem = 0.0 psf Surcharge Loads | Surcharge Over Heel = 0.0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Lj Axial Dead Load = 20.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data j Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50-0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft Footing||Soil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Uniform Lateral Load Applied to Stem | Lateral Load = 0.0 #/ft ...Height to Top = 0.00ft ...Height to Bottom = 0,00ft Design Summary | Masonry Stem Construction Total Bearing Load = 1 ,682 Ibs .. .resultant ecc. = 8.05 in Footing Strengths & Dimensions | fc = 3,000 psi Fy = 60,000 psi Min.As% = 0.0014 Toe Width = 1.00ft Heel Width = 1.33 Total Footing Width = 2.33 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00ft Cover© Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load | Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil . _ ft at Back of Wall ~ U'UTt 1 Thickness = 10.00in fm = 1,500psi Short Term Factor = 1.000 Wall Weight = 104.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 9.620 in Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,682 Ibs Thickness = 10.00 in fm 8.05 in Wall Weight = 104.0 pcf Fs = 2 269 psf OK ®tem 's ^'*ED to top of footing = 0 psf OK Block Type = Normal Weight = 2,500 psf Solid Grouted Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom = j.l/bpsT = 0 psf 17.8 psi OK 7.0 psi OK = 93.1 psi 320.0 Ibs 1,705.0 Ibs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,705.0 Ibs Footing Design Results k Factored Pressure = Mu' : Upward = Mu1 : Downward = Mu: Design = Actual 1-Way Shear = Allow 1 -Way Shear = TOB i-ieel 3,176 Opsf 0 Oft-# 0 358 ft-# 1,394 358 ft^ 17.83 7.02 psi 93.11 93.11 psi 1,500 psi Short Term Factor = 1.000 = 24,000 psi Equiv. Solid Thick. = 9.620 in n Ratio (Es/Em) = 25.778 No Special Inspection Mmax Between @ Top Support Top & Base Design height = Rebar Size = Rebar Spacing - Rebar Placed at = Rebar Depth 'd' = De-inn DatT fb/FB + fa/Fa Moment... .Actual = Moment Allowable = Shear Force @ this height = Shear Actual * Shear Allowable = Rebar Lap Required =* Rebar embedment into footing Stem OK 8.00ft # 5 16.00 in Center 4.75 in 0.000 0.0ft-* 895.8 ft-# 0.0 Ibs 0.00 psi 19.36 psi 25.00 in - Stem OK 4.43ft # 5 16.00 in Edge 7.25 in 0.424 763.2 ft-# 1,801.0ft-# 25.00 in @ Base of Wall Stem OK 0.00ft # 5 16.00 in Edge 7.25 in 0.948 1, 706.7 ft-# 1,801.0ft-# 1.280.0 Ibs 16.14psi 19. 36 psi 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd Heel: None Spec'd Key: No key defined -or- Not req'd, Mu < -or- Not req'd, Mu < -or- No key defined S*Fr S*Fr DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. CLEVELAND ST. OCEANSIDE,CA.92054 (760) 966-6355 DSI@SURFDSI.COM Title: Dsgnr: Description Scope: Job ft Date: 9:51AM, 9 FEB 06 R*u: BSOWQ Usei: K V-0602338. ¥«f S.6.1.25-OW-2002 (0)1983-2002 ENERCALC Engineering Software Restrained Retaining Wall Design Page 2 Description RW4-lnt wall @ 8ft pit 10"CMU det 8A/S301 Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing ; For Soil Pressure Calcs >» Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem = Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel Footing Weight = Total Vertical Force = Ibs 20.0 Ibs 55.0 Ibs Ibs 832.0 tbs 437.1 Ibs 337.9 Ibs 1,681. 9 Ibs ft 1.42ft 0.50ft ft 1.42ft 2.08ft 1.17ft Base Moment = -1, 706.7 ft-# ft-# 28.3 ft-# 27.5 ft-# ft-# 1.1 78.7 ft-# 909.8 ft-# 393.6 ft-# 831 .2 ft-# Soil Pressure Resulting Moment =1,128.Jt-# •*q nnMOOOnOnOnQflU" Masonry wl #5 @ 16 Lateral Restraint 320. # 10.0005000000CBXTO1f Masonry w/ #5 @ 16 10.000500000000001 f' Masonry w,6" Sliding Restraint _ Lateral Restraint 168.5* 8.00005" Masonry w/ tt5 8'-0" 00005" Masonry w/ £5 @ 16 @16. &00005" Masonry w/ p6 @ 16J; 6" Sliding Restraint #0@0.in @Toe #0@0.in @Heel r-o" DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE.CA.92054 (760) 966-6355 DSI@SURFDSI.COM Title: Dsgnr: Description Scope: Job# Date: 9:51AM, 9 FEB 06 Fteu: 5S0100 Usti: KW-0602338, V*r 5.61,25-Oct-2002 (0)1383-2002 ENERCALC Engintei tog Software Restrained Retaining Wall Design Page 1 r edtegol»nd pir Description RW6-lnt wall @ 8ft pit 8"CMU det 8/S301 Criteria 1 Retained Height = Wall height above soil = Total Wall Height 4.10ft 0.00ft 4.10ft Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Top Support Height = 8.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00pcf Wind on Stem = 0.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure 50.0 0.0 = 300.0 0.0ft = 0.300 0.00 in Footing Strengths & Dimensions j| fc = 3,000 psi Fy Min. As % = Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover© Top = 3. 00 in = 60,000 psi 0.0014 0.54ft 1.21 1.75 12.00 in 0.00 in 0.00 in 0.00ft @ Btm.= 3.00 in Surcharge Loads | Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem L Axial Dead Load = 20.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Total Bearing Load = 892 Ibs ...resultant ecc. = 3.32 in Soil Pressure @ Toe = 993 psf OK Soil Pressure @ Heel = 27 psf OK Allowable = 2.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,390 psf ACI Factored @ Heel = 37 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable = 93.1 psi Reaction at Top = 24.8 Ibs Reaction at Bottom = 625.5 Ibs Sliding Calcs Slab Resists All Sliding !Lateral Sliding Force = 625.5 Ibs Footing Design Results | Toe^^""fleei Uniform Lateral Load Applied to Stem | Adjacent Footing Load l Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs ..Height to Top - 0.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 00rt | Masonry Stem Construction 1 Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 Wall Weight = 84.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Block Type = Normal Weight No Special Inspection Solid Grouted Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Design height = 8.00ft 3.12ft RebarSize = # 5 #5 Rebar Spacing = 16.00 in 16.00 in Rebar Placed at = Center Edge Rebar Depth 'd1 = 3.81 in 5.25 in fb/FB + fa/Fa = 0.000 0.107 Moment... .Actual = 0.0 ft-# 113.0 ft-# Moment Allowable = 619.4ft-# 1, 058.0 ft-# Shear Force @ this height = 0.0 Ibs Shear.... .Actual = 0.00 psi Shear Allowable = 19.36 psi Rebar Lap Required = 25.00 in 25.00 in Rebar embedment into footing = Stem OK 0.00ft # 5 16.00 in Edge 5.25 in 0.356 376.2 ft-# 1, 058.0 ft-# 395.5 Ibs 7.06 psi 19. 36 psi 6. 00 in Factored Pressure = 1 .390 37 psf Qther Acceptable Sizeg & Spacings: Mu' : Upward - 303 0 ft-# joe: None Spec'd -or- Not req'd, Mu < S * Fr Mu' : Downward = 72 211 ft-# Hee,. None Spec-d _or_ Not req.d Mu < S - Fr Mu: Design - 231 211 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 4.75 4.47 psi Allow 1-Way Shear = 93.11 93.11 psi Lateral Restraint 24.77 # I.00005" i.00005" Masonry w/#5 @ 16." 0.00005" Masonry w/ # 16." Sliding Restraint #0@0.in @Toe J.m @Heel C.I Oo-IU-l o EK JOB. DUNN SAVOIE INC. CZ. STRUCTURAL ENGINEERS SH6ETN° — OF~ 908 S. Cleveland Street CALCULATED BY Hi. DATE. OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE Email: dsi@surfdsi.com SCALE R-oOF r 13.5*0,, = us) w 15' tv v < R.H-1 L:3' Dunn Savoie Inc. Structural Engineers 908S.C.eve|andSt. Oceanside, CA 92054 Tel: (760)966-6355 Rav: 560100user:Kw-o602938,v9r5.6.i,25-oct-2oo2 (01983-2002 ENERCALC Engineering Software Title : Dsgnr: D-cnpfcn: Scope • Job# Date: -»... «Timber Beam1 IIIIUUI DUtfUIl u:\hescobedo\sfmred\legoland pirates cove\leg Description RB-1 General Information Calculations ar^desjgnedjoj 997NDSjind ^1997 UBC Requirements | Beam Width Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 11. 500 in Sawn 1.250 Pin-Pin 35.000pcf Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 16.00ft . . ft . . ft . . 1 ,350.0 psi 85.0 psi 625.0 psi 1 ,600.0 ksi . . ,Lu . . .Lu . . .Lu 16.00 ft 0.00 ft 0.00ft Trapezoidal Loads | #1 DL @ Left DL @ Right 1 Summary W~~ 56.00 #/ft LL@Left 70.00 #ffi Start LOG 120.00 #/ft LL@ Right 150.00 it/ft End LOG Span= 16.00ft, Beam Width = 5. SOOinx Depth = 11. Sin. Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max, Positive Moment Max, Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 677.99 psi Fb 1,649.38 psi 0.424 ; 1 6.8 k-ft Maximum Shear 16.7 k-ft Allowable 6.85 k-ft at 8.448 ft Shear -0.00 k-ft at 16.000ft 0.00 k-ft Camber: 0.00 k-ft 16'66 Reactions... fv 45.04 psi LeftDL 0.74 k Fv 106.25 psi Right DL 0.91k *1.5 @Left @ Right 0.000 ft 16.000 ft Beam Design OK 2.8 k 6.7 k 1.51k 1.90k @ Left O.OOOin ©Center 0.205 in @ Right O.OOOin Max Max 1.51k 1.90k Deflections jj Center Span... Deflection ...Location ...Length/Oefl Camber (using 1.51 @ Center ©Left @ Right Dead Load -0.137 in 8.128 ft 1,404.7 D.L. Defl}... 0.205 in 0.000 in 0.000 in -0.282 in 8.128ft 680.49 Left Cantilever... Deflection ...Length/Deft Right Cantilever- Deflection ...LengttVDefl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Dunn Savoie Inc. Structural Engineers«-- „ A. „908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Title : 9s9nr; t.Description Scope : Job* Date: Rev; 560100 _ , _. . _General Timber Beam u. \hesootwda\3haredUegol8nd pirates cova\!eg Description RB-2 Calculations are designed to 1997 NDS and 1997 UBC Requirements I Beam Width Member Type 8m Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 9.500 in Sawn 1.250 Pin-Pin 35.000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 15.00ft .. ft . . ft .. 1 ,350.0 psi 85.0 psi 625,0 psi 1, 600.0 ksi . . .Lu .. .Lu . . .Lu 15.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 32.00 #/ft LL #/ft LL #/ft LL 40.00 #ffi #/ft#m Summary Beam Design OK ,— — Span= 15.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 345.54 psi Fb 1,660.35 psi = 5.500in x Depth = 9.5in, 0.208 ; 1 2.4 k-ft 1 1 .4 k-ft 2.38 k-ft at 0.00 k-ft at 0.00 k-ft 0,00 k-ft 11.45 fv 18. 24 psi Fv 106.25 psi Ends are Pin-Pin Maximum Shear * 1 Allowable 7.500 ft 0.000 ft Reactions... LeftDL Right DL Shear: Camber 0.34 k 0.34k 5 @Left @ Right @Left @ Center @ Right Max Max " 1.0 k 5.6 k 0.64k 0.64k 0.000 in 0.121 in 0.000 in 0.64k 0.64k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D, @ Center @Left @ Right DgagLLoad -0.081 in 7.500 ft 2,222.8 ,L. Defl ) ... 0.121 in 0.000 in 0.000 in TotalLqad -0.1 53 in 7.500 ft 1,173.08 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 TotaLLogd 0.000 in 0.0 0.000 in 0.0 H Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Rev: 560100 User: KW-0602938. Ver 5.6.1, 25-OCI-20Q2 C?£nP (c)1983-2002 ENERCALC Engineering Software w *** Title : Dsgnr: Description : Scope : ral Timber Beam Job# Date: u:\hescobedo\sha red\lego)and pirates coveMeg I C5 Description RB-3 General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 VJBC Requirements | 5.500 in 9,500 in Sawn 1.250 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 12.70ft .. ft .. ft . . 1, 350.0 psi 85.0 psi 625.0 psi 1, 600.0 ksi . . .Lu . .Lu . . .Lu 12.70 ft - 0.00 ft 0.00ft Trapezoidal Loads #1 DL @ Left 72.00 #/ft LL @ Left 90.00 DL@ Right 120.00 #/ft LL@ Right 150.00 1 Summary | Span= 12.70ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 669.84 psi Fb 1,665.46 psi = 5.500in x Depth = 9.5in 0.423 : 1 4.6 k-ft 11.5 k-ft 4.62 k-ft at -0.00 k-ft at 0.00 k-ft 0.00 k-ft 11.48 fv 44.97 psi Fv 106.25 psi Ends are Pin-Pin 1 #/ft Start Loc 0.000 ft #/ft End Loc 12.700 ft Maximum Shear * Allowable 6.604 ft 12.700 ft Reactions... LefiDL Right DL Shear Camber: 0.64 k 0.74k 1.5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 2,3 k 5.6 k 1.34k 1.57k 0.000 in 0.1 52 in 0.000 in 1.34k 1.57k I Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center ©Left @ Right DejuK.oad -0.101 in 6.401 ft 1,505.9 Defl > ... 0.1 52 in 0.000 in 0.000 in TotajJ-ggg! -0.213 in 6.401 ft 715.75 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft DgadJLojd 0.000 in 0.0 0.000 in 0.0 lotaLLoad 0.000 in 0.0 0.000 in 0.0 Dunn Savole Inc. Structural Engineers 90S S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Legoiand Pirates Cove 05253 SHEET NO. CALCULATED BY HE DATE 2/06 CHECKED BY DATE SCALE SEISMIC ANALYSIS - MIDWAY GAMES ROOF Area 1030 sq.ft. Roof Weight 16.0 psf Ext. Wall Weight 10.6 psf Partition Weight 0.7 psf Misc. Weight 1.6 psf W TOTAL 28 kips TOTAL W = UNFACTORED BASE SHEAR, V= 0.143 W = UNFACTORED BASE SHEAR, V= 0.357 W = 28 kips 4.0 Kips (transvese, R=5.5) 10.0 Kips (longitudinal, R=2.2) 3.9 psf (transvese) 9.7 psf (longitudinal) SEISMIC ANALYSIS (3/8" ply, STRUCT I) WALL ID LEVEL LENGTH T.A. (ft) (ft*) F F total v v total WALL SINGLE T, C DL/flr C add Tnet HD (k) (k) (plf) (plf) TYPE WALL (k) (klf) (k) (k) TYPE TRANSVERSE DIRECTION 1-R 16 312 1-R 18 372 0. ! 1,2 1.5 il I (per separate analysis) 1.2 76 76 P6 8 0.8 0.185 0.5 -0.3 ^(additional F=6.15k*(4/3)=8.20k, per separate calc) 9.7 81 536 P3 18 5.5 0.200 0.5 3.5 1-R 16 312 LONGITUDINAL DIRECTION 1 i K - 2 1-R 11 1-R I,' I H 5.5 14 150 365 1.2 1.2 76 76 P6 8 0.1 0.1 i pen separate analysis) £F= 12.2 (4.0k + 8.2k = 12.2k) 0.1* 0.9 {per separate analysis) 1.5 1.5 266 266 P6 5.5 3.6 3.6 254 254 P6 14 •\ \ !\ 'i fpnr '••epamle analysis) EF= 10.0 0.8 0.185 0.5 -0.3 none PHD2 none 2.9 0.225 0.5 2.0 PHD2 2.6 0.570 0.5 -1.3 none Legoland_PiratesCove_Seismic JOB. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO.C7 CALCULATED BY- CHECKED BV SCALE OF DATE. DATE. T>ftr — 3 ft ft* =• 20 -Ci1 CA 10? 0 0 m-. © T^ T-Ar I?' TT 10 ^ WtrXT r WML Lr M Dunn Savole Inc. Structural Engineers 90S S. Cleveland St. Oceanside, CA 92064 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legojand _Pjr_ates_ Cove 05253 SHEET NO.OF CALCULATED BY HE DATE 1/06 CHECKED BY DATE SCALE LATERAL ANALYSIS CANTILEVER COLUMNS This structure consists mainly of cantilever columns for shear resistance. Therefore, per UBC 97, for the entire structure, R= 2.2 Q0= 2.0 Seismic Coefficients & Factors: Seismic Zone Z Soil Type Fault Type Dist. To Fault 75 _= .02(hn)- 4 0.4 SD B 7 1.0 2.2 1.0 1.1 0.44 0.64 0.02 13 0.137 km Needs Not Exceed: (30-5) V= 2.5(C,)(I)(W) = 0.44 0.704 per 1997 Uniform Building Code Chapter 16 1630.2.1 Design Base Shear: (30-4) V= (CV)(I)(W) = 1.669 W 0,357 W Minimum Base Shear: (30-6) V= 0.11(Ca)(l)(W) = 0.048 W Minimum Base Shear (for Seismic Zone 4): (30-7) V= 0.8(Z)(NV)(I)(W) = 0.160 W Therefore, V= 0.357 W JOB. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email; dsi@surfdsi.com SHEET NO.^ ' CALCULATED BY..Bi_ „_ OF __ DATE. __ DATE. SCALE ~ M.I K v -^ •* T ) Hi GH TO 15' 12-) n Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Rev: 560100 _ , . „. .User-. KW-060293B. Ver 5.6.1, 25-Oct-2002 Steel COlUlTtn(c)1983-2002ENERCALC Engineering Software **i.wwt WIM Title : Dsgnr: Description : Scope : Base Plate Job # ^ 1 1- Date: u:\hescobedo\Shared\Legoland Pirates CoveUeg | Description Midway Games Columns Base PL General Information Loads Axial Load 1.25 k X-XAxis Moment 2.10 k-ft Plate Dimensions -x. Plate Length 12.000 in A Plate Width 12.000 in J Plate Thickness 0.375 in y.s Support Pier Size Pier Length 48.000 in Pier Width 48.000 in Summary \ Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 162.8 Allow per ACI318-95, A3.1 = 0.3 ' f'c * Sqrt(A2/A1) ' LDF 2,394.0 Allow per AISCJ9 2,793.0 Plate Bending Stress Thickness OK Actual fb 28,363.9 Max Allow Plate Fb 35,910.0 Tension Bolt Force Bolt Tension OK Actual Tension 0.888 Allowable 6.100 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area psi Partial Bearing psi psi psi psi k k TS5x5x3/16 5,000 in 5.000 in 0.1 88 in 0.1 88 in 3,000.0 psi 36.00 ksi 1.330 1 .500 in 2 6.100 k 0.307 in2 Baseplate OK Bolts in Tension c CI3\oOillZ.ri & D) C "•5 <0 O-J •o 0> a 05 "5c .2'C L. 0) c JD01 O co'w£ 3 C/) .2Q. £ c/i <n a)3 q=W tt> ll w :>II -C D) CM V LA 0 -y-i V) (Aa. 0.4: 4i (M r- 0 m c3O SrD- Q. «=> COit: t; *- ID to ^ CO CO ^in' -r^ ai o^-S-S RR C3iai O> T-, . CD N- iri d TOJ JC ID to O rUi (5 X <uy o^ ^ u. £: H c.DJ.O) O'<u a; 'S_XX q•0 £ns -o ^0 OJ n> :£1^i•D(D Oal Q •*-• -;; (U n? ^3 jp~> *O r~ fO '3 05 UJ O ft:a>gh Differenceco "roo ^< roQ- roo D)MHiC C C .2 .2 ,2t> ^5 "o01 O 01e= 5= EI=fl> Q) Q>Q O Q XXXto a) toS S 5 O QJ Q. ^, 0) "^ D) K^Ra; Q. O3 njW O I: "?D -^ oCC. \— O) (D O -I T30) (0 Q _>* k. (Q _3 O)c (Q W 0)* 9a sro -c-c oW >II £ +•».c OooinCM oCsJ IUuI—3V*(3--no Q>•oc w wQ. a. n T- o co m coco en ; T o S a> T? -aK: c c c:DJ en a u^ OJ a) o oc T3 -o a. a. o g T- o o>p eni (N m oCN oi to °? ^~ CO O co '«c 0)a cn _a) a E g> en<u 'o> -XX ou_ COwc <D TO T3O CO—I O TZIro0) Q £ CO TJ Q, CXU 3 > ia c ca-J CO UJ O -O O oa.a.Z)CO 0)oc 0IQ .CO) roQ. O C C Co o o+3 '£! '4^o o oQ) 01 Q)i«= (^ cc:co CD aQ O D XXXro ro ra f*sH°- a>5 a: ^w 5 < 3 CO ^i£^£.or CD AIRCRAFT CABLES** GALVANIZED DIAMETER IN in. 1/16 3/32 1/8 - 5/32 : .0.3/t6v •-..•-•, 7/32 -^f-^l/**'^:^ 9/32 :^;M-5/iff^--r^ 3/8 CoHSTmiETOW 7X7 7X7 • :.,..,•> ,:,7X19^;.^.Y 7X19 : r-A^T£19/;,v^ 7X19 ^/f^^TkXil&S^S^ 7X19 rfete£T-3E19>s$t&$l 7X19 MINIMUM y BREAKING SmEHGTH/lbS. ^ •-.,." 4SQ ; %. 920 /jfy ;.,f'^>..2,ooo;:;riM'ie: 2,800 ^f& a K-.s;:i;^,4j20#'^;::gt£a: 5,600 Hie 8,000 /&6S pg^9j80$^?^ 14,400 <Ll £o WBBHT pen 100 ft. (Ihs.) , : -••-.• .8 r..' :. • 1.6 ^S^X^a-'™:^:-::-: 4.5 jiU ^;*i'^ i. 6i,S^ '-'V-" * 'si?'' 8.6 S^!l-SMM'.K$ ^^>ft 13.9 24.3 STAINLESS STEEL (type 3O4) DIAMETER w in. 3/32 5/32 7/32 9/32 3/8 7X7 7X19 7X19 7X19 7X19 MINIMUM BREAKING SlRENGTH/jbS. 920 as: 5,000 ; 7.800 12.000 WEIGHT PER 100 ft. (Ibs.) Type 316 also available upon request. VINYL COATED (GALVANIZED) DlAMETlRlH in. 1/8 3/16 5/16 COATED To 3/16 1/4 3/8 COHSTRUCTOH 7X7 7X19 7X19 MINIMUM BREAKING STRENGTH/lbS. 1,700 4,200 f&OOOl 9,800 NOTE FOR COMMERCIAL USE QMUf. DQ NOT USE FOR AERONAUTICAL INDUSTRY. CABLE LAID WIRE ROPE Preformed, galvanized, Aircraft quality DIAMETER IN in. ••:.;>'';v;.3/a.':' *•-„-. 1/2 :•-.-: 5/8 • - 3/47/a: 1 CflNSTRUCTIOH ^.•£*X7#JWv£2 7X7X7 '•7X7X7'-' V 7X7X19 7X7X19 7X7X19 MINIMUM BREAKING SntetGTH/lbs. *^u-$cfttMiti%&$^. 19,500 ^-••'^v^ZOO^-'^r 40,000 53,000 ;.,r •' • 67.400 WEIGHT PER 100 ft (Ibs.)'^^mm^^&^ 37:-:^i^5B^-/v'-v' 88 --;-;-;.::; 119';-^ ' -•: 156 43 7x19 (Shown vvnil coatedl SS 707/SS 719 7x7 (Shown vynil coated! G 707 PVC/ G 719 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.OH* CALCULATED ffV_ CHECKED BY SCALE OF DATE. DATE. L L: |00o 1= J = a.-z.rn ^ AKmc OAP ok JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETN° 908 S. Cleveland Street CALCULATED BY DATE. OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY DATE Email: dsi@surfdsi.com SCALE ft X to '-€[' ftp fr'Q UJ / ^ $ <§_ \ll' o. C PRODUCTS)? Title: Job#tG|D®ne Dsgnr:'unOiJ6i,€nz"3fcai,£T9' Date: 11.27AM, 9 FEB 06 Description: Scope: Rev. 560tQO User: KW-0602936, Ver 5.6.1, 25-Ocl-2002 [c)19B3-2002 ENERCALC Engineering Software Steel Column Base Plate 'flsefvef2\users\Yshao'iShared\E ng I neer i Description Short Pole Base Plate General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Calculations are designed to AISC 9th Edition ASD and 199? UBC Requirements| 0.12 k 18.55 k-ft 13. 000 in 13.000 in 0.750 in 48.000 in 48.000 in Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area P6std 6,625 in 6.625 in 0.280 in 0.280 in 3,000.0 psi 36.00 ksi 1.330 2,000 in 4 13.500 k 0,442 in2 1 Summary | Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 733,2 psi Allow per AC1318-95, A3.1 = 0.3 * f c * Sqrt(A2/A1) * LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Baseplate OK Partial Bearing : Bolts in Tension Plate Bending Stress Thickness OK Actual fb 35,388.9 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 4.855 k Allowable 13.500 k Title : Job # tG[0®D@ Dsgnr: 'uDni!6i€nz"3SGi£T9' Date: 11:29AM, 9FEB06 Description : Scope Rev: 560100User: KW-0602938, Ver 5.6.1, 25-Ocl-2002(c)1983-2002 ENERCALG Engineering Software General Footing Analysis & Design Page 1 Description Short Pole Footing Calculations are designed to AC1 318-95 and 1997 UBC Requirements I Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight | 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 2,500.0 psf Dimensions... 1.600 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 0.119k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-tt k-ft 18.852 k-ft Creates Rotation ajjpjjt Y-Y Axjs (pressures @ left & right) k k 1.571 k Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dini. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % . 10.750ft 3.000 ft 15.00 in 5.00 in 5.00 in 0.000 in 0.0014 Rebar Center To Edge Distance 3.50 in ...ecc along X-X Axis ...ecc along Y-Y Axis Creates Rotation 1 0.000 in 0.000 in about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures <£§ top & bot) k k k | Summary f~ 1 0.75ft x 3.00ft Footing, Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y'Ecc, of Resultant 15.0in Thick DL+LL 184.9 2,500.0 0.000 in 0.000 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio 1.540 , w/ Column Support 5.00 x S.OOin x O.Oin Caution: X(short)ecc>Widt high DL+LL+ST Actual Allowable 703.2 psf Max Mu 4,000.0 psf Required Steel Area 41.881 in ^ _Q QQQ jn Shear Stresses.... 1-Way 1.500:1 2-Wa* 5.953 k-ft per ft 0.193 In2perft YU Vn ' Phi 11.316 85.000 psi 0.754 170.000 psi (lF ooti ngDesign 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 0.21 psi -0.05 psi -0.05 psi 0.06 psi 0.06 psi AC1 9-1 0.07 k-ft 0.07 k-ft 0.00 k-ft 0.00 k-ft AC I 9-2 0.75 psi 11. 32 psi -7.74 psi 0.06 psi 0.06 psi AC! 9-2 -3.39 k-ft 5.95 k-ft 0.00 k-ft 0.00 k-ft 0.48 psi 7.27 psi -4.97 psi 0.04 psi 0.04 psi AC! 9-3 -2.18 k-n 3.83 k-ft 0.00 k-ft 0.00 k-ft Vn * Phi 170,00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 28.5 psi 50.0 psi 0.0 psi 0.0 psi As Rea'd -0.19 in2 0.19in2 0.02 in2 0.02 In2 per ft per ft per ft per ft 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 OF DATE. DATE. I I T \ooc> 7 x C AT x "7^*C ( AT Y - FT y FT (" C C>TAc) MAX - Pi ( C M f i / L •fc/ k) 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, SHEETNO CALCULATED BY CHECKED BY SCALE OF DATE. DATE, ft A Title: Job#tGSn®Cl( Dsgnr: 'unDiJ6i€nz"3Rnt£T9' Date: 11:27AM, 9 FEB 06 Description: Scope Raw: 5601 DO User: KW-0602938, Ver 5.6.1,25-Oct-2002(0)1983-2002JENERCALC Engineering Software Steel Column Base Plate \\server2\users\ Yshao\Share<flE ng ineeri ng\Corom Description Side Short Pole Base Plate [General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I 0.00k 15.43 k-ft 13.000 in 13.000 in 0.750 in 48.000 in 48.000 in Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area PBstd 6.625 in 6.625 in 0.280 in 0.280 in 3,000.0 psi 36.00 ksi 1.330 2.000 in 2 13.500 k 0.442 in2 1 Summary | Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 745.7 psi Allow per ACI31 8-95, A3.1 - 0.3 * f'c * Sqrt(A2/Al) * LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Baseplate OK Partial Bearing : Bolts in Tension Plate Bending Stress Thickness OK Actual fb 28,634.4 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 7.146 k Allowable 13.500 k Title : Job # tGjn®n@ Osgnr.'CinDi!6t€az"3Snt£T9' Date: 11:27AM, 9 FEB 06 Description: Scope Rev: 560100 User: KW-0602938. Ver 5.6.1, 25-Oct-2D02 (0)1963-2002 6NERCALC Engineering Software General Footing Analysis & Design Page 1 Description Side Short Pole Footing | General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements j| 2,500.0 psf 1.600 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Win Steel % Rebar Center To Edge Distance 10.750 ft 4.000 ft 15.00 in 5.00 in 5.00 in 0.000 in 0.0014 3.50 in | Loads 1 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 0.001 k k k Creates Rotation about Y-Y fv (pressures @ left & right) k-ft k-ft 15.432 k-ft Creates Rotation about Y-Y A) (pressures @ left & right) k k 1.286k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis O.QOQ in lis Creates Rotation about X-X Axi (pressures @ top & bot) k-ft k-ft 9.150 k-ft «s Creates Rotation about X-X Ax (pressures @ top & bot) k k 0.763 k is 1 Summary | 1 0.75ft x 4.00ft Footing, Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Win. Stability Ratio Y-Y Min. Stability Ratio Caution: X(short)ecc>Widt 15.0in Thick DL+LL 181.3 2,500.0 0.000 in 0.000 in 1.543 2.459 , w/ Column DL+LL+ST 686.9 psf 4,000.0 psf 26.232 in 15.555 in 1.500:1 Support 5.00 x 5.00in x 0. MaxMu Required Steel Area Shear Stresses..., 1-Way 2-Way Oin high Actual 2.924 Vu. 5.988 0.865 Allowable k-ft per ft 0.193 in2 per ft Vn * Phi 85.000 psi 170.000 psi Footing Design 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 AGl 9-1 0.00 psi -0.21 psi -0.21 psi 0.04 psi 0.04 psi O.OOk-R 0.00 k-ft 0.00 k-ft 0.00 k-ft ACI 9-2 0.87 psi 5.71 psi -5.99 psi 3.34 psi -1.53 psi AC! 9-2 -2.79 k-ft 2.92 k-ft 0.72 k-ft -0.41 k-ft 0.56 psi 3,67 psi -3.85 psi 2.14 psi -0.99 psi ACI 9-3 -1.79 k-ft 1.88 k-ft 0.47 k-ft -0.26 k-ft Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru 1 Phi 23.4 psi 24.6 psi 6.1 psi 3.4 psi As Rea'd -0.19in2 0.19in2 0.19in2 -0.19in2 per ft per ft per ft per ft 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..CM-OF CALCULATED BY_ CHECKED BY SCALE DATE. DATE. "TALL ( T L f( M *= XlT., ,l.t 0ooLU v=:9 a>- °?oo>— X=J *> </>0) 10 oo CO O>oo inco in 00 CO CO _o CL "ro ^00000££ O O O O Oo o o o o o 0 2 CD COD)inCM O Q CM °0 00 o o C CO W) 0o: CO1^CO CO CO fe CNJo CO oQ_ "co ou_m 10 E3co 0) 9-0> Q CD COlO CN CM Title : Job # tG|n®D@ Dsgnr: 'unOi|6i€nz"3l5ai£T9' Date: 10;15AM, 9 FEB 06 Description : Scope : Rev: 560100 User; KW-0602938, Ver 5.6.1, 25-OCI-2002 (c)1983-2002 ENERCALC Engineering Software Single Span Beam Analysis Description Tall Pole w/Pinned BTM General Information Center Span 12.00 ft Left Cantilever 7,00 ft Right Cantilever ft Point Loads Magnitude 6.102k Location -7.000 ft Query Values Center Location Moment Shear Deflection Moment of Inertia Elastic Modulus Beam End Fixity k ft 0.000 ft Lett Cant -42.71 k-ft 3.56k 0.00000 in 72.500 in4 29,000 ksi Pin-Pin k ft 0.000ft 0.00 k-tt 0.00k 0.00000 in Page 1 | \\server2\use rs Vshao\sfwed\eng ineering\comm \ \ \ k k ft ft 1 Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 1 Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 1• 0.00 k-ft at -42.71 k-ft at -42.71 k-ft 0.00 k-ft 42.71 k-ft Shears... 0.00 ft @ Left 0.00 ft © Ri9ht Maximum Deflections... @ Center @ Lett Cant. @ Right Cant 6.10k 3.56k 6.10k 0.324 in at -1.559 in at 0.000 in at Reactions... ©Left @ Right 5.09ft -7.00ft 0.00ft . — _ 9.66k -3.56 k Cz? 1-.38 13.29 15.191.87 MAllkfilktC; 17.10 19.0 Locertion t.W 9.A8 11.; Location fftl 17.10 19.0 10 19.0 JOB DUNN SAV01E INC. STRUCTURAL ENGINEERS SHEETN° 90S S. Cleveland Street CALCULATED BY DATE. OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY DATE. Email: dsi@surfdsi.com SCALE TALL CAB* -ft,** IMP, L= 6 Via- * 6lfe> # ( CABLED = 4-x ^.o = |^6o * ( -SHRVrtt) ,!^^-* > ?£fi. (ft ££.-- D\ PH. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 <760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHFFTMD r*- CHFr.KFn RY SHAI F OF HATF * f 3® HAT* W-i V:f nr* PP-L* V: H: -A- < t E HxM f r 14124 JOB.LEiaDlftMJ> PlRATrj C&1K DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO-1/5 OP CALCULATED BY-DATE. DATE. "2./06 SCALE P Mo- (SHE '' USE iBl Dunn Savoie Inc. Title : Structural Engineers Psgnr.: *.Descnption :908 S. Cleveland St. Oceanside, CA 92054 Scope • Tel: (760)966-6355 Rev: 560100 _ _userKw-o602938.ver56i,25-oc!2oo2 General Timber Beam(c)1 083-2002 ENERCALC Engineering Software V3CMCIOI UCI LJC.CIIM Job # v T Date: u:\hescobedo\sharetftlegoland pirates coveUeg | Description RB-3 General Information Section Name 8x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS 7.500 in 7.500 in Sawn 1.250 Pin-Pin 35.000pcf Center Span Left Cantilever Right Cantilever Douglas Fir- Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 13.50ft Lu ft Lu ft Lu 1, 200.0 psi 65.0 psi 625.0 psi 1, 600.0 ksi and 1997 UBC Requirements 1 0.00 ft 0.00 ft 0.00 ft Point Loads Dead Load 545.0 IDS Live Load 868.0 Ibs ...distance 4.750ft (Summary |~ Span= 13.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,1 98.63 psi Fb 1,500.00 psi Deflections 545.0 Ibs 868.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs 8.750 ft 0.000 ft 0.000 ft 0.000 ft 0 = 7.500inx Depth = 7.5in, 0.799 ; 1 7.0 k-ft 8.8 k-ft 7.02 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 8.79 fv 40.14 psi Fv 106.25 psi Ends are Pin-Pin Maximum Shear* 1.5 Allowable 6.750 ft Shear: @ Left 0.000 ft @ Right Camber: @ Left @ Center @ RightReactions... LeftDL 0.64 k Max Right DL 0.64 k Max li Ibs Ibs Ibs Ibs 000 ft 0.000ft Beam Design OK 2.3 k 6.0 k 1.51k 1.51k 0.000 in 0.339 in 0.000 in 1,51k 1.51 k 1 Center Span... Dead Load Deflection -0.226 in ...Location 6.750ft ...Length/Defl 717.1 Camber ( using 1.5 * D.L. Defl)... @ Center 0.339 in @ Left 0.000 in @ Right 0.000 in Total Load -0.547 in 6.750 ft 296.10 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Dunn Savoie Inc, Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Rev: 560100 User: KW-0602938, Ver 5.6 .1, 25-Oct-2002 (CJ1983-2002ENERCALC Engineering Software Title : Dsgnr: Descnpton Scope . Job# Date: TimbPTMIMUtM u:\fiescobedo\sharwftle90land pirates coveUeg Description RB-4 General Information Section Name 8x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 7.500 in 7. 500 in Sawn 1.250 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No Fb Base Allow Fv Allow Fc Allow E 1350ft ... Lu ft ... Lu ft Lu 1 1,200.0 psi 85.0 psi 625.0 psi 1 ,600.0 ksi 0.00ft 0.00 ft 0.00 ft Trapezoidal Loads t #1 DL@Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right #/ft 50.00 #/ft 50.00 #m 50.00 #/ft 50.00 #/ft #/ft LL @ Left LL @ Right 80.00 LL @ Left 80.00 LL @ Right 80.00 LL @ Left 80.00 LL @ Right #/ft Start Loc #/ft End Loc #/ft Start Loc #/ft End Loc #ffi Start Loc ffl. End Loc 0.000 ft 4.750 ft 4.750 ft 8.750 ft 8.750 ft 13.500 ft I Summary Span= 13.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 475.16 psi Fb 1,500.00 psi Deflections = 7.500in x Depth = 7.5in 0.317 ; 1 2.8 Mt 8.8 k-ft 2.78 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 8.79 fv 17.63 psi Fv 106.25 psi Ends are Pin-Pin Maximum Shear * 1 6.750 ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear; Camber: 0.31 k 0.31 k 5 ©Left @ Right ©Left @ Center @ Right Max Max w- - 1.0 k 6.0 k 0.66k 0.66k 0.000 in 0.144 in 0.000 in 0.66k 0.66k I Center Span... Dead Load Deflection -0.096 in ...Location 6.750ft ...Length/Defl 1,685.5 Camber ( using 1.5 * D.L. Defl}... @ Center 0.144 in @ Left 0.000 in @ Right 0.000 in Total Load -0.211 in 6.750 ft 767.24 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0,000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 li! Dunn Savoie Inc. Title : Structural Engineers Dsgnr: 908 S. Cleveland St Doscr,pt,on : Oceanside, CA 92054 Scope : Tel: (760)966-6355 Rev; 560100 _ _ . _ . User: KW-0602938. Ver 5.6 .1, 25-OCI-2002 General Timber BfiaiTl(c)1963-2002ENERCALC Engineering Software VJBIIBIdl IMIIUtl DCdlll KOJob# Date: u:\hescobedo\shared\legoland pirates coveUeg | Description RB-5 General Information Section Name 8x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 7.500 in 7.500 in Sawn 1.250 Pin-Pin 35.000pcf Center Span Left Cantilever Right Cantilever Douglas Fir- Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 10.00ft . . .Lu ft . . . .Lu ft . . . .Lu 1,200.0psi 85.0 psi 625.0 psi 1, 600.0 ksi 0.00 ft 0.00 ft 0.00 ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL © Left DL @ Right 10.00 #/ft 35.00 #ffi 35.00 #/ft 10.00 #/ft LL @ Left LL © Right LL @ Left LL @ Right 16.00 #/ft 56.00 #/ft 56.00 #ffi 16.00 m. Start Loc End Loc Start Loc End Loc 0.000 ft 5.000 ft 5.000 ft 10.000 ft Point Loads Dead Load Live Load ...distance 98.0 Ibs 122.0 Ibs 0.500ft 637.0 Ibs 868.0 Ibs 5.000 ft 98.0 Ibs 122.0 Ibs 9.500 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft 1 Summary | Span= 10.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 837.98 psi Fb 1,500.00 psi Deflections = 7.500in x Depth = 7.5in 0.559 ; 1 4.9 k-ft 8.8 k-ft 4.91 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 8.79 fv 35.56 psi Fv 106.25 psi , Ends are Pin-Pin Maximum Shear * 1 5.000 ft 10.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.60 k 0.60k 5 ©Left © Right ©Left @ Center @ Right Max Max Beam Design OK 2.0 k 6.0 k 1.33k 1.33k 0.000 in 0.117in 0.000 in 1.33k 1.33k 1 Center Span... Dead Load Deflection -0.078 in ...Location 5.000ft ...Length/Defl 1,538.2 Camber ( using 1.5 * D.L. Defl)... ©Center 0.117 in © Left 0.000 in @ Right 0.000 in Total Load -0.177 in 5.000 ft 676.51 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966 Email: dsi@surfdsi.com JOB.LEfaDLftAfp fl£flT£c U3V£ SHFFT NH r,/'I/ (J OF SCAIF DATF W- ( Vr ^" A: < <Ty txj T V W- OUTPUT p, ) 3XH II'?OtO FOLl-OW|p/ij \ J ' TKY: L <§*. M,y ft. \15 ;,sz Met Area New Moment of New Allowable 13 1,5 Hfc. Allowable Moment- JM3 _ pel * Allowable Peflectloi- U/ 24O m^ IIP! _ Jb x a > M^ - .ZQ " > Q-Q37 " Actual ( (0-K ) JOB.COVF DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S, Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO.DIP OF DATE. DATE. fcjJDF PECK VJT. - ttHO DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) Email: dsi@surfdsi.com 1 E M IB KI P m ^TE '$ coy £. CALCULATED BY,RATF V faf ?Mr$ [, ro R^P J U fr-ft CM O.K.) - ^01**..*' 13 JOB. PH. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdst.com ftnAi F Diz. VH_ DATF "2- / ^-t) OATF CDL\KMM Ft'r c, = -7.5 ^ Fc C s 1,0 V 150 PF-L*| CD) '(/) Q> Q (A C (0<D <D 0) inoa 8..S *= •»* m-I oju_ toa CO O _Q°- 55 £ -^ h-^ .g> £.21 n\ -L- o GO CO CN CO CM CO CD T— I^- oo O mCD (N m COa> IN CNCOO) oCD CM (N 00•^r CD LO V r !> K <Tr IHUlIn II Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Rev: 560100 _. . _ .User: KW-060293B, Ver 5.6.1, 25-OcI-2002 Steel Columnc)1983-20Q2 ENERCALC Engineering Software ** '*'** v wl " ' Title : Dsgnr: Description : Scope : Base Plate Job# Date: iu:\hescobedo\Shared\l.egolan(i Pirates CoveMeg | Description Treasure Falls Queue Columns Base PL Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements |General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size" Pier Length Pier Width 0.91 k 7.32 k-ft 13.000 in 13.000 in 0.438 in 16.000 in 16.000 in Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist, from Plate Edge Bott Count per Side Tension Capacity Bolt Area TS8x8x1/4 8.000 in 8.000 in 0.250 in 0.250 in 3,000.0 psi 36.00 ksi 1.330 1.500 in 2 6,100 k 0,306 in2 1 Summary | 1 Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 402.6 psi Allow per AC131 8-95, A3.1 Partial Bearing : Bolts in Tension = 0.3 * f'c ' Sqrt(A2/A1) * LDF 1,473.2 psi Allow per AISC J9 1,718.8 psi Plate Bending Stress Thickness OK Actual ft) 29,325.8 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 3.110 k Allowable 6.100 k ^ 4OJACEHT &JILDN3 lto-111+i 6PUA6H BATTLE - QUEUE SHADE STRUCTURE FRAMING FLAN 6CALE. 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 8Y_ CHECKED BY SCALE OF DATE. DATE. BATTLE fx 10 -i li* IT.) AT C-EMTML MAX p= u»/ Title: Job#tG]n®D@ Dsgnr: 'iiaDi|6i€nz"3BDi£T9' Date: 3:27PM, 9 FEE 06 Description : Scope : Rev: 560100 User: KW-0602938, Ver 5.6 1, 25-Ocl-2002 (c)19B3-2Q02 ENERCALC Engineering Software Pole Embedment in Soil Page 1 \\server2\users\yshao\shared\engineering\comm Description Circular pole with Point & Uniform Loads General Information | Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 350.00 pcf 3,000.00 Psf 1.000 24.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 555.00 Ibs 10.000ft 0.00 #/ft 0.000 ft 0.000 ft (Summary f Moments @ Surface- Point load Distributed load Without Surface Restraint... Required Depth Press® 1/3 Embed... Actual Allowable 5,550.00 ft-# Total Moment 0.00 Total Lateral / 4.390 ft \M*E 4^ 515.28 psf 512.11 psf 5,550.00 ft-# 555.00 Ibs C D) *tt0)Q (0CTO TO 0)£ CO ffi CO o Q_ D. .!= CD 0).C CO .0to o <NCM fOo CT) CN£D CDOCD CO CN u. toQ CD OOCD CMCM OCM -if CO Olcs CO CDO COto CM t-X CD ^CO CO o CN CT>incLiJ 1 L 1. 1 .1 L _£ 1 L j: 1 — ? 4 CD « O O CN * CO CN - * f_a J O In CN ^ TD QJ~Os* off> ( 1 0> £X) CL OCO LOoo 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 OF DATE, DATE. V H \HI= w BEI> 77777 Title : Job # tG|D®a@ Dsgnr: 'uani,|6t€nz"3ISOi,£T9" Date-. 3:27PM, 9 FEB 06 Description : Scope : Rev; 560100 „. • .. User:KW-0602938,Ver5.6.1,25-Ocl-2002 PolP FmhedlTlPnt in SOIl(CJ1983-2002ENERCALC Engineering Software TUIC CHIUCUf HCIll III OUII Description Splash General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Battle Sign 300.00 pcf 3,000.00 psf 1.000 24.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Page 1 | \Vserver2\users\y shao\s haretfVe n gi neering\comm | 372.00 Ibs 10.500ft 0.00 #/ft 0.000 ft 0.000 ft \ 1 Summary | Moments @ Surface- Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 3,906.00 fl-# Total Moment 0.00 Total Lateral 4.066 ft 408.33 psf 406.61 psf 3,906.00 ft-# 372.00 Ibs 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 SHEE™°°F CALCULATED BY CHECKED BY SCALE DATE DATE / THE -PPL"* I I/ AT r * V[ T \l > isf U) M AX MAX v Title: Job#tG|n®n( Dsgnr: 'unrji|6i€Qz"3liai£T9' Date: 3:27PM, 9 FEB 06 Description : Scope : Rev: 560100 User-. KW-060293H. Vet 5.6.1 , 25-Oct-2QQ2 {c}1983-2002 ENERCALC Engineering Software Single Span Beam Analysis Page 1 1* \\server2\users\yshao\shared\engineering\comm | Description Sign BM, out-of-plane dir General Information Center Span 20.00 ft Left Cantilever ft Right Cantilever ft Trapezoidal Loads Magnitude @ Left Magnitude @ Right Dist. To Left Side Dist. To Right Side Moment of Inertia Elastic Modulus Beam End Fixity 63.620 in4 1,700 ksi Pin-Pin j \ 0.020 k/ft k/ft k/ft k/ft 0.020 k/ft km k/ft k/ft 4.000 ft ft 16.000 ft ft ft ft ft ft Query Values | Center Location Moment Shear Deflection 1 Summary | Moments... Max + @ Center 0.84 k-ft Max - @ Center 0.00 k-ft @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Maximum = 0.84 0.000 ft Left Cant 0.00 k-ft 0.12k Q. 00000 in Shears... at 10.02ft @Left. at 20.00 ft @ R'9ht Maximum Deflections... @ Center k"ft @ Left Cant. @ Right Cant 0.000 ft Right Cant 0.000 ft 0.00 k-R 0.00 k-ft 0.00 k 0.00 k 0.00000 in 0.00000 in Reactions... 0.12k @Left 0.12k 0.12 k ©Right 0.12k 0.12k -0.541 in at 9.98ft 0.000 in at 0.00ft 0.000 in at 0.00ft Title : Job # tG|D®D@ Dsgnr: 'unn,:,i6£€nz'3BDi£T9' Date: 3:27PM, 9 FEE 06 Description : Scope : Rev: 560100 User KW-0602938. Ver 5.6.1, 25-Ocl-2002 (c)1983-2002 ENERCALC Engineering Software Description Sign Post Top Single Span Beam Analysis Deflection USe^u9erSVShao,ha^enginS™ 1 General Information | Center Span 14.00ft Left Cantilever ft Right Cantilever ft Moment of Inertia 201 .000 in4 Elastic Modulus 1 ,700 ksi Beam End Fixity Fix-Free Point Loads j Magnitude 0.372 k Location 10.500ft k k ft ft k k ft ft Query Values j Center Location Moment Shear Deflection 0.000ft Left Cant 0.000 ft -3.91 k-ft 0.00 k-ft 0.37 k 0.00 k 0.00000 in 0.00000 in Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in | Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 1 -3.91 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 3.91 k-ft Shears... 0.00 ft @ Left io.94ft ©Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 0.37k 0.00k 0.37 k 1.089 in at 0.000 in at 0.000 in at Reactions... @Left @ Right 14.00ft 0.00 ft 0.00ft 0.37k 0.00k in^ FT Load 6ase 1 ^^ F=22KN M=5570KNxmm The maximum Fb force on the bolt is =-17KN (for tee-joint effect of column flange) Load case 2 F=5,2KN M=3500KNxmm The maximum Fb force on the bolt is =-16KN (for tee-joint effect of column flange) +-M HBi HVU with HAS-R MXK170 360 The admissible load for Hilti anchor HAS-R M20x170 is 44,9KN O Preston & Barbieri Via Cocchi.19-42100-Reggio Emilia-Italy Numero Disegno\Drawing Number Denominazione: FOUNDATION-LOADS Gruppo: Codice: Disegnatore: DOSI ING.LORENZODaia:21/07/05 3.00ft 16.0Qft 16.00 ft 3.00ft Title : Dsgnr: Description : Job# Date: 3:59PM, 9 FEE 06 Scope Rev: 560100 User: KW-0602938. Ver 5.6.1, 25-OCI-2002 (c)19e3-2002 ENERCAUC Engineering Software General Footing Analysis & Design Page 1 \\server2\usersVyshao\shared\engi neeringVcomm Description Post Footing General Information Calculations are designed to ACI 318-95 and 1997 UBC RequirementsTi Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psf 1.330 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions- Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 3.000 ft 16.000ft 12.00 in 15.00 in 6.00 in 0.000 in 0.0014 3.50 in Loads | Applied Vertical Load- Dead Load Live Load Short Term Load 4.950 k k k ...ecc along X-X Axis ...ecc along Y-Y Axis 0.000 in 0.000 in Applied Moments- Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Creates Rotation aboutJY-Y Axis (pressures @ left & right) k-ft k-ft 4.100 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k (Summary | 3.00ft x 16.00ft Footing, 12.0in Thick, w/ Column Max Soil Pressure Allowable "X' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL 248.1 2,500.0 0.000 in No Overturning 4.357 DL+LL+ST 41 9.0 psf 3,325.0 psf 4.131 in 1.500:1 Support 15.00x6 MaxMu OOin x O.Oin high Actual 4.333 Required Steel Area Shear Stresses.... Vu 1-Way 2-Way 9.339 10.217 Footing Design OK Allowable k-ft per ft 0.153in2perft Vn * Phi 85.000 psi 170.000 psi — Footing Design | Shear Forces Two-Way Shear One-Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom ACI 9-1 10.22 psi 0.1 5 psi 0.1 5 psi 9. 34 psi 9. 34 psi ACI 9-2 10.22 psi 0.48 psi -0.1 7 psi 9.34 psi 9,34 psi ACL9-3 6.57 psi 0.31 psi -0.11 psi 6.00 psi 6.00 psi Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 0.06 k-ft 0.06 k-ft 4.33 k-ft 4.33 k-ft ACI 9-2 -0.02 k-ft 0.13 k-ft 4.33 k-ft 4.33 k-ft ACI 9-3 -0.01 k-ft 0.08 k-ft 2.79 k-ft 2.79 k-ft Ru / Phi 0.8 psi 2.0 psi 66.6 psi 66.6 psi As Reo'd 0.14 in2 0.14 in2 0.15 in2 0.15 in2 per ft per ft per ft per ft fl I £ - I"5 ^I t JOB. SHEET NO.OF. CALCULATED BY_ CHECKED BY SCALE DATE DATE (c-rr PAT> o.C . iL ok D PHK)UCT 207 ^^^^•fc **. u. Title : Dsgnr: Description Scope: Job # tG|n®n@ Date: 3:36PM, 9FEB06 f Rev: 560100 User; KW-0602938, ver 5.6.1, 25-Ocl-20Q2 | Jc}1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page er2\usars\y shao\sharetflengi neeri ng\c Description SP 6 Footing General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 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 Calculations are designed to AC) 318-95 and 1997 UBC Requirements | 2,500.0 psf Dimensions... 1.330 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 5.200 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 72.000 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis 1 1 .000 ft Length along Y-Y Axis 1 1 .000 ft Footing Thickness 12.00 in Col Dim. Along X-X Axis 28.00 in Col Dim. Along Y-Y Axis 28.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in 1 ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Jiotation^bout X-K Axis (pressures @ top & bot) k-ft k-ft k-ft Creates dotation about XjC Axis (pressures @ top & bot) k k 1 1 .900 k | Summary 1 1 1 .00ft x 1 1 .00ft Footing, 1 2.0in Thick, w/ Column Support 28.00 x 28.00in x DL+LL PL+LL+ST Max Soil Pressure 188.0 590.5 psf Max Mu Allowable 2,500.0 3,325.0 psf Required Steel Area "X1 Ecc, of Resultant 0.000 in 37.986 in"Y' Ecc, of Resultant 0.000 in 6.278 in bnear Stresses.... X-X Min. Stability Ratio 10.512 1.500:1 2-Way Y-Y Min. Stability Ratio 1.737 Footing Design Caution: X(short)ecc>Widt O.Oin high Actual Allowable 4.359 k-ft pern 0.154in2perft Vu Vn * Phi 15.103 85.000 psi 6.289 170.000 psi 1 Shear Forces Two-Way Shear One-Way Shears. Vu @ Lett Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 5.43 psi 2.25 psi 2.25 psi 2.25 psi 2.25 psi AC! 9-1 0.56 k-ft 0.56 k-ft 0.56 k-ft 0.56 k-ft ACI 9-2 6.29 psi 15.10 psi -7.21 psi 4.09 psi 0.40 psi ACI 9-2 -1.91 k-ft 4.36 k-ft 1.10 k-ft 0.03 k-ft ACI 9-3 4.04 psi 9.71 psi -4.64 psi 2.63 psi 0.26 psi ACI 9-3 -1.23 k-ft 2.80 k-ft 0.70 k-ft 0.02 k-ft Vn ' Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru I Phi 29.3 psi 67.0 psi 16.8 psi 8.7 psi As Reg'd -0.14in2 0.15in2 0.14 in2 0.14 in2 per ft per ft per ft per ft DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S.CLEVELAND ST. OCEANSIDE, CA. 92054 (760) 966-6355 DSI@SURFDSI.COM Title: Job#tG!0®D@ Dsgnr: 'uDni.!66€az"3liDi,£T9' Date: 4:18PM, 8 FEB 06 Description : Scope : Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-Oct-2002 {c)1983-2002 ENERCALC Engineering Software Steel Column Base Plate \\server2\users\Yshao\Sha red\E ng ineering\Com m Description SP 6 Base Plate General Information Loads Axial Load 5,20 k X-X Axis Moment 72.00 k-ft Plate Dimensions Plate Length 30.000 in Plate Width 30.000 in Plate Thickness 1.750 in Support Pier Size Pier Length 120.000 in Pier Width 120.000 in 1 Summary | Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 258.1 Allow per ACI318-95, A3.1 = 0.3 • f'c * Sqrt(A2/A1) * LDF 2,394.0 Allow per AISC J9 2,793.0 Plate Bending Stress Thickness OK Actual fb 4,048.1 Max Allow Plate Fb 35,910.0 Tension Bolt Force Bolt Tension OK Actual Tension 6.199 Allowable 20.000 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area psi Partial Bearing psi psi psi psi k k P24std 24.000 in 24.000 in 0.375 in 0.375 in 3,000.0 psi 36.00 ksi 1.330 2.000 in 5 20.000 k 1.230 in2 Baseplate OK Bolts in Tension JOB. SHEETNO * I OF. DUNN SAVOIE INC. 07 STRUCTURAL ENGINEERS SHEETNO.. ~^ 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 XH-L-f A? w/ Title : Job # tG|a®D@ Dsgnr: 'uDni,!6i,€Dz"3RDi,£T9' Date: 3:55PM, 9 FEE 06 Description : Scope : Rev 560100User: KW-0602938, Ver 5.6.1. 25-Oct-2002 ic)^9a3-2002 ENERCALC Engineering Software Steel Column Base Plate \\server2\usersW ng in eeri ng\Cornm Description SP39 Generai Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width ^^•mmm^mmm^mmm Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | 25.00 k 0.00 k-ft 9.000 in 9.000 in 0.500 in 36.000 in 36.000 in 1— — — — Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area P4std 4.500 in 4.500 in 0.237 in 0.237 in 3,000.0 psi 36.00 ksi 1.330 1 .250 in 2 13.500 k 0.442 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 308.6 psi Allow per ACI318-95, A3.1 = 0.3 * f'c * Sqrt(A2/A1) * LDF 2,394.0 psi Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 2,793.0 psi Thickness OK 20,300.8 psi 35,910.0 psi Bolt Tension OK 0.000 k 13.500 k Baseplate OK Full Bearing : No Bolt Tension O (X .- LJJ<n m ^a: s '!- < ID ° o LU r- r*'(/> 5 n u. 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CM r-, O CDCO CO OJ •^ co Sin oo ^ *f 0 CO OJ LO Sco o id *rt' f-w.^ T— N- OJ LO CO LO CDCD co m CN LO CD CO °°. <*>O CM LO h- JI ^ CO CO CO CD t- CO o o oo o o T- T- T- LO LO "•?r^ oj ^1 LO Ln LO r- r- r- CO 0 CN T~ T~ X X Xra co co in cor^- coT- CNr-- coo o•-J- enh- min coCO K•^r CDh- COco ^r OO h- OJ CD OJ OOCN CO OO CD CD O CO ^T O) CO CN COLO CNCN CO co •^j-OJ O^r coO CDCN CN •sj- COOJ 00 CO CNCO t- •<- CN ^ CO CMLO CO i- CN CO CO f1^ OCM OCN CO CO CO T— CD O T- ^— T— oj r^. OJ O) 0 0 LO LO CO LO T— 1 — LO m h- h- •^- co X X CO CO m LO LOOJ CO CO o o omoo•^- LO CD 0 O 0O O LOO CM COT- 1— T— in o LOh- 10 r-co r^ oo •*• ° 5 X « •—CM °« 0) co" °3 cg^ co eg CD L_- - 3 ^ *™" n\CD 2? O) o X ^•ca Q.^— o73 >LU >. CO LUo:-73 UJz UJ U) CD JOB. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO. CALCULATED BY- CHECKED BY—- SCALE OF DATE. DATE, DF-L 'k5' l?^^ ±i STUD WALLS CD CM Ct Cr KcE c 1.25 1.00 1.00 1.15 0.3 0.8 WIND LOAD = 0 PSF DF-Larch CF b CF c 2x4 No.2 1.50 1.15 2x4 Stud 1.10 1,05 2x6 No.2 1.30 1.10 2x8 No.2 1.20 1.05 ALLOWABLE LOAD (PLF) 2X4 DF-L#2 12" O.C. 6308 4950 3874 3072 2482 2040 1704 1442 1236 1070 936 826 734 656 590 532 484 442 404 372 352 2X4 DF-L#2 16" O.C. 4731 3713 2906 2304 1862 1530 1278 1082 927 803 702 620 551 492 443 399 363 332 303 279 264 2X4 STUD 12" O.C. 4422 3756 3094 2530 2080 1728 1454 1238 1064 924 810 716 636 570 512 464 422 386 352 324 302 2X4 STUD 16" O.C 3317 2817 2321 1898 1560 1296 1091 929 798 693 608 537 477 428 384 348 317 . 290 264 243 227 2X6 DF-L#2 12" O.C. 13062 12096 10876 9528 8212 7038 6040 5212 4526 3958 3484 3090 2756 2472 2228 2018 1838 1678 1540 1418 1308 2X6 DF-L#2 16" O.C 9797 9072 8157 7146 6159 5279 ,4530^ ( 3909 1 ^F&f 2969 2613 2318 2067 1854 1671 1514 1379 1259 1155 1064 981 2X8 DF-L#2 12" O.C. 17514 16960 16234 15316 14218 12994 11726 10500 9368 8356 7466 6692 6018 5434 4926 4482 4092 3750 3448 3180 2942 2X8 DF-L#2 16" O.C 13136 12720 12176 11487 10664 9746 8795 7875 7026 6267 5600 5019 4514 4076 3695 3362 3069 2813 2586 2385 2207 h (FT) 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 BEARING CAPACITY (PLF) - HEM-FIR PLATE 2X4 DF-L#2 12" O.C. 2658 2X4 DF-L#2 16" O.C. 1994 2X4 STUD 12" O.C. 2658 2X4 STUD 16" O.C 1994 2X6 DF-L#2 12" O.C. 4177 2X6 DF-L#2 16" O.C 3133 2X8 DF4J2 12" O.C. 5505 2X8 DF-L#2 16" O.C 4130 BEARING CAPACITY - HEM FIR PLATE (PLF) = (405PSI)X(1.25)X(AREA OF STUD)/(STUD SPACING) NOTE: SHADED AREAS INDICATE BEARING CAPACITY OF HEM FIR PLATE Leighton and Associates, Inc. A LE1GHTQN GROUP COMPANY March 22, 2006 Project No. 960151-024 i i To: Legoland California One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Review of the Foundation Plans for Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California References; Dunn Savoie, Inc., 2006, Pirate Shores, Building/Area, Carlsbad, California, 13 Sheets (S-100 to S-401), dated February 10, 2006 Leighton and Associates, Inc., 2006, Geotechnical Update Report, Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California, Project No. 96151-024, dated January 13, 2006 In accordance with your request, Leighton and Associates has performed the geotechnical review of the foundation plans for the proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California (Dunn Savoie, Inc., 2006). Based on our review, the plans were found to be in general agreement with the recommendations provided in the update geotechnical, report (Leighton and Associates, Inc., 2006) with the following comments: • Sheets S-200 and S-201, Note 6 : Our recommendation for this distance is 10' minimum per soil report (Leighton and Associates, 2006) " The structural engineer has requested a bearing pressure for pad footings within the pond area for support of attraction models. For minimum 24-inch square footings, to be cast on top of the pond slab, a bearing pressure of 500 psf may be utilized. The area of the footing should be reviewed by the geotechnical consultant prior to placement of the pond liner and slab to confirm that any loose materials have been removed and competent 3934 Murphy Canyon Road. Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com PCZ 960151-024 materials are exposed. Reinforcement of the footing and the underlying slab should be T designed by the structural engineer. 1 Limitations I The conclusions and recommendations in this report are based in part upon data that were (obtained from a limited number of observations and site visits. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface I 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 I confirm that our preliminary findings are representative for the site. If you have any questions regarding our letter, please contact this office. We appreciate this I opportunity to be of service. Respectfully submitted, { LEIGHTON AND ASSOCIATES, INC. i I Sean Colota(trj;^CE 54033 I Director of Engineering Distribution: (1) Addressee (1) Collaborative West, Attention: Richard Apel I (1) Dunn Savoie, Inc., Attention: Rhett Savoie 1 (1) DPR, Inc., Attention: Mary Bubacz i i i i Leighton GEOTECHNICAL UPDATE REPORT, PROPOSED PIRATES CLUSTER ATTRACTION, LEGOLAND THEME-PARK, CARLSBAD, CALIFORNIA Prepared For LEGOLAND CALIFORNIA One Lego Drive Carlsbad, California 92008 Project No. 960151-024 January 13, 2006 Leighton and Associates, Inc. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY January 13,2006 Project No. 960151-024 To: Legoland California One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Update Report, Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California Introduction In accordance with your request, this report has been prepared to provide an updated summary of the geotechnical conditions relative to the proposed Pirates Cluster attractions in the Legoland Theme Park in Carlsbad, California (Figure 1). The recommendations provided herein are based on our review of the as-graded conditions in the area of proposed attraction. In preparation of this update letter, we have reviewed the available geotechnical reports relative to the Legoland site (Appendix A) and made a site visit to observe the current site conditions. Site Development The Pirates Cluster Site is located in the northwestern portion of the Legoland Theme Park in the City of Carlsbad, California (Figure 1). The Pirates Cluster Attraction will include a Toddler's Play area, Midway Games and contain three new ride attractions including Splash Battle, Mini-Flume, and Pirates Cove. Additional improvements will include access ramps, walkways, artificial ponds, and retaining wall to create the access ramps and coaster station platform. We anticipate the site grading to consist of 0 to 12 feet of cut at the Pirate Cluster Area Attraction and 6 to 8 feet of fill placement in the North Expansion Area 2. Based on discussions with the structural engineer, the foundation system for the attractions are planned to be shallow spread footings or mat type foundations with some shallow isolated pole foundations. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com PROJECTV7 SITE \ NORTH BASE MAP: Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1126 0 1000 2000 4000 1 "=2,000' Pirates Cluster LEGOLAND California Carlsbad, California SITE LOCATION MAP Project No. ^^ 960151-022 ^^L Date '*%9 January 2006 Rqiire No. 1 960151-024 Conclusions The subject site was originally mass graded as part of the Legoland Theme Park development under the observation and testing of Leighton and Associates (Leighton, 1998). Based on our current review and site reconnaissance, we have prepared an updated Geotechnical Map (Plate 1). Based on our review of pertinent geologic literature and maps, we anticipate the site surficial units consist of undocumented fill and documented artificial fill which are underlain by the Quaternary Terrace Deposits. A brief description of the geologic units encountered on the site is presented below. The approximate locations of the geologic contacts between units are mapped on the Geotechnical Map (Plate 1). • Documented Artificial Fill (Map Symbol - Af) Documented fill placed during previous grading under the observation and testing of Leighton is present in the site area (Plate 1), These fill soils were monitored and tested by Leighton and Associates (Leighton, 1998). These fill soils were derived from onsite or adjacent sites and as encountered during grading, generally consist of orange-brown to light gray, slightly clayey to silty, fine to medium grained sand. Based on the locations of proposed Pirate Cluster Attraction structures and locations of existing fill soil, we expect the fills will be shallow at the proposed foundations. • Undocumented Fill (Map Symbol - Am) Undocumented fill present on site appear to be in the form of end dumped piles that have been stockpiled in various locations within the future North Expansion development area. In addition, backfill within existing utility trenches that transect the site are considered undocumented, as Leighton was not on site to observe or test the previously placed backfill. As such, these soils are not considered suitable for support of proposed improvements and may require removal and recompaction where encountered within the influence of the planned improvements. • Quaternary Terrace Deposits (Map Symbol - Qfl Quaternary Terrace Deposits stratigraphically overlie the Tertiary Santiago Formation in most areas of the site. As encountered during previous grading, these deposits generally consisted of orange to reddish brown, damp to moist, medium dense to dense, silty fine- to medium-grained sand. These soils are expected to generally exhibit very low to low expansion potential and favorable engineering properties for foundation support. The upper 1 to 2 feet of these materials is expected to be disturbed and will require removal and recompaction. • Tertiary Santiago Formation (Not Mapped - Ts) The bedrock unit underlying the entire site is the Tertiary Santiago Formation. As encountered during grading operations, the unit consisted of massive to poorly bedded sandstone with interbedded clayey siltstone and silty claystone. The sandstone encountered consisted primarily "3" Leighton 960151-024 of light gray to light brown, and light yellow-brown, moist, dense, silty fine- to occasionally medium-grained sandstone. The sandstone was generally friable, slightly micaceous and massive. The siltstone consisted of medium brown and olive brown, moist, stiff, clayey siltstones that were fissile to indistinctly bedded and contained calcium carbonate, manganese oxide and iron oxide staining. The claystone was typically gray to brown, moist, stiff to hard, fme-grained, sandy to silty claystone that was moderately sheared. This unit is not mapped within the development area, but underlies the Terrace Deposits. Ground Water An existing subdrain is present within the proposed Pirates Cluster Attraction Development. This main canyon subdrain running north to south beneath the Splash Battle Attraction consisted of a 6- inch perforated PVC pipe and approximately 9-cubic feet per linear foot of 3/4 inch gravel wrapped with Mirafi 140N geofabric (or equivalent). The proposed site development will include shallow cuts that may extend in close proximity to the existing subdrain, we anticipate approximately 6 feet of compacted fill will be present above the subdrain. In order to confirm existing subdrain location does not impact site development, a review a final grading and foundation plans will be necessary. Recommendations Based on the current site conditions, our review of the referenced geotechnical reports, preliminary site plans, and our experience during development of the Legoland project, it is our professional opinion that the proposed development is feasible from a geotechnical perspective provided the recommendations of this report are incorporated into the design and construction of the project 1. Earthwork We anticipate that earthwork on the site will consist of demolition and removal of the existing improvements in preparation for construction of the proposed Pirates Cluster Attraction 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. • Site Preparation We anticipate demolition operation will disturb the existing surficial soils. We recommend that in the areas of proposed development the surficial soils be removed to a depth of 12 "4" Leighton 960151-024 inches, moisture-conditioned to optimum or above moisture content and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). If additional grading, such as fill placement, is planned on the site, the areas to receive structural fill or engineered structures should be cleared of subsurface obstructions, potentially compressible material (such as loose landscaping soils) 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 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). Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that blasting will be required, or 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, placed in 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. 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 -5-Leighton 960151-024 Removal of Unsuitable Soils All undocumented fill soils and surficial soils should be removed before placement of additional fill or surficial improvements. Removals made in these areas should extend to competent Terrace Deposits or engineered fill materials. Within the disposal area (North Expansion Area 2), the existing fills that are present above the mass graded elevations (Leighton, 1998) should be removed and recompacted prior to placement of additional fills. Throughout the site, the uppermost 1 foot of the surificial soils are expected to be disturbed, desiccated or loose and will require removal and recompaction. Additionally, loose and weathered soils at the cut to fill transition should also be removed and recompacted prior to placement of additional fills or surface improvements. Existing backfill in utility trenches, if present, on site, are considered undocumented and should be identified, excavated, and recompacted. Transition Mitigation From review of the site plan (Collaborative, 2005), shallow cuts and fills are anticipated to fine grade the building pad and ride footprint areas. Where transitional conditions are present that result in greater than 10 feet of fill thickness differential, we recommend the pad areas be overexcavated at least 1 foot below the deepest footings. All overexcavation should laterally extend at least 5 feet beyond the limits of the foundation and all associated settlement-sensitive structures. Cut Slopes Based on review of the current site plan (Collaborative, 2005), proposed cut slopes are anticipated along the northern boundary of the site (i.e. just south of the existing service road). The proposed cut slopes are expected to be on the order of approximately 10 to 15 feet in height. The 2:1 (horizontal to vertical) cut slopes are anticipated to exposed artificial fill soils. We recommend geotechnical consultant geologically map cut slopes during grading to substantiate geologic conditions. Additional investigation and stability analysis may be required if unanticipated or adverse conditions are encountered during site grading. 2. Faulting and Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California Geological Survey, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has ~6~ Leighton 960151-024 defined a potentially active fault as any fault considered active during Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Hart, 1997). San Diego, like the rest of southern California, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon and Newport Inglewood Fault Zones. Our review of available geologic literature indicates that there are no known major active faults on or in the immediate vicinity of the site. The nearest known active regional fault is the Rose Canyon Fault Zone located approximately 4.7 miles west of the site. • 2001 California Building Code Seismic Criteria The site is located within Seismic Zone 4 (per 2001 CBC, Figure 16-2). The Rose Canyon Fault Zone is considered a Type B seismic source according to Table 16-U of the 2001 CBC. Based on our engineering geologic assessment, the site is considered to have a type Sc soil profile (per 2001 CBC Table 16-J). The near source factors Na equal to 1.0 and Nv equal to 1.1 are considered appropriate based on the seismic setting applicable to the site (per 2001 CBC, Tables 16-S and 16-T). Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. • Shallow Ground Rupture Ground rupture because of active faulting is not believed to present a significant hazard to the site. Cracking due to shaking from distant seismic events is not considered a significant hazard either, although it is a possibility at any site in Southern California. • Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement while the stability of stiff silty clays and clays and dense sands are not adversely affected by vibratory motion. Liquefaction is typified by a total loss of shear strength in the affected soil layer, thereby -7- 4 Leighton 960151-024 causing the soil to flow as a liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. The surficial improvements on the site are underlain by bedrock materials of Quaternary Terrace deposits and compacted fill, which is not generally considered liquefiable due to physical characteristics and unsaturated condition. Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered very low. 3. Foundation Design Considerations The proposed foundation and slab of the proposed building expansion should be designed in accordance with structural considerations provided by the structural engineer. All foundations may be designed for low expansive soils unless conditions exposed during grading are found to be otherwise. If import material is utilized as fill on the site, the import material should consist of very low or low-expansive sandy material (with an expansion index less than 50 per CBC 18-I-B). • Foundation Design The proposed structures may be founded on shallow isolated and continuous footings. Isolated square or circular footings should have a minimum dimension of 24 inches and the continuous footings should have a minimum width of 15 inches. The minimum embedment depth of 18 inches below lowest adjacent grade should be used for all footings. At these depths, footings founded in competent formational or compacted fill materials may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot. All continuous footings should be reinforced with a minimum of four No. 4 steel reinforcing bar, two at the top and two at the bottom. Actual steel reinforcing should be designed by the structural engineer. Footing excavations should be kept moist from the time they are excavated until foundation concrete is placed. Water should not be allowed to pond in the bottom of the excavations. Areas that become water damaged should be overexcavated to a firm base. Maximum anticipated total and differential settlement of square/circular footings and continuous footings, constructed in accordance with the above-recommendations, are estimated to be less than l/z inch. "8" Leighton 960151-024 Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be assumed with dead-load forces. An allowable passive lateral earth pressure of 300 psf per foot of depth up to a maximum of 3,000 psf may be used for sides of footings poured against undisturbed natural materials or properly compacted fill. This allowable passive pressure is applicable for level (ground slope equal to or flatter than 5:1, horizontal:vertical) conditions only. Bearing values indicated above are for total dead load and frequently applied live loads. The above vertical bearing may be increased by 1/3 for short durations of loading which will include the effect of wind or seismic forces. Floor Slab Design The slab-on-grade should be at least 4 inches thick and be reinforced with No. 3 rebars 18 inches on center each way (minimum), placed at midheight in the slab. Slabs with moisture sensitive floor coverings should be undertaken by a 2-inch layer of clean sand. The sand should be additionally underlain by a visqueen moisture barrier underlain by an additional 2 inches of sand. Sand should possess a sand equivalent of 30 or greater. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the vapor barrier, the upper 12 inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory determined optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. A soil modulus of 150 pounds per cubic inch is recommended for design of mat foundations. Footing Setback 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 10 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 -9- 4 Leighton 960151-024 should be deepened as needed to attain an embedment below 1:1 plane from adjacent utility trenches. 4. Lateral Earth Pressures and Resistance Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such wall should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance development by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with very low to low expansion potential soils is provided on Table 1. Determination of which condition, active or at-rest, is appropriate for design will depend on the flexibility of the wall. The effect of any surcharge (dead or live load) should be added to the proceeding lateral earth pressures. Based on our investigation, the sandier onsite soils may provide low to very low expansive potential backfill material. All wall backfill soils should have an expansion potential of less than 20 (perCBC18-I-B). Table 1 Lateral Earth Pressures Equivalent Fluid Weight (pcf) Condition Active At-Rest Passive Level 35 55 300 (Maximum of 3 ksf) 2:1 Slope 55 85 1 50 (sloping down) The above values assume a very low to low expansion (less than 20 per UBC 18-I-B) potential backfill and free-draining conditions. If conditions other than these covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed equivalent to a uniform lateral pressure of 75 psf that is in addition to the equivalent fluid pressures given above. All retaining wall structures should be provided with appropriate drainage and waterproofing. Typical drainage design is illustrated in Appendix B. As an alternative, an approved drainage board system installed in accordance with the manufacturers' recommendations may be used. -10- 4 Leighton 960151-024 Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM Test Method D1557). Should structures or driveway areas be located adjacent to retaining walls, the backfill should be compacted to at least 95 percent relative compaction (based on ASTM Test Method DI557) and this office should provide additional surcharge recommendations. Surcharges from adjacent structures, traffic, forklifts or other loads adjacent to retaining walls should be considered in the design. Wall footings design and setbacks should be performed in accordance with the previous foundation design recommendations and reinforced in accordance with structural considerations. Soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. 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 geogrid. Wall designs should confirm to NCMA Guidelines. 5. Geochemical Considerations 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." Results of previous testing indicated a negligible soluble sulfate content. Uniform Building Code Table 19-A-4 provides minimum concrete design requirements based on sulfate exposure conditions. Although test results indicate negligible exposure according to Table 19-A-4, we recommend moderate exposure be assumed. Additional testing of the finish grade soils should be performed. The site soils are believed to present a moderate potential for corrosion of buried uncoated metal conduits and pipes. Further analyses by a corrosion engineer is recommended where buried metal is being considered. 6. Concrete Flatwork In order to reduce the potential for differential movement or cracking of driveways, sidewalks, patios, other concrete flatwork, 6x6-6/6 welded-wire mesh reinforcement is suggested along with keeping pad grade soils at an elevated moisture content. ~u~ Leighton 960151-024 Additional control can be obtained by providing thickened edges and 4 or 6 inches of granular base or clean sand, respectively, below the flatwork. Reinforcement should be placed midheight in concrete. Even though the slabs are reinforced, some expansive soil- related movement (i.e., both horizontal to vertical differential movement, etc.) should be anticipated due to the nature of the expansive soils. A uniform moisture content on the site should be maintained throughout the year to reduce differential heave of flatwork such as sidewalks, flatwork, etc. 7. 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 buildings 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. Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should not be design adjacent to buildings unless provisions for drainage, such as catch basins and pipe drains, are made. Over watering should be avoided. 8. Construction Observation and Testing and Plan Review Construction observation and testing should be performed by the geotechnical consultant during future grading, excavations and foundation or retaining wall construction at the site. Site-specific recommendations should be provided by a qualified geotechnical consultant and should be based on actual site conditions. Grading and foundation design plans should also be reviewed by the geotechnical consultant prior to construction and a final report of geotechnical services should be prepared to document geotechnical services upon completion of site development. 9. Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations and site visits. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical 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 -12-Leighton 960151-024 construction of the project, in order to confirm that our preliminary findings are representative for the site. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Se, Director oTEngineering Michael R. Stewart, CEG 1349 Vice President / Principal Geologist Attachments: Figure 1 - Site Location Map - Page 2 Plate 1 - Geotechnical Map - Rear of text Appendix A - References Appendix B - General Earthwork and Grading Specifications for Rough Grading Distribution: (2) Addressee (4) Collaborative West, Attention: Richard Apel (1) Dunn Savoie, Inc., Attention: Rhett Savoie (2) Nolle, Attention: Mike Hersch (1) Whitewater West, Attention: Ray Dubois -13-Leighton «i^wi ^/- j/ ,-'•" *.*: -i^'i^S •"• '%/• ^xrr-^'V// 960151-022 APPENDIX A References California Building and Safety Commission (CBSC), 2001, California Building Code. California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault Near- Source Zones in California and Adjacent Portions of Nevada, February 1998. Hart, E. W., 1997, Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42. Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project No. 950294-001, dated October 5, 1995. , 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. The Collaborative West, 2005, Pirates Cluster, Conceptual Grading, Drainage & Utilities Plan, 16 sheets, dated December 9, 2005. A-l Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTONAND 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 Geotechnical 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 commencementof 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 geotechnically 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 remo.val" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand 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 Leigh ton and Associates, Inc. GENERALEARTHWORKANDGRADINGSPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor: The 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, geotechnical 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 Geotechnical 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 Geotechnical 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 Geotechnical 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 geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical 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 Geotechnical 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 Geotechnical Consultant. The Geotechnical 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 Leightonand Associates,!™:. GENERAL EARTHWORKANDGRADINGSPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated 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 geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical 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. PJease 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 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical 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 Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical 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 Geotechnical 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 Geotechnical Consultantor mixed with other soils to achieve satisfactoryfill 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 Geotechnical 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 Leightonand 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 3.1. The potential import source shall be given to the Geotechnical 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 Geotechnical 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 Fill 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 D1557-91). 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 557-91). 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 backrolling 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 Geotechnical 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 557-91. 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 fili/bedrock benches). 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 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, asa 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. 4.7 Compaction Test Locations: The Geotechnical 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 Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains 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 for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical 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 Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leightonand 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 densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 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 PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND •CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT OVERBUILD AND TRIM BACK REMOVE UNSUITABLE MATERIAL BENCH 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 LEIGH TON AND ASSOCIATES 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. DETAIL -JETTED OR FLOODED — — GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B LBGHTON AND ASSOCIATES BENCHING REMOVE UNSUITABLE MATERIAL CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FTA3/FT) WRAPPED IN FILTER FABRIC SUBDRAIN TRENCH SEE DETAIL BELOW FILTER FABRIC (MIRAF1 140N OR APPROVED EQUIVALENT)* 4" WIN. 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 FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT3/FT) WRAPPED IN FILTER FABRIC NONPERFORATED 6"0 MIN. 6 0MIN. PIPE DETAIL OF CANYON SUBDRAIN OUTLET J J CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C LEFGHTON AND ASSOCIATES 15' MIN. OUTLET PIPES , 4" 0 NONPERFORATED PIPE, TOO' MAX. O.C. HORIZONTALLY. 30' MAX O.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' WIN.) KEY WIDTH AS NOTED ON GRADING PLANS (15' MIN.)12" MIN. OVERLAP — FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS It PERMEABLE OR #2 ROCK (3 FT~3/FT) WRAPPED IN FILTER FABRIC PROVIDE POSITIVE SEAL AT THE JOINT T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 6" MIN. COVER NON-PERFORATED OUTLET PIPE FILTER FABRIC ENVELOPE (MIRAFl 140 OR APPROVED EQUIVALENT) 4"0 PERFORATED PIPE -4" MIN. BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION — subdrain collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated pipe., The subdrain 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 subdrain pipes shall have a gradient of at least 2% towards the outlet. SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751. SDR 23.5 or ASTM D1527, Schedule 40. or ASTM D3034, SDR 23.5. Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wide than twice the subdrain 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 bockfilt. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D LEICHTON AND ASSOCIATES SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL— .. WALL WATERPROOFING — -~^^ 3ER ARCHITECT'S ^"-\ SPECIFICATIONS \ FINISH GRADE — ^ S X ^^*&i< n7~^Yp "6" MIN. ' OVERLAP o ' °* •° o 1 MIN. 0 ' « ." ' • <lo . ••L ••.:•.^ jf /^Vr. Lv°t° ° l_^±>=l- 1 m * ta . HV_vr..-H . -:-:-: 32" f YP .:-:-:-:-:-- - * . ....._^.._- :-:-:-:-:-:-:-• FILTER FABRIC.-X™^-*^(MIRAFI HON c ^T" EQUIVALENT)** :::::;:. _---4" (WIN.) DIAM( -y^xr PVC PIPE (SCH '-:<->: EQUIVALENT) W -:-:-:-:- ORIENTED DOW -:-:-:-:- MINIMUM i PER :x::::: TO SUITABLE o ^"^ 3" MIN 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 LEIGHTON AND ASSOCIATES __ _ .. Horthbrook DivisionUnderwriters 333 p^ten Road Laboratories Inc.. ' !±Z'LM62'2096USA tel: 1 847 272 8800 File R21556 Project 03CA30893 October 21, 2003 REPORT on PREPARED ROOF COVERING MATERIAL Under The LISTING PROGRAM Country Cottage Roof Inc. Lake City, FL Copyright © 2003 Underwriters Laboratories Inc. Underwriters Laboratories Inc. authorizes the above named company to reproduce this Report provided it is reproduced in its entirety. An independent organization working for a safer world with Integrity, precision and knowledge File R21556 Page Gl Issued: 2003-10-21 GENERAL INVESTIGATION: The intent of this investigation was to establish Classification and Follow-Up Service on this manufacturer's thatch roofing material. The Intermittent Flame and Burning Brand tests were waived based on existing test data on similar assemblies utilizing G-P Gypsum Dens-Deck®. See Test Record No. 1 for the specific system tested. One spread of flame test was conducted on each type of thatch design. File R21556 Page 1 Issued: 2003-10-21 DESCRIPTION PRODUCT COVERED: The product covered by this Report is roofing thatch material designated "Palm Thatch" and "Reed Thatch". The products in this Report are Listed as to external fire exposure only. USE: The products are intended for use as building materials as permitted by authorities having jurisdiction. File R21556 Page Tl-1 of 2 Issued: 2003-10-21 TEST RECORD NO. 1 EXAMINATION OF MATERIALS: The materials used in this investigation were produced under the observation of a representative of Underwriters Laboratories inc. The composition of the finished materials is of a proprietary nature. Data on the composition is on file at the Laboratories for use in the Follow-Up Service Program. Various physical and chemical tests were conducted on the components and finished products. The results developed from these tests were employed in establishing specifications for use in the factory Follow-Up Service Program. FIRE TESTS: SAMPLES System No. Description of System 1 A. One layer of Soprema Inc. "Colphene HR PR GR" self-adhered membrane. B. "Palm Thatch" or "Reed Thatch" mechanically fastened. Note - One spread of flame test was conducted on each type of material. METHOD Class A fire tests were conducted on the above samples. These tests were conducted in accordance with the Test Standard ANSI/UL 790, "Tests for Fire Resistance of Roof Covering Materials," (ASTM E-108 and NFPA 256)- In the spread of flame tests described in this Report, the temperature of the test flame, as measured by a Ho. 14 gauge chromel-alumel wire thermocouple located as described in ANSI/UL Standard 790, was found to be 1400° ± 50°F. The physical appearance of the test flame when the test apparatus was calibrated for flame temperature, was generally triangular in shape, being about 3 ft wide at the deck's leading edge and gradually narrowing to a width of approximately 6 in. at the top of the 52 in. long calibration deck, with licks of flame extending approximately another 1 ft. File R21556 Page Tl-2 of 2 Issued: 2003-10-21 The wind velocity required by ANSI/UL 790 was determined by taking readings on a smooth deck (40 in. wide and 52 in. long) midway up the deck at the center and 3 in. from each vertical edge with a vane type anemometer and timer. The velocity measured at an incline of 5 in./ft was found to be 1050 ± 50 ft/min (12 + 1/2 mi/h) with the carriage in position. RESULTS The results of these tests are summarized below. SPREAD OP FLAME TEST Slope of Maximum Flame Exposure of Deck, in./ft Spread, ft Roof Deck 5 4-1/2 None 5 4-1/2 None At no time during these tests were any flying flaming brands of roof covering material produced. Also, there was no significant lateral spread of flame from the path directly exposed to the test flame. PRACTICABILITY: The construction materials used in the roofing systems were readily installed by qualified workers with tools and methods commonly used for construction work of similar nature. Materials and installation procedures in accordance with those previously described in this Report are significant factors in the exterior fire performance of the construction. File R21556 Page Cl Issued: 2003-10-21 CONCLUSION The following conclusion represents the judgment of Underwriters Laboratories Inc. based upon the results of the examination, tests and data analysis presented in this Report, as they relate to established principles and previously recorded data. The products covered by this Report are judged to be eligible for Listing and Follow-Up Service. The manufacturer is authorized to use the UL Listing Markings as shown below on such products which comply with the Follow-Up Service Procedure and any other applicable requirements of Underwriters Laboratories Inc. Only those products which properly bear the UL Listing Marking are considered as Listed by Underwriters Laboratories Inc LISTING MARKING The Listing Markings to be used with the "Palm Thatch" and "Reed Thatch" is illustrated below: LISTED PREPARED ROOFING MATERIAL CLASS A DEGREE OF RESISTANCE TO EXTERNAL FIRE AND FLAMMABILITY LIMITS IN ACCORDANCE WITH STANDARD 790 WHEN APPLIED IN ACCORDANCE WITH INSTRUCTIONS INCLUDED WITH THIS ROOFING Following is the Listing as it will appear in our published advices: Plastic thatch roofing for installation as Class A prepared roof covering materials when laid over 1/4 in. G-P Gypsum Dens-Deck® or 1/2 in. sheet rock followed by one layer of Soprema Inc. "Colphene HR FR GR" self-adhered membrane. Report by. Reviewed by: ROGER L. ANDERSON DOUGLAS C. MILLER Senior Engineering Associate Engineering Group Leader UJIO-i co a.O"- "- tnE«ffi6Ki .r i) t~~ £ a*§S8l ii^iioa|g?5illy< N Iuj < e 3 So!i§i^iPsSlBS£a*alooou-^ijjr: ww O c. aa fl. iu uj(III O <n^1 TiJ ^^Xft- V I 4?•V ^^ v, 06-30-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06076 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: CAMBELL CHRIS 310838-9766 1 LEGOLAND DR CBAD PCR 2111000900 Lot#: 0 $0.00 Construction Type: NEW LEGOLAND SPLIT UP GAMES BLDG PIRATE SHORE Status: ISSUED Applied: 05/09/2006 Entered By: MDP Plan Approved: 06/30/2006 Issued: 06/30/2006 Inspect Area: Owner: LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITl THE CORPORATION TRUST CO 1209 N ORANGE ST WILMINGTON DE 19801 Plan Check Revision Fee Additional Fees $360.00 $0.00 Total Fees:$360.00 Total Payments To Date:$360.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions, If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of whicrLvou have previously been given ajjQTICE similar to this, of as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Address (include BUg/Suite #) Ihrf ' • T • ••• II BT • • • —\ jiness Name (at this address) FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. - 7 4 Plan Ck. Deposit Validated By Date Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessors Parcel #Existing Use Proposed Use State/Zip Telephone # Fax # criho:-••.;* v'- • •;'...?.*•"*',:':* - -:-- ftL?"fw*r JE'*A ^r*j .V-/- 'V*--^ Name Address City State/Zip Telephone # Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License 9 Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations; Q 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. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OR LESS) Q 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. SIGNATURE DATE I hereby affirm that I am exempt from the 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). Q 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). D ! am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): ^^ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE 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, 26533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME 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 representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the 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 if the building or work 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). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In tPartnersdip with government for limCding Safety DATE: June 14, 2006 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 06-366 REV PCR06-76 SET: II PROJECT ADDRESS: One Legoland Drive PROJECT NAME: Legoland; Games Building Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X] 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: 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. REMARKS: 1. The previous "Games" building has now been split into two separate buildings see the clouded floor areas on sheet A-001). City staff should be aware of this. z) Provido a lottor from tho soils onginoor, stating that tho foundation plan has boon roviowod. 'he detail&pn sheet S-301 should be revised per the enclosed 5/30/06 letter from Leighton and Assoc. /3) The designer provided loose sheets (A-001, 002 and C101), that should be slip- sheeted iruothe set marked PCR06-76. We have done this for the set in our office. By: Kurt Culver Enclosures: Previously-approved Esgil Corporation plans D GA D MB D EJ D PC 6/1/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 ^ Fax (858) 560-1576 EsGil Corporation In {Partnership with government for *BuiCding Safety DATE: May 18, 2006 JURISDICTION: Carlsbad PLAN CHECK NO.: 06-366 REV PCR06-76 SET: I PROJECT ADDRESS: One Legoland Drive PROJECT NAME: Legoland; Games Building Revision a APPLICANT TjURFsT^N OPtATTREViEWER a FILE 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: Chris Romero One Legoland Dr. Carlsbad 92008 Also faxed to Peruzzi Architects (310) 838-0760 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: Chris Romero (y^ Telephone #: (760) 918-5460 (by:^) Fax #: -5469 Mail^/Tele phone J^ Fax*-/ln Person REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ Enclosures: PC 5/11/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad O6-366 REV PCR06-76 May 18. 20O6 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 06-366 REV PCR06-76 PROJECT ADDRESS: One Legoland Drive DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 5/11/06 May 18, 2006 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. 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 or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections on the originals and submit two new complete sets of prints to: ESGIL CORPORATION. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes a No Carlsbad O6-366 REV PCR06-76 May 18, 2006 1.' Please revise sheet A-001 to report the floor areas of the two newly-created buildings. City staff will be advised of this for permit issuance. 2. Each sheet of the plans must be signed by the designer (002, etc.). 3. Please submit revised civil/grading plans, showing a accessible path of travel to the two buildings. 4. Please provide evidence that the geotechnical engineer has reviewed the foundation plans (per sheet 12 in their report). 5. 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. Carlsbad 06-366 REV PCR06-76 May 18, 2O06 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 06-366 REV PCR06-76 DATE: May 18, 2006PREPARED BY: Kurt Culver BUILDING ADDRESS: One Legoland Drive BUILDING OCCUPANCY: A4 TYPE OF CONSTRUCTION: V-N BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance $360.00 Type of Review:Complete Review ] Repetitive FeeRepeats D Other Hourly 3 D Structural Only Hours * Esgll Plan Review Fee $288.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY May 30, 2006 Project No. 960151-024 To: Legoland California One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Review of the Foundation Plans for Proposed Pirates Shores, Legoland Theme Park, Carlsbad, California References: Dunn Savoie, Inc., 2006, Pirate Shores, Building/Area, Carlsbad, California, 14 Sheets (S-100 to S-401), dated March 24,2006 Leighton and Associates, Inc., 2006, Geotechnical Update Report, Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California, Project No. 96151-024, dated January 13,2006 , 2006, Geotechnical Review of the Foundation Plans for Proposed Pirates Cluster Attraction, Legoland Theme Park, Carlsbad, California, dated March 22, 2006. In accordance with your request, Leighton and Associates has performed the geotechnical review of the foundation plans for the proposed Pirates Shores, Legoland Theme Park, Carlsbad, California (Dunn Savoie, Inc., 2006). Based on our review, the plans were found to be in general agreement with the recommendations provided in the update geotechnical report (Leighton and Associates, Inc., 2006) with the following comments: Clean sand underneath slab should have a S.E. of 30 or greater. Details 7, 12, and 12a of Sheet S-301 indicate SE<30. 3934 Murphy Canyon Road, Suite B205 « San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 •vww.jeightonaeacom PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB O& 3 (3(0 DATE loo? ADDRESS nfcs (/ RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR «$1OrOOO.OO) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE Oocs/Mlsforms/Planning Engineering Approvals BUILDING DEPT. Carlsbad Fire Department COPY Plan Review Requirements Category: COMRES, , /*Date of Report: 05-15-2006 Reviewed by: £y Name: Address: Permit #: CB060366 Job Name: LEGO-PIRATE SHORES ATTRACTION Job Address: 1 LEGOLAND DR CBAD fMeeMPLETB Tin ilLiii jiuu hum JubmiUud lui njiiun iu imuiuplrtui At Hue tiitiij tiiii offii gdwfwrteij emiduit<Mwi»H»4»<i«te»ii*iiiii ogmplimiii with the applieihli iodso *J. 1 I tuiLfullj ull uuiiiutuiiLj utumliud. Pluuui mubuiil Un iiiunjimy JI!>IM a m Hi iu uffitu fui iu i in n Una uti| iu i •!. Conditions: Cond:CON0001151 [MET] In accordance with the City of Carlsbad and Legland, LLC. all buildings are to be provided with an automatic fire sprinkler system. Said system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code. Entry: 03/13/2006 By: gr Action: CO Entry: 04/04/2006 By: GR Action: AP Cond:CON0001217 [NOT MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION VND REQUIRED TEST, NOTATIONS HEREON, :ONDITIONS IN CORRESPONDENCE ,ND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. HIS APPROVAL SHALL NOT BE HELD TO PERMIT R APPROVE THE VIOLATION OF ANY LAW. md: CON0001343 IET1 !R06^: ^PROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES > ISSUANCE OF HIDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, )TATIONS HEREON, •NDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry;. 05/15/2006 By: GR Action: AP 8 D O otc O -iO UJQ.a. _i co