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Home My WebLink About1 LEGOLAND DR; ; CB050365; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/lndustrial Permit Permit No: CB050365 \ Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: TI Sub Type: COMM Parcel No: 2111000900 Lot #: 0 Status: ISSUED Valuation: $608,500.00 Construction Type: NEW Applied: 02/08/2005 Occupancy Group: Reference #: Entered By: SB Project Title: LEGOLAND KNIGHTS TOURNAMENT Plan Approved: 0311 512005 ATTRACTION. FOUNDATION/ELEC AND SHADE STRUCTURE Issued: 03/15/2005 1 LEGOLAND DR CBAD Inspect Area: Plan Check#: Applicant: Owner: LEGOLAND CALIFORNIA INC cLF> LEGOLAND ESTATES AG AG LEGOLAND CALIFORNIA INC <LF> LEGOLAND ESTATES 1 LEGOLAND DR CARLSBAD CA 92008 1 LEGOLAND DR CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion 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 Recl. Water Con. Fee $2,063.05 $0.00 $1,340.98 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1 27.79 Meter Size Add'l Recl. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $60.00 $0.00 $0.00 $0.00 $0.00 $0.00 $3,591.82 Total Fees: $3,591.82 Total Payments To Date: $0.00 Balance Due: $3,591.82 3869 93/15/05 -3002 03. B LDINGPLANS CGP ZIN STORAGE - ATTACHED 3809 03.mv05 0002 01 CGF Date: Clearance: r NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "feeslexactions." You have 90 days from the date this permit was issued to protest imposition of these feeslexactions. If you protest them, you must fdlow 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 fdlow 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 feeslexactions DOES NOT APPLY to water and sewer connection fees and capacity PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 IFOR OFFICE USE ONLY , EST. VAL. Plan Ck. Deposit Validated B Date I (Sec. 7031.5 Business and Professions 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, cornmending 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 [C5001). Name Address City Statelzip Telephone # State License # License Class City Business License # Telephone State/Zip Designer Name Address city 0 of the work for which this permit is issued. 0 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 [$lo01 OR LESS) 0 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 ($100,00OL 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: 0 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). I, as owner of the property. am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ontractor'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 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 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 EIII-WIUXk pursuant to the Contractor's License Law). 0 1. 2. 3. Business and Professions Code for this reason: Y I am exempt under Section I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES UNO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I 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 I address I phone 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. LENDER'S NAME City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit) 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 authorized by such permit is not commenced with at any time after the work is commenced f ovisions of this Code shall expire by limitation and become null and void if the building or work te of such permit or if the building or work authorized by such permit is suspended or abandoned DATE ?/T /6( tion 106.4.4 Uniform Building Code). 9 APPLICANT'S SIGNATURE City of Carlsbad Bldg Inspection Request For: 05/20/2005 Permit# C6050365 Inspector Assignment: PD Title: LEGOLAND KNIGHTS TOURNAMENT Description: ATTRACTION. FOUNDATION/ELEC AND SHADE STRUCTURE Type: TI Phone: 85851 87233 Job Address: 1 LEGOLANDDR Suite: Lot 0 Location: OWNER LEGOLAND CALIFORNIA INC <LF> LEGOLAND ESTATES AG Owner: LEGOLAND CALIFORNIA INC <LF> LEGOLAND ESTATES AG Remarks: Total Time: Requested By: JOHN CD Description Entered By: CHRISTINE Act Comment f 19 Final Structural 29 Final Plumbing t 39 Final Electrical + 49 Final Mechanical Associated PCRs/CVs Inspection Historv Date Description Act lnsp Comments PCR00224 APPROVED ELECTRICAL PLAN FOR COASTER; 0511 112005 89 05/05/2005 14 05/03/2005 15 04/25/2005 11 04/25/2005 12 04/25/2005 14 04/22/2005 34 04/04/2005 11 03/29/2005 11 03/23/2005 12 03/23/2005 12 03/23/2005 34 03/23/2005 61 03/23/2005 66 03/22/2005 61 0311 612005 12 Final Combo Frame/Steel/BoltingfWelding RoofIReroof Ftg/Foundation/Piers SteelIBond Beam Frame/Steel/Bolting/Welding Rough Electric FtglFoundationlPiers FtglFoundationlPiers SteellBond Beam SteellBond Beam Rough Electric Footing Grout Footing SteellBond Beam PA PD AP PD AP TP PA PD PA PD WC PD AP PD AP PD AP PD AP TP AP TP AP TP WC TP AP TP PA TP AP PD TEMP. OCCUPANCY PANELS, TRANS., SLAB WALLS, PILASTERS 2 LITE POLE BASE FTNS CLMN. BASE LITE POLE BASE FTNS BONDED PIP HIGH WALL FOOT1 NG S City of Carlsbad Bldg Inspection Request For: 05/04/2005 Permit# CB050365 Inspector Assignment: PD Title: LEGOLAND KNIGHTS TOURNAMENT Description: ATTRACTION. FOUNDATION/ELEC AND SHADE STRUCTURE Type: TI Sub Type: COMM Phone: 8585187233 &kP Job Address: 1 LEGOLANDDR Suite: Lot 0 Locat ion : lnspecto . APPLICANT LEGOLAND CALIFORNIA INC cLF> LEGOLAND ESTATES AG Owner: LEGOLAND CALIFORNIA INC <LF> LEGOLAND ESTATES AG Remarks: Total Time: Requested By: JOHN CD Description Act Comment Entered By: CHRISTINE 15 Roof/Reroof 4@ Associated PCRs/CVs PCR00224 APPROVED ELECTRICAL PLAN FOR COASTER; Date 04/25/2005 04/25/2005 04/25/2005 04/22/2005 04/04/2005 03/29/2005 03/23/2005 03/23/2005 03/23/2005 03/23/2005 03/23/2005 03/22/2005 0311 612005 Inspection Histon, Description 11 FtgIFoundatiodPiers 12 SteeVBond Beam 14 Frame/Steel/Bolting/Welding 34 Rough Electric 11 FtglFoundatiodPiers 11 Ftg/Foundation/Piers 12 SteelIBond Beam 12 SteeVBond Beam 34 Rough Electric 61 Footing 66 Grout 61 Footing 12 SteelIBond Beam Act lnsp Comments PA PD PA PD WC PD AP PD PANELS, TRANS., AP PD SLAB AP PD WALLS, PILASTERS AP TP 2 LITE POLE BASE FTNS AP TP CLMN.BASE AP TP LITE POLE BASE FTNS BONDED WC TP AP TP PIPHIGH WALL PA TP AP PD FOOTINGS 83/15/2805 14: 35 7685313239 PaGE 82/85 +-- I? ~ . -- - . . . - . - . . . . . . . . . . . . . . . . t -.__, _... - .-.. .. - EsGiI Corporation . In Partnership with ~overnrnent for Building Safety DATE: March 9,2005 JURISDICTION: Carlsbad <JURI$ 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 05-365 SET: II PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Knight’s Tournament Attraction; Legoland w 0 0 0 w 0 w 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 c 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: 1 Fax #: 760-91 8-5469 Mail Telephone Fax In Person REMARKS: Per California State law, the “L” sheets must be preparedkigned by a licensed architect (not a landscape architect). By: Kurt Culver Enclosures: Esgil Corporation 0 GA Mi3 0 EJ 0 PC 3/3/05 trnsmtl.dot 932d Chesapeake Drive, Suite 208 San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In Purtncrship with Government for Buiclding Sufcty DATE: Febnrary 16,2005 JURISDICTION: Carlsbad PLAN CHECK NO.: 05-365 0 APPLICANT -vi Ew ER 0 FILE SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Knight’s Tournament Attraction; Legoland 0 0 0 w w €4 0 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: Jim Fend 1 Legoland Dr. Carlsbad 92008 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: Jim Fend Date contactedgl Cbfipf$@ Mail Telephone Fax In Person REMARKS: Telephone #: (760) 846-0841 Fax #:? 760‘ v/r- 5+6? By: Kurt Culver Enclosures: Esgil Corporation 0 GA 0 MB EJ PC 2/10/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576 Carlsbad 05-365 February 16,2005 IPLAN :REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 05-365 OCCUPANCY: A-4 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: S P RI N KLE RS?: . No? REMARKS: DATE PLANS RECEIVED BY JURISDICTION : 2/8/05 DATE INITIAL PLAN REVIEW COMPLETED: Februarv 16.2005 J U R I S D I CTI ON : Carlsbad USE: Amusement Structure ACTUAL AREA: STORIES: 1 HEIGHT: 23' OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/10/05 PLAN REVIEWER: 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 access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a COPV) where each correction item has been addressed, Le., plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 05-365 February 16,2005 GENERA^ 1. 2. 3. 4. 5. 6. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciaVindustrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS - All sheets of the plans are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Business and Professions Code. a) This project consists of more than landscaping/grading. There is a structure to be built as part of this permit. As such, a Landscape Architect is not allowed to sign the plans. Rather, they must be signedkealed by the licensed Engineer or Architect (not Landscape Architect) responsible for preparing them. Please provide a construction cost estimate for all work to be performed under this permit. We need this estimate before we can approve the plans. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: + Floor Area (Report the floor area of the structure.) + Occupant Load Please verify with the Fire Department that fire sprinklers will not be required (as stated on the plans). On the cover sheet of the plans, and S100, it states that there will be no field . welding (which is incorrect). Please revise. Carlsbad 05-365 February 16,2005 7. a. 9. 10. 11. 12. 13. 14. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached City of Carlsbad form. The City of Carlsbad requires Class A roofing. Please justify that the composition shingles will achieve this. Please specify on the plans the rise/run for the stairs. Title 24 prohibits open risers for stairs. Please revise L-301, etc. ADDITIONAL Please see the following sheet for electrical corrections. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, Le., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: 0 Yes 0 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 921 23; 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 05-365 February 16,2005 ELECTRICAL CORRECTIONS PLAN REVIEWER. Eric Jensen ELECTRICAL (1 999 NATIONAL ELECTRICAL CODE) 1. 2. 3. 4. 5. 6. Include the equipment ground from the service to the existing vault on the single line diagram. What is to keep the electrical room from flooding? *:e Does it have a drain in the floor? *:e How is the 4” conduit and made watertight (Pressure test?, type of conduit). Show the vault location that contains the existing feeders. Include a complete grounding system. Be sure to show all electrodes as a complete grounding electrode system (Ride bases). Describe the transformer electrode system as connected to the above ride structure grounding electrode system. Provide a listing description for the new 400 volt equipment (KRC panels, control panels, etc.). Listed, unlisted, third party certification required, not required? Note: If you have any questions regarding this Electrical 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 05-365 February 16,2005 - I - City of Carlsbad BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 05-365 You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that heishe inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 05-365 February 16,2005 bPEClAL INSPECTION PROGRAM I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architectlengineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at thpitepted/bove. UBC Section 106.3.5. 2$ i L/ I, as the en needarchitect of record, certify that I have prepared the following special inspection program as required by UBC Section 106*3.5 for the construction project Iocated at the site listed above. 9 Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PSI Concrete Structural Masonry 0 Designer Specified 0 High Strength Bolting WExpansiodEpoxy Anchors Sprayed-On Fireproofing 0 Other Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad 05-365 February 16,2005 Plan Check Fee by Ordinance PALUATION AND PLAN CHECK FEE JURISDICTION : Carlsbad PLAN CHECK NO.: 05-365 PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. DATE: February 16,2005 v BUILDING OCCUPANCY: A4 TYPE OF CONSTRUCTION: V-N I Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I I V t 0 Repetitive Fee 71 Repeats IJ Structural Only Hourly I I Hour * Esgll Plan Review Fee 0 Comments: To be determined. Sheet 1 of 1 macvalue.doc BUILDING PLANCHECK CHECKLIST DATE: z~)~T~~ PLANCHECK NO.: CB Dc- 036s PROJECT DESCRIPTION: ASSESSORS PARCEL NUMBER: 2 //- /dB - 07 EST. VALUE: BUILDING ADDRESS: / L90 &-e /@e% ;;.yL /L+-94& ,/ 4W%zP& Aw /- 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. A Right-of-way permit is required prior to construction of the following improvements: Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: By: Date: Date: I By: AlTACHME NTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-way Permit Application Right-of-way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: r/n~4-. City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-27ZS CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1 Rev. 7HUW BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service 0 d0 0 2. Show on site plan: 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/industriaI 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 2 BUILDING PLANCHECK CHECKLIST 1 ST 2ND 3d DISCRETIONARY APPROVAL COMPLIANCE 0 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 0 17 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15,000, pursuant to Carlsbad Municipal Code Section 18.40.030. 0 0 Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2” x 11” plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75,000, pursuant to Carlsbad Municipal Code Section 18.40.040. 0 Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the BUILDING PLANCHECK CHECKLIST -/u I checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaqed or defective improvements found adiacent to buildina site must be repaired to the satisfaction of the City Inspector prior to occuoancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 0 0 0 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Gradinq Permit must be issued and rough arading approval obtained prior to issuance of a Building Permit. k * A Grading Inspector sign off by: Date: 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 4 Rw 711uoO BUILDING PLANCHECK CHECKLIST iP on 3RD RnO doO 7d .No Grading Permit required. 7e. If grading is not required, write “No Grading” on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or private work adjacent to the public Right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT Complies with the City’s requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. I 1. Q Required fees are attached wo fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received “standard” 1” service with 5/8” service. 5 Rev. 7/1*M) BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 0 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. 0 Maximum service and meter size is a 2" service with a 2" meter. 0 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). , 0 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W. The irrigation service should look like: STA 1 +00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. 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: 0 Hydraulic grade line 0 Elevation at point of connection (POC) 0 Pressure at POC in pounds per square inch (PSI) 0 Worse case zone (largest, farthest away from valve 0 Total Sprinkler heads listed (with gpm use per head) 0 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 + BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. d’ 0 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. 0 13. Additional Comments: 7 Rev. 7/1w 6. ~ kfJJ Coastal Zone AssessmentEompIiance - APN: Z//-/Cn CQ Project site located in Coastal Zone? YESX NO CA Coastal Commission Authorijn If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 921 08-4402; (61 9) 767-2370 Determine status (Coastal Permit Required or Exempt): a P 96 -/ff&- If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: YES- NOX Coastal Permit Determination Form already completed? YES- NO- CFD in ut) #-Date of participation: l@2!/= Remaining net dev acres: -,d 8. Follow-Up Actions: 1) Stamp Building Plans as "Exempf' or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: YES - NO (Effective date of lnclusionary Housing Ordinance - May 21 , 1993.) -a-• Data Entry Completed? YES - NO- (A/P/Ds, Activity Maintenance, enter CW, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\COUNTER\PlnchkRevChkkt Rev 9101 "7 %OD 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of properly and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO 2. Project complies YES NO Zoning: 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown 3. Lot Coverage: Required Shown 4. Height: Required Shown 5. Parking: Spaces Required Shown Residential Guest Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER & YL DATE 2- 9- Gts- H:\ADMIN\COUNTERWldaPlnchkRevChldst Rev 9/01 Carlsbad Fire Department 050365 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 02/09/2005 Reviewed by: Name: JIM FEND Address: 1 LEGODR City, State: CARLSBAD CA 92008 Plan Checker: Job #: 050365 Job Name: Legoland CA Bldg #: CB050365 Job Address: 1 Legoland Dr. Ste. or Bldg. No. 1x1 Approved 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 and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. 0 Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. 0 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 to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID FD Job# 050365 FD File # I .."I-_-. No, 0390 P, 15/16 . I Fmm RHETT8AVOIE ! lo: John McDougle ' Fax: 858617-7001 Pages: 4 lndudhg cover shed I4 ,. PhonO: 858697-7070 i? 8 Date: W&esday,'March 08,2005 I BI urgunt B mr mvbw u Planae ahmerit o Piewe Repfy PI-SB Recycle Comments: Please find che paa4 Nming plqn and attached detail for the OanUlever 6x10 celllng beam at line P that arrbs the 8x110 at line 6. I Oe~ll8NSbol at grid Iinw P & 6 ti 1 AB1 Engineering Consultants Inc. 23916 Old Pomegranate Road Yorba Linda CA 92887 Tel. (949) 510-8874 Fax: (714) 844-9425 E-Mail: abi@abiconsuitants.com DESIGN CALCULATIONS KEYSTONE RETAINING WALL Legoland Knight's Tournament Carlsbad, Ca Prepared for the exclusive use of Legoland 1 Legoland Drive Carlsbad, CA Date: February 17,2005 AB1 Engineering Consultants he. 23916 Old Pomegranate Road Yorba Linda, CA 92887 Tel: (949) 5 10-8874 Fax: (714) 844-9425 TABLE OF CONTENTS INTRODUCTION ........................................................................................................................... 1 PROPOSED WALL DESCRIPTION ............................................................................................ 1 DESIGN METHODOLOGY .......................................................................................................... 1 DESIGN PARAMETERS ............................................................................................................... 1 Soils Parameters ........................................................................................................................... 1 Wall Parameters ........................................................................................................................... 1 ANALYSIS: ...................................................................................................................................... 1 REFERENCES ................................................................................................................................ 2 GENERAL CONDITIONS ............................................................................................................. 3 APPENDIX A - KEYWALL 2004 OUTPUT ................................................................................ 4 ABI Engineering Consultants Inc . ii 1 Internal Friction Angle, (I O Soil Unit Weight, y (pcf) Cohesion, C (psf) INTRODUCTION This report presents the design parameters, design methodology and calculations performed for the design of the proposed segmental block retaining wall using Keystone units in the Knight’s Tournament area of Legoland, Carlsbad, Ca. 32 32 32 0 0 00 125 125 125 PROPOSED WALL DESCRIPTION The proposed wall is shown on grading plan(The Collaborative West) and is intended to maintain a pathway in the Knight’s Tournament Attraction. Wall will have level grade at the top and level grade at the bottom, with a maximum height of approximately 7’. The length of the wall is approximately 100’. The wall embedment is a minimum of 6 inches. DESIGN METHODOLOGY The computer code KEYWALL 2004 developed by Keystone Retaining Wall Systems, Inc. is used to complete the analysis. The computer code is based on the methods presented in Design Manual and Keywall Operation Manual (Keystone Retaining Wall Systems, Inc. 1995). Keywall allows user to select Rankine or Coulomb earth pressure theory. Keystone recommends use of the Rankine methodology. The Rankine methodology is described in the Keystone manual and in the help file of Keywall Software. The results of the analysis are included as Appendix A. DESIGN PARAMETERS Soils Parameters Based on the soil parameters presented in the geotechnical report (Leighton), we have assigned the following material parameters to the site soils. I I Reinforced soils I Foundation Soils I Retained soils I Wall Parameters The calculations assume 12” deep Keystone Standard units. Fortrac 3 5/20-20 geogrids manufactured by Huesker, Inc. are used for soil reinforcement. Geogrids with equivalent physical properties and manufactured by others may be substituted upon approval by the Engineer. Typical cross-sections of the walls, reinforcement schedules, details, and specifications are included in the plans prepared for the project. The wall is designed with a batter of 1:32 (H:V). The design of the retaining walls assumes no build up of hydrostatic pressures within the reinforced fill zone of the wall. Therefore, construction of an effective subdrain system behind the reinforced soil zone is critical to the performance of the wall. ANALYSIS: The wall design is based on the following factor of safety (FS) for stability analysis of the walls. The factors of safety are for static loading conditions are indicated below and are based on the current standard of practice. AB1 Engineering Consultants Inc. 1 We recommend that the project geotechnical consultant evaluate the global stability of the wall and slope configuration for adequate factors of safety. Any recommendations by the geotechnical consultant to increase or add additional geogrids should be brought to our attention. RECOMMENDATIONS The wall(s) shall be constructed per the details and geogrid reinforcement schedule based on the design calculations provided in this report, typical section, reinforcement schedule, and following construction notes and specifications presented on the grading plans. The Keystone walls shall be constructed per the manufacturers recommended procedures for installation of Keystone blocks, fiberglass pins, and geogrid reinforcement. The foundation, retained and backfill soils shall have the minimum shear strength properties as used for design in this report and as specified on the plans. All backfill shall be placed in loose lifts not exceeding 6- to 8-inches, moisture conditioned and compacted to a minimum of 90% of the maximum dry density determined by Modified Proctor compaction test (ASTM D1557-91). These compaction requirements shall be reviewed by the project geotechnical engineer. The project geotechnical engineer is responsible to veri@ the foundation soil, retained soil, and backfill soils and their strength are consistent with their geotechnical report findings and as used in the design of Keystone walls. The compaction tests shall be performed on backfill soils for meeting the minimum densities recommended. Any changes to foundation, retained and backfill soil properties and loading conditions on the walls should be brought to our attention. The temporary excavation back-cut, grading, ground improvement, and sub-drain and surface-drainage system for the Keystone walls shall be per the Project Soils and Civil Engineer's recommendations. Any changes to grading plans that affects the wall heights and loading conditions shall be brought to our attention to verify the wall design is applicable and to verify that no design changes are necessary. REFERENCES 1. Keystone Retaining Wall Systems, Inc. 1995, Design Manual and Keywall Operation Handbook, 4444 West 7Sth Street, Minneapolis, Minnesota 55435. 2. Keystone Retaining Wall Systems, Inc., Keywall 200 1, version 3.1.5,4444 West 78th Street, Minneapolis, Minnesota 55435. 3. ICBO No 4599 for Keystone walls, May 1997 or latest revision. 4. The Collaborative West, Grading Plan Sheet L-102, Legoland, Ca. 5. Leighton and Associates, Inc., Geotechnical Update Report, Proposed Knight's Tournament Attraction, Legoland, Carlsbad, CA. AB1 Engineering Consultants Inc. 2 GENERAL CONDITIONS The client and the owner agree to indemnify, defend and hold the Engineer harmless fiom and against any and all claims, suits, demands, losses and expenses, including reasonable attorney fees, accruing or resulting to any and all persons firms or any other legal entity on account of any damage to property or persons, including death, arising out of the negligent acts or omissions of any contractor, subcontractor and/or other consultants retained by and under the direction and control of the owner, with respect to any obligations under this agreement. Furthermore the client and the owner agree to limit the Engineer's liability to the client, owner and all construction contractors, subcontractors and any other consultant on the project arising from Engineer's negligence, errors or omissions, such that the total aggregate liability of the Engineer to all those named shall not exceed $1,000 or Engineer's total fee for the services rendered on this project, whichever is less. The client further agrees to require the contractor and his subcontractor, and any other consultant working on this project to execute an identical limitation of Engineer's liability for damages suffered by the negligent professional acts, errors or omissions. No finished construction documents will be released until all outstanding balances for professional services have been paid. ABI Engineering Consultants Inc. 3 APPENDIX A - KEYWALL 2004 OUTPUT CALCULATIONS AB1 Engineering Consultants Inc. 4 175. C 170L 0 10 20 30 40 60 70 BO 90 100 50,174 00 50.171 00 00.173 00.171 RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland. KCD Project No: Case: Case 1 Design Method: Rankine-wlBatter (modified soil interface) Date: 211512005 Designer: Design Parameters Soil Parameters: f - Retained Zone 32 0 Foundation Soil 32 0 Reinforced Fill Type: Unit Fill: 125 125 125 C Reinforced Fill 32 0 Crushed Stone, 1 inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.50ll.13 pullout: 1.50l1.13 uncertainties: 1.50l1.13 overturning: 2.001 1.50 shear: 1.50 connection: 1. 501 1.13 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids - Tult mr RFid LTDS FS Tal cds 35120-20 2400 1.67 1.12 1.05 1220 1x0 813 0.90 0.90 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 3.50 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Sliding Overturninq Factors of Safety: 7.4813.93 33.60113.84 Calculated Bearing Pressure: 4441429 psf Eccentricity at base: 0.07 W0.21 ft Reinforcing: (ft & Ibslft) Calc. Laver Heiaht Lenath Tension Reinf. Tvpe 2 2.67 5.5 431210 35120-20 1 1.33 6.5 192 I 474 35120-20 Reinforcing Quantities (no waste included): 35120-20 1.33 Sylft Case: Case 7 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Bearing Shear Bendinq 27.04128.96 35.62 123.61 23.01 16.05 Allow Ten Pk Conn Sew Conn Pullout Tal Tcl - Tsc FS 81311449 ok 537176 ok NIA 6.841z 2NG 81311449 ok 6491865 ok NIA 6.7612.19 ok RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland.KCD Date: 211512005 Project No: Designer: Case: Case 2 Design Method: Rankine-wlBatter (modified soil interface) Design Parameters Soil Parameters: f - Reinforced Fill 32 0 Retained Zone 32 0 Foundation Soil 32 0 Reinforced Fill Type: Unit Fill: 125 125 125 C Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: l.50l1.13 pullout: 1.50l1.13 uncertainties: 1.50l1.13 overturning: 2.001 1.50 shear: 1.50 connection: 1.5011.13 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids 35120-20 2400 1.67 1.12 1.05 1220 1.50 813 0.90 0.90 Tult mr Ed RFid LTDS FS Tal ci Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ut: 4.28 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Sliding Overturninq Calculated Bearing Pressure: 5511544 psf Eccentricity at base: 0.12 fV0.33 ft Reinforcing: (ft & Ibslft) Factors of Safety: 6.1113.20 22.4319.21 Calc. Laver Heiaht Lenath Tension Reinf. TvDe 2 2.67 7.0 100 I 391 35120-20 1 1.33 6.5 252 / 561 35/20-20 Reinforcing Quantities (no waste included): 35120-20 1.50 sylff Case: Case 2 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Bearing - Shear Bending 21.42121.98 25.61 118.88 8.06 12.46 Allow Ten Pk Conn Sew Conn Pullout Tal Tcl - Tsc FS 81311449 ok 6031E3 ok NIA 9.131787 ok 813/1449 ok 7001933 ok NIA 7.0112.52 ok mimyGwumm RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland.KCD Project No: Case: Case 3 Design Method: Rankine-wlBatter (modified soil interface) Date: 211512005 Designer: Design Parameters Soil Parameters: Reinforced Fill Retained Zone f 32 32 125 125 C - 0 0 Foundation Soil 32 0 125 / '1 Reinforced Fill Type: Unit Fill: Crushed Stone, 1 inch minus I Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.5011.13 overturning: 2.0011.50 shear: 1.50 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids - Tult &r Ed RFid LTDS 35120-20 2400 1.67 1.12 1.05 1220 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Hf: 5.26 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Slidinq Overturning Calculated Bearing Pressure: 7011725 psf Eccentricity at base: 0.22 ftlO.56 ft Reinforcing: (ft & Ibslft) Factors of Safety: 4.6012.40 12.6915.20 Calc. Laver Heiaht Lenath Tension Reinf. TvDe 3 4.00 8.5 711347 35120-20 2 2.67 8.5 133 I 451 35120-20 1 1.33 6.0 327 I 544 35120-20 Reinforcing Quantities (no waste included): 35120-20 2.56 ~ylft connection: 7.5011.13 - FS &I Ci Cds 1.50 813 0.90 0.90 Case: Case 3 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Bearinq 15.00114.02 Allow Ten 87311449 ok 81311449 ok 81311449 ok Tal Shear Bendinq 19.27115.30 13.3513.57 Pk Conn Sew Conn Tcl - Tsc 5721x3 ok NIA 6841912 ok NIA 7001933 ok NIA Pullout FS >lo1795 ok >10/3.56 ok 6.3413.05 ok RETMMNG WALL Srsrans RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland. KCD Project No: Case: Case 4 Design Met hod : Rankine-wlBatter (modified soil interface) Date: 211512005 Designer: 125 125 125 Design Parameters Soil Parameters: f - Retained Zone 32 0 Foundation Soil 32 0 Reinforced Fill Type: Unit Fill: C Reinforced Fill 32 0 Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.5011.13 overturning: 2.001 I. 50 shear: I. 50 connection: 1.5011.13 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids - - - Tult mr Ed RFid LTDS FS 21 Ci 35120-20 2400 1.67 1.12 1.05 1220 1x0 813 0.90 0.90 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 5.79 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Slidinq Overturning Calculated Bearing Pressure: 786J836 psf Eccentricity at base: 0.27 ftl0.68 ft Reinforcing: (ft & Ibslft) Factors of Safety: 4.1812. I8 IO. 4714.29 Calc. Laver Heiaht Lenath Tension Reinf. Tvpe 3 4.00 7.0 115 I 394 35120-20 2 2.67 7.0 160 I 501 35120-20 I 1.33 6.0 368 I 687 35120-20 Reinforcing Quantities (no waste included): 35120-20 2.22 ~ylft Case: Case 4 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: I00 psf uniform surcharge Load Width: 0.00 ft - Shear Bending 13.14111.60 17.08113.92 6.61 12.13 Bearing Allow Ten Pk Conn Sew Conn Pullout Tal TCI - Tsc FS 81311449 ok 6171E2 ok NIA 7.141767 ok 81311449 ok 7001933 ok NIA 1012.82 ok 81311449 ok 7001933 ok NIA 6.4012.74 ok REWtIWG WAU SYSEfkS RETAl N I NG WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland.KCD Date: 211512005 Project No: Designer: Case: Case 5 Design Method: Rankine-wlBatter {modified soil interface) Design Parameters 125 125 125 C Soil Parameters: f - Reinforced Fill 32 0 Retained Zone 32 0 Foundation Soil 32 0 Reinforced Fill Type: Unit Fill: Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety {seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.50l1.13 pullout: 1.50l1.13 uncertainties: 1.50l1.13 overturning: 2.001 1.50 shear: 1.50 connection: 1.5011.13 bearing: 2.00/ I. 50 bending: I. 50 Reinforcing Parameters: Huesker Geogrids Tult RFcr Ed RFid LTDS FS &I Ci Cds 35120-20 2400 1.67 1.12 1.05 1220 1'0 813 0.90 0.90 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 7.36 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Sliding Overturning Calculated Bearing Pressure: 1106l1409 psf Eccentricity at base: 0.49 ftll.22 ft Reinforcing: (ft & Ibslft) Factors of Safety: 3.0 11 1.57 5.4412.22 Calc. Laver Height Length Tension Reinf. TvDe 4 5.33 11.5 139 I 775 35120-20 3 4.00 6.0 172 I 378 35120-20 2 2.67 5.5 240 I 468 35120-20 I 1.33 5.5 488 I 783 35120-20 Reinforcing Quantities {no waste included): 35120-20 3.17 sylft Case: Case 5 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: I00 psf uniform surcharge Load Width: 0.00 ft Bearinq - Shear Bending 7.7314.76 12.97 I1 I. 14 5.15 11.77 Allow Ten Pk Conn Sew Conn Pullout Tal Tcl & FS 81311449 ok 637lz9 ok NIA >10lF07 ok 81311449 ok 7001933 ok NIA 6.2712.28 ok 81311449 ok 7001933 ok NIA 6.9212.84 ok 81311449 ok 7001933 ok NIA 5.6612.82 ok RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland.KCD Project No: Case: Case 6 Design Method: Rankine-wlBaffer (modified soil interface) Date: 211512005 Designer: Design Parameters Soil Parameters: f 125 Retained Zone 32 0 125 Foundation Soil 32 0 125 Reinforced Fill Type: Unit Fill: C - Reinforced Fill 32 0 Crushed Stone, 1 inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 7.5011.13 overth-ning: 2.001 1.50 shear: 1.50 bearing: 2.0017.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids Tult mr Ed RFid LTDS 35120-20 2400 1.67 1.12 1.05 1220 Analysis: Unit Type: Standard 18” Leveling Pad: Crushed Stone Wall Ht: 7.50 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Slidinq Overturning Calculated Bearing Pressure: 113711477 psf Eccentricity at base: 0.51 Wl.27 ft Reinforcing: (ft & Ibslft) Factors of Safety: 2.951 1.54 5.2412.14 Calc. Laver Heiaht Lenath Tension Reinf. Tvpe 5 6.00 12.5 651 560 35120-20 4 5.33 10.0 901448 35120-20 3 4.00 6.0 179 I 327 35120-20 2 2.67 6.0 248 I 443 35120-20 1 1.33 5.5 4991 710 35120-20 Reinforcing Quantities (no waste included): 35120-20 4.44 ~ylft connection: 1,501 1.13 - FS &I 1.50 813 0.90 0.90 Case: Case 6 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Shear Bending Bearinq 7.4514.41 12.71 110.95 9.37 12.74 - Allow Ten Pk Conn Sew Conn Pullout 81311449 ok 5931x0 ok NIA >10l~37 ok 81311449 ok 6491865 ok NIA >10/3.02 ok 81311449 ok 7001933 ok NIA 6.2712.75 ok 81311449 ok 7001933 ok NIA 8.3013.71 ok 81311449 ok 7001933 ok NIA 5.6613.19 ok Tcl - Tsc FS RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland. KCD Project No: Case: Case 7 Design Method: Rankine-wlBatter (modified soil interface) Date: 21 I512005 Designer: Design Parameters 125 Retained Zone 32 0 I25 Foundation Soil 32 0 125 Reinforced Fill Type: Unit Fill: C Soil Parameters: f - Reinforced Fill 32 0 Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.50l1.13 pullout: 1.50l1.13 uncertainties: 1.50l1.13 overturning: 2.0011.50 shear: 1.50 connection: 1.5011.13 bearing: 2.001 1.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids 35120-20 2400 1.67 1.12 1.05 1220 170 813 0.90 0.90 - Tult mr Ed RFid LTDS FS &I Ci Analysis: Case: Case 7 Unit Type: Standard 18" Wall Batter: 0.00 deg. Leveling Pad: Crushed Stone Wall Ut: 7.50 ft embedment: 0.00 ft Level BacMill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 2.951 1.54 5.2412.14 7.4514.41 12.71 110.95 9.3712.74 Calculated Bearing Pressure: I13711477 psf Eccentricity at base: 0.51 Wl.27 ft Reinforcing: (ft & Ibslft) Calc. Allow Ten Pk Conn Sew Conn Pullout Laver Heiaht Lenath Tension Reinf. TvPe Tal Tcl - Tsc FS 5 6.00 12.5 651560 35120-20 81311449 ok 5931790 ok NIA >10l~31 ok 4 5.33 10.0 901448 35120-20 81311449 ok 6491865 ok NIA > 1013.02 ok 3 4.00 6.0 179 I 327 35120-20 81311449 ok 7001933 ok NIA 6.2712.75 ok 2 2.67 6.0 248 I 443 35120-20 81311449 ok 7001933 ok NIA 8.3013.71 ok I 1.33 5.5 4991 710 35120-20 81311449 ok 7001933 ok NIA 5.6613.19 ok Reinforcing Quantities (no waste included): 35120-20 4.44 ~ylft UETAIIINB WUL SYSTEMS RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland. KCD Project No: Case: Case 8 Design Method: Rankine-wlBatter (modified soil interface) Date: 211512005 Designer: Design Parameters Soil Parameters: f 125 Retained Zone 32 0 I25 Foundation Soil 32 0 125 Reinforced Fill Type: Unit Fill: C - Reinforced Fill 32 0 Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.50l1.13 uncertainties: 1.50l1.13 overturning: 2.001 1.50 shear: I. 50 connection: 1.501 I. 13 bearing: 2.0017.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids Tult RFcr Ed RFid LTDS FS Tal a cds 35120-20 2400 1.67 1.12 1.05 1220 170 813 0.90 0.90 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 7.50 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Slidinq Overturning Calculated Bearing Pressure: 113711477 psf Eccentricity at base: 0.51 ftll.27 ft Reinforcing: (ft & Ibslft) Factors of Safety: 2.9511.54 5.2412.14 Calc. Laver Heiaht Lenath Tension Reinf. TvPe 5 6.00 12.5 651 560 35120-20 4 5.33 10.0 901 448 35120-20 3 4.00 6.0 179 I 327 35120-20 2 2.67 6.0 248 I 443 35120-20 I 1.33 5.5 499 I 710 35120-20 Reinforcing Quantities (no waste included): 35120-20 4.44 ~ylft Case: Case 8 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Bearing Shear Bending 7.4514.41 12.71 110.95 9.3712.74 Pk Conn Sew Conn Pullout Allow Ten Tal Tcl - Tsc FS 813lz49 ok 5931x0 ok NIA >10/~31 ok 81311449 ok 6491865 ok NIA >10/3.02 ok 81311449 ok 7001933 ok NIA 6.2712.75 ok 81311449 ok 7001933 ok NIA 8.3013.71 ok 81311449 ok 7001933 ok NIA 5.6613.19 ok . RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland.KCD Project No: Case: Case 9 Design Method: Rankine-wlBatter (modified soil interface) Design Parameters Soil Parameters: f - C LE!d Reinforced Fill 32 0 125 Retained Zone 32 0 125 Date: 211512005 Designer: Foundation Soil 32 0 Reinforced Fill Type: Unit Fill: Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.5011.13 overturning: 2.0011.50 shear: 1.50 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids Tult mr Ed RFid LTDS 35120-20 2400 1.67 1.12 1.05 1220 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 6.00 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 ft Results: Sliding Overturninq Calculated Bearing Pressure: 8381930 psf Eccentricity at base: 0.32 W0.81 ft Reinforcing: (ft & Ibslft) Factors of Safety: 3.691 I. 93 8.1813.35 Calc. Laver Heiaht Lenath Tension Reinf. Tvpe 3 4.00 7.5 137 I492 35120-20 2 2.67 6.5 171 1501 35120-20 I 1.33 5.5 384 I 690 35120-20 Reinforcing Quantities (no waste included): 35120-20 2.17 ~~4ft connection: 1.5011.13 - FS &I Ci Cds 1.50 813 020 0.90 Case: Case 9 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: 100 psf uniform surcharge Load Width: 0.00 ft Bearing 10.9618.9 I Allow Ten Ta I 81311449 ok 81311449 ok 81311449 ok Shear Bendinq 16.34 113.45 5.27 11.80 Pk Conn Sew Conn Tcl - Tsc 6351z6ok NIA 7001933 ok NIA 7001933 ok NIA Pullout FS 7.79lF73 ok 9.6712.63 ok 5.5712.48 ok RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland. KCD Project No: Case: Case IO Design Met hod : Rankine-wlBatter (modified soil interface) Design Parameters Soil Parameters: f - C nf Reinforced Fill 32 0 125 Retained Zone 32 0 125 Foundation Soil 32 0 125 Reinforced Fill Type: Unit Fill: Crushed Stone, I inch minus Date: 211512005 Designer: Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.5011.13 overturning: 2.001 1.50 shear: 1.50 connection: 1.501 I. 13 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids Tult RFcr Ed RFid LTDS FS &I 35120-20 2400 1.67 1.12 1.05 1220 1.50 813 0.90 0.90 Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 6.00 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 ps f uniform surcharge Load Width: 0.00 ft Results: Sliding Overturning Calculated Bearing Pressure: 8381930 psf Eccentricity at base: 0.32 W0.81 ft Reinforcing: (ft & I bslft) Factors of Safety: 3.691 I. 93 8.1813.35 Calc. Laver Heiaht Lenath Tension Reinf. Tvpe 3 4.00 7.5 137 I 492 35120-20 2 2.67 6.5 171 1501 35120-20 1 1.33 5.5 384 I 690 35120-20 Reinforcing Quantities (no waste included): 35120-20 2.17 sylft Case: Case 10 Wall Batter: 0.00 deg. embedment: 0.00 fi DL: 100 psf uniform surcharge Load Width: 0.00 ft Bearinq Shear Bending 10.9618.91 16.34 113.45 5.27 11.80 Allow Ten Pk Conn Sew Conn Pullout 81311449 ok 6351z6 ok NIA 7.791F73 ok 81311449 ok 7001933 ok NIA 9.6712.63 ok 81311449 ok 7001933 ok NIA 5.5712.48 ok Tcl - Tsc FS REW11118 WU RSlEMS RETAINING WALL DESIGN Version Version 0.0.1.90 SEISMIC DESIGN Project: Legoland.KCD Date: 211512005 Project No: Designer: Case: Case I1 Design Method: Rankine-wlBatter (modified soil interface) 125 2 125 125 "E 1 Design Parameters C Soil Parameters: f - Reinforced Fill 32 0 Retained Zone 32 0 Foundation Soil 32 0 Reinforced Fill Type: Unit Fill: Crushed Stone, I inch minus Peak Acceleration = 0.41 g Factors of Safety (seismic are 75% of static) Vertical Acceleration = 0.00 g sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.50l1.13 overturning: 2.0011.50 shear: 1.50 connection: 1.50l1.13 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters: Huesker Geogrids 35120-20 2400 1.67 1.12 1.05 1220 120 813 0.90 0.90 Tult RFcr Ed RFid LTDS FS &I Ci Analysis: Unit Type: Standard 18" Leveling Pad: Crushed Stone Wall Ht: 4.63 ft Level Backfill Offset: 0.00 Surcharge: LL: 0 psf uniform surcharge Load Width: 0.00 fi Results: Sliding Overturninq Calculated Bearing Pressure: 6001599 psf Eccentricity at base: 0.1 5 ftl0.39 ft Reinforcing: (ft & Ibslft) Factors of Safety: 5.6612.96 19.2117.89 Calc. Laver Heiaht Lenath Tension Reinf. TvPe 2 2.67 6.5 133 I 437 35120-20 I 1.33 6.5 279 I 646 35120-20 Reinforcing Quantities (no waste included): 35120-20 1.44 sylft Case: Case 11 Wall Batter: 0.00 deg. embedment: 0.00 ft DL: I00 psf uniform surcharge Load Width: 0.00 ft Shear Bendinq 19.52119.59 22.89 117.41 5.48 11.86 Bearinq Allow Ten Pk Conn Sew Conn Pullout Tal Tcl - Tsc FS 81311449 ok 632lz2 ok NIA 7.321778 ok 81311449 ok 7001933 ok NIA 7.0812.44 ok - 908 S. CLEVELAND ST. STRUCTURAL ENGINEERS OCEANSIDE, CA 92054 DUNN SAVOIE INC. PH. C7601 966-6355 FX. C7603 966-6360 E-mail: dsi@surfdsi.com c SUPPLEMENTARY STRUCTURAL CALCULATIONS FOR LEGOLAND-KNIGHTS QUEST ONE LEG0 DRIVE CARLSBAD, CALIFORNIA 92008 SI PROJECT NO. 04320.00) TABLE OF CONTENTS ITEM PAGE Category F. REVISED DESIGN OF RAMP WALLS AND MAT FOOTING (TO UPDATE AND REPLACE Category D. ) Fl-F25 DESIGN CRITERIA F 1 -F2 GENERAL ANALYSIS OF MAT FOOTING AND RAMP WALL F3-F7 DESIGN OF CONCRETE RETAINING WALL F8-F23 DESIGN OF PAD FOOTING OF WOOD POSTS F24-F25 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 9666360 SHEET NO. DESIGN CRITERIA Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tal: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 SHEET NO F-L OF CALCULATED BY Y.S. DATE 1/05 CHECKED BY DATE SCALE :ODE: 1997 Unifrom Building Code (UBCJ 2001 California Building Code (CBC) IEISMIC: Z= 0.4 I= 1 SOILTYPE= SC R= 2.2 Na = 1 .o Nv = 1.1 Ca = 0.44 MIND: EAST-WEST 70 MPH EXP B MOOD: 97NDS (Zone 4) HEIGHT 0'-15' 20' 25' 2x & 3x Douglas Fir-Larch No. 2 >3x Douglas Fir-Larch No. 1 'OUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L FRICTION COEFFICIENT PASSIVE EARTH PRESSURE ACTIVE EARTH PRESSURE WIND LOAD (PSF) 10.2 11.0 11.8 2500 PSF 0.35 300 PCF 35 PCF Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET NO. CALCULATED BY JOB I LEGO-KNIGHTS QUEST I JOB# I 04320.00 I c- i I F- -9 OF Y.S. DATE 2/05 CHECKED BY SCALE DATE GENERAL ANALYSIS OF MAT FOOTING AND RAMP WALL -I JOB SHEET NO Ft; OF DUNN SAVOIE INC. STRUCTURAL ENGINEERS I 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE OCEANSIDE, CA 92054 Email: dsi@surfdsi.com SHEET NO. Fb OF DUNN SAVOIE INC. STRUCTURAL ENGINEERS OCEANSIDE, CA 92054 Email: dsi@surfdsi.com 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE SCALE = &&2 +-f-r, f Y 60000 b 12 d 7.5 @ 0.9 f; 3000 MU 10.0424 k-ft fY 60000 b 12 d 4.5 QJ 0.9 f; 3000 MU 5.85284 k-ft bu) As2= 0.31 d2= 7.20 in2 in CssE c. Jd2= 4.20 in As2= in2 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET NO. CALCULATED BY Y.S. DATE CHECKED BY DATE DESIGN OF CONCRETE RETAINING WALL r: f \\ Wall Thickness, t = 9 in. Concrete Strength, fc = 3-0 psi n 4 35 b9W2 % AxialLoad, N= %Vi% # Eccentricity of N, e = 8.0 in. 5 d 533% c LP Soil Bearing Capacity for D+L -&oo psf Active Soil Pressure, q,= 35 pcf ST Footing Concrete, fc = 3aoo psi Footing Steel, fy = 60~~3 psi I67.6 r - 3.A Cantilever Concrete Retaining Wall Design SW LWE4, - d' t > 4' <it - D >- Footing Dimensions Footing Depth, D = IS in. Footing Width, B = 4 ft.- 3 in. ,BL= t ft.- o in. BR= I ft.- 3 in. Per Enercalc Results, Wall Reinfoecement Footing Reinforcement ' At Transverse Direction, At Longitudinal Direction, #- 5 @ ti' E4~ WAY Bottom BL 1 BR 1 7' / B \'-'5'' I / I Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 - Job # yo@ Date: 2:20PM, 22 FEB 05 Title : Dsgnr: Description : Scope : Rev: 560100 Cantilevered Retaining Wall Design u:,yshao,shared\engineering\coNnerciaRlea Description 3NS301 I Criteria CI Retained Height = 5.25ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf ! 1 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in I Footina Strenaths & Dimensions b fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 60,000 psi 0.0014 2.00 R 1.25 3.25 15.00 in 0.00 in 0.00 in 0.00 ft Cover@Top = 3.00in @ Btm.= 3.00 in Axial Dead Load = 5,368.0 Ibs Axial Load Eccentricity = 8.0 in Axial Live Load - 0.0 Ibs - Top Stem Stern OK 0.08 in Wall Material Above "Ht" = Concrete Total Bearing Load = 7,098 Ibs Design height ft= 0.00 - - ... resultant ecc. Soil Pressure @ Toe = 2,158 psf OK Soil Pressure @ Heel = 2,210 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored @ Toe = 2,933 psf ACI Factored @ Heel = . 3,004 psf Footing Shear @ Toe = 20.2 psi OK Footing Shear @ Heel = 6.4 psi OK - Allowable - 93.1 psi Sliding - 3.14 OK Lateral Sliding Force = 739.4 Ibs - - 8.23 OK Wall Stability Ratios Overturning Sliding Calcs Slab Resists All Sliding ! - LFooting Design Results 1 Toe Heel -- Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual I-Way Shear Allow I-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 2,933 3,004 psf = 5,895 0 ft# - 525 309 ft# = 5,370 309 ft# = 20.24 6.42 psi = 93.11 93.11 psi = NoneSpec'd = NoneSpec'd = NoneSpec'd - - Thickness - 9.00 Rebar Size = #5 Rebar Spacing = 12.00 Rebar Placed at = Edge fblFB + falFa - 0.671 Total Force @ Section Ibs = 820.0 Moment. ... Actual ft#= 6,445.1 Moment.. . ..Allowable = 9,601.3 Shear ..... Allowable psi= 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW Ht. in = 6.34 Wall Weight = 108.8 Rebar Depth 'd' in = 7.19 fm psi = Fs psi = Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Normal Weight fc psi= 3,000.0 FY psi = 60,000.0 Toe: #4@ 12.50 in, #5@ 19.50 in, #6@ 27.50 in, #7@ 37.50 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: No key defined Design Data - Shear.. .. .Actual psi = 9.5 Masonry Data - Solid Grouting - - - - - - - - - Concrete Data Other Acceptable Sizes Ut Spacings Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job #yo@ Dsgnr: F‘3 Date: 2:20PM,’ 22 FEB 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 2 Rev: 560100 User: KW-0602938, Ver 5.6.1.25-Oct-2002 (c)l983-2002 ENERCALC Engineering Software Description 3NS301. ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs fl ft-# Ibs ff ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel 288.8 3.00 866.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 5,368.0 1.71 9,170.3 SeismicLoad - - Surcharge Over Toe = Total 739.4 O.T.M. = 1,602.0 Earth @ Stem Transitions= - - - Load Q Stem Above Soil = Soil Over Toe - - Stem Weight@) - 625.3 2.38 1,485.1 - - - - ResistinglOverturning Ratio = 8.23 Footing Weight 609.4 1.63 990.2 206.1 3.25 669.7 13,181.6 Key Weight Vert. Component - - - - Vertical Loads used for Soil Pressure = 7,097.5 Ibs Vertical component of active pressure used for soil pressure Total = 7,097.5 Ibs R.M.= c Cantilever Concrete Retaining Wall Design Given: P Wall Height, H = 7 ft. Wall Thickness, t = {I in. Concrete Strength, fc = 3pm psi Axial Load, N = # Eccentricity of N, e = 3 in. Soil Bearing Capacity for D+L '7!500 psf Active Soil Pressure, qa = 35 pcf Footing Concrete, Pc = kw psi Footing Steel, fy = 69~~7 psi Per Ene rcalc Res u Its, Wall Reinfoecement 23% e 12 O.C. I Bottom Middle TOP Footing Dimensions Footing Depth, D = in. Footing Width, B = 3' ft.- o in. BL= I ft.- 6 in. BR= ft.- 6 in. If Footing Reinforcement Nl 1#r @ 1%" 0.C. Dunn Savoie Inc. Title : FI Y Job #yo@ Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 - Page 1 Rev: 560100 User: KW-0602938, Ver 5.6.1.25-Oct-2002 (c)l983-2002 ENERCALC Engineering Software Retaining Design u:\yshao\shared\engineering\cornmercial\legola 1 Description 3BIS301 I Criteria cr Date: 2:38PM. 22 FEB 05 '- Dsgnr: Description : Scope : Retained Height = 5.00ff Wall height above soil = 1.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf /-Axial Load Applied to Stem b Total Bearing Load = 6.285 Ibs ... resultant ecc. L - 0.33 in Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in = 4,347.0 Ibs - 0.0 Ibs - Axial Dead Load Axial Live Load I Footina Strenaths & Dimensions b Soil Pressure @ Toe = 2,211 psf OK Soil Pressure Q Heel = 1,979 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored Q Toe = 3,001 psf ACI Factored Q Heel = 2,687 psf Footing Shear Q Toe = 10.6 psi OK Footing Shear @ Heel = 6.7 psi OK - Allowable - 93.1 psi 7.50 OK Overturning Sliding 3.04 OK Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force I 683.6 Ibs - - Wall Stability Ratios Toe Heel -- fc = 3,000 psi Fy = 60,OOOpsi Min. As % = 0.0014 Toe Width - - 1.50ff 1.50 Heel Width Total Footing Width = 3.00 Footing Thickness 15.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ff Cover Q Top = 3.00in @ Btm.= 3.00 in Axial Load Eccentricity = 5.0 in - - - - - - - - Top Stem Stem OK Design height ft= 0.00 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow I-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 3,001 2,687 psf = 3,317 0 ft-# - 295 365 ft-# = 3,022 365 ff-# = 10.64 6.71 psi = 93.11 93.11 psi = NoneSpec'd = NoneSpec'd = NoneSpec'd - Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fblFB + fa/Fa Total Force @ Section Moment .... Actual . Moment.. . . .Allows ble Shear ..... Actual Shear ... . .Allowable Design Data Concrete 11.00 #5 12.00 Edge - - Ibs = ft# = psi = psi = - - 1 0.305 743.8 3,775.3 2,391.3 6.7 93.1 Bar Develop ABOVE tit. in = 21.36 Bar LaplHook BELOW Ht. in = 6.00 Wall Weight . = 132.9 Rebar Depth 'd' in = 9.19 frn psi = Fs psi = Solid Grouting Special Inspection - Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Normal Weight fC psi= 3,000.0 FY psi = 60,000.0 Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu c S * Fr Key: No key defined Masonry Data - - - - - - - - - Concrete Data Other Acceptable Sizes 8, Spacings Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: f760) 966-6355 Title : Job # jTl@ Dsgnr: f ' Date: 2:38PM, 22 FEB 05 Description : Scope : Page 2 Rev: 560100 User KW-0602938, Ver 5.6.1, 25-0~1-2002 (c)l983-2002 ENERCALC Engineering Software Can ti levered Rets in ing Wa Design u:\yshao\shared\engineering\cornmerciaillegola 1 Description 3BIS301 ..... OVERTURNING ..... ..... RESISTING ..... c Force Distance Moment Force Distance Moment Item Ibs ft ft# Ibs ft ft# Heel Active Pressure = 683.6 2.08 1,424.2 Soil Over Heel - 320.8 2.71 868.9 Toe Active Pressure = Sloped Soil Over Heel = c Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 4,347.0 1.54 6,701.6 Load @ Stem Above Soil = - Soil Over Toe - - - - SeismicLoad - Surcharge Over Toe = - Stem Weight@) - 864.0 1.96 1,691.9 ResistinglOverturning Ratio = 7.50 Footing Weight - 562.5 1.50 843.7 - - Total 683.6 O.T.M. = 1,424.2 Earth @ Stem Transitions= Key Weight - - Vert. Component - - - 190.5 3.00 571.6 Total = 6,284.8 Ibs R.M.= 10,677.8 Vertical Loads used for Soil Pressure = 6.284.8 Ibs Vertical component of active pressure used for soil pressure P - Cantilever Concrete Retaining Wall Design ' %\ LWE z Given: Wall Height, H = 2tL' ft. (7% 4 Wall Thickness, t = 4 in. - Concrete Strength, fc = 3000 psi / s%3* 3Lot2 ## \2ov-.-xL% Axial Load, N = WL Eccentricity of N, e = 0.3- in. = 9',ir Soil Bearing Capacity for D+L psf Active Soil Pressure, q,= 35 pcf Footing Concrete, fc = 3300 psi Footing Steel, fy = 60000 psi Per Enercalc Results, Wall Reinfoecement 7 Footing Dimensions Footing Depth, D = B= BL = BR = c - Footing Reinforcement - At Longitudinal Direction, I !Y 2r I I in. ft. - ft. - ft.- 4444 5 in. orf in. 3'' in. Gm-. 6 rn & 11 Q Bottom Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 - c c c Job # yo@ Date: 11 :45AM, 24 FEB 05 Title : F=l% Dsgnr: Description : Scope : Page 1 Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-oc1-2002 (c)1983-2002 ENERCALC Engineering Software Retaining Design u\yshao\shared\engineeringkmmrcianlegola 1 Description 1 OK301 lcriteria Retained Height = 2.00ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem - - 0.0 psf r . ... .._., :Soil Data Allow Soil Bearing = 2.500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore 1.. I for passive pressure = 0.00 in LFooting Strengths & Dimensions fc = 3,000 psi Fy = 60,OOOpsi Min. As % = 0.0014 1.25 Toe Width Heel Width Total Footing Width = 2.25 Footing Thickness 15.00 in - 0.00 in - 0.00 in Key Width Key Depth Key Distance from Toe = 0.00 ft Cover ~TOD = 3.00in h Btm.= 3.00 in - - 1 .oo ft - - - - - -. - Axial Dead Load = 923.0 Ibs Axial Load Eccentricity = 0.8 in - Axial Load Applied to Stem Axial Live Load - 0.0 Ibs LDesign Summary Stem Constructi0.n Top Stem Stem OK - ._ . . . - . . Total Bearing Load = 1,778 Ibs Design height ft= 0.00 - - ... resultant ecc. 1.28 in Wall Material Above "Ht" = Concrete - Soil Pressure Q Toe = 566 psf OK Soil Pressure Q Heel = 1.01 5 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable - ACI Factored Q Toe = 769 psf ACI Factored Q Heel = 1,380 psf Footing Shear Q Toe = 0.2 psi OK Footing Shear Q Heel = 2.7 psi OK 93.1 psi - Allowable - - Wall Stability Ratios Overturning = 11.94 OK - Sliding - 3.94 OK Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 184.8 Ibs LFooting Design Results - Toe- Heel c Factored Pressure = 769 1,380 psf Mu' : Downward = 0 115 ft# Actual I-Way Shear = 0.15 2.70 psi Allow I-Way Shear = 93.1 1 93.1 1 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd - Mu' : Upward - 0 0 ft# Mu: Design - 168 115ft# - 9.00 Thickness - Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge - 0.023 WFB + falFa Total Force @ Section Ibs = 119.0 Moment.. . .Actual ft-#= 167.6 Moment. .. . .Allowable = 7,280.7 Shear. ... .Actual psi = 1.4 Shear ..... Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar LaplHook BELOW Ht. in = 6.00 Wall Weight = 108.8 Rebar Depth 'd in = 7.19 fm psi = Fs psi = Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor - Masonry Block Type = Normal Weight fc psi= 3,000.0 FY psi = 60,000.0 Toe: Not req'd, Mu S Fr Heel: Not req'd, Mu < S Fr Key: No key defined - Design Data - Masonry Data - - - - - - - - Equiv. Solid Thick. - Concrete Data Other Acceptable Sizes 8 Spacings Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 - Job # YO@ Date: 11:45AM, 24 FEB 05 Title : Fl? Dsgnr: Description : Scope : Page 2 Rev: 560100 User: Kw-0602938, Ver 5.6.1.25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Rets ng Wall Design u:\yshao\shared\engineering\commerciaRle 1 Description 1 O/S301 1 Summary of Overturning & Resisting Forces & Moments I ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft rt-# Ibs ft ft-# Heel Active Pressure = 184.8 1.08 200.2 Soil Over Heel - 110.0 2.00 220.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 923.0 1.31 1,206.1 Load @ Stem Above Soil = SeismicLoad - Soil Over Toe Stem Weight@) - 271.9 1.38 373.8 ResistinglOverturning Ratio = 11.94 Footing Weight - 421.9 1.13 474.6 - - - - Surcharge Over Toe = Total 184.8 O.T.M. = 200.2 Earth @ Stem Transitions= - - - - Key Weight Vert. Component - - - - 51.5 2.25 115.9 Vertical Loads used for Soil Pressure = 1,778.3 Ibs Vertical component of active pressure used for soil pressure Total = 1,778.3 Ibs R.M.= 2,390.4 \ - Sliding Restraint DL= 923., LL= 0.0005#, Ecc= 0.82005in i 101 5.1 psf Cantilever Concrete Retaining Wall Design E sa\ - Given: Wall Height, H = br ft. Wall Thickness, t = 9 in. Concrete Strength, fc = +XU psi AxialLoad, N= 2539 # bq0 753+ Eccentricity of N, e = 1.6 in. = Soil Bearing Capacity for D+L psf Active Soil Pressure, q, = 3c pcf Footing Concrete, fc = 179.0 psi Footing Steel, fy = Le 000 ' psi Per Enercalc Results, Footing Dimensions Footing Depth, D = 15 in. Footing Width, B = 3 ft.- 4 in. BL = I ft.- 3 in. BR = 2 ft.- 6 in. Footing Reinforcement At Transverse Direction, At Longitudinal Direction, NI 41 Top and Bottom Top and Bottom Dunn Savoie Inc. Title : E>- Job # YO@ Structural Engineers Oceanside, CA 92054 Tel: 1760) 966-6355 - 908 S. Cleveland Street Dsgnr: GL Date: 2:20PM, 22 FEB 05 Description : Scope : Page 1 Rev 560100 User KW-0602938, Ver 5 6 1,25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Retaining Wall Design u\yshaokhared\engineering\commerciaRlegola 1 Description 15/S301 Retained Height = 8.50ft Wall height above soil = 0.50 ft 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 I Axial Load Amlied to Stem CI I Desian Summarv cr Total Bearing Load = 5,233 Ibs ... resultant ecc. - 2.82 in - 'Soil Data E I Footina Strenaths & Dimensions b Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Axial Dead Load = 2,543.0 Ibs - - 0.0 Ibs Axial Live Load fc = 3,000 psi Fy = 60,OOOpsi Min. As % = 0.0014 Toe Width Heel Width - 1.25 Total Footing Width = 3.50 15.00 in Footing Thickness Key Width - 0.00 in Key Depth - 0.00 in Key Distance from Toe = 0.00 ft - - 2.25 ft - - - - - Cover @Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 1.6 in Soil Pressure @ Toe = 2,097 psf OK Soil Pressure @ Heel = 893 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored @ Toe = 2,676 psf ACI Factored @ Heel = 1,140 psf Footing Shear @ Toe = 19.2 psi OK Footing Shear @ Heel = 11.4 psi OK - Allowable 93.1 psi - - 2.47 OK Wall Stability Ratios Overturning Sliding Calcs Slab Resists All Sliding ! - Sliding - 1.17 Ratio 1.5! Lateral Sliding Force = 1,663.6 Ibs Top Stem Stem OK Design height ft= 0.00 LFooting Design Results li Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual I-Way Shear Allow I-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel = 2,676 1,140 psf - 859 591 ft-# = 5,080 591 ft# = 19.21 11.41 psi = 93.11 93.11 psi = NoneSpec'd = NoneSpec'd = NoneSpec'd -- = 5,940 o ft-# - Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fblFB + falFa Total Force @ Section Moment .... Actual Moment ..... Allowable Shear ..... Actual Shear .... .Allowable Design Data Concrete 9.00 #5 12.00 Edge - - Ibs = ft-# = psi = psi = - - 0.684 2,149.4 6,564.8 9,601.3 24.9 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar LaplHook BELOW Ht. in = 6.46 Wall Weight = 108.8 Rebar Depth 'd' in = 7.19 fm psi = Fs psi = Solid Grouting - Special Inspection - - Modular Ratio 'n' Short Term Factor - Equiv. Solid Thick. - Masonry Block Type = Normal Weight fC psi= 3,000.0 FY psi = 60,000.0 Toe: #4@ 12.50 in, #5@ 19.50 in, #6@ 27.50 in, #7@ 37.50 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu Key: No key defined Masonry Data - - - - - Concrete Data Other Acceptable Sizes 8 Spacings S Fr Dunn Savoie Inc. Title Structural Engineers 908 S. Cleveland Street Dsgnr: Description : Job #yo@ Fz3 Date: 2:20PM, 22FEB05 Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 2 Rev: 560100 User: KW-0602938. Ver 5.6.1, 25Oct-2002 (c)1983-2002 ENERCALC Engineering Sofhvare Can tileve red Retaining Wall Des g " u:\yshao\shared\engineering\commerciaRlegala 1 Description 15/S301 Summary of Overturning & Resisting Forces & Moments I. c c ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,663.6 3.25 5,406.7 Soil Over Heel - 467.5 3.25 1,519.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 2,543.0 2.49 6,336.3 - - Load Q Stem Above Soil = Soil Over Toe - 123.8 1.13 139.2 SeismicLoad - Surcharge Over Toe = Stem Weight@) - 978.8 2.63 2,569.2 ResistinglOverturning Ratio = 2.47 Footing Weight - 656.2 1.75 1,148.4 - - Total = 1,663.6 O.T.M. = 5,406.7 Earth Q Stem Transitions= - Key Weight - - Vert. Component - - 463.7 3.50 1,622.8 Vertical Loads used for Soil Pressure = 5,232.9 Ibs Vertical component of active pressure used for soil pressure Total = 5,232.9 Ibs R.M.= 13,335.3 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB SHEET NO. CALCULATED BY LEGO-KNIGHTS QUEST JOB# 04320.00 Fw. OF Y.S. DATE 2/05 CHECKEDBY 1 I DATE I SCALE DESIGN OF PAD FOOTING OF WOOD POSTS SHEET NO. bts OF DUNN SAVOIE INC. STRUCTURAL ENGl NEERS OCEANSIDE, CA 92054 Email: dsi@surfdsi.com 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE SCALE u 5E 908 S. CLEVELAND ST. STRUCTURAL ENGINEERS OCEANSIDE, CA 92054 DUNN SAVOIE INC. PH. C7601 966-6355 FX. (7603 966-6360 E-mail: dsiC2surfdsi.com c c /.- - STRUCTURAL CALCULATIONS FOR LEGOLAND-KNIGHTS QUEST ONE LEG0 DRIVE CARLSBAD, CALIFORNIA 92008 January, 2005 TABLE OF CONTENTS ITEM DESIGN CRITERIA Category A. DESIGN OF BEAMS AND COLUMNS Category B. LATERAL ANALYSIS OF STRUCTURE Category C. ANALYSIS OF DIAPHRAGMS Category D. DESIGN OF RETAINING WALLS PAGE 1-4 5-57 58-72 73-79 80-97 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 1 Fax: (760) 966-6360 SHEET NO. CALCULATED BY CHECKED BY JOE 1 LEGO-KNIGHTS QUEST 1 JOE# I 04320.00 I 1 OF ?7 Y.S. DATE 1/05 DATE DESIGN CRITERIA ;ODE: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 CALCULATED BY Y.S. DATE 1 I05 SHEET NO z OF CHECKED BY DATE SCAl E 1997 Unifrom Building Code (UBC) 2001 California Building Code (CBC) SEISMIC: Z= 0.4 (Zone4) I= 1 SOILTYPE= SC R= 2.2 Na = 1 .o Nv = 1.1 Ca = 0.44 V= 2.5 Ca I WIR V= 0.500 W VI1.4 = 0.357 W NIND: EAST-W EST HEIGHT EXP B 20 25' 70 MPH 0'-15' NOOD: 97NDS 2x & 3x Douglas Fir-Larch No. 2 >3x Douglas Fir-Larch No. 1 'OUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L FRICTION COEFFICIENT PASSIVE EARTH PRESSURE ACTIVE EARTH PRESSURE 1 LRFD ASD WIND LOAD (PSF) 10.2 11.0 11.8 2500 PSF 0.35 300 PCF 35 PCF Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 SHEET NO. 3 OF CALCULATED BY Y.S. DATE 1/05 CHECKED BY DATE SCALE ,ATERAL ANALYSIS 1 -his building consists of cantilever wood post and concrete shear wall for shear resistence, -herefore, per UBC 97, for the entire structure, Seismic Coefficients & Factors: Seismic Zone : 4 Z= 0.4 SoilType: SC FaultType: B I= 1.0 R= 2.2 Na = I .OO N,= 1.10 Ca= 0.44 * Na= 0.44 C,= 0.56 *N,= 0.616 c,= 0.02 hn= 20 Dist. To Fault = 7.7 km T = .02(hn).75 = 0.189 R= 2.2 no= 2 per 1997 Uniform Building Code Chapter 16 1630.2.1 Desian Base Shear: (30-4) V= (C,)(l)(W) = 1.057 W Needs Not Exceed: (30-5) V= 2.5(Ca)(I)(W) = 0.357 W 1.4( R) Minimum Base Shear: (30-6) V= O.ll(Ca)(l)(W) = 0.048 W Minimum Base.Shear Ifor Seismic Zone 4): (30-7) V= 0.8(Z)(Nv)(l)(W) = 0.160 W +R Therefore, V = 0.357 W Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 DEAD LOADS 4" W2 NW Verco 22 GA Deck JOB Legoland-Knights Quest 04320.00 CALCULATED BY Y.S. DATE 1/05 SHEET NO OF CHECKED BY DATE SCALE (psf) 36.3 1.8 Reducible Reducible DEAD LOADS Weather Coating 4x6 Deck ME&P Miscellaneous Z Dead Load Live Load (PSf) 1 .o 9.1 1 .o 0.9 12.0 100.0 FENCE DEAD LOADS (PS9 ISteel Framina I 1.5 I Two 3x4 Wood Rail 02x4 @ 6' O.C. ME&P I 1 .o I 0.5 1.5 ' ,Miscellaneous C Dead Load Miscellaneous Z Dead Load 1.2 5.0 J, SHEET NO. CALCULATED BY CHECKED BY Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 5 OF Y.S. DATE 1/05 DATE JOB 1 LEGO-KNIGHTS QUEST I JOB# 1 04320.00 I Lr I I DESIGN OF BEAMS AND COLUMNS c e c 6 rt b x m x In -1 L I I - - - ...... .. - . ..... .. ..... ....... - .. . .. .... .- ._ Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET NO. CALCULATED BY BM 0 W OF Y.S. DATE 1 /05 V+3 #(TL) qS #(TL) 01 #(DL) %I #(DL) \bt #(LL) fk # (LL) CHECKED BY SCALE BM 0 DATE w JOB I Legoland-Knights Quest I I 04320.00 I I( $ x 7.67' x 1~18 = ~4- PLF (DL) PLF (DL) r" PLF (LL) 0 PLF (DL) g x 267'1 r4B = w. Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Job # pOQ Date: IO: 12AM. 27 JAN 05 Title : Tz- Dsgnr: Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 - ... .. I Rev: 560100 User: KW-0602938. Ver 5.6.1,25-0ct-2002 (c)1983-2002 ENERCALC Engineering Sohare Description BM I I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x6 Center Span 6.75ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1.700.0 ksi Center DL 24.00 #Ift LL 48.00 #Ift Left Cantilever DL #Ift LL #in Right Cantilever DL #Ift LL #in Span= 6.75ft, Beam Width = 3.500in x Depth = 5.5in, Ends are Pin-Pin Max Stress Ratio 0.172 : 1 Maximum Moment 0.4 k-ft Maximum Shear * 1.5 Allowable 2.4 k-ft Allowable Max. Positive Moment 0.41 k-ft at 3.375 ft Shear: Q Left Max. Negative Moment 0.00 k-ft at 6.750 ft Q Right Max Q Left Support 0.00 k-ft Camber: Q Left Max Q Right Support 0.00 k-ft Q Center 1 Max. Mallow 2.39 Reactions ... Q Right Beam Design OK 0.3 k 2.3 k 0.24 k 0.24 k 0.000 in 0.020 in 0.000 in 278.86 psi fv 16.51 psi Left DL 0.08 k Max 0.24 k 1 pb 1,625.00 psi Fv 118.75 psi Right DL 0.08 k Max 0.24 k I Deflections h Center Span ... Dead Load Left Cantilever ... Dead Load Total Load Deflection -0.014 in -0.041 in Deflection 0.000 in 0.000 in ... Location 3.375 ft 3.375 ft ... LengthlDefl 0.0 0.0 Q Center 0.020 in .. . Lengt h/Defl 0.0 0.0 . . . LengthlDefl 5,960.9 1,986.96 Right Cantilever ... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Left 0.000 in Q Right 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 17.646 in3 Area 19.250 in2 Cf 1.300 Rb 0.000 CI 0.000 Q Center 0.41 k-ft 3.03 in3 1,625.00 psi Q Left Support 0.00 k-ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,625.00 psi Shear Analysis Q Left Support Q Right Support Design Shear 0.32 k 0.32 k Area Required 2.677 in2 2.677 in2 Fv: Allowable 11 8.75 psi 11 8.75 psi Max. Left Reaction 0.24 k Bearing Length Req'd 0.111 in Max. Right Reaction 0.24 k Bearing Length Req'd 0.111 in Max Moment Sxx Req'd Allowable fb Bearing @ Supports Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Job # yOQ Date: 10:12AM, 27 JAN 05 Title : \3 Dsgnr: Description : Scope : Description BM2 Section Name 6x8 Center Span 10.50ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi I Point Loads t Dead Load 81.0 IDS 81.0 IDS 81 .O IDS IDS IDS IDS IDS Live Load 162.0 Ibs 162.0 Ibs 162.0 Ibs Ibs Ibs . Ibs Ibs ... distance 2.667 ft 5.333 ft 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Span= 10.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin Max Stress Ratio 0.236 1 Maximum Moment 1.3 k-ft Maximum Shear * I .5 Allowable 5.4 k-ft Allowable Max. Positive Moment . 1.27 k-ft at 5.334 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 10.500 ft Q Right Max Q Left Support 0.00 k-ft Camber: @Left Max Q Right Support 0.00 k-ft Q Center Max. M allow 5.37 fb 294.41 psi fv 13.46 psi Left DL 0.12 k Max Fb 1,250.00 psi Fv 118.75 psi Right DL 0.12 k Max Q Right Reactions ... I Deflections 0.6 k 4.9 k 0.36 k 0.37 k 0.000 in 0.036 in 0.000 in 0.36 k 0.37 k Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.024 in -0.073 in Deflection 0.000 in 0.000 in ... Location 5.250 ft 5.250 R . , .LengthlDefl 0.0 0.0 Q Center 0.036 in ... LengthlDefl 0.0 0.0 Right Cantilever ... . . . LengthlDefl 5,207.1 1,735.70 Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Left 0.000 in Q Right 0.000 in \ Bending Analysis Ck 29.908 Le 0.000 ft SXX 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center 1.27 k-ft 12.14 in3 1,250.00 psi Q Left Support 0.00 k-ft 0.00 in3 1,250.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,250.00 psi Shear Analysis Q Left Support @ Right Support Design Shear 0.54 k 0.56 k Area Required 4.531 in2 4.677 in2 Fv: Allowable t 18.75 psi 11 8.75 psi Max. Left Reaction 0.36 k Bearing Length Req'd 0.104 in Max. Right Reaction 0.37 k Bearing Length Req'd 0.108 in Max Moment Sxx Rea'd Allowable fb Bearing @ Supports Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Job # PO@ Date: IO: 12AM. 27 JAN 05 Title : It- Dsgnr: Description : Scope : Description BM3 Section Name 6x6 Center Span 6.75ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi 1 Full Lenath Uniform Loads CI Center DL 24.00 #/ft LL 48.00 #Iff Left Cantilever DL Right Cantilever DL #Ift LL #lft #lft LL #/ft idth = 5.500in x Depth = 5.5in, Ends are Pin-Pin 0.142 : 1 0.4 k-ft Maximum Shear * 1.5 0.3 k 2.9 k-ft Allowable 3.6 k Max. Positive Moment 0.41 k-ft at 3.375 ft Shear: Q Left 0.24 k Max. Negative Moment 0.00 k-ft at 6.750 ft Q Right 0.24 k Max Q Left Support 0.00 k-ft Camber: @Left 0.000in 0.00 k-ft Q Center 0.013in Deflection -0,009 in -0.026 in Deflection 0.000 in 0.000 in ... Location 3.375 ft 3.375 ft ... LengthlDefl 0.0 0.0 Q Center 0.013 in .. . LengthlDefl 0.0 0.0 Right Cantilever ... . ..Length/Defl 9,367.1 3,122.37 Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Left 0.000 in Q Right 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center 0.41 k-ft 3.94 in3 1,250.00 psi Q Left Support 0.00 k-ft 0.00 in3 1,250.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,250.00 psi Shear Analysis Q Left Support Q Right Support Design Shear 0.32 k 0.32 k Area Required 2.677 in2 2.677 in2 Fv: Allowable 11 8.75 psi 11 8.75 psi Max. Left Reaction 0.24 k Bearing Length Req'd 0.071 in Max. Right Reaction 0.24 k Bearing Length Req'd 0.071 in Max Moment Sm Rea'd Allowable fb Bearing @ Supports JOB I Legoland-Knights Quest I JOB# I 04320.00 I e SHEET NO. IY OF CALCULATED BY Y.S. DATE 1 /05 CHECKED BY DATE SCALE 1 0 PLF (LL) Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Job # YO@ Date: 10:12AM. 27 JAN 05 Title : 11 Dsgnr: Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM4 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements b Section Name 6x10 Center Span 13.50ft . . . . .Lu 13.50 ft Beam Width 5.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 10.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/it 1 Point Loads Dead Load 408.0 IbS IDS IbS IbS Ibs Ibs Ibs Live Load 818.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ... distance 6.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 13.5Oft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.511 1 Maximum Moment 4.4 k-ft Maximum Shear * 1.5 Allowable 8.5 k-ft Allowable Max. Positive Moment 4.37 k-ft at 6.750 ft Shear: Q Left Max. Negative Moment 0.00 k-ft at 0.000 ft Q Right Max @ Left Support 0.00 k-ft Camber: @Left Max @ Right Support 0.00 k-ft Q Center Max. M allow 8.54 tb 633.23 psi fv 19.32 psi Left DL 0.27 k Max Fb 1,238.58 psi Fv 118.75 psi Right DL 0.27 k Max Q Right Reactions ... 1 Deflections 1.0 k 6.2 k 0.68 k 0.68 k 0.000in 0.098in 0.000 in 0.68 k 0.68 k Total Load Deflection -0.065 in -0.174 in Deflection ' 0.000 in 0.000 in ... Location 6.750 ft 6.750 ft . . . LengthlDefl 0.0 0.0 Q Center 0.098 in .. .Length/Defl 0.0 0.0 2,481.6 932.45 Right Cantilever ... .. .Length/Defl Camber ( using 1.5 D.L. Deft ) ... Deflection 0.000 in 0.000 in Q Left 0.000 in Q Right 0.000 in Dunn Savoie Inc. Structural Engineers c 908 S. Cleveland Street Title : Job # yo@ Dsgnr: '' Date: 10:12AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 - Description BM4 Bending Analysis Ck 29.908 Le 24.830 ft SXX 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 9.675 CI 0.991 Q Center 4.37 k-ft 42.30 in3 1,238.58 psi Q Left Support 0.00 k-ft 0.00 in3 1,250.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,250.00 psi Shear Analysis Q Left Support Q Right Support Design Shear 1.01 k 1.01 k Area Required 8.500 in2 8.500 in2 Fv: Allowable 11 8.75 psi 118.75 psi Max. Left Reaction 0.68 k Bearing Length Req'd 0.198 in Max. Right Reaction 0.68 k Bearing Length Req'd 0.198 in Max Moment Sxx Rea'd Allowable fb Bearing Q Supports - M, V, & D @ Specified Locations Moment Shear Deflection - Q Center Span Location = 0.00 ft 0.00 k-fl 0.68 k 0.0000 in 0.0000 in Q Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Q Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Job # YO@ Date: 10:12AM, 27 JAN 05 Title : 1% Dsgnr: Description : Oceanside, CA 92054 Scope : I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span 9.00ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft . . , . .Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft . . . . .Lu 0.00 -ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 43.00 #/ft LL 86.00 #/ft Lift Cantilever DL Right Cantilever DL #/ft LL #/ft #/ft LL #/ft I Span= 9.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment AI Iowa ble Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 189.46 psi Fb 1,000.00 psi 0.189 1 1.3 k-ft Maximum Shear * 1.5 Allowable 6.9 k-ft 1.31 k-ft at 4.500 ft Shear: Q Left 0.00 k-ft at 9.000 ft Q Right 0.00 k-ft Camber: @Left 0.00 k-ft Q Center 6.89 @ Right Reactions.. . fv 13.87 psi Left DL 0.19 k Max Fv 95.00 psi Right DL 0.19 k Max Beam Design OK 0.7 k 5.0 k 0.58 k 0.58 k 0.000 in 0.014in 0.000 in 0.58 k 0.58 k Deflection -0.01 0 in -0.029 in Deflection 0.000 in 0.000 in ... Location 4.500 ft 4.500 ft . . . LengthlDefl 0.0 0.0 @ Center 0.014 in . ..LengthlDefl 0.0 0.0 . . . LengthlDefl 11,366.2 3,788.73 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Left 0.000 in Bending Analysis Ck 33.438 Le 0.000 ft SXX 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center 1.31 k-ft 15.67 in3 1,000.00 psi Q Left Support 0.00 k-ft 0.00 in3 1,000.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,000.00 psi Shear Analysis Q Left Support Q Right Support Design Shear 0.72 k 0.72 k Area Required 7.626 in2 7.626 in2 Fv: Allowable 95.00 psi 95.00 psi Max. Left Reaction 0.58 k Bearing Length Req'd 0.169 in Max. Right Reaction 0.58 k Bearing Length Req'd 0.169 in Max Moment Sxx Rea'd Allowable fb Bearing @ Supports BM @A JOB SHEET NO. W ip Legoland-Knights Quest # 04320.00 I? OF CALCULATED BY Y.S. DATE 1 /05 c ' 1139 # (TL) &L # (TL) '363 #(DL) 182 # (DL) 774 #(LL) 360 # (LL) - W= W= I Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Job # yOQ Date: 9:22AM, 31 JAN 05 Title : zo Dsgnr: Description : Scope : Description BMSa Section Name Prllm: 5.25x18.0 Center Span 20.00ft . . . . .Lu 0.00 ft Beam Width 5.250 in Left Cantilever 1.50ft . . . . .Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi I Full Lenath Uniform Loads c Center DL 23.00 #/R LL 46.00 #Ift Left Cantilever DL #rn LL #/ft Right Cantilever DL 23.00 #/ft LL 46.00 #Ift Dead Load 1,282.0 Ibs Ibs Ibs Ibs Ibs Ibs ' Ibs Live Load 2,625.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ... distance 11 .ooo ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 20.00ft, Left Cant= 1.50ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin-Pin Max Stress Ratio 0.770 1 Maximum Moment 22.7 k-ft Maximum Shear * 1.5 Allowable Allowable 29.5 k-ft Max. Positive Moment 22.73 k-ft at 10.987 ft Shear: Q Left Max. Negative Moment 0.00 k-ft at 20.000 ft Q Right Max Q Left Support 0.00 k-ft Camber: @Left Max @ Right Support ' 0.00 k-ft Q Center Q Right Max. M allow 29.53 Max fb 962.26 psi fv 43.46 psi Left DL Fb 1,250.00 psi Fv 118.75 psi Right DL 0.94 k Max Reactions. .. 0.81 k I Deflections 4.1 k 11.2 k 2.45 k 2.84 k 0.033in 0.155in 0.000 in 2.45 k 2.84 k Deflection -0.1 03 in -0.313 in Deflection 0.022 in 0.066 in ... Location 10.300 ft 10.300 fl .. .Lengt hlDefl 1,657.6 545.7 Q Center 0.155 in . . . Lengt hIDefl 0.0 0.0 Right Cantilever ... . . . LengthIDefl 2,328.6 766.30 Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Left 0.033 in Q Right 0.000 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 Title : Job # yo@ Date: 9:22AM, 31 JAN 05 Dsgnr: Description : Scope : Description BM6a Section Name 6x10 Center Span 8.50ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.500 in Right Cantilever 1.50ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 20.00 #lft LL 39.00 #lft #lft 39.00 #/ft Left Cantilever DL #/R LL , Right Cantilever DL 20.00 #m LL Live Load 750.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ... distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 8.5Oft, Right Cant= 1.50R, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.258 1 Maximum Moment 2.1 k-ft Maximum Shear * 1.5 Allowable 8.6 k-ft Allowable Max. Positive Moment 2.lOk-ft at 1.995 ft Shear: Q Left Max. Negative Moment -0.02 k-ft at 8.500 ft Q Right Max Q Left Support 0.00 k-ft Camber: Q Left Max Q Right Support -0.07 k-ft Q Center Max. M allow 8.62 fb 304.42 psi fv 30.60 psi Left DL 0.37 k Max Fb 1,250.00 psi Fv 118.75 psi Right DL 0.21 k Max Q Right Reactions ... 1 Deflections 1.6 k 6.2 k 1.11 k 0.52 k 0.000 in 0.01 7 in 0.008in 1.11 k 0.61 k Total Load Deflection -0.012 in -0.035 in Deflection 0.000 in 0.000 in ... Location 3.871 n 3.871 ft . . . LengthlDefl 0.0 0.0 Right Cantilever ... ... LengthlDefl 8,838.7 2,929.33 Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.005 in 0.017 in Q Center 0.017 in .. .Length/Defl 6,581.6 2,133.0 Q Left 0.000 in Q Right 0.008 in c JOB CALCULATED BY SHEET NO. CHECKED BY SCALE Ounn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 Legoland-Knights Quest JOB # 04320.00 22, OF Y.S. DATE 1/05 DATE PI = I 2. . BMO W W I k5’ 21 USE 6x10 , D/C= Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Job # YO@ Date: 10:12AM, 27 JAN 05 Title : 23 Dsgnr: Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM6 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x14 Center Span 19.50ft . . , . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever 1.50ft . . . . .Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow E 625.0 psi 1,700.0 ksi Center DL 43.00 #M LL 86.00 #/ft Left Cantilever DL 43.00 #M LL 86.00 #/ft Right Cantilever DL #lft LL #/ft 1 Point Loads Dead Load 1,022.0 Ibs 271 .O Ibs Ibs Ibs Ibs Ibs Ibs Live Load 2,035.0 Ibs 409.0 Ibs Ibs Ibs Ibs Ibs Ibs ... distance 17.500 ft 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000R I Span= 19.50ft, Left Cant= 1.50ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow tb 908.91 psi Fb 1,233.75 psi 0.737 1 12.7 k-ft 17.2 k-ft Allowable Maximum Shear * 1.5 12.65 k-ft at 10.545 ft Shear: Q Left -0.05 k-ft at 0.000 ft @ Right -0.1 5 k-ft Camber: @Left 0.00 k-ft Q Center 17.18 Q Right Reactions ... rv 85.34 psi Left DL 0.72 k Max Fv 118.75 psi Right DL 1.48 k Max Beam Design OK 6.3 k 8.8 k 1.89k 4.36 k 0.049 in 0.229in 0.000 in 2.09 k 4.36 k I I Deflections Dead Load Total Load Deflection -0.1 53 in -0.442 in Deflection 0.033 in 0.095 in ... Location 10.210ft 10.21 0 ft . . . Lengt hlDefl 1,095.4 377.2 . . . LengthIDefl 1,530.4 529.42 Right Cantilever ... Center Span ... Dead Load Total Load Left Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.229 in . . . Length/Defl 0.0 0.0 @ Left 0.049 in Q Right 0.000 in Y Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Dsgnr: Date: 10:12AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM6 I Stress Calcs C Bendina Analysis - Ck 29.908 Le 0.000 ft SXX 167.063 in3 Area 74.250 in2 Cf 0.987 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb Q Center 12.65 k-ft 123.08 in3 1,233.75 psi Q Left Support 0.15 k-ft 1.41 in3 1.233.75 psi Q Right Support 0.00 k-ft 0.00 in3 1,233.75 psi Shear Analysis Q Left Support Q Right Support Design Shear 2.63 k 6.34 k Area Required 22.133 in2 53.363 in2 Fv: Allowable 118.75 psi 118.75 psi Max. Left Reaction 2.09 k Bearing Length Req'd 0.607 in Max. Right Reaction 4.36 k Bearing Length Req'd 1.270 in Bearing @ Supports M, V, a D @ Specified Locations Moment Shear Deflection Center-Span Location = 0.00 ft -0.15k-ft Q Right Cant. Location = 0.00 ft 0.00 k-ft Q Left Cant. Location = 0.00 ft -0.15 k-ft 1.89 k 0.0000 in 0.00 k 0.0000 in 1.89 k 0.0000 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # jiO@ Dsgnr: %- Date: 10:12AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM6-2 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x12.0 Center Span 19.50ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever 1.50ft . . . . .Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft ..... Lu 0.00 ft Member Type GluLam Douglas Fir GLB, 24F V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1 .ooo Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Center DL 43.00 #Ift LL 86.00 #/ft Left Cantilever DL 43.00 #/ft LL 86.00 #ift Dead Load 1,022.0 Ibs 271 .O Ibs Ibs Ibs Ibs Ibs Ibs Live Load 2,035.0 Ibs 409.0 Ibs lbs Ibs Ibs Ibs Ibs ... distance 17.500 ft 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.oooft Beam Design OK Span= 19.5Oft, Left Cant= 1.50ft, Beam Width = 5.125in x Depth = 12.in. Ends are Pin-Pin Max Stress Ratio 0.545 : 1 Maximum Moment 12.7 k-ft Maximum Shear * 1.5 Allowable 24.6 k-fi Allowable Max. Positive Moment 12.65 k-ft at 10.545 ff Shear: Q Left Max. Negative Moment -0.05 k-ft at 0.000 ft Q Right Max Q Left Support -0.15 k-ft Camber: @Left Max @ Right Support 0.00 k-ft Q Center 24.60 Reactions.. . Max. M allow fb 1,234.51 psi fv 103.56 psi Left DL 0.72 k Max Fb 2,400.00 psi Fv 190.00 psi Right DL 1.48 k Max ' Q Right 6.4 k 11.7 k 1.89k 4.36 k 0.071 in 0.331 in 0.000 in 2.09 k 4.36 k Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.221 in -0.638 in Deflection 0.047 in 0.138 in ... Location 10.210 ft 10.210 ft ... LengthlDefl 759.1 261.4 . . . LengthlDefl 1,060.5 366.86 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.331 in .. .Length/Defl 0.0 0.0 Q Left 0.071 in Q Right 0.000 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # jiOQ Dsgnr: d) Date: 10:12AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM6-2 I Stress Calcs b Bending Analysis Ck 22.210 Le cv 1.000 Rb Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 12.65 k-ft 0.15 k-ft 0.00 k-ft @ Left Support 2.66 k 14.004 in2 190.00 psi 2.09 k 4.36 k SXX 123.000 in3 Area 61.500 in2 CI 0.000 Sxx Req'd Allowable tb 63.27 in3 2,400.00 psi 0.73 in3 2,400.00 psi 0.00 in3 2,400.00 psi Q Right Support 6.37 k 33.522 in2 190.00 psi Bearing Length Req'd 0.727 in Bearing Length Req'd 1.521 in M, V, 8 D @ Specified Locations Moment Shear Deflection Q Center Span Location = 0.00 ft -0.15 k-ft Q Left Cant. Location = 0.00 ft -0.15 k-ft Q Right Cant. Location = 0.00 ft 0.00 k-ft 1.89 k 0.0000 in 0.00 k 0.0000 in 1.89 k 0.0000 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job #yo@ Dsgnr: Date: 10:12AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Center Span 17.50ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever 1.50ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .... .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow E 625.0 psi 1,700.0 ksi Center DL 26.00 '#/ft LL 51.00 #Ift Left Cantilever DL 26.00 #/ft LL 51.00 #Ift Right Cantilever DL #/ft LL #lft Span= 17.50ft, Left Cant= 1.50ft, Beam Width = J.500in x Depth = 7.25in. Ends are Pin-Pin Max Stress Ratio 0.706 : 1 Maximum Moment 2.9 k-ft Maximum Shear * 1.5 Allowable 4.2 k-ft Allowable Max. Positive Moment 2.93 k-ft at 8.788 ft Shear: Q Left Max. Negative Moment -0.03 k-ft at 0.000 ft Q Right Max Q Left Support -0.09 k-ft Camber: Q Left Max @ Right Support 0.00 k-ft Q Center @ Right Reactions. .. Max. M allow 4.15 fb 1,147.91 psi fif 37.71 psi Left DL 0.27 k Max Fb 1,625.00 psi . FV 118.75 psi Right DL 0.23 k Max Beam Design OK 1.0 k 3.0 k 0.68 k 0.67 k 0.llOin 0.428 in 0.000 in 0.79 k 0.67 k I Deflections Total Load Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Deflection -0.285 in -0.855 in Deflection 0.073 in 0.222 in ... Location 8.788 ft 8.788 ft . . . LengthlDefl 491.2 162.0 ... LengthlDefl 736.2 245.67 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Center 0.428 in . . . Lengt hlDefl 0.0 0.0 1 Stress Calcs k Q Left 0.110 in Q Right 0.000 in Bending Analysis - Ck 29.908 Le 0.000 ft SXX 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 0.000 @ Center Q Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment 2.93 k-ft 0.09 k-ft 0.00 k-ft Q Left Support 0.96 k 8.057 in2 118.75 psi 0.79 k 0.67 k Sxx Rea'd Allowable fb 21.66 in3 1,625.00 psi 0.64 in3 1,625.00 psi 0.00 in3 1,625.00 psi Q Right Support 0.95 k 7.974 in2 I 18.75 psi Bearing Length Req'd 0.363 in Bearing Length Req'd 0.307 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Job # yo@ Date: 10: 12AM, 27 JAN 05 Title : 2A Dsgnr: Description : ScoDe : Tel: (760) 966-6355 Description BM8 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements b Section Name 6x10 Center Span 11.50ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever 4.00ft . . . . .Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 128.00 #/ft LL 255.00 #lft Left Cantilever DL Right Cantilever DL #Ift LL #Ift #/ft LL #/ft #1 DL Q Left #lft LLQ Left #lft Start LOC -4.000 ft DL Q Right 128.00 #/ft LL Q Right 255.00 #Ift End LOC 0.000 ft Beam Design OK Span= 11.5Oft. Left Cant= 4.0oR, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.715 : 1 Maximum Moment 6.2 k-fl Maximum Shear * I .5 Allowable 8.6 k-ft Allowable Max. Positive Moment 6.16 k-ft at 5.812 ft Shear: Q Left Max. Negative Moment -0.34 k-ft at 0.000 ft Q Right Max Q Left Support -1.02 k-ft Camber: Q Left Max Q Right Support 0.00 k-R Q Center Max. M allow 8.62 fb 893.79 psi fv 57.61 psi Left DL 1.02 k Max Fb 1,250.00 psi Fv 118.75 psi Right DL 0.71 k Max Q Right Reactions.. . 3.0 k 6.2 k 2.29 k 2.17k 0.099 in 0.102 in 0.000in 3.06 k 2.17 k Deflection -0.068 in -0.218 in Deflection 0.066 in 0.229 in ... Location 5.812 ft 5.750 ft . . . LengthlDefl 1,454.1 418.5 . . . LengthlDefl 2,025.9 632.14 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection . 0.000 in 0.000 in @ Center 0.102 in . . . LengthlDefl 0.0 0.0 Q Left 0.099 in @ Right 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center 6.16 k-ft 59.15 in3 1,250.00 psi @ Left Support 1.02 k-ft 9.81 in3 1,250.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,250.00 psi Shear Analysis Q Left Support @ Right Support Design Shear 3.01 k 2.83 k Area Required 25.350 in2 23.854 in2 Fv: Allowable 118.75 psi 118.75 psi Max. Left Reaction 3.06 k Bearing Length Req'd 0.889 in Max. Right Reaction 2.17 k Bearing Length Req'd 0.632 in Max Moment Sxx Rea'd Allowable fb Bearing Q Supports Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET NO. CALCULATED BY BM 0 u\ I OF Y.S. DATE 1/05 , w CHECKED BY JOB I Legoland-Knights Quest 1 I 04320.00 I --I* I I DATE W= { USE 6x6 W $x 3’ KIM3 = 27 PLF (DL) I W= c Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 Job # yUQ Date: 10:13AM, 27 JAN 05 30 Title : Dsgnr: Description : Scope : Description BM9 Section Name 6x8 Center Span 11.50ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 92.00 #Ift LL 183.00 #/ft Left Cantilever DL Right Cantilever DL #lft LL #/ft #/ft LL #lft Beam Design OK Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow fb 1,058.00 psi Fb 1,250.00 psi 0.846 1 4.5 k-ft 5.4 k-ft Allowable Maximum Shear * 1.5 4.55 k-ft at 5.750 ft Shear: Q Left 0.00 k-ft at 11 500 ft Q Right 0.00 k-ft Camber: @Left 0.00 k-ft 5.37 Q Center Q Right Reactions ... fv 51.52 psi Left DL 0.53 k Max Fv 118.75 psi Right DL 0.53 k Max 2.1 k 4.9 k 1.58k 1.58k 0.000 in 0.165in 0.000in 1.58 k 1.58 k Deflection -0.110 in -0.329 in Deflection 0.000 in 0.000 in ... Location 5.750 ft 5.750 ft . . . LengthlDefl 0.0 0.0 Q Center 0.165 in . . . LengthlDefl 0.0 0.0 . . . LengthlDefl 1,253.0 419.18 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Left 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center Q Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment 4.55 k-ft 0.00 k-ft 0.00 k-ft Q Left Support 2.13 k 17.896 in2 118.75 psi 1.58 k 1.58 k Sxx Rea'd Allowable fb 43.64 in3 1,250.00 psi 0.00 in3 1,250.00 psi 0.00 in3 1,250.00 psi Q Right Support 2.13 k 17.896 in2 118.75 psi Bearing Length Req'd 0.460 in Bearing Length Req'd 0.460 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Dsgnr: '' Date: 10:13AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BMlO Section Name 4x6 Center Span ll.00ft . . . , .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 5.500 in Right Cantilever 1.50ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 27.00 #/ft LL 54.00 #/ft Left Cantilever DL #m LL #lft Right Cantilever DL 27.00 #lft LL 54.00 #Ift Span= 1 l.OOft, Right Cant= 1.50ft, Beam Width = 3.500in x Depth = 5.5in. Ends are Pin-Pin Max Stress Ratio 0.506 : 1 Maximum Moment 1.2 k-ft Maximum Shear * 1.5 Allowable 2.4 k-ft Allowable Max. Positive Moment 1.21 k-ft at 5.450 ft Shear: Q Left Max. Negative Moment -0.03 k-ft at 11 .OOO ft @ Right Max Q Left Support 0.00 k-ft Camber: @Left Max Q Right Support -0.09 k-ft Q Center Max. M allow 2.39 Q Right Reactions ... Beam Design OK 0.6 k 2.3 k 0.44 k 0.45 k 0.000 in 0.1 55 in 0.063 in 822.84 psi fv 32.52 psi Left DL 0.15 k Max 0.44 k 1 Fb 1,625.00 psi Fv 118.75 psi Right DL 0.19 k Max 0.58 k Deflection -0.103 in -0.319 in Deflection 0.000 in 0.000 in ,..Location 5.450 ft 5.500 ft ... LengthlDefl 0.0 0.0 . .. LengthlDefl 1,281.5 414.27 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.042 in 0.132 in Q Center 0.155 in . . . LengthlDefl 858.5 272.1 Q Left 0.000 in 0.063 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 17.646 in3 Area 19.250 in2 Cf 1.300 Rb 0.000 CI 0.000 Q Center 1.21 k-ft 8.94 in3 1,625.00 psi Q LeftSupport 0.00 k-ft 0.00 in3 1,625.00 psi Q Right Support 0.09 k-ft 0.67 in3 1,625.00 psi Shear Analysis Q Left Support Q Right Support Design Shear 0.61 k 0.63 k Area Required 5.132 in2 5.272 in2 Fv: Allowable 218.75 psi I1 8.75 psi Max. Left Reaction 0.44 k Bearing Length Req'd 0.202 in Max. Right Reaction 0.58 k Bearing Length Req'd 0.263 in Max Moment Sxx Rea'd Allowable fb Bearing @ Supports BM 8 W JOB Legoland-Knights Quest JOB # 04320.00 CALCULATED BY Y.S. DATE 1/05 , SHEETNO "32 OF +I.'+ BM 8 W BM 8 I I+ IP W CHECKEDBY I I DATE SCALE I PLF (DL) PLF (LL) w= I (6 ~5' %I418 = 54- ATL W= Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Job # YO@ Date: 10:13AM, 27 JAN 05 Title : 33, Dsgnr: Description : Scope : Tel: (760) 966-6355 ~ ~. Rev: 560100 User: KW-0602938 Ver 5.6.1 25-Oct-2002 Description BMI 1 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 12.00R . . , . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi - Center DL 63.00 #/R LL 125.00 #/ft Left Cantilever DL #/it LL #Iff Right Cantilever DL #/ft LL #Iff Span= 12.00ft, Beam Width = 5.500in x Depth = 7.511, Ends are Pin-Pin Max Stress Ratio 0.630 1 Maximum Moment 3.4 k-ft Maximum Shear * 1.5 Allowable 5.4 k-ft Allowable Max. Positive Moment 3.38 k-ft at 6.000 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right Max Q Left Support 0.00 k-ft Camber: @Left Max @ Right Support 0.00 k-ft Q Center Max. M allow 5.37 fb 787.55 psi fv 36.75 psi Left DL 0.38 k Max Fb 1,250.00 psi Fv 118.75psi Right DL 0.38 k Max Q Right Reactions ... Beam Design OK 1.5 k 4.9 k 1.13k 1.13k 0.000in 0.134 in 0.000 in 1.13k 1.13 k Deflection -0.089 in -0.267 in Deflection 0.000 in 0.000 in ... Location 6.000 ft 6.000 ft . . . LengthIDefl 0.0 0.0 Q Center 0.134 in . ..LengthlDefl 0.0 0.0 . . . LengthlDefl 1,610.4 539.66 Right Cantilever ... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Left 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 @ Center 3.38 k-ff 32.49 in3 1,250.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,250.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,250.00 psi Shear Analysis @ Left Support Q Right Support Design Shear 1.52 k 1.52 k Area Required 12.767 in2 12.767 in2 Fv: Allowable 118.75 psi 11 8.75 psi Max. Left Reaction 1.13 k Bearing Length Req'd 0.328 in Max. Right Reaction 1.13 k Bearing Length Req'd 0.328 in Max Moment Sxx Rea'd Allowable fb Bearing @ Supports I c Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Job # yo@ Date: 10:13AM, 27 JAN 05 Title : -w Dsgnr: Description : Scope : Description BM12 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements b Section Name 6x6 Center Span 11.00ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 5.500 in Right Cantilever 1.50ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin - P i n Fc Allow 625.0 psi E 1,700.0 ksi 1 Full Lenath Uniform Loads h Center DL 27.00 #Ift LL 54.00 #/ft Left Cantilever DL #Ift LL #/ft Right Cantilever DL 27.00 #/ft LL 54.00 #/ft Cant= 1.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin-Pin Max Stress Ratio 0.419 : 1 1.2 k-ft Maximum Shear * 1.5 0.6 k Allowable 2.9 k-ft AI Iowa ble 3.6 k Maximum Moment Max. Positive Moment 1.21 k-ft at 5.450 ft Shear: @ Left 0.44 k Max. Negative Moment -0.03 k-ft at 11 .OOO ft @ Right 0.45 k Max Q Left Support 0.00 k-ft Camber: Q Left 0.000 in 0.098 in Max Q Right Support -0.09 k-ft Q Center @ Right 0.040in Max. M allow 2.89 Reactions ... Fv 118.75 psi Right DL 0.19 k Max 0.58 k Deflection -0.066 in -0.203 in Deflection 0.000 in 0.000 in ... Location 5.450 ft 5.500 ft . . . LengthlDefI 0.0 0.0 . . . LengthlDefl 2,013.7 651.00 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.027 in 0.084 in @ Center 0.098 in ... Length/Defl 1,349.1 427.6 Q Left 0.000 in Bending Analysis Ck 29.908 Le 0.000 ff SXX 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center 1.21 k-ft 11.62 in3 1,250.00 psi Q Left Support 0.00 k-ft 0.00 in3 1,250.00 psi @ Right Support 0.09 k-ft 0.87 in3 1,250.00 psi Shear Analysis Q Left Support Q Right Support Design Shear 0.61 k 0.63 k Area Required 5.132 in2 5.272 in2 Fv: Allowable 118.75 psi 1 18.75 psi Max. Left Reaction 0.44 k Bearing Length Req'd 0.129 in Max. Right Reaction 0.58 k Bearing Length Req'd 0.167 in Max Moment Sxx Rea'd Allowable fb Bearing @ Supports Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Title : Job #YO@ Date: 12:02PM. 31 JAN 05 Dsgnr: Description : -.rs Scope : Rev: 560100 User. KW-0602938 Ver 5.6.1 25-Od-2002 Description BM13 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements b Section Name 5.125x13.5 Center Span 22.00ft . . . . .Lu 22.00 ft Beam Width 5.125in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir GLB, 24F V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 .Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Center DL 26.00 #lft LL 53.00 #lft Left Cantilever DL #If3 LL #Ift Right Cantilever DL #Ift LL #lft Live Load 2,849.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ... distance 11.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 R 0.000 ft 0.000ft Width = 5.125in x Depth = 13.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow 0.798 : 1 28.2 k-ft Maximum Shear * 1.5 4.4 k 35.4 k-ft Allowable 16.4 k 28.24 k-ft at 11 .OOO ft Shear: @ Left 3.00 k 0.00 k-ft at 22.000 ft @ Right 3.00 k 0.00 k-ft Camber: @Left 0.000 in 0.00 k-ft @ Center 0.539in Q Right 0.000 in Reactions ... 35.38 fb 2.177.08 psi fv 63.28 psi Left DL 0.99 k Max 3.00 k Fb 2,727.46 psi Fv 237.50psi Right DL 0.99 k Max 3.00 k I Deflections Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.360 in -1.085 in Deflection 0.000 in 0.000 in ... Location 11 .ooo ft 11.000 ft ... LengthlDefl 0.0 0.0 @ Center 0.539 in . . . LengthlDefl 0.0 0.0 ... LengthlDefl 734.1 243.38 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Left 0.000 in @ Right 0.000 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET NO. CALCULATED BY BM @ 36 OF Y.S. DATE 1 /05 c c L1 12' L1 W c JOB I Legoland-Knights Quest I 1 04320.00 I CHECKED BY DATE I I I BM 8 W= +I USE 6X $' W= 'i USE 6x4 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 Title : Job # YDQ Dsgnr: 37 Date: 10:13AM, 27 JAN 05 Description : Scope : Description BM14 Section Name 6x8 Center Span 12.00ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 7.500 in Right Cantilever 2.50ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E. 1,700.0 ksi Center DL 96.00 #/ft LL 193.00 #M Left Cantilever DL #/ft LL #lft Right Cantilever DL 96.00 #/ft LL 193.00 #Ift Span= 12.OOft, Right Cant= 2.5Oft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin Max Stress Ratio 0.941 : 1 Maximum Moment 5.1 k-ft Maximum Shear * 1.5 Allowable 5.4 k-R Allowable Max. Positive Moment 5.05 k-ft at 5.913 ft Shear: Q Left Max. Negative Moment -0.30 k-ft at 12.000 ft Q Right Max Q Left Support 0.00 k-ft Camber: Q Left Max Q Right Support -0.90 k-ft Max. M allow 5.37 fb 1,175.99 psi fv 59.70 psi Left DL 0.55 k Max Fb 1,250.00 psi Fv 118.75 psi Right DL 0.84 k Max Q Center Q Right Reactions. .. Beam Design OK 2.5 k 4.9 k 1.71 k 1.81 k 0.000 in 0.183in 0.106in 1.71 k 2.53 k 1 Deflections b Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.122 in -0.396 in Deflection 0.000 in 0.000 in .,.Location 5.913ft 5.971 ft . . . Lengt h/Defl 0.0 0.0 . . . Lengt h/Defl 1,179.4 363.64 Right Cantilever ... Camber ( using 1.5 D.L. Deft ) ... Deflection 0.071 in 0.249 in Q Center 0.183 in .. .Length/Defl 847.7 240.7 Q Left 0.000 in Q Right 0.106 in I Stress Calcs c Bending Analysis Ck 29.908 Le 0.000 ft SXX 51 363 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 GI 0.000 Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment 5.05 k-ft 0.00 k-ft 0.90 k-ft Q Left Support 2.31 k 19.471 in2 118.75 psi 1.71 k 2.53 k Sxx Rea'd Allowable fb 48.51 in3 1,250.00 psi 0.00 in3 1,250.00 psi 8.67 in3 1,250.00 psi Q Right Support 2.46 k 20.738 in2 11 8.75 psi Bearing length Req'd 0.497 in Bearing Length Req'd 0.737 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY c W Legoland-Knights Quest JOB # 04320.00 OF Y.S. DATE 1/05 DATE W I W= BM @ c PLF (DL) 16~ (x-kLJ') X \b3 PLF (LL) 11' w= Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # YUQ Dsgnr: 3q Date: 10:13AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM16 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements k Section Name 6x8 Center Span 12.00ft . . . , .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 7.500 in Right Cantilever 4.25ft . . . , .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 72.00 #/ft LL 143.00 #lft Left Cantilever DL #lft LL #lft Right Cantilever DL 72.00 #lft LL 143.00 #lft Beam Design OK Span= 12.OOft, Right Cant= 4.25ft, Beam Width = 5.500in x Depth = 7.5i1-1, Ends are Pin-Pin Max Stress Ratio 0.661 : 1 Maximum Moment 3.6 k-ft Maximum Shear * 1.5 Allowable 5.4 k-ft AI Iowa ble Max. Positive Moment 3.55 k-ft at 5.773 ft Shear: @ Left Max. Negative Moment -0.65 k-ft at 12.000 ft @ Right Max @ Left Support 0.00 k-ft Camber: @Left Max @ Right Support -1.94 k-ft @ Center 1 Max. M allow 5.37 Reactions.. . Q Right 826.56 psi fv 48.23 psi Left DL 0.38 k Max I Fb 1,250.00 psi Fv 118.75 psi Right DL 0.79 k Max 2.0 k 4.9 k 1.24 k 1.45k 0.000in 0.108in 0.063in 1.24 k 2.37 k 1 Deflections Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.072 in -0.274 in Deflection 0.000 in 0.000 in ... Location 5.643 ft 5.903 ft ... LengthlDefl 0.0 0.0 Right Cantilever ... Q Center 0.1 08 in , . . LengthlDefl Q Left 0.000 in Q Right 0.063 in . . . LengthlDefl 2,008.2 524.66 Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.042 in 0.269 in 379.6 2,412.8 1 Stress Calcs Bending Analysis - Ck 29.908 Le 0.000 ft SXX 51 363 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Q Center 3.55 k-ft @ Left Support 0.00 k-ft @ Right Support 1.94 k-ft Shear Analysis Q Left Support Design Shear 1.67 k Area Required 14.025 in2 Fv: Allowable 118.75 psi Max. Left Reaction 1.24 k Max. Right Reaction 2.37 k Bearing @ Supports Sxx Rea'd Allowable fb 34.10 in3 1,250.00 psi 0.00 in3 1,250.00 psi 18.64 in3 1,250.00 psi @ Right Support 1.99 k 16.753 in2 11 8.75 psi Bearing Length Req'd 0.360 in Bearing Length Req'd 0.688 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # 90Q Dsgnr: Date: 9:23AM, 31 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM17 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 12.00ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever 2 ft . . . . .Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL 96.00 #/ft LL 193.00 #/ft Left Cantilever DL Right Cantilever DL #/ft LL #/ft #Ift LL #/R Beam Design OK Span= 12.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin Max Stress Ratio 0.969 : 1 Maximum Moment 5.2 k-R Maximum Shear * 1.5 Allowable 5.4 k-ft Allowable Max. Positiie Moment 5.20 k-ft at 6.000 ft Shear: Q Left Max. Negative Moment 0.00 k-ft at 12.000 ft Q Right Max Q Left Support 0.00 k-ft Camber: @Left Max Q Right Support 0.00 k-ft Q Center Max. M allow 5.37 fb 1,210.65 psi fv 56.50 psi Left DL 0.58 k Max Fb 1,250.00 psi Fv 118.75 psi Right DL 0.58 k Max Q Right Reactions ... I Deflections 2.3 k 4.9 k 1.73 k 1.73k 0.000 in 0.204in 0.000 in 1.73 k 1.73k Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.136 in -0.410 in Deflection 0.000 in 0.000 in ... Location 6.000 ft 6.000 ft . . . LengthlDefl 0.0 0.0 Q Center 0.204 in . . . Lengt h/Defl 0.0 0.0 . . .Length/Defl 1,056.8 351.06 Right Canti lever.. . Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Left 0.000 in Q Right 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 , Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment 5.20 k-ft 0.00 k-ft 0.00 k-ft Q Left Support 2.33 k 19.625 in2 118.75 psi 1.73 k 1.73 k SXx ReQ’d Allowable fb 49.94 in3 1,250.00 psi 0.00 in3 1,250.00 psi 0.00 in3 1,250.00 psi Q Right Support 2.33 k 19.625 in2 11 8.75 psi Bearing Length Req‘d 0.504 in Bearing Length Req‘d 0.504 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Title : Job # yo@ Dsgnr: @I Date: 10:13AM. 27 JAN 05 Description : Scope : Rev: 560100 User: KW-0602938 Ver 5.6.1 25-Oc1-2002 Description BM18 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements b Section Name 6x8 Center Span 12.00ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever 6.50ft . . . . .Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin - P i n Fc Allow 625.0 psi E 1,700.0 ksi ~~~~ IKll Lenath Uniform Loads Center DL 72.00 #Ift LL 143.00 #/ft Left Cantilever DL 72.00 #/ft LL 143.00 #/ft Right Cantilever DL #Ift LL #lft Span= 12.00ft, Left Cant= 6.50R, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin Max Stress Ratio 0.846 : 1 Maximum Moment -4.5 k-ft Maximum Shear * 1.5 Allowable 5.4 k-ft Allowable Max. Positive Moment 3.15k-ft at 6.626 ft Shear: Q Left Max. Negative Moment -1.52 k-ft at 0.000 ft @ Right Max @ Left Support -4.54 k-ft Camber: @Left Max Q Right Support 0.00 k-ft Q Center Max. M allow 5.37 ft, 1,057.02 psi fv 56.07 psi Left DL 1.03 k Max Fb 1,250.00 psi Fv 118.75psi Right DL 0.31 k Max @ Right Reactions.. . 2.3 k 4.9 k 1.67 k 1.16 k 0.172in 0.049in 0.000 in 3.07 k 1.16k (Deflections Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.033 in -0.234 in Deflection -0.114 in -0.689 in ... Location 7.288 ft 6.258 ft . .. Lengt h/Defl 1,362.8 226.3 .. .LengthlDefl 4,384.0 616.26 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.049 in .. . LengthlDefl 0.0 0.0 Q Left 0.172 in Q Right 0.000 in Bending Analysis Ck 29.908 Le 0.000 ft SXX 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Q Center 3.15 k-ft 30.21 in3 1,250.00 psi Q Left Support 4.54 k-ft 43.60 in3 1,250.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.31 k 1.55 k Area Required 19.476 in2 13.094 in2 Fv: Allowable 118.75 psi 11 8.75 psi Max. Left Reaction 3.07 k Bearing Length Req'd 0.892 in Max. Right Reaction 1.16 k Bearing Length Req'd 0.338 in Max Moment Sxx Rea'd Allowable fb Bearing @ Supports I Dunn Savoie Inc. 1 Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tal: (760) 966-6355 Fax: (760) 966-6360 SHEET NO. CALCULATED BY ~ ~p JOB 1 Legoland-Knights Quest 1 JOB# 1 0432O.0Op 1 OF Y.S. DATE 1 /05 CHECKEDBY I I DATE BM @ W BM 63 W 22’ $x 7 x I*\($ r= qs PLF (DL) I W= +I ATL w= Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Dsgnr: v3 Date: 10:13AM. 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM19 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 12.00ft . . . . .Lu 0.00 ft' Beam Width 5.500 in Left Cantilever 4.50ft . . . . .Lu 0.00 ft Beam Depth 7.500 in Right Cantilever . ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Cc Allow 625.0 psi E 1,700.0 ksi Center DL 98.00 #/ft LL 197.00 #/ft Left Cantilever DL 98.00 #/ft LL 197.00 #/ft Right Cantilever DL #Iff LL #/ft Beam Design OK Span= IZ.OOft, Left Cant= 4.50ft, Beam Width = 5.500in x Depth = 7.517, Ends are Pin-Pin Max Stress Ratio 0.898 : 1 Maximum Moment 4.8 k-A Maximum Shear * 1.5 Allowable 5.4 k-A Allowable Max. Positive Moment 4.83 k-R at 6.264 ft Shear: Q Left Max. Negative Moment -0.99 k-ft at 0.000 ft Q Right Max Q Left Support -2.99 k-ft Camber: @Left Max Q Right Support 0.00 k-ft. Q Center Max. M allow 5.37 tb 1,123.01 psi fv 67.05 psi Left DL 1.11 k Max Q Right Reactions ... Fb 1,250.00 psi Fv 118.75 psi Right DL 0.51 k Max I Deflections 2.8 k 4.9 k 2.02 k 1.69 k 0.069 in 0.1 39in 0.000 in 3.35k 1.69k Deflection -0.093 in -0.372 in Deflection 0.046 in 0.379 in ... Location 6.396 ft 6.132 ft . . . Lengt h/Defl 2,358.0 284.7 . . . LengthlDefl 1,554.2 387.23 Right Cantilever. .. Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in Q Center 0.139 in . . . LengthlDefl 0.0 0.0 I Stress Calcs t Q Left 0.069 in Q Right 0.000 in Bending Analysis Ck 29.908 Le Cf 1.000 Rb Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 4.83 k-ft 2.99 k-ft 0.00 k-ft Q Left Support 2.77 k 23.291 in2 118.75 psi 3.35 k 1.69 k SXX 51.563 in3 Area 41.250 in2 CI 0.000 SXX Rea'd Allowable fb 46.32 in3 1,250.00 psi 28.67 in3 1,250.00 psi 0.00 in3 1,250.00 psi Q Right Support 2.27 k 19.102 in2. 118.75 psi Bearing Length Req'd 0.973 in Bearing Length Req'd 0.491 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Dsgnr: '+ Date: 10:13AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM20 FY 36.00 ksi Load Duration Factor 1 .oo Steel Section : W6X9 Center Span 8.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Pinned-Pinned Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft #1 #2 #3 #4 #5 #6 #7 DL 0.273 Idft LL 0.650 Idft ST wft Start Location ft End Location 8.000 ft = 8.00ft. Fy = 36.0ksi . Lu = 0.OOft. LDF = 1.000 Actual Allowable Moment 7.457 k-ft 11.007 k-ft Max. Deflection -0.181 in LengthlDL Defl 1,756.2 : 1 Length/(DL+LL Defl) 531.5 : 1 tb : Bending Stress 16.096 ksi 23.760 ksi fbIFb 0.677 : 1 Shear 3.728 k 14.443 k fv : Shear Stres: 3.717 ksi 14.400 ksi fvIFv 0.258 : 1 DL LL LL+ST LL LL+ST Maximum Onlv @ Center d Center @ Cants _b Cants Max. M + 7.46 k-ft 2.26 7.46 k-ft Ma. M - k-ft Max. M Q Left k-ft Max. M Q Right k-ft Shear Q Left 3.73 k 1.13 3.73 k Shear Q Right 3.73 k 1.13 3.73 k Center Defl. -0.181 in -0.055 -0.181 -0.181 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction Q Left 3.73 1.13 3.73 3.73 ' k Reaction Q Rt 3.73 1.13 3.73 3.73 k Fa calc'd per Eq. E2-1, K*Ur < Cc Width 3.940in I -XX 16.40 in4 r-YY 0.904 in Web Thick 0.170 in I-YY 2.19 in4 Rt 1.030 in Flange Thickness 0.21 5 in S-XX 5.559 in3 Area 2.68 in2 s-YY 1.112 in3 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 CALCULATED BY BM @a Y.S. DATE 1/05 JOB 1 Legoland-Knights Quest 1 JOB # I 04320.00 I i ./ I I CHECKEDBY I 1 DATE SCALE 1 3 - - 63 PLF (DL) 42x 5 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Title : Job # PO@ Dsgnr: 'p6 Date: 12:02PM, 31 JAN05 Description : Scooe : Tel: (760) 966-6355 Description BM 21a Channel I General Information Calculations are designed to AlSC 9th Edition ASD and 1997 UBC Requirements Steel Section : C6X8.2 FY 36.00 ksi Center Span 8.00 ft Bm Wt. Added to Loads Elastic Modulus 29.000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Pinned-Pinned Load Duration Factor 1 .oo Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft DL @ Righi 0.063 LL Q Righl 0.1 50 ST @ Righi k/R End 4.500ft #2 DL@ Left 0.231 LL Q Left 0.550 STQLeft Wft Start 4.500 ft DL Q Righl 0.231 LL Q Right 0.550 ST Q Righi Wft End 8.000ft Static Load Case Governs Stress Span = 8.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Allowable 3.765 k-ft 7.800 k-ft Max. Deflection -0.110 in LengthlDL Defl 2,828.8 : I Length/(DL+LL Defl) 872.5 : 1 fb : Bending Stress 10.425 ksi 21.600 ksi fbIFb 0.483 : I 2.438 k 17.280 k fv : Shear Stress 2.031 ksi 14.400 ksi fvIFv 0.141 : 1 I I Force & Stress Summary Max. M + Max. M - Max. M Q Left Max. M Q Right Shear Q Left Shear Q Right e<-- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST @ Center d Center j3 Cants @ Cants Maximum Onlv 3.76 k-ft 1.16 3.76 k-ft -0.00 -0.00 k-ft k-fI k-ft 1.32 k 0.41 1.32 k 2.44 k 0.74 2.44 k ' Center Defl. -0.1 1 o in -0.034 -0.110 -0.110 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 ' 0.000 0.000 0.000 in ... Query Defl Q 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction Q Left 1.32 0.41 1.32 1.32 Reaction Q Rt 2.44 0.74 2.44 2.44 Fa calc'd Der Ea. E2-1, K'Ur < Cc k k I Beam Passes Table B5.1, Fb per Eq. Fl-1, Fb = 0.66 Fy 1 Section Properties C6X8.2 c Width 1.920in I-XX Web Thick 0.200 in 1 -YY Flange Thickness 0.343 in S-XX Area 2.39 in2 s-YY 13.00 in4 r-YY 0.70 in4 4.333 in3 0.500 in3 0.541 in BM 63 JOE SHEET NO. CALCULATED BY W Legoland-Knights Quest JOB # 04320.00 Cr-7 OF Y.S. DATE 1 /05 3 BM 0 CHECKEDBY 1 1 DATE SCALE 6' PLF (DL) 1 I 4rx - = '.L6 ATL y= < L/wo OK! 2.t' 4.2 (5 t 7)= m PLF (DL) -I SHEET NO. Ip4 OF DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE OCEANSIDE, CA 92054 Email: dsi@surfdsi.com SCALE ;). \I-’ L 1 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # YO@ Dsgnr: Description : Date: 10:08AM, 27 JAN 05 ' Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM TS Tube. BMa I General Information Calculations are designed to AlSC 9th Edition ASD and 1997 UBC Requirements FY 46.00 ksi Steel Section : TS2X12X114 Center Span 8.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length Pinned-Pinned Load Duration Factor I .oo 0.00 ft #1 #2 #3 #4 #5 #6 #7 DL 0.126 0.315 LL 0.300 0.750 ST Start Location 4.500 End Location 4.500 8.000 Wft Wft Wft ft ft Static Load Case Governs Stress Using: TS2X12X114 section, Span = 8.00ft, Fy = 46.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Allowable Moment 5.765 k-ft 32.200 k-fl Max. Deflection -0.160 in LengthlDL Defl 1,884.5 : 1 tb : Bending Stress 4.941 ksi 27.600 ksi Lengthl(DL+LL Defl) 599.4 : 1 fb/Fb 0.179 : 1 Shear 3.541 k 9.200 k fv : Shear Stress 0.590 ksi 18.400 ksi fvIFv 0.032 : 1 <e-- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Onlv _cia Center ti? Center JB Cants @ Cants Max. M + 5.76 k-ft 1.83 5.76 k-ft Max. M - -0.00 -0.00 k-ft Max. M Q Left k-ft Max. M Q Right k-ft Shear Q Left 2.28 k 0.74 2.28 k Shear Q Right 3.54 k 1.11 3.54 k Center Defl. -0.160 in -0.051 -0.160 -0.160 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl Q 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction Q Left 2.28 0.74 2.28 2.28 k Reaction Q Rt 3.54 1.11 3.54 3.54 k Fa calc'd per Eq. E2-1, K'Ur < Cc Depth 2.000 in Weight 22.38 #/ft r-xx 1.458 in Width 12.000in I -xx 14.00 in4 r-YY 3.740 in Thickness 0.250 in I-YY 92.20 in4 S-XX 14.000 in3 Area 6.59 in2 s-YY 15.367 in3 Dunn Savoie Inc. Structural Engineers - 908 S. Cleveland Street Title : Job # yo@ Dsgnr: fi Date: 10:13AM, 27 JAN 05 Description : - Oceanside, CA 92054 Scope : Tel: (760) 966-6355 - Description BM23 FY 36.00 ksi Pinned-Pinned Load Duration Factor 1 .oo Steel Section : W6X9 Center Span 8.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft I TraDezoidal Loads C - #1 DL@Left 0.179 LL@Left 0.425 ST@Left klft Start ft DL Q Righl 0.252 LL @ Right 0.600 ST @ Righl klft End 8.500ft Static Load Case Go pan = 8.50ft, Fy = 36.0ksi Actual Allowable 6.662 k-ft 11.007 k-ft Max. Deflection LengthlDL Defl Length/(DL+LL Defl) tb : Bending Stress 14.380 ksi 23.760 ksi 3.308 k 14.443 k fv : Shear Stres: 3.298 ksi 14.400 ksi DL LL LL+ST LL LL+ST Maximum Onlv Ca! Center -@ Center Ca! Cants JZB Cants Max. M + 6.66 k-ft 2.03 6.66 k-ft Max. M - -0.00 -0.00 k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 2.96 k 0.90 2.96 k Shear @ Right 3.31 k 1.01 3.31 k Center Defl. -0. I 82 in -0.055 -0.182 -0.182 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.96 0.90 2.96 2.96 k Reaction @ Rt 3.31 1.01 3.31 3.31 k Fa calc'd per Eq. E2-1, K'Ur c Cc Width 3.940in I-XX 16.40 in4 r-YY 0.904 in Web Thick 0.170 in I-YY 2.19 in4 Rt 1.030 in Flange Thickness 0.215 in S-XX 5.559 in3 Area 2.68 in2 s-YY 1.112 in3 BM @ JOB CALCULATED BY SHEET NO. CHECKED BY c Legoland-Knights Quest JOB # 04320.00 r! OF Y.S. DATE 1/05 DATE Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 e c c Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # PO@ Dsgnr: Date: 10:13AM, 27 JAN 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description EM24 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Center Span 12.50ft . , . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 11.500 in Right Cantilever R ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1 .ooo Fv Allow 95.0 psi Beam End Fixity Pjn-Pin Fc Allow 625.0 psi E 1.700.0 ksi Center DL 47.00 #/ft LL 225.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 12.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin-Pin Max Stress Ratio 0.526 : 1 Maximum Moment 5.3 k-ft Maximum Shear * 1.5 Allowable 10.1 k-ft Allowable Max. Positive Moment 5.31 k-ft at 6.250ft Shear: Q Left Max. Negative Moment 0.00 k-ft at 12.500 ft Q Right Max Q Left Support 0.00 k-ft Camber: @Left Max Q Right Support 0.00 k-ft Q Center Max. M allow 10.10 fb 525.86 psi fv 34.19psi Left DL 0.29 k Max Fb 1,000.00 psi Fv 95.00 psi Right DL 0.29 k Max @ Right Reactions ... Beam Design OK 2.2 k 6.0 k 1.70k 1.70k 0.000in 0.033in 0.000 in 1.70 k 1.70 k 1 Deflections Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.022 in -0.126 in Deflection 0.000 in 0.000 in ... Location 6.250 ft 6.250 ft ... LengthlDefl 0.0 0.0 Q Center 0.033 in . . . Length/Defl 0.0 0.0 I Stress Calcs k! ... LengthlDefl 6,885.0 1,189.69 Right Cantilever ... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Left 0.000 in Q Right 0.000 in Bending Analysis Ck 33.438 Le 0.000 ft Cf 1.000 Rb 0.000 @ Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment 5.31 k-ft 0.00 k-ft 0.00 k-ft Q Left Support 2.16 k 22.762 in2 95.00 psi 1.70 k 1.70 k SXX 121.229 in3 Area 63.250 in2 CI 0.000 Sxx Rea'd Allowable fb 63.75 in3 1,000.00 psi 0.00 in3 2,000.00 psi 0.00 in3 1,000.00 psi Q Right Support 2.16 k 22.762 in2 95.00 psi Bearing Length Req'd 0.495 in Bearing Length Req'd 0.495 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job #yo@ Dsgnr: Date: 10:00AM, 31 JAN05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Description BM25 Section Name 4x4 Center Span 7.00ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ..... Lu 0.00 ft Beam Depth 3.500 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No. 1 Fb Base Allow . 1,OOO.Opsi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Center DL LL 50.00 #Ift Left Cantilever DL Right Cantilever DL #Iff LL #Iff #Ift LL #/ft r Beam Design OK Span= 7.0Oft, Beam Width = 3.500in x Depth = 3.5in, Ends are Pin-Pin Max Stress Ratio 0.307 1 Maximum Moment 0.3 k-ft Maximum Shear * 1.5 AI Iowa ble 1.1 k-ft Allowable Max. Positive Moment 0.34 k-ft at 3.500 ft Shear: Q Left Max. Negative Moment 0.00 k-ft at 0.000 ft Q Right Max Q Left Support 0.00 k-ft Camber: Q Left Max Q Right Support 0.00 k-ff Q Center Max. M allow 1.12 tb 576.00 psi fv 22.08 psi Left DL 0.02 k Max Fb 1,875.00 psi Fv 118.75 psi Right DL 0.02 k Max Q Right Reactions ... 0.3 k 1.5 k 0.20 k 0.20 k 0.000 in 0.023 in 0.000 in 0.20 k 0.20 k I Deflections Deflection -0.015 in -0.142 in , Deflection 0.000 in 0.000 in Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in ... Location 3.500 ft 3.500 ft . ..LengthlDefl 0.0 0.0 Q Center 0.023 in . . .LengthlDefl 0.0 0.0 . . . LengthlDefl 5,509.4 590.29 Right Cantilever ... @ Left 0.000 in Q Right 0.000 in Bending Analysis Ck 29.908 Le Cf 1.500 Rb Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 0.34 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.27 k 2.278 in2 11 8.75 psi 0.20 k 0.20 k SXX 7.146 in3 Area 12.250 in2 CI 0.000 Sxx Rea'd Allowable fb 2.20 in3 1.875.00 psi 0.00 in3 1,875.00 psi 0.00 in3 1,875.00 psi Q Right Support 0.27 k .2.278 in2 11 8.75 psi Bearing Length Req'd 0.090 in Bearing Length Req'd 0.090 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB CALCULATED BY SHEET NO. CHECKED BY SCALE BM @ W Legoland-Knights Quest JOB # 04320.00 m OF Y.S. DATE 1/05 DATE W BM 0 W PLF (DL) I 12* 4=e;’ = ’;+ PLF (LL) loo x 4.5’ = -470 *= I PLF (LL) PLF (DL) PLF (LL) W= USE ATL = L/ , D/C= < L/ OK! Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 Title : Job # yo@ Dsgnr: Date: 11:59AM, 4 FEB 05 Description : Scope : Description BM26 (W12x35) Steel Section : W12X35 FY 36.00 ksi Center Span 28.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Pinned-Pinned Load Duration Factor 1 .oo Right Cant 0.00 ft Lu : Unbraced Length 0.00 n #I #2 #3 #4 #5 #6 #7 DL 0.054 Li ST 0.450 Start Location End Location 28.000 k/ft k/ft wft ft ff Static Load Case Go Span = 28.00ft, Fy = 36.0ksi ned, Lu = O.OOft, LDF = 1.000 Allowable 52.821 k-ft 90.288 k-ft Max. Deflection -0.902 in Length/DL Defl 2,256.6 : 1 Length/(DL+LL Defl) 372.6 : 1 fb : Bending Stress 13.900 ksi 23.760 ksi fbIFb 0.585 : 1 7.546 k 54.000 k fv : Shear Stres: 2.012 ksi 14.400 ksi fvIFv 0.140 : I DL LL LL+ST LL LL+ST Maximum Onlv @. Center @ Center D. Cants @ Cants Max. M + 52.82 k-ft 8.72 52.82 k-ft Max. M - k-n Max. M Q Len k-ft Max. M Q Right k-R Shear Q Left 7.55 k 1.25 7.55 k Shear @ Right 7.55 k 1.25 7.55 k Center Defl. -0.902 in -0.149 -0.902 -0.902 0.000 0.000 in Left Cant Defl 0.0ooin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query DeR@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction Q Len 7.55 1.25 7.55 7.55 k Reaction Q Rt 7.55 1.25 7.55 7.55 k Fa calc'd per EQ. E2-1, K'Ur < Cc I Beam Passes Table 85.1, Fb per Eq. Fl-I, Fb = 0.66 Fv Depth 12.500 in Weight 34.99 #/ft r-xx 5.260 in - Width 6.560in I-XX Web Thick 0.300 in 1-w Flange Thickness 0.520 in S-XX Area 10.30 in2 s-w 285.00 in4 r-YY 24.50 in4 Rt 45.600 in3 7.470 in3 1.542 in 1.740 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 17601 966-6355 Title : Job #yo@ Dsgnr: rb Date: 11:59AM, 4 FEB 05 Description : Scope : Description BM27 Steel Section : W12X35 . FY 36.00 ksi Pinned-Pinned Load Duration Factor 1 .oo Center Span 28.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Lenath 0.00 ft #I #2 #3 #4 #5 #6 #7 DL 0.065 LL 0.375 ST Start Location End Location 28.000 Using: W12X35 section, Span = 28.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual 12.250 ksi 0.516 : 1 1.773 ksi 0.123 : 1 Moment 46.549 k-ft fb : Bending Stress fb I Fb Shear 6.650 k -fv I FV , fv : Shear Stres5 k/ft Wft Wft R R Beam OK Static Load Case Governs Stress Allowable Max. Deflection -0.795 in LengthlDL Defl 2,008.4 : 1 Length/(DL+LL Defl) 422.8 : 1 90.288 k-ft 23.760 ksi 54.000 k 14.400 ksi I 1 Force & Stress Summarv c e-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only d Center @. Center @. Cants @ Cants Max. M + 46.55 k-ft 9.80 46.55 k-ft Max. M - k-ft Max. M Q Left k-ft Max. M Q Right k-R Shear Q Left 6.65 k 1.40 6.65 Shear Q Right 6.65 k 1.40 6.65 k k Center Defl. -0.795 in -0.1 67 -0.795 -0.795 0.000 0.000 in Left Cant Defl 0.000 !n 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 6.65 1.40 6.65 6.65 Reaction @ Rt 6.65 1.40 6.65 6.65 k k Fa calc'd Der Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Ea. Fl-1, Fb = 0.66 Fv Depth 12.500 in Weight 34.99 #/ft r-xx 5.260 in Width 6.560in I -xx Web Thick 0.300 in 1-YY Flange Thickness 0.520 in S-XX Area 10.30 in2 s-YY 285.00 in4 r-YY 24.50 in4 Rt 45.600 in3 7.470 in3 1.542 in 1.740 in DUNN SAVOIE INC. STRUCTURAL ENGINEERS ~ ~~ SHEET NO. 5-7 OF 908 S. Cleveland Street OCEANSIDE. CA 92054 CALCULATED BY DATE PH. (760) 966-6355 'FAX (760) 966-6360 CHECKED BY DATE Email: dsi@surfdsi.com SCALE t.c tN b 6 1% %- '== 5.5) - i SHEET NO. CALCULATED BY CHECKED BY Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 OF Y.S. DATE 1/05 DATE JOB I LEGO-KNIGHTS QUEST 1 JOB# 1 04320.00 1 SCALE I I LATERAL ANALYSIS OF STRUCTURE 3 4 3 6 Dunn Savole Inc. JOB Legoland-Knights Quest 04320.00 Structural Engineers 908 S. Cleveland St. Oceanside. CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 OF SHEET NO CALCULATED BY Y.S. DATE 1/05 CHECKED BY DATE - - SCALE PARAMETERS FOR LATERAL ANALYSIS Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 9205 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Leaoland-Kniahts Quest 04320.00 SHEET NO. 62- OF CALCULATED BY Y.S. DATE 1/05 CHECKED BY DATE mMlC ANALYSIS Front-Rear Direction 3OOF Area 1978 sq.ft. FLOOR Area 944 sq. ft. WTOTAL 26.5 kips W TOTAL 41.4 kips 'ORCE DISTRIBUTION (2-st0~) TOTAL W = 67.9 kips UNFACTORED BASE SHEAR, V= 0.357 W = 24.2 Kips LEVEL Wt Ht Wt x Ht F V total f (k) (ft.) (k) (k) (PSf) ROOF 26.5 I 18 I 477 [ 13.6 1 13.6 I 6.88 FLOOR 41.4 I 91 373 1 10.6 I 24.2 I 11.26 C= 68 850 24.2 IIAPHRAGM FORCES, Fpx LEVEL CFi wpx W FP~ f (k) (k) (ft.) (k) (p s9 ROOF 13.6 I 27 I 27 I 13.6 I 6.88 FLOOR 24.2 I 41 I 68 I 14.8 115.66 LEVEL Flr. Ht. (ft) 2-R 9 1 -2 9 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 SHEET NO. 62 OF CALCULATED BY Y.S. DATE 1 /05 CHECKED BY DATE North-South Seismic Load o,= 6.0% w-L= bB‘h Direction i t2dF LEVEL a 4 3 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 CALCULATED BY Y.S. DATE 1/05 SHEET NO 6% OF CHECKED BY DATE SCALE North-South Direction fM LWfL .;- 0 d c 3 4 9 3 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 CALCULATED BY Y.S. DATE 1 I05 SHEET NO. Ir OF CHECKED BY DATE SCALE North-South Direction Seismic Load IA)= 11.26~ La' = 90 PLF 3 a 3 3 -7 3 2 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 CALCULATEDBY Y.S. DATE 1/05 SHEET NO. OF CHECKED BY DATE ~~~ East-West Direction OSIl Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Legoland-Knights Quest 04320.00 CALCULATED BY Y.S. DATE 1 I05 SHEET NO. OF CHECKED BY DATE SCALE East-West Direction I i\ P -@ 4 h \\ dJ \ cr 6 h '.o c c c I H 3 I k L. 4 a a (13 m m cv (D F2 DUNN SAVOIE INC. SHEETN0.A. OF STRUCTURAL ENGINEERS OCEANSIDE, CA 92054 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE .. Email: dsi@surfdsi.com SCALE z. 3. / ok ! SHEET NO. 70 OF DUNN SAVOIE INC. STRUCTURAL ENGINEERS OCEANSIDE, CA 92054 Email: dsi@surfdsi.com 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE SCALE DUNN SAVOIE INC. STRUCTURAL ENGl N EERS 908 S. Cleveland Street OCEANSIDE. CA 92054 PH. (760) 966-6355 .FAX (760) 966-6360 CHECKED BY DATE Email: dsi@surfdsi.com SCALE ;i Dunn Savoie Inc. Title : Job # jiO@ Structural Engineers 908 S. Cleveland Street Dsgnr: -?L Date: 2:47PM, 28JAN05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 I I Description 8x8 Wood Post Sleeve Base Plate / - Loads Steel Section Axial Load 8.50 k X-X Axis Moment 12.34 k-ft Plate Dimensions Plate Length 15.000 in Plate Width 15.000 in Plate Thickness 0.750 in Support Pier Size Pier Length 40.000 in Pier Width 40.000 in Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area 8.000 in 8.000 in 0.250 in 0.250 in 3,000.0 psi 36.00 ksi 1.330 2.000 in 2 5.500 k 0.442 in2 Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 460.4 psi Allow per AC1318-95, A3.1 2,394.0 psi Allow per AlSC J9 2,793.0 psi Actual fb 22,844.9 psi Max Allow Plate Fb 35,910.0 psi Actual Tension 3.378 k Allowable 5.500 k = 0.3 * P'c Sqrt(AZ/Al) LDF Plate Bending Stress Thickness OK Tension Bolt Force Bolt Tension OK Partial Bearing : Bolts in Tension e JOB SHEET NO CALCULATED BY LEGO-KNIGHTS QUEST JOB# 04320.00 13 OF Y.S. DATE 1/05 ANALYSIS OF DIAPHRAGMS 25 Case 1 Diaph Level L B B1 B2 W1 (PLF) W2 (PLF) Thickness 1 Roof 11.5 28 0 28 118 48 15/32 2 Roof 12 22 0 22 93 50 15/32 b 3 Deck 8 13 0 13 204 lz/d 4"W2 ~ - -- . - Panel Grade Sheathing and Single-Floor Diaphragm Design Unblocked Min. Min. Member Blocked Nail Spacing Common Penetratior Thickness Width Boundary 1 Other Edges Nail (in) (in) (in) 616 I 416 I 2.514 I 213 Case1 I Others 10d 1 5/13 15/32 2 290 I 385 I 575 I 655 255 I 190 INPUT DATA LATERAL FORCE ALONG L SIDE: w, = 118 plf,for wind LATERAL FORCE ALONG B SIDE: wB, = 48 plf,for wind DIMENSIONS: L= 11.5 ft, B = 28 fl PANEL GRADE ( 0 or 1) = 1 <=Sheathing and Single-Floor MINIMUM NOMINAL FRAMING WITH (2 or 3) = 2 in MINIMUM NOMINAL PANEL THICKNESS = 15/32 in :OMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS wL, = 11 8 plf,for seismic we, = 48 plf,for seismic Bq= 0 ft. B2= 28 ft 0.5 DESIGN SUMMARY A,: (2)-Oftx28fl BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS Q 6 in O.C. BOUNDARY I6 in O.C. EDGES / 12"0.C. FIELD. A,: (2)-0ft~28fl BLOCKED 15/32 SHEATHING WmH 10d COMMON NAILS Q 6" O.C. BOUNDARY &EDGES I12" O.C. FIELD. A,: (1) - 11.50 ftX 28 ft UNBLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS Q 6 O.C. ALL EDGES /IT O.C. FIELD. THECHORDFORCES: TL=CL= 0.07 k , TB=CB= 0.41 k THE DRAG STRUT FORCES Fq = 0.95 k , F2= 1.90 k THE MAXIMUM DAPHRAGM DEFLECTION: A = 0.89 in ANALYSIS THE DIAPHRAGM IS CONSIDED FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR NALL DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE. -ROM THE TABLE 3.1 IN ASD MANUAL SUPP, PAGE SP-12, THE PANEL BENDING STRENGTH CAPACITY IS 355 in-lbdft, THAT IS THE JIAPHRAGM CAN RESISTS 59 psf GRAVITY LOADS (DL+LL) AT z'-a" O.C. SPACING SUPPORTS. THE MAX DAPHTAGM DIMENSION RATIO LIB = 0.4 c 3, [satisfactory] THE MAX SHEAR FORCE ALONG B SIDE vL = 24 plf, ( Boundary Spacing = 6 in, EdgesReqD= 6 in) THE MAX SHEAR FORCE ALONG L SIDE vB = 58 plf, ( Required BoundarylEdges Nail Spacing for Case 3 = 6 in ) THE ALLOWABLE SHEAR FORCE FOR CASE 1 @, 8 in NAIL SPACING vi = 290 plf, L1 = 5.8 R THE MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 V2= 255 plf, L2= 5.8 fl THE CHORD FORCES: TL=CL=(wLL2)I(8B) : 0.07 k TB=CB=(WBB~)/(EL) = 0.41 k THE DRAG STRUT FORCES: F1 = 0.5 (B-2Bl) VI. WIND- Gv1. SEISMIC) = 0.95 k 1.90 k ( to = 2.8 ) F2= 82 vi. WIND, %Vi. SEEMIC) = THE MAXIMUM DIAPHRAGM DEFLECTION: ( Section 3.3, ASD MANUAL SUUP, Page SW-12) Where: V,= 24 plf A= 21.75 in' t= 0.298 in L= 12 fl E = 1.7E+06 psi B= 28 ft G = 9.OE+04 psi en= 0.037 in b(D&)= 45.00 in Techincal References: 1. "National Design Specification, NDS", 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structuiral Engineering Reference Manual", Professional Publications, Inc, 2001. Diaphragm Design ~~ Panel Grade Sheathing and Single-Floor INPUT DATA ATERAL FORCE ALONG L SIDE: WL, ~ND = 93 wL. SElSMlC = 93 ATERAL FORCE ALONG B SIDE: WE, WINO = 50 SEISMIC = 50 IIMENSIONS: L= 12 n, B = 22 'ANEL GRADE ( 0 or 1) = I <= Sheathing and WlNlMUM NOMINAL FRAMING WITH (2 or 3) = 2 MINIMUM NOMINAL PANEL THICKNESS = 15/32 2 SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 Bj= 0 ft, B2= 22 2OMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) ~ Blocked~Nail Spacing- ~ ~~____~ Unblocked Min. Min. Member Common Penetratior Thickness Width Boundary /Other Edges Nail (in) (in) (in) 6/6 I 416 I 2.5/4 I 2/3 Case 1 I Others 10d 1 5/8 15/32 2 290 I 385 1 575 I 655 255 I 190 plf.for wind plf,for seismic pif,for wind pif,for seismic n n Single-Floor in in 1 Od DESIGN SUMMARY Ai: (2)-0ftx22R BLOCKED 15/32 SHEATHING WITH IOd COMMON NAILS Q 6 in O.C. BOUNDARY I6 in O.C. EDGES / 12"O.C. FIELD. Az: (2)-0ftx22ft L Lr 1 I r? m - Wt s Cose 1 I BLOCKED 15/32'SHEATHlNG WITH 10d COMMON NAILS Q 6" O.C. BOUNDARY & EDGES / 12" O.C. FIELD. UNBLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS Q 6" O.C. ALL EDGES / 12" O.C. FIELD. AS: (I) - 12.00 ft x 22 n THE CHORDFORCES: TL=CL= 0.08 k , TB=CB= 0.25 k THE DRAG STRUT FORCES F1= 0.78 k , F2= 1.56 k THE MAXIMUM DIAPHRAGM DEFLECTION: A = 1.11 in 4NALYSIS THE DIAPHRAGM IS CONSIDED FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR NALL DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE. -ROM THE TABLE 3.1 IN ASD MANUAL SUPP. PAGE SP-12, THE PANEL BENDING STRENGTH CAPACITY IS 355 in-IbM, THAT IS THE IIAPHRAGM CAN RESISTS 59 psf GRAVITY LOADS (DL+LL) AT 2'-0" O.C. SPACING SUPPORTS. THE MAX DIAPHTAGM DIMENSION RATIO L I B = 0.5 c 3, [satisfactory] THE MAX SHEAR FORCE ALONG B SIDE v, = 25 plf. ( Boundary Spacing = 6 in, EdgesReqD= 6 in) THE MAX SHEAR FORCE ALONG L SIDE vB = 46 plf, ( Required Boundary/Edges Nail Spacing for Case 3 = 6 in) THE ALLOWABLE SHEAR FORCE FOR CASE 1 Q, 6 in NAIL SPACING Vi = 290 plf, Lq = 6.0 R THE MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 v2= 255 ptf, L~ = 6.0 n THE SHEAR CAPACITIES PER UBC Table 23-I-J-1 & CBC Table 23A-ll-H : THE MAXIMUM DIAPHRAGM DEFLECTION: (Section 3.3, ASD MANUAL SUUP, Page SW-12) Where: VL= 25 plf A= 21.75 in' t = 0.298 in L= 12 a E = 1.7E+06 psi B= 22 n G = 9.OE+04 psi en= 0.037 in b(D&)= 45.00 in Techincal References: 1. "National Design Specification, NDS'. 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structuiral Engineering Reference Manual", Professional Publications, Inc, 2001 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE. CA 92054 JOB SHEET NO. 79 OF CALCULATED BY DATE PH. (760) 966-6355 'FAX (760) 966-6360 CHECKED BY DATE Email: dsi@suddsi.com V' w2 NW VEpb PECK Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LEGO-KNIGHTS QUEST JOB# 04320.00 . SHEETNO 9Q OF CALCULATED BY Y.S. DATE 1 /05 CHECKED BY DATE SCALE DESIGN OF RETAINING WALLS DUNN SAVOIE INC. SHEETNO.B\ OF STRUCTURAL ENGINEERS OCEANSIDE, CA 92054 Email: dsi@surfdsi.com 908 S. Cleveland Street CALCULATED BY DATE PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE SCALE Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: 1760) 966-6355 Title : Job # yo@ Dsgnr: e Date: 11:55AM, 4 FEB 05 Description : Scope : Page 1 Rev 560100 User KW-0602938, Ver 5 6 lI25-0c1-2O02 (c)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Des ig u \yshao\shared\engineering\commerualuegola 1 Description Cone Retaining Wall @ platform with post shear rms I Criteria Ir Retained Height = 9.50ft Wall height above soil = 0.00ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = 11o.oopcf - Wind on Stem - 0.0 psf 1 Footina Strenaths & Dimensions b 1 Allow Soil Bearing = 2,500.0 psf fc = 3,000 psi Fv = 60,OOOpsi Equivalent Fluid Pressure Method Min. As % 0.0014 Toe Width 3.00 ft Heel Active Pressure = 35.0 Heel Width 1.75 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Total Footing Width 4.75 Water height over heel = 3.0 ft Footing Thickness 15.00 in FootingllSoil Friction = 0.300 Key Width 12.00 in Key Depth 30.00 in Soil height to ignore l.0Oft Key Distance from Toe for passive pressure = 0.00 in Cover @ Top = 3.00in @ Btrn.= 3.00 in Axial Dead Load = 2.016.0 Ibs Axial Load Eccentricity = 4.5 in Axial Live Load = 3,200.0 Ibs Top Stem Stem OK ... resultant ecc. - 1.93 in Wall Material Above "Ht" = Concrete Total Bearing Load = 9,151 Ibs Design height ft= 0.00 - Soil Pressure Q Toe = 2,318 psf OK Soil Pressure Q Heel = 1,535 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored @ Toe = 3,288 psf ACI Factored @ Heel = 2,178 psf Footing Shear @ Toe = 41.2 psi OK Footing Shear @ Heel = 18.4 psi OK Allowable - - 93.1 psi Overturning Sliding - 1.62 OK - 2.51 OK Wall Stability Ratios - Sliding Calcs (Vertical Component Used) I Lateral Sliding Force = 2,406.6 Ibs less 100% Passive Force - 2,109.4 Ibs less 100% Friction Force= - 1,785.3 Ibs Added Force Req'd = 0.0 Ibs OK c .... for 1.5 : 1 Stability = 0.0 Ibs OK c -- Toe Heel Factored Pressure = 3,288 2,178 psf Mu' : Upward Mu' : Downward Mu: Design Actual I-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing - c - - 0 0 it-# - 0 1,603 ft# - = 11,926 1,603ft-# = 41.24 18.41 psi = 93.11 93.11 psi = # 5@ 12.75 in = #5@ 18.00 in = #4 Q 16.00 in Thickness Rebar Size Rebar Spacing Rebar Placed at fblFB + falFa Total Force Q Section Ibs = Moment.. . .Actual ft-# = Moment.. ... Allowable - Shear ..... Actual psi = Shear ..... Allowable psi = Bar Develop ABOVE Ht. in = - - - - - - - - Design Data - - - 10.00 #6 10.00 Edge 0.706 3,010.4 1 1,926.2 16,883.4 32.9 93.1 25.63 Bar LaplHook BELOW Ht. in = 7.94 Rebar Depth 'd' in = 7.63 fm psi = Fs psi = Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Masonry Block Type = fc psi= 3,000.0 FY psi = 60,000.0 Toe: Heel: Key: Wall Weight = 120.8 Masonry Data - - - - - - - - - Equiv. Solid Thick. - Concrete Data Other Acceptable Sizes 8 Spacings Dunn Savoie Inc. Structural Engineers Oceanside, CA 92054 Tel: 1760) 966-6355 - 908 S. Cleveland Street Job # YO@ Date: 11:55AM, 4 FEB 05 Title : .&3 Dsgnr: Description : scope : Rev: 560100 Page 2 Cantilevered Retaining Design u:\yshao\shared\engineering\commerciahlegola 1 User: KW-0602938, Ver 5.6.1, 25-013-2002 (c)1983-2002 ENERCALC Engineering Software - Description Cone Retaining Wall @ platform with post shear rms c ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment - Item Ibs ft ft4 Ibs ft ft# - Heel Active Pressure = 2,406.6 3.24 7,791 .I Soil Over Heel - 957.9 4.29 4,111 .I Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,016.0 3.04 Load @ Stem Above Soil = Soil Over Toe - - c SeismicLoad - - Surcharge Over Toe = Stem Weight(s) = 1,147.9 3.42 3,922 .O Total = 2,406.6 O.T.M. = 7.791.1 Earth @ Stem Transitions= - 6,132.0 - ResistinglOverturning Ratio = 2.51 Footing Weight - 890.6 2.38 2,115.2 - Key Weight - 375.0 1.50 562.5 - 563.6 4.75 2,677.3 Vert. Component 19,520.1 - Vertical Loads used for Soil Pressure = 9,151 .I Ibs Vertical component of active pressure used for soil pressure Total = 5,951.1 Ibs R.M.= 10.h #5@12,75in @Toe Designer select #5@18.in all horiz. reinf. @ Heel 4l-9" I L 9'-6" i' 7 T-6" Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Dsgnr: '' Date: 11:55AM, 4 FEB 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 1 Rev: 560100 User: KW-0602938, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Retaining Wall Design u\yshao\shared\engineering\comrnrnercial\legoia 1 Description 9ft Conc Retaining Wall @ platform with post shear EQ 10/S301 I Criteria Retained Height = 9.50ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf 0.0 psf - Wind on Stem - I Surcharae Loads b Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Desian Summarv b Total Bearing Load = 9.151 Ibs ... resultant ecc. - Soil Pressure @ Toe = 2.735 psf OK Soil Pressure @ Heel = 1 ,I 18 psf OK Soil Pressure Less Than Allowable 3.99 in - Allowable = 3,250 psf ACI Factored @ Toe = 3,880 psf ACI Factored @ Heel = 1,586 psf Footing Shear @ Toe = 46.2 psi OK Footing Shear @ Heel = 18.4 psi OK - Allowable - 93.1 psi - 2.09 OK 1.52 OK Wall Stability Ratios Overturning - Sliding - Lateral Sliding Force = 2,559.6 Ibs less 100% Passive Force - 2,109.4 Ibs less 100% Friction Force= - 1,785.3 Ibs Added Force Req'd = 0.0 Ibs OK .... for 1.5 : 1 Stability = 0.0 Ibs OK - Sliding Calcs (Vertical Component Used) I ... .......... ....... .... ..... ............ ..... .... ..... ............... .. . . .. .. ..... .. . . .. . .................... j Allow Soil Bearing = 3,250.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 3.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in fc = 3,000 psi Fy = 60,OOOpsi - 0.0014 Min. As % Toe Width - 3.00 ft Heel Width - 1.75 Total Footing Width = 4.15 - 15.00 in Footing Thickness Key Width = 12.00 in 30.00 in - - - - - Key Depth - Key Distance from Toe = 1 .oo ft Cover@ Top = 3.00in @ Btm.= 3.00 in Lateral Load = 153.0 #/ft ... Height to Top = 9.50ft ... Height to Bottom = 8.50 ft Axial Dead Load = 2,016.0 Ibs Axial Live Load = 3,200.0 Ibs Axial Load Eccentricity = 4.5 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing ' Key Reinforcing Toe Heel = 3,880 1,586 psf = 15.287 0 A# = 1,181 1,603ft# = 14,106 1,603ft# = 46.23 18.41 psi = 93.11 93.11 psi = #5@ 12.75 in = #5@ 18.00 in = #4@ 16.00 in -- TopStem 2nd Stem OK Stern OK Design height ft= 2.67 0.00 Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + falFa Total Force @ Section Moment .... Actual Moment. .. . .Allowable Shear ..... Actual Shear .... .Allowable Design Data Concrete Concrete 10.00 10.00 #5 #6 12.00 10.00 Edge Edge - - Ibs = ft-# = ft-# = psi = psi = 0.719 0.845 1,651.8 3,270.5 7,904.8 14,267.1 10,996.3 16,883.4 16.8 35.7 93.1 93.1 Bar Develop ABOVE Ht. in = 21.36 25.63 Bar Lap/Hook BELOW Ht. in = 21.36 9.60 Wall Weight psf= 120.8 120.8 Rebar Depth 'd' in = 8.19 7.63 Prn psi = Fs psi = Solid Grouting Special Inspection - Modular Ratio 'n' - Short Term Factor Equiv. Solid Thick. Masonry Block Type = fc psi = 3,000.0 3,000.0 FY psi = 60,000.0 60,000.0 Toe: Heel: Key: Masonry Data - - - - - - - - Concrete Data Other Acceptable Sizes Ut Spacings - Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Dsgnr: %b Date: 11:55AM, .4 FEB 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 2 Rev: 560100 User. KW-0602938, Ver 5.6.1. 25-Ocl-2002 (c)1983-2002 ENERCALC Engineering Software Can tilevered Retaining Wall Design u:\yshao\shared\engineering\cammercial\legala 1 I Description 9R Conc Retaining Wall @ platform with post shear EQ lOIS301 ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft# Ibs ft R-# Heel Active Pressure = 2,406.6 3.24 7,791 .I Soil Over Heel - 957.9 4.29 4,111.1 Toe Active Pressure = Sloped Soil Over Heel = - Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 153.0 10.25 1,568.3 Axial Dead Load on Stem = 2,016.0 3.04 6,132.0 Load @ Stem Above Soil = - - Soil Over Toe Stem Weight@) = 1,147.9 3.42 3,922.0 - - - SeismicLoad - - Surcharge Over Toe = Total = 2,559.6 O.T.M. = 9,359.3 Earth Q Stem Transitions= - ResistinglOverturning Ratio = 2.09 Footing Weight - 890.6 2.38 2,115.2 Key Weight - 375.0 1.50 562.5 - 563.6 4.75 2,677.3 Total= 5,951.1 Ibs R.M.= 19,520.1 - - Vertical Loads used for Soil Pressure = 9,151.1 Ibs Vertical component of active pressure used for soil pressure Vert. Component Job #yo@ Date: 11:56AM. 4 FEB 05 Title : %7 Dsgnr: Description : Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Rev: 560100 Page 1 Description Can ti'evered Rets g g u:\yshao\shared\engineering\commercial\legola 1 User: KW-0602938. Ver 5.6.1, 25-Ocl-ZW2 (c)l983-2002 ENERCALC Engineering Soflware Concrete Retaining Wall @ platform with post shear [ Criteria h Retained Height = 9.50ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf 0.0 psf - Wind on Stem - Surcharge Over Heel = . 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning . . ............. .. . ... . . ......... . ....... ... ... .. ... .. .. . . .. .. . .. .. .... .. .. .... . . ...... .... .. i Allow Soil Bearing = 2,500.0 psf fc = 3,000 psi Fy = 60,OOOpsi Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Footing Width = Passive Pressure = 300.0 6.00 Water height over heel = 3.0 ft Footing Thickness FootingIlSoil Friction = 0:300 Key Width - Heel Active Pressure = 35.0 Toe Width - 4.00 ft Toe Active Pressure = 0.0 Heel Width - 2.00 Soil height to ignore Key Depth - 0.00 in - - - 18.00 in - 0.00 in Key Distance from Toe = 0.00 ft - - for passive pressure = 0.00 in Lateral Load = 153.0#/ft Axial Dead Load = 2,016.0 Ibs ... Height to Top = 9.50 ft Axial Live Load = 3,200.0 Ibs ... Height to Bottom = 8.50 ft Axial Load Eccentricity = 4.5 in Total Bearing Load = 9,523 Ibs Top Stem Stem OK Design height ft= 0.00 0.71 in - ... resultant ecc. - Soil Pressure @ Toe = 1,494 psf OK Soil Pressure @ Heel = 1,680 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored @ Toe = 2,113 psf ACI Factored Q Heel = 2,376 psf Footing Shear @ Toe = 29.8 psi OK Footing Shear @ Heel = 17.7 psi OK Overturning Sliding Calcs Slab Resists All Sliding ! 93.1 psi 2.74 OK - Allowable - Wall Stability Ratios - - - Sliding - 0.83 UNSTABLE1 Lateral Sliding Force = 2,701.3 Ibs -- Toe Heel Factored Pressure = 2,113 2,376 psf Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 0 0 it# - - 0 2,381 ft# = 14,267 2,381 ft# = 29.82 17.69 psi = 93.11 93.11psi = #5 @ 12.75 in = #5@ 18.00in = NoneSpec'd - - Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = #6 Rebar Spacing = 10.00 Rebar Placed at = Edge I Total Force Q Section Ibs = 3,270.5 Moment.. ..Actual ft#= 14,267.1 Moment. .. . .Allowable = 16,883.4 Shear ..... Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 25.63 Bar LaplHook BELOW Ht. in = 9.60 Wall Weight = 120.8 Rebar Depth 'd' in = 7.63 fm psi = Fs psi = Design Data - fblFB + falFa 0.845 Shear .... .Actual psi = 35.7 Masonry Data - Solid Grouting - Special Inspection - - Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = fc psi= 3,000.0 FY psi = 60,000.0 Toe: Heel: Key: - - - - - - Concrete Data Other Acceptable Sizes EL Spacings Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # YO@ Dsgnr: Date: 11:56AM, 4 FEB 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 2 Rev 560100 User KW-0602938, Ver 5 6 1,25-0ct-2002 (c)l983-2002 ENERCALC Engineering Software Retaining Design u\yshao\shared\engineering\cornmercial\legola [ Description Concrete Retaining Wall @ platform with post shear ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft# Heel Active Pressure = 2,548.3 3.30 8,410.3 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 153.0 10.50 1,606.5 Load @ Stem Above Soil = SeismicLoad - - Total = 2,701.3 O.T.M. = 10,016.8 ResistInglOverturning Ratio = 2.74 Vertical Loads used for Soil Pressure = 9,523.2 Ibs Vertical component of active pressure used for soil pressure Ibs ft ft# Soil Over Heel = 1,219.2 5.42 6,603.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 2,016.0 4.04 8,148.0 Soil Over Toe - Surcharge Over Toe = Stem Weight@) = 1,147.9 4.42 5,070.0 Earth @ Stem Transitions= Footing Weight = 1,350.0 3.00 4,050.0 Key Weight - Vert. Component 590.2 6.00 3,540.9 Total 3 6,323.2 Ibs R.M.= 27,412.7 - Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # PO@ Dsgnr: 8y Date: 11 :%AM, 4 FEB 05 Description : Oceanside, CA 92054 Scope : Tel: (760) 966-6355 I - -_ - . - - I Page I KeV: 5WlUU Can tilevered Retaining Design u.\yshao\shared\engineering\comrnerciahlegola I User: KW-0602938, Ver 5.6.1, 25-Oct-2002 (c)l983-2002 ENERCALC Engineering Software Description 3fiConc Retaining Wall btwn ramps elev 3/S301 Retained Height = 3.00R Wall height above soil = 1.00 R 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 Isoil Data I I Footina Strenaths & Dimensions b 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 = 3.0 R FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in fc = 3,000 psi Fy = 60,OOOpsi Min. As % = 0.0014 1 .oo R 1.25 Toe Width Heel Width Total Footing Width = 2.25 Footing Thickness - 15.00 in 7.00 in - 5.00 in Key Width Key Depth Key Distance from Toe = 0.00 R - - - - - - - - Cover @ Top = 3.00 in @ Btm.= 3.00 in Top Stem Stem OK ... resultant ecc. 6.78 in Wall Material Above "Ht" = Concrete Total Bearing Load = 1,222 Ibs Design height ff= 0.00 - - Soil Pressure @ Toe = 1,455 psf OK Soil Pressure @ Heel = 0 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored Q Toe = 1,891 psf Footing Shear Q Toe = 0.5 psi OK Footing Shear Q Heel = 3.3 psi OK ACI Factored Q Heel = 0 psf - Allowable - 93.1 psi Overturning 1.69 OK Wall Stability Ratios - - Sliding - 1.53 OK Lateral Sliding Force = 700.3 Ibs less 100% Passive Force: - 704.2 Ibs less 100% Friction Force= - 366.7 Ibs Added Force Req'd = 0.0 Ibs OK .... for 1.5 : 1 Stability = 0.0 Ibs OK Sliding Calcs (Vertical Component Used) Thickness Rebar Size Rebar Spacing Rebar Placed at fblFB + fa/Fa Total Force @ Section Moment .... Actual Moment ... . .Allowable Shear ... ..Actual Shear ..... Allowable Design Data 10.00 #6 10.00 Edge - - Ibs = R-# = psi = psi = - - 0.035 593.2 593.2 16,883.4 6.5 93.1 Bar Develop ABOVE Ht. in = 25.63 Bar Lap/Hook BELOW Ht. in = 6.00 Rebar Depth 'd' in = 7.63 fm psi = Fs psi = Solid Grouting Special tnspe,ction Modular Ratio 'n' Wall Weight = 120.8 Masonry Data - - - - - - - Toe Heel Short Term Factor - -- - Factored Pressure = 1,891 0 psf Equiv. Solid Thick. - Mu: Design - 588 125 R# fc psi= 3,000.0 - - Mu' : Upward 758 0 R-# Masonry Block Type = Mu' : Downward = 170 125 R-# Concrete Data Actual I-Way Shear = 0.46 3.27 psi FY psi = 60,000.0 Allow l-way Shear = 93.1 1 93.11 Psi Other Acceptable Sizes & Spaclngs Toe Reinforcing = # 5 Q 12.75 in Toe: Heel Reinforcing = # 5 Q 18.00 in Heel: Key Reinforcing = None Spec'd Key: - Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Tel: (760) 966-6355 Title : Job # jiO@ Dsgnr: '' Date: 1 ISAM, 4 FEB 05 Description : Scope : .. Page 2 Rev: 560100 User: KW-0602938. Ver 5 6.1,25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Rets ing Wall Design u:\yshao\shared\engineering\cornmarcial\legola 1 Description 3ft Conc Retaining Wall btwn ramps elev 3/S301 ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs n n-# Ibs ft ft-# Heel Active Pressure = 700.3 1.42 992.1 Soil Over Heel 137.5 2.04 280.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Load Q Stem Above Soil = Soil Over Toe 55.0 0.50 27.5 Stem Weight(s) 483.3 1.42 684.7 ResistinglOverturning Ratio = 1.69 Footing Weight 421.9 1.13 474.6 - - Added Lateral Load = Axial Dead Load on Stem = 0.00 SeismicLoad - Surcharge Over Toe = Total 700.3 O.T.M. = 992.1 Earth @ Stem Transitions= - - - - - - - - - - - 36.5 0.29 10.6 88.1 2.25 198.2 Total = 1,222.3 Ibs R.M.= 1,676.4 Key Weight Vert. Component - - Vertical Loads used for Soil Pressure = 1,222.3 Ibs Vertical component of active pressure used for soil pressure 10.in Conc wl#6 @ 1O.in olc ~ I @Toe Designer selecl #5@18.in all horiz. reinf. Q Heel 2 112" 2'3" L i 4'-0" 3-0" Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 I Title : Job # YO@ Dsgnr: ' Date: 11:55AM, 4 FEB 05 Description : Scope : Tel: (760) 966-6355 Rev: 560100 Page 1 Description Retaining Design u\yshao\shared\engineering\coinrnercial!legola 1 User KW-0602938. Ver 5.6.1,25-0ct-2002 - (c)l983-2002 ENERCALC Engineering Software 5ft Conc Retaining Wall btwn ramps elev 3NS301 Retained Height = 5.00R Wall height above soil = 1 .OO ft 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 Total Bearing Load = 1,805 Ibs ... resultant ecc. - 8.54 in - Soil Pressure Q Toe = 2,079 psf OK Soil Pressure Q Heel = 0 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored Q Toe = 2,604 psf Footing Shear Q Toe = 5.3 psi OK Footing Shear @ Heel = 5.5 psi OK Allowable - - 93.1 psi 1.53 OK Overturning - Sliding - 1.51 OK - Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,067.8 Ibs less 100% Passive Force= - 1,066.7 Ibs less 100% Friction Force= - 541.4 Ibs Added Force Req'd = 0.0 Ibs OK .... for 1.5 : 1 Stability = 0.0 Ibs OK ACI Factored Q Heel = 0 psf - Wall Stability Ratios - - Toe Heel - -- Factored Pressure = 2,604 0 psf Mu' : Upward = 1,715 0 ff# Mu' : Downward - 300 225 R-# Mu: Design = 1,414 225 ft-# Actual I-Way Shear = 5.35 5.46 psi Allow I-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 5 Q 12.75 in Heel Reinforcing = # 5 Q 18.00 in Key Reinforcing = None Spec'd - .. . . . .. ........ ..... . ..... ........ . ........ .......... .... .. i Equivalent Fluid Pressure Method Min. As % = 0.0014 1.33ft 1.25 Passive Pressure = 300.0 Total Footing Width = 2.58 Water height over heel = 3.0 ft FootingllSoil Friction = 0.300 - Heel Active Pressure = 35.0 Toe Width - Toe Active Pressure = 0.0 Heel Width - - - - 15.00 in - 9.00 in 11 .OO in 0.00 R Footing Thickness Key Width Key Distance from Toe = Cover@ Top = 3.00 in Q Btm.= 3.00 in - - Soil height to ignore Key Depth - for passive pressure = 0.00 in Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Center fb/FB + fa/Fa - 0.314 Total Force @ Section Ibs = 1,069.2 Moment.. ..Actual ft#= 1,565.1 Moment.. . ..Allowable = 4,992.1 Shear. .. ..Actual psi = 17.8 Shear ..... Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 21 36 Bar LaplHook BELOW Ht. in = 6.00 Wall Weight = 120.8 Design Data - Rebar Depth 'd' in = 5.00 fm psi = Fs psi = Solid Grouting - - Special Inspection - Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. - Masonry Block Type = fc psi= 3.000.0 FY psi = 60,000.0 Toe: Heel: Key: Masonry Data - - - - - - Concrete Data Other Acceptable Sizes b Spacings Title : Job # yo@ Dsgnr: ’’ Date: 11:55AM, 4 FEB 05 Description : Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 2 Rev 560100 L Can ti levered Rets in g g u \yshao\shared\engineering\commercial\legola 1 User KW-0602938, Ver 5 6 1.25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Description 5ft Conc Retaining Wall btwn ramps elev 3AIS301 Item ..... OVERTURNING ..... Force Distance Moment Ibs ft ft# ..... RESISTING ..... Force Distance Moment Ibs ft ft# - Heel Active Pressure = 1,067.8 1.84 1,968.5 Soil Over Heel - 229.2 2.37 543.5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe - 73.2 0.67 48.6 SeismicLoad - - Surcharge Over Toe = Stem Weight(s) - - 725.0 1.75 1,266.3 Resistingloverturning Ratio = 1.53 Footing Weight - 483.7 1.29 624.0 Key Weight - 103.1 0.38 38.7 - 190.5 2.58 491.5 - Total = 1,067.8 O.T.M. = 1,968.5 Earth @ Stem Transitions= - - - Vertical Loads used for Soil Pressure = 1,804.7 Ibs Vert. Component Vertical component of active pressure used for soil pressure Total = 1,804.7 Ibs R.M.= 3,012.7 1 O.in Conc 61 #5@12.75in @Toe Designer select #5@18.in all horiz. reinf. @ Heel ,-1 1 '-4" 2'-7" D 3-0" i 1 '-3" 3" 11"' Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Title : Job # yo@ Date: 11 :55AM. 4 FEB 05 Dsgnr: Description : 4 - Oceanside, CA 92054 Scope : Tel: (760) 966-6355 Page 1 Rev 560100 Us= KW-0602938. Ver 5.6.1.25-0~1-2002 can tilevered Rets ng Wall g u:\yshao\shared\engineering!cornrnercial\legola - (c)l983-2002 ENERCALC Engineering Software Description 7ft Concrete Retaining Wall at back elev 3B/S301 Retained Height = 7.00ft Wall height above soil = 1 .OO ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Soil Density = 11o.oopcf - Wind on Stem - 0.0 psf I Soil Data u I Footina Strenaths & Dimensions b 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 = 3.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Fy = 60,OOOpsi = 0.0014 1.75 R - 1.50 - 3.25- - 15.00 in - - 9.00 in - 18.00 in - 0.00 ft - - - - - - - Cover Q Top = ' 3.00 in @ Btm.= 3.00 in lop Stem Stem OK ... resultant ecc. = 10.62 in Wall Material Above "Ht" = Concrete Total Bearing Load = 2,686 Ibs Design height ft= 0.00 Soil Pressure Q Toe = 2,419 psf OK Soil Pressure Q Heel = 0 psf OK Soil Pressure Less Than Allowable Allowable = 2,500 psf ACI Factored Q Toe = 2,969 psf Footing Shear Q Toe = 12.0 psi OK Footing Shear Q Heel = 10.6 psi OK Overturning Sliding - 1.52 OK ACI Factored Q Heel = 0 psf 93.1 psi 1.52 OK - Allowable - - - Wall Stability Ratios - Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,575.3 Ibs less 100% Passive Force= - 1,584.4 Ibs less 100% Friction Force= - 805.9 Ibs Added Force Req'd = 0.0 Ibs OK .... for 1.5 : 1 Stability = 0.0 Ibs OK Toe Heel Factored Pressure = 2,969 0 psf Mu' : Upward = 3,352 0 ft-# Mu' : Downward = 520 674 ft# Mu: Design = 2,832 674 R# Actual I-Way Shear = 12.05 10.57 psi Allow I-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 5 @ 12.75 in Heel Reinforcing = # 5 Q 18.00 in Key Reinforcing = None Spec'd Thickness = 10.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Center fbFB + falFa - 0.747 Total Force Q Section Ibs = 1,783.2 Moment .... Actual ft#= 3,726.9 Moment ..... Allowable = 4,992.1 Shear ..... Actual psi = 29.7 Shear ..... Allowable psi = 93.1 Bar Develop ABOVE HI. in = 21.36 Bar LaplHook BELOW Ht. in = 7.07 Rebar Depth 'd' in = 5.00 fm psi = Fs psi = Solid Grouting Special Inspection - Modular Ratio 'n' - Short Term Factor Equiv. Solid Thick. Masonry Block Type = Pc psi= 3.000.0 FY psi = 60,000.0 Toe: Heel: Key: Design Data - Wall Weight = 120.8 Masonry Data - - - - - - - - Concrete Data Other Acceptable Sizes EL Spacings Dunn Savoie Inc. Title : Job # yo@ Structural Engineers Dsgnr: 9 6 Date: I 1:55AM, 4 FEB 05 908 S. Cleveland Street Description : Oceanside, CA 92054 Tel: (760) 966-6355 Scope : .~ Page 2 Rev: 560100 User: KW-0602938, Ver 5.6.1.25-Od-2002 (c)1983-2002 ENERCALC Engineering Soflware Retaining Wall Design u:\yshao\shared\engineering\commercialUegola 1 Description 7ft Concrete Retaining Wall at back elev 3B/S301 Item ..... OVERTURNING ..... Force Distance Moment Ibs R R# Heel Active Pressure = 1,575.3 2.42 3,819.8 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad - - Total = 1,575.3 O.T.M. = 3,819.8 Resistingloverturning Ratio = 1.52 Vertical Loads used for Soil Pressure = 2,686.3 Ibs Vertical component of active pressure used for soil pressure ..... RESISTING ..... Force Distance Moment Ibs ft n-# 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 Q Stem Transitions= Footing Weight - - Key Weight Vert. Component - - Total = - - - - - - 51 3.3 96.3 966.7 609.4 168.7 332.0 2,686.3 Ibs 2.92 1,497.2 0.00 0.88 84.2 2.17 2.094.4 1.63 990.2 0.38 63.3 3.25 1,078.9 R.M.= 5,808.3 1 O.in Conc wt* L- #5@12.75in @Toe c c c Designer selec #5@18.in all horiz. rein1 @ Heel 9" t, GEOTECHNICAL UPDATE REPORT, PROPOSED KNIGHT’S TOURNAMENT AITRACTION CARLSBAD, CALIFORNIA LEGOLAND THEME PARK, Prepared For LEGOLAND CALIFORNIA One Leg0 Drive Ca r Is ba d I Ca I if0 r n i a 92008 Project No. 960151-022 February 7, 2005 Leighton A LElGHTON and GROIJ&&o$a/ Ass ia lnc. !- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY February 7,2005 Project No. 9601 5 1-022 To : Legoland California One Leg0 Drive Carlsbad, California 92008 Attention: Mr. Jim Fend Subject : Gcotechnical Update Report, Proposed Knight’s Tournament 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 Knight’s Tournament Attraction in the Legoland Theine 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 DeveloDment The Knight’s Tournament Attraction is located in the east portion of the Legoland Theme Park in the City of Carlsbad. California (Figure 1). The attraction site is in the north portion of the East Expansion Area and overlaps the footprint of the Spell Breaker (Bat Flyer) roller coaster that has been removed from the park. We understand that the planned work will include demolition of some of the remaining improvements left from the previous ride. The Knight’s Tournament attraction will consist of access ramps, queuing area walkways, coaster station platform, artificial ponds and retaining wall to create the access ramps and coaster station platform. Based on discussions with the structural engineer, the foundation system for the ride is planned to be an isolated pad or mat type foundation. 3934 Murphy Canyon Road, Suite B205r San Diego, CA92123-4425 858 - 292.8030 Fax 858.292.077 1 w.leightongeo.com I LEGOLAND California Knights Quest Attraction Carl sbad, Cal ifornra Project No. LO CAT IO N 980151422 .iJ SITE Date MAP February 2005 FgureNO 1 960 15 1-022 Conclusions The subject site was originally graded as part of the Legoland Theme Park development under the observation and testing of Leighton and Associates (Leighton, 1998). Subsequent to the initial mass grading, a roller coaster attraction was constructed at the site of the proposed Knight’s Tournament attraction (Leighton, 2000). Based on our review, we have prepared an updated Geotechnical Map. Based on our review of pertinent geologic literature and maps, the site area is underlain by Quaternary Terrace Deposits which are underlain by the Tertiary Santiago Formation. Undocumented Fill and Documented Artificial Fill were also encountered on the site. 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 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 derived fiom 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 mapped locations of these fills, we expect they will be generally shallow at the proposed foundation area. Undocumented Fill (Not Mapped) 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 stipport of proposed improvements and may require removal and reconipaction where encountered beneath planned improvements. Quaternary Terrace Deposits (Map Symbol - Ot) 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 foiuidation support. The upper 1 to 2 feet of these materials is expected to be disturbed and will require removal and recompaction. Tertiarv Santiago Formation (Map Symbol - 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 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, -3- Leig hton 960 15 1-022 manganese oxide and iron oxide staining. The claystone was typically gray to brown, moist, stiff to hard, fine-grained, sandy to silty claystone that was nioderately sheared. 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. Recommendations 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 Knight's Tournament 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 follotving recommendations shall supersede those in Appendix B. Site PreparatioQ We anticipate demolition operation will disturb the subsurface soils. We reconunend that in the areas of proposed development the subsurface soils be removed to a depth of 6 to 12 inches, moisture-conditioned to optimum or above moisture content and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). 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). -4- Leig hton . 1 960 15 1-022 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 fiom and on the down slope side of the trench. m 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 DI 557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment uscd. 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 m 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. Throughout the site, the uppermost 1 to 2 feet 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. -5- Leigh ton. 960 151-022 = Transition Mitigation From review of the site plan (Ape], 2003, 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. 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 1 1,000 years). The State Geologist has 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. B,ased 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 seisniically 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. 200 1 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 16-5). The near source factors N, equal to 1.0 and N, equal to 1.1 are considered appropriate based on the seismic setting applicable to the site (per 200 1 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 -6- Leig hton 96015 1-022 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 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 arid large, open bodies of water, and the elevation of the site with respect to sea Ievel, 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-E). = 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 minimuin width of 15 inches. The minimum -7- Leighton 96015 1-022 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 ?4 inch. 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, horizonta!:vertical) conditions only. Bearing values indicated above are for total dead load and frequently applied live loads. The above vertical bearing niay 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 intenFals 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 waterkement 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 -8- 4 Leig hton 960 15 1-022 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, grearer thickness and increased reinforcing may be required. A soil modulus of 150 pounds per cubic inch is recommended for design of mat foundations. 9 Footing Setback We recommend 8 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. 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 (per CBC 18-I-B). - -9- Leig hton 960151-022 Active At-Rest Passive Table 1 Lateral Earth Pressures I I 35 55 55 85 - 300 (Maximum of 3 ksf) 150 (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 appro\.ed drainage board system installed in accordance with the manufacturers' recommendations may be used. i 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 D 1557) 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 map 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. -10- Leighton 960 15 1-022 5. 6. 7. Geochemical Considerations Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be s:ibject 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. 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 a.t an elevated moisture content. 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 (Le., 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. 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. Eave 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. -11- Leighton 960 151-022 8. Construction Observation and Testing and Plan Review Construction observation and testing should be perfomied 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 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. Respectfdly submitted, Director of Engineering Attachments: Figure 1 - Site Lo 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 Ape1 (1) Dum Savoie, Inc., Attention: Rhett Savoie -12- Leighton 960151-022 APPENDIX A -- References California Building and Safety Commission (CBSC), 200 I, 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, Leg0 Family Park and Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project No. 950294-00 1, dated October 5, 1995. , 1996, Supplemental Geotechnical Investigation, Leg0 Family Park, Carlsbad Ranch, Carlsbad, California, Project No. 9601 5 1-00 1 , dated July 23, 1996. , 1998, Final As-Graded Report of Rough Grading, Leg0 Family Park, Carlsbad, California, Project No. 9601 5 1-003, dated February 10, 1998. -, 1999, Update Geotechnical Report, Proposed East Expansion Area, Legoland Theme Park, Carlsbad, California, Project No. 960 15 1-01 0, dated December 10, 1999. ___- , 2000, As-Graded Geotechnical Review and Plan Review for Proposed Bat Flyer Improvements in Legoland Theme Park, Carlsbad, California, Project No. 9601 5 1-0 10, dated May 26,2000. , 2001% As-Graded Report of Rough and Fine Grading, East Expansion Area, Legoland California, Carlsbad, California, Project No. 9601 5 1-1 5, dated February 20, 200 1. , 2001b, Summary Report of Post Grading Compaction Testing, East Expansion Area, Legoland Theme Park, Carlsbad, California, Project No. 960 15 1-0 15, dated October 1 1 , 200 1. A- 1 Leighton and .4ssociates, Inc. GENERAL EARTHWORK AND GR.~DINGSPECII;ICATIONS Page 1 of 6 LEIGHTON AKD ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING 1.0 General 1.1 mt: 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 recornmendations that could supersede these specifications or the recoin m end at ions in the geotec hn i ca I report( s). 1.2 The Geotechnical Consultant of Record: Prior to coinrneiicement of work, the owner shall employ the Geotechnical Consultaiit 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 coininenceinent of the grading. Prior to commencement of grading the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and docuincnt the subsurface exposures to verify the geotechnical design assumptions. It the observed conditions are round to be signiiicantly 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 noti@ 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 removal" areas. all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processingof 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 Contractoron a routine and frequent basis. 3030 1094 Leighton and Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor: The Earthnork contractor (Coiitracfor) shall bc qualified, experienced, and knowledgeable io earthwork logistics, preparation arid processing of ground to receive fill, aioisture-conditioningarid processing of fill. and compacting fill. Thc Contractor shall review and accept the plans, geotecliiiical report(s), and the Specifications prior to commencement of grading. The Coiitractor shall be solely responsible for performing the grading in accordance with the phis 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 Geoteclinical 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 recomnieiidatioils 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, inadequatecompaction, insufficient buttress key size, adverse weather, etc., are resulting in a yuaiiiy ol" WWK iess iiiaii rcquiraci in ciiesc speciiicaiiuiia, iiic Gruicc;iuiicai Cuiiauiiiuii 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 Llearing and Grubbing: vegetation, such as brush, grass, rooIs. anti other deieterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geoteclinical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than I percent of organic materials (by volume). No fill lift shall contain mor-e 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 Leighton and Associates, Inc. GENERALEARTHWORK AND GRADING SPECIFICATlONS Page 3 of 6 2.2 Processio~: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inclies. Existing ground that is not satisfactoqshall 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 Overexcavah: 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. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 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 othenvise recommended by the Geotechnical Consultant. Fill placcd on ground sloping flatter than 5: I shall also be bcnched or othenvise overexcavated to provide a flat subgrade for the fill. 2.5 EvaiuaLionii\cceprarlce or’ Fiii Areas: Aii areas LO receive iiii, iiidutiijig itiiiuini ‘III~ 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 till placement. .A licensed surveyor shall provide the survey control for determining elevationsof 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 Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreduciblematerial 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 shalI 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 utilitiesor undergroundconstruction. Leighton and Associates,lnc. GENERAL EARTHWORK AND GRADINGSPECIElCATIONS Page 1 of 6 3.3 Import: If importingof fill material is required for grading,proposed import inaterial shall meet the requirements of Section 3. I. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitabilitycan be determined and approprintetests performed. 4.0 Fill Placementand Compaction 4.1 4.2 4.3 4.4 4.5 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. 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 moistitre content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-9 1). Compaction of Fill: After each layer has been inoisture-conditioned, mixed, and evenly spread, ir shaii be uiiiformiy coiripaciej LO iiw ichb ciiaii 56 pcrccirioiriiax~iiiuiii dry dciisiiy (ASTM Test Method 01557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to eaciently achieve the specified level of compaction with uniformity. 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 oi j to 4 feet in iiii elevation, or by other methods proaucing 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 D1557-91. Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be perfonned by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction(such as close to slope faces and at the fill/bedrock benches). 3030.1uw Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.6 Frequency of Compactioti Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or I .OOO cubic yards of compacted fill soils embankment. In addition, as a guideline, at least otic 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 Comuaction Test Locations: The GeotechnicalConsultant 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 subdraiiis and/or changes in subdrain extent, location, grade, or material depending on conditions encuuniared ciurirtg gtauiiig. Aii w'uciraiiis siiaii be bur veycyeci by a iarici surveyuricivii eiig;iieer Tur line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation bxcavations, as well as over-excavation ior remediai purposes, sllaii be evaiuatea 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 Geotechriical Consultant. 3030.1094 Leighton and Associates, Inc. GENERALEARTl WORK AND GRADING SPECIFICATlONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and CaI/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 Puhlic 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 90percent of maximrim 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 every300 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 compacIion by nis aiternativeequipmenr ana mernoa. 3030.1094 FILL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM Fa KEY BENCH OEPTH (KEY) FILL-OVER-CUT SLOPE ______--- GROUND SURFACE -- REMOVE UNSUITABLE MATERIAL - (KEY) DEPTH LCUT FACE. SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEOU A TE GEOLOGIC CONDITIONS />' UT FACE SHALL BE Tn c<, I n, .CITI#.-..T I" I ILL I LnbLo"tLe.9 CL'Ft-J\,tr+F'!n SLt-JDE OVERBUILD AND TRIM BACK PROJECTED PLANE MATERIAL 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GR FOR SUBDRAINS SEE STANDARD DETAIL C~ 15' MIN. 4 2' MIN. LOWEST KEY BENCH DEPTH (KEY) BENCHING SHALL 8E 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. GENERAL EARTHWORK AND GRADING SPEClFl CATIONS STANDARD DETAILS A KEYING AND BENCHING I I LEIGHTON AND ASSOCIATf5 \ OVERSIZE WINDROW OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. EXCAVATE A TRENCH IN THE COMPACTED FILL OEEP ENOUGH TO BURY ALL THE ROCK. EACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. DC NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TO BE ' DETAIL DENSIFIED IN PLACE BY FLOODING OR JETTING. TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B I LEICHTON Ah9 ASSOCIATES TRENCH SEE DETAIL BELOW FILTER FABRIC CALTRANS CLASS 2 PERM OH #Z ROCK (9FTe3/FT) IN FILTER FABRIC COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS - (MIRAFI 140N OR APPROVED EQUiVALEN T) 20' MIN. 4 5' MIN PERF ORATED 6" 0 MIN. PIPE NONPERFORATED S"0 MIN. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C LElCHTON AND ASSOCIATES KEY WIDTH i FROM THE TOP HOG 12" MIN. OVERLAP RING TIED EVERY 6 FEET T - CON N E C TI ON / ;$ ?::;$ PIPE 4" 0 PERFORATED PIPE I AS NOTED ON GRADING PLANS -KEY DEPTH (15' MIN.) (2' MIN.) fAl-TRANS CLASS I1 - PERMEABLE OR #2 ROCK (3 fT*3/FT) WRAPPED IN FILTER FABRIC I 4" MIN. BEDDING FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED PROVIDE POSITIVE SEAL AT THE JOINT EOUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdrain collector pipe shall be installed with perforotion down or. unless otherwise designoted by the geotechnical consultont. pipe. shall be 1/4" to 1/2" if drill holes ore used. leost 2% tawords the outlet. SUBDRAIN PIPE - Subdroin pipe shall be ASTM 02751. SDR 23 5 or ASTM B1527. Schedule 40. or ASTM D3034, SDR 23 5. Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe All outlet pipe shall be ploced in o trench no wide thon twice the subdrain pipe. soil of SE >/=30 jetted or flooded in ploce except for the outside 5 feel which shall be native soil backfill. Outlet pipes sholl be non-perforated Perforation The subdrain pipe shall have at least 8 perforotions uniformly spoced per foot. All subdrain pipes sholl hove o grodien! of at Pipe shall be in BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAfLS D I CEIGHTON AN0 ASSOCIATES SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 i WALL FOOTlNG ~ COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR CLASS 2 PERMEABLE MATERIAL. LNSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E w 1 3 3 J \ v‘ QJ s 3 k k 3 v3