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HomeMy WebLinkAbout1 LEGOLAND DR; ; CB091696; Permit02-25-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB091696 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: ROMERO CHRIS 1 LEGOLAND DR CBAD COMMIND Sub Type: 2111000900 Lot#: $5,800,000.00 Construction Type: Rsfsrsncs $ LEGOLAND WATERWORKS CLUSTER 3,072 SF (3) BUILDINGS.7,338 SF (2) SHADE COMM 0 NEW 1 LEGOLAND DR CARLSBAD CA 92008 760-918-5460 Status: ISSUED Applied: 10/09/2009 Entered By: KG Plan Approved: 02/25/2010 Issued: 02/25/2010 Inspect Area: Plan Check#: Owner: LEGOLAND CALIFORNIA L L C <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 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 Reel. Water Con. Fee Green Bldg Stands (SB 1473) Fee $13,485.69 Meter Size $0.00 Add'l Reel. Water Con. Fee $8,765.70 Meter Fee $750.00 SDCWA Fee $0.00 CFD Payoff Fee $1,218.00 PFF (3105540) $3,291.20 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees $232.00 HMP Fee TOTAL PERMIT FEES $0.00 $0.00 $0.00 $4,739.32 $5,887.91 $0.00 $0.00 $0.00 $43,945.00 $0.00 $484.00 $1,610.00 $65.50 $0.00 $89,992.56 $0.00 $0.00 $0.00 $174,466.88 Total Fees:$174,466.88 Total Payments To Date:$174,466.88 Balance Due:$0.00 /? „ Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 ww wjja jls bajJ CELgo Y Plan Check N Est. Value 5 Plan Ck. Deposit SUITES/SPACES/UNITS &?t/-ov NSTR.'TYPE I OCC. GROlCT/PROJECT*PHASE » I tt OF UNITS I « BEDROOMS # BATHROOMS TENANT BUSINESS NAME DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 7, ? EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D #NOD AIR CONDITIONING YES D NOD FIRE SPRINKLERS YES D NOD CONTACT NAME (If' 'APPLIC ADDR ADDRESS CITY STATE ZIP PHONE FAX PHONE FAX PROPERTY OWNER NAME ONTR AtDDRESS OR ADDRESS CITY STATE ZIP > (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the-_ applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the\ J 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 a1 \J civil penalty of not more than five hundred dollars ($500)). cr>' Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: O \ have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. LJ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. _____^_^__— Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. LT1 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,OOQ), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor's License Law for the following reason: n 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 Ihe project (Sec. 7044, Business and Professions Code: The Contractor's License Law does nol apply to an owner of property who builds or improves thereon, and conlracls for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvemenl. n Yes n No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (incl ude name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes C3 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D Yes D No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to com ply with all City oidinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provsions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 1 80 days from the date of such permit or if Jhe^uilding otwork authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 1 80 days (Section 106.4.4 Uniform BuiWing Code). IICANT'S SIGNATURE DATE o City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: Inspected /^ i By: / -I Inspected By: Inspected By: Comments: CB091696 LEGOLAND WATERWORKS CLUSTER 3,072 SF (3) BUILDINGS / 7,338 SF (2) SHADE 1 LEGOLAND DR Phone: CA Water Dist: CA \ V Date f j ^| l i^ «• . Inspected: > •> ///I '! ( Date Inspected: Date Inspected: Date: Permit Type: Sub Type: STRUCTU Lot: 0 \ ^Q Approved: Approved: Approved: 05/27/2010 COMMIND COMM Disapproved: Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 08/26/2010 Permit* CB091696 Title: LEGOLAND WATERWORKS CLUSTER Inspector Assignment: PD Description: 3,072 SF (3) BUILDINGS / 7,338 SF (2) SHADE STRUCTURES /11,454 SF (2) WATERSLIDES / 5,156 SF Type:COMMIND Sub Type: COMM Job Address: 1 LEGOLAND DR Suite: Lot: 0 Location: APPLICANT ROMERO CHRIS Owner: LEGOLAND CALIFORNIA L L C <LF> PLAY U S ACQUISI Remarks: Is this permit final? Phone: Inspector Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: CHRISTINE Entered By: CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# CV050664 CLOSED O- NOISE FROM FIREWORKS; Z- BANNER; Z- CAR DEMO COURSE IN PRK LOT; VIOLATION OF INTENDED USE ELECTRICAL PLAN FOR COASTER; LEGOLAND; SPLIT UP GAMES BLDG @ PIRATE SHORE LOSTKINDOM CLUSTER- REVISE ; RETAINING WALL/ NEW PLUMBING PLAN LEGOLAND-SEALIFE MISC; REVISIONS LEGOLAND: EXTERIOR FRAMING &; CALCS-DEFERRED LEGOLAND: DEF. SUBMITTAL/ELEC; FOR AQUARIUM LIFE SUPPORT SYSTEM LEGOLAND: DETAILS ON EXTERIOR; STAIRS LEGOLAND: REVISIONS TO DUNE; RAIDER SLIDE LEGOLAND EXPANSION; LEGOLAND WATERWORKS CLUSTER LOST KINGDOM CLUSTER; LOST KINGDOM CLUSTER & BOOTHS & SHADE STRUCT SEA LIFE CENTER; EXPANSION OF LOST KINGDOM CLUS; EXPANSION OF LOST KINGDOM CLUSTER CV060175 CV060295 PCR00224 PCR06076 PCR07206 PCR08010 PCR08041 PCR08042 PCR08057 PCR09059 SW090066 CLOSED CLOSED APPROVED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED PENDING SWPP0710 APPROVED SWPP0711 APPROVED SWPP0803 APPROVED "A Quality Assurance Firm" TESTING SERVICES & INSPECTION INC. 3030 Main Street San Diego, CA 92113 (619) 234-99O4 (619) 234-4931 Fax VISUAL INSPECTION REPORT Project Name: LEGOLAND WATER PARK Project Address: ONE LEGOLAND DRIVE CARLSBAD, CA. Architect: NOGLE ONUFER ASSOCIATES Engineer: DUNN SAVOIE, INC. General Contractor: ROEL CONSTRUCTION CO. Contractor Doing Reported Work: SAN DIEGO CONSTRUCTION WELDING Lab. Receiving & Testing Constr. Mat' INSPECTION J Field J Shop Concrete Structural Steel Masonry Fireproofing Pile Driving Roofing Specialty Soils Technician Bolt Pull-Out Prestress Concrete Waterproofing OSHPD OSA Mechanical Electrical Batch Plant Samples: N/A MAT'L SAMPLING QTY Concrete Cylinders Mortar Samples Grout Samples Masonry Prisms Masonry Block Reinforcing Steel Fireproofing Asphalt Concrete Roofing Steel High Strength Bolts Other Other Other Other Other Other MAT'L DESCRIPTION J J Reinforcing Steel Cone. Mix/PSI Cone. Mix/PSI All Thread Bolts Grout Mix/PSI Mortar Type/PSI H.S. Bolts Electrode E71T-IM Steel ASTM A-S3B/A-36 Fireproof Units Block Unit Brick Metal Deck Reinf. Tendons Epoxy Other Approval Number: CB091696 File Number: Job Number : Other: Other: INSPECTION CHECK LIST J J J J Plan/Specs Clearances Positions Sizes Laps Consolidation Torque Applied Tension Applied Epoxy Drilled Holes Corrective Action CONTINOUS INSPECTION Corrections Complete Inspection Date: 3-11-10 MONITORED THE WELDING ON 5 EACH COLUMN, AS PER DETAIL 1A OF DETAIL DRAWING ON SHEET 1. ALSO PERFORM VISUAL INSPECTION ON COMPLETED WELDMENT OF 14 EACH COLUMNS 1A OF SHEET 1 AND 14 EACH COLUMNS 2A OF SHEET 2. PERFORM VISUAL INSPECTION AT BASE PLATE TO PIPE COLUMN AND PIPE COLUMN TO TOP PLATES ON A TOTAL OF 28 EACH COLUMNS. ALSO PERFORM VISUAL INSPECTION ON COMPLETE WELDS ON STAIRS 5A & 6A OF DETAIL DRAWING V3, INSPECTED THE FILLET WELDS ON STRINGER TO THREADS, THREADS TO THREADS, END PLATE TO STRINGERS AND LANDING TO INCLUDE ANGLES WELD TO C- CHANNELS, AND 3 EACH COLUMNS HSS 3 X 3 X % AT BASE PLATES AND TOP PLATE. WELDS ACCEPTED. CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report only covers the locations of the work inspected and does not constitute engineering opinion or project control. INSPECTOR NAME: DAVID VALLEJO CERTIFICATE NUMBER: 980 irfns. OvertirNOTE: Inspections based on a 4-hour minimum; actual time after 4 hours; 2 hour show up minimum for job cancellatimis. Overtime effective on Saturdays, double time on Sunday SUBMITTED TO: SAN DIEGO CONSTRUCTION WELDING /CITY OF CARLSBAD BUILDING INSPECTION DEPARTMENT 05/27/2010 14:59 FAX 9208877999 WATER TECHNOLOGY ©001/002 facsimile transmittal To: From: Re: C, Cc: /<-^ '«>TrtA7 M- Fax: Date: C5~ 11 Pages : D Urgent D For review D Please comment D Please reply D Please recycle REMARKS 771-A /S CONSTRUCTION INSPECTION AND TESTING INCORPORATED City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 Facsimile: (760) 602-8560 LEGOLAND California Inc. One Legoland Drive Carlsbad, CA 92006, USA May 19,2010 Attention: Christopher Romero Reference: LEGOLAND, WATERWORKS CLUSTER ATTRACTION PERMIT NUMBER CB091696 Subject:Final Verification of Special Inspection and Materials Testing Ladies and Gentlemen: In accordance with your request, Engineering Observation, Materials Testing, and Special Inspections of Reinforced Concrete, Masonry, Structural Steel Welding, High Strength Bolting, , and Epoxy Anchor Installation were performed at the referenced project by representatives of Construction Inspection & Testing, Inc. To the best of my knowledge, the work requiring Special Inspection was performed in accordance with the approved plans, specifications, changes thereto, and the California Building Code. We appreciate the opportunity of providing our services. Respectfully submitted, Construction Inspection & Testing, Inc. HenrycJsarton Hill, Principal Engineer M.S., P.E. No: C 64822 Distribution: (I) Chris Romero. <Clirisloplier.Romcro(« lcgolanil.com> 261 S. Pacific Street • San Marcos. CA 92078 • 760-752-1099 • 760-539-8101 EsGil Corporation In Partnership with government for Quitting Safety DATE: February 11, 2010 O JURISDICTION: Carlsbad a FILE PLAN CHECK NO.: 09-1696 SET: IV PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Waterworks Cluster Legoland The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: , Telephone #: Date contacted: X2kJY: ) Fax #: (Sv^Mail Telephone Fax In Person jT /REMARKS: 1. The/Building/Fire Officials should determirje whether the number of exits (and the use of turnstiles/gates) are acceptable as shown. Z. The building official should determine whether elevator/ramp access is required to the slide platforms. By: Kurt Culver Enclosures: EsGil Corporation D GA D EJ D PC log 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGii Corporation In (Partners/Up with government for <Ruil£inQ Safety DATE: January 26, 2010 a APPLICANT ^TJURIS? ) JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-1696 SET: III PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Waterworks Cluster Legoland 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. XI The applicant's copy of the check list has been sent to: Chris Romero 1 Legoland Dr. Carlsbad 92008 Also faxed to Russ Onufer 619-297-8055 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Chris Romero Telephone #: 760-918-5460 Date contacted: / fe ? II o (by: /*- ) Fax #: -5469 Mail *<" Telephone Faxt^ In Person REMARKS: By: Kurt Culver Enclosures: EsGil Corporation D GA IE EJ D PC 1/19/10 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 09-1696 January 26, 2010 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 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 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. THE FINAL PLANS WILL BE REVIEWED FOR THIS. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. A106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." SHOW ON THE PLANS THE BUILDING INFORMATION (FLOOR AREA, TYPE OF CONSTRUCTION, ETC). FEES WILL BE DETERMINED THEN. Carlsbad 09-1696 January 26, 2010 EXITS 9. All doors and gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1008.1.9 and 1002. a) Please justify the turnstiles/gates at the entry/exit to this portion of the amusement park. Please obtain approval from the Building Official and Fire Marshal to use turnstiles. 10. Also, please justify the fact that there is only one way out of this portion of the park. Please obtain approval from the Building Official and Fire Marshal to have a single exit. ACCESSIBILITY 17. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. See the attached list for outstanding items. ADDITIONAL 26. Please see the following sheets for plumbing/mechanical/electrical corrections. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., 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: Q Yes Q No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad 09-1696 January 26, 2O1O PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING 10. The gas piping source for the building is what? Describe as private/public and justify pipe sizing and existing gas system sizing. EXISTING GAS SYSTEM LOADING DESIGN SUMMARY HAS NOT BEEN RECEIVED AS YET. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 09-1696 January 26, 2O1O DISABLED ACCESS REVIEW LIST TITLE 24 ENTRANCES AND CIRCULATION 1. Elevator or ramp access must be provided to platforms, unless it can be shown that an exception in Section 1103B.1 is applicable. Regardless of what the federal law (ADAAG) may say, Title 24 does not contain any such exemption. WE WILL VERIFY THAT THE BUILDING OFFICIAL HAS APPROVED THIS. ACCESSIBLE MEANS OF EGRESS (IBC Section 1007) 6. All required accessible spaces shall be provided with accessible means of egress equal in number to the number of exits required by Sections 1015 and 1019. CBC Section 1007.1. Please justify not having an accessible means of egress for each raised platform. See similar comment at #1 above. End EsGil Corporation In Partnership with government for (Building Safety DATE: January 5, 20 1O JURISDICTION: Carlsbad PLAN CHECK NO.: 09-1696 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Waterworks Cluster O a FILE EVIEWER SET: II Legoland 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. XI The applicant's copy of the check list has been sent to: Chris Romero 1 Legoland Dr. Carlsbad 92008 Also faxed to Russ Onufer 619-297-8055 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XJ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Chris Romero Telephone #: 760-918-5460 Date contacted: '/5//0 (b-y^^ Fax #:-5469 Mail v Telephone Fax i/^in Person REMARKS: By: Kurt Culver EsGil Corporation D GA E EJ Enclosures: PC 12/29/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O9-1696 January 5, 201O NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 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 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. The final plans will be reviewed for this. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. A106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." For the mechanical building, please submit a separate permit application to the building department. At that time, we will be authorized to invoice for the plan review. Also, show on the plans the building information (floor area, Type of Construction, etc). 5. Also, what about the "surge tank," overhead signage, conveyor, etc. that are indicated on sheet A-2? Complete structural plans for the conveyor were not provided. Also, the calculations for it should be much more extensive than those provided. Carlsbad O9-1696 January 5, 201O LOCATION ON PROPERTY 7. Exterior walls shall have a 30 inch parapet when they are required to be fire-resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 704.11). The uppermost 18" of such parapets shall be noncombustible. This applies to the assumed property line shown on sheet A-5. EXITS 8. At least two exits must be provided from each floor in a building, per Section 1019. It appears that two separate stairs will be required for EACH platform at the slides. Tower 1 does not have two complying exits. Please revise. Also, Table 1019.2 is the governing table for Tower 2, and it will require two exits also (additionally, use an occupant load factor of 5 ft.2/person, but this is a moot point). 9. All doors and gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1008.1.9 and 1002. a) Please justify the turnstiles/gates at the entry/exit to this portion of the amusement park. Please obtain approval from the Building Official and Fire Marshal to use turnstiles. 10. Also, please justify the fact that there is only one way out of this portion of the park. Please obtain approval from the Building Official and Fire Marshal to have a single exit. ACCESSIBILITY 17. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. See the attached list for outstanding items. STRUCTURAL 19. Please provide complete detailing and design for the bridges. No structural calculations were provided. Also, where on those plans does it contain the structural specifications? 20. Please revise the plans/calculations by White Water that show a roof live load of only 10 psf. A live load of 20 psf should be used. Carlsbad 09-1696 January 5, 201O ADDITIONAL 22. Please justify the "S-2" classification for the new storage room. Section 311 severely limits the materials that can be stored in there. The more likely classification would be S-1, and then a Fire Barrier (occupancy separation) will be required between the room and the existing A occupancy. Show on the plans the required Fire Barrier. 26. Please see the following sheets for plumbing/mechanical/electrical corrections. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., 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: Q Yes a No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 3. No electrical provided for the dining pavilion? No electrical installed or just pending? No receptacles @ restroom or locker area? Pending or none designed? Egress lighting per CBC 1006.3 is required. Additionally, a structure of this size would normally have some sort of electrical illumination as part of the design. Please address. Sheet £2.2 has a "food cart" now shown interior of this dining facility, but the food cart appears to be surrounded by a kitchen? 5. The restroom emergency fixtures must be installed on the same circuit as the general lighting serving the room. See NEC 700-12(F). Recheck circuiting in "Men's Restroom". Carlsbad 09-1696 January 5, 2O1O 7. Both the locker structure and dining structure will require the following Code items: The single line electrode system for "RR" must reference the locker building structural steel. The dining structure is awaiting a response for a lighting layout. • A grounding electrode system with all outlying branch circuits referenced to it NEC 250-32(A) (and) • a building disconnecting means. NEC 225-32 MECHANICAL BUILDING PLUMBING, ELECTRICAL, MECHANICAL, & ENERGY ELECTRICAL 1. What is that shaded circle in the clearance location for DP2 on sheet E3.5? 2. Describe the wiring methods and electrical equipment enclosures to be used: • In the "acid storage" building. • In the "chorine room" • Throughout the floorplan: Describe locations as to wiring methods as "dry", "damp", or "wet". • In all branch circuits per NEC 680.21. Note: I'm looking for the stipulation that an equipment ground is to be installed even in circuits using a metallic raceway listed for grounding. 3. Include the method of compliance with NEC 430.102 "Location" (motor disconnecting means) throughout the floorplan. 4. Provide the bonding design for: Pool motors, common bonding grid, and metallic structural components (including noncontiguous structural framing). NEC 680.26 5. Detail the equipotential plane grounding design for all pools: Design and locations. 6. I have not been able to find any light fixtures that would qualify as "pool lights" requiring compliance with 680.23. Is this correct? MECHANICAL 7. How the roof is mounted exhaust fans accessed? 8. Detail the distances from the boiler exhaust to the intake louvers for the building. PLUMBING 9. The water source for the building is what? What is the 4" pipe shown on sheet P02 connected to? Describe the type of water (potable/nonpotable, reclaimed, etc.) and the ability of the existing system to supply the additional pool building loads. 10. The gas piping source for the building is what? Describe as private/public and justify pipe sizing and existing gas system sizing. Carlsbad 09-1696 January 5, 2010 11. Is there a spill control design for the hazardous materials? Please review with the Fire Department the necessity for this protection. 12. Does the acid waste disposal require pretreatment or special waste piping? Please address. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 09-1696 January 5, 2O10 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ENTRANCES AND CIRCULATION 1. Elevator or ramp access must be provided to platforms, unless it can be shown that an exception in Section 1103B.1 is applicable. Regardless of what the federal law (ADAAG) may say, Title 24 does not contain any such exemption. PEDESTRIAN RAMPS 2. Show handrails at each side of ramp(s) which are shown to be >1:20 (5%) in slope, per Section 1133B.5.5. a) According to the civil plans, the walkway on one side of the western bridge has a slope exceeding 5 percent. Sheet C-103 shows a slope greater than 5% (8.33% is shown). Therefore, show complying handrails. ACCESSIBLE MEANS OF EGRESS (IBC Section 1007) 6. All required accessible spaces shall be provided with accessible means of egress equal in number to the number of exits required by Sections 1015 and 1019. CBC Section 1007.1. Please justify not having an accessible means of egress for each raised platform. See similar comment at #1 above. End EsGil Corporation In Partners/Up with government for (BuMing Safety DATE: October 26, 2009 JURISDICTION: Carlsbad OPEAFTREVIEWER a FILE PLAN CHECK NO.: 09-1696 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Waterworks Cluster Legoland 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. XI 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. XJ The applicant's copy of the check list has been sent to: Chris Romero 1 Legoland Dr. Carlsbad 92008 Also faxed to Russ Onufer 619-297-8055 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. /v. HPerson contacted: Chris Romero Telephone #: 760-918-5460 C Date contacted:/o/zt/c>1 (by: ML ) Fax #:-5469 Mailw^ Telephone Fax i^ In Person REMARKS: By: Kurt Culver Enclosures: EsGil Corporation D GA E EJ D PC 10/15/09 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 *• Fax (858) 560-1576 Carlsbad 09-1696 October 26, 2OO9 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 09-1696 OCCUPANCY: A2/A5/B/ S2 TYPE OF CONSTRUCTION: V-B ALLOWABLE FLOOR AREA: OK SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 10/9/09 DATE INITIAL PLAN REVIEW COMPLETED: October 26, 2009 JURISDICTION: Carlsbad USE: Dining, Amusement Park Structure, Misc. ACTUAL AREA: Varies STORIES: Varies HEIGHT: Varies OCCUPANT LOAD: Varies DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/15/09 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O9-1696 October 26, 20O9 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 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 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans. per Sec. A106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with annotation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 4. Please clarify on the plans whether the various cabanas will be part of this permit or not. If they're included, please provide complete plans/calculations for them, and consider them from an "assumed property line" standpoint. 5. Also, what about the "surge tank," overhead signage, conveyor, etc. that are indicated on sheet A-2? 6. And the keystone retaining walls on sheet L-104, etc.? Carlsbad 09-1696 October 26, 2O09 • LOCATION ON PROPERTY 7. Exterior walls shall have a 30 inch parapet when they are required to be fire- resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 704.11). The uppermost 18" of such parapets shall be noncombustible. • EXITS 8. At least two exits must be provided from each floor in a building, per Section 1019. It appears that two separate stairs will be required for EACH platform at the slides. 9. All doors and gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1008.1.9 and 1002. a) Please justify the turnstiles/gates at the entry/exit to this portion of the amusement park. 10. Also, please justify the fact that there is only one way out of this portion of the park. 11. On sheet A-10, please provide a directional exit sign in the newly-created corridor serving the existing building. • ROOFS 12. A Class A roof covering is required, per City ordinance. 13. Specify on the plans the following information for the roof materials, per Section 1506.3: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. d) The above applies to the BUR, fiberglass shingles, etc. 14. Please provide evidence that the canopy fabric is listed by the California State Fire Marshal. 15. Please specify the roof slope on sheet A-12. • MISCELLANEOUS 16. Please specify on sheet A-7 the sizes of all doors at the locker area. Carlsbad 09-1696 October 26, 20O9 • ACCESSIBILITY 17. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. • STRUCTURAL 18. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (required by the soil report). 19. Please provide complete detailing and design for the bridges. 20. Please revise the plans/calculations by White Water that show a roof live load of only 10 psf. 21. Please provide detailing/design for the roof shown on sheet 550 of the White Water plans. • ADDITIONAL 22. Please justify the "S-2" classification for the new storage room. Section 311 severely limits the materials that can be stored in there. The more likely classification would be S-1, and then a Fire Barrier (occupancy separation) will be required between the room and the existing A occupancy. 23. Please justify the 16" rebar lap shown in detail 5/A-15. A greater lap length is required. 24. On sheet L-201, please specify the rise/run for the stairs. , 25. Please fill in all the incomplete reference bubbles on the "L" sheets. 26. Please see the following sheets for plumbing/rnechanical/electrical corrections. 27. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 28. 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: Q Yes U No 29. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad 09-1696 October 26, 2OO9 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS 1. The architectural Title Sheet is ambiguous as far as the electrical and architectural "Scope of Work": All electrical work on plans is part of this permit, however, the mechanical building is a "future" or "deferred" item (The electrical plans contain some of the mechanical building design). Please clarify. Note: The mechanical building electrical, plumbing and mechanical has not been reviewed under this permit. When the mechanical building is submitted for review, all systems will be checked. If submitted mechanical building plans are for information only, please identify as such. If not, remove those sheets from this submittal set. 2. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in IBC Tables 307.1(1) and 307.1 (2). This item may be deferred to the mechanical building permit, if that's where the pool chemical storage takes place. • Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. • Clearly show the amounts for each type of hazardous material to be stored and in use. • Clearly show the locations in the building where each type of hazardous material is being stored or used. •'' • Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with UMC Chapter 5. • Include a separate floorplan and a Technical Report as described in IBC 414.1.3 for "H" occupancies. ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 3. No electrical provided for the dining pavilion? No electrical installed or just pending? No receptacles @ restroom or locker area? Pending or none designed? 4. A feature/site description of the various rides and their respective boundaries and compliance with NEC Article 680 onto the electrical plans is necessary. The lazy river, for example, is considered a "pool" and will have to comply with the appropriate sections of this Article. Carlsbad O9-1696 October 26, 2009 5. The restroom emergency fixtures must be installed on the same circuit as the general lighting serving the room. See NEC 700-12(F). 6. The locker emergency fixtures must be installed on the same panel as the general lighting serving the room. See NEC 700-12(F). 7. Both the locker structure and dining structure will require the following Code items: • A grounding electrode system with all outlying branch circuits referenced to it NEC 250-32(A) (and) • a building disconnecting means. NEC 225-32 8. The site plan lighting design appears to be incomplete: A large area on E2.3 has no lighting (and) lighting is restricted to pole lights. Due to the nature of this project (pool areas), the remaining non-pole site lighting will be restricted as to fixture location and conduit location. When is the non-pole lighting being submitted? 9. Additionally, WhiteWater has design submitted for the site water features. Clarify if any of these features (fountains, pools, vaults, etc.) will require electrical power and, if so, when this site design will be submitted. 10. What is the load summary for the 12KV loop feeding the park? 11. The site pole lighting is fed from the emergency system and the fixture type is metal halide. Will this lamp type relight within the 10 second time frame required for emergency systems? 12. The mechanical electrical design is missing @ ticket booth building. 13. Include the enclosure design at the new substation with the plans. 14. Include voltage drop calculations for the "worst case" scenario for the cart receptacles. 15. The typical cart junction box has a "drain" shown installed to the "parkwide drainage system". If the electrical contractor is installing this drain, include the piping and routing with the electrical plans. If not, where does this design show up? Note: May also be valid for the various junction boxes shown installed throughout the site. 16. This plan review on sheet E4.2 is limited to the medium voltage enclosure; it does not extend into the mechanical building itself. (Sheet E4.3 has not been reviewed). Carlsbad 09-1696 October 26, 2009 PLUMBING (2006 UNIFORM PLUMBING CODE) 17. The basis for the interceptor sizing is? CPC section 1014.3.6 would require a 2,000 gallon interceptor size. 18. Where may I find the architectural design that shows compliance with CPC for the exterior showers: Shower drain coverage (and) slope of floor to ensure shower waste ends up in the sewer (without impacting other showers) and adjacent area drains to storm drainage, not to sewer. CPC 306.0 & 411.9. 19. Include the boiler installation instructions detailing the base design for the boiler where installed upon a combustible surface. 20. The vent for the common shower trap is located on the wrong side of the trap, I believe. Please clarify the submitted design. 21. The mechanical building is not under the scope of this permit. None of the plumbing for this building, including all of the WhiteWater plans, has been reviewed under this plan review. MECHANICAL (2006 UNIFORM MECHANICAL CODE) • The mechanical is fine as submitted. ENERGY CONSERVATION 22. Provide plans, calculations and worksheets to show compliance with current energy standards: Complete the OLTG forms. 23. A complete site energy plan check will be preformed when completed and/or corrected energy design has been provided. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 09-1696 October 26, 2009 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2007 edition of California Building Code, Title 24. Per Section 109.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. • ENTRANCES AND CIRCULATION 1. Elevator or ramp access must be provided to platforms, unless it can be shown that an exception in Section 1103B.1 is applicable. • PEDESTRIAN RAMPS 2. Show handrails at each side of ramp(s) which are shown to be >1:20 (5%) in slope, per Section 1133B.5.5. a) According to the civil plans, the walkway on one side of the western bridge has a slope exceeding 5 percent. 3. Also, what is the slope on the bridge itself? 4. At the base of the ramp on sheet L-104, there appears to be a gate. A landing must be provided before the gate. Please revise. DOORS 5. Show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1133B.2.4.3: a) >24" at exterior conditions. b) >18" at interior conditions. c) >12" on the push side, if the door has both a latch and a closer. Figure 11B-26A. DOOR 3 AT THE LOCKER AREA, ALONG WITH THE DOOR AT THE 11' x 8' CHANGING ROOM. SEE ALSO DOOR 11 ON SHEET A-10. d) Where a door is located in a recess or alcove where the distance from the face of the wall to the face of the door is greater than 8 inches, the above clearances shall apply. Section 1133B.2.4.5. Carlsbad O9-1696 October 26, 20O9 STAIRWAYS AND HANDRAILS • Show that stairways occurring outside a building comply with Section 1133B as follows: a) The upper approach and all treads shall be marked with a strip of contrasting color as follows: i) >2" in width. ii) Placed parallel to and <1" from the nose of the step or landing. iii) The strip is required to be as slip resistant as the treads of the stairs. • ACCESSIBLE MEANS OF EGRESS (IBC Section 1007) 6. All required accessible spaces shall be provided with accessible means of egress equal in number to the number of exits required by Sections 1015 and 1019. C8C Section 1007.1. Please justify not having an accessible means of egress for each raised platform. • ALARMS 7. Per Sections 907.9.1, 1114B.2.2 and 1007.9, when emergency warning systems or fire alarms are provided, there shall also be approved notification appliances for the hearing impaired, installed in accordance with national standards in the following areas: i) Restrooms ii) Occupied rooms where ambient noise impairs hearing of the fire alarm iii) Assembly areas / End Carlsbad O9-1696 October 26, 2OO9 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A5/A2/B PLAN CHECK NO.: 09-1696 DATE: October 26, 2009 TYPE OF CONSTRUCTION: V-B BUILDING PORTION Amusement Park Structures: Ticket Bldg. / Storage Bldg. / Restrm. Bldg. / Dining Shade Locker Shade Tower 1 Tower 2 TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 862 360 1850 3248 4090 900 144 cb Valuation Multiplier ^/ By Ordinance Reg. Mod. VALUE ($) ->C V '|r n (\"w\ -?^ A L-A '*'" p)\\\^o * * i (£s 5,000,000 v— "L^yyj» 5,000,000 $11,845.69 Plan Check Fee by Ordinance Type of Review: I I Repetitive Fee Repeats Complete Review D Other r-1 Hourly EsGH Fee Structural Only Hr. @* $7,699.70 $6,633.59 Comments: Valuation provided by owner's representative. Sheet 1 of 1 macvalue.doc +• Carlsbad O9-1696 October 26, 2009 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE (Added sheet, kc 1/8/10) JURISDICTION: Carlsbad PLAN CHECK NO.: 09-1696 PREPARED BY: Kurt Culver DATE: October 26, 2009 BUILDING ADDRESS: 1 Legoland Dr. Mech. Bldg. BUILDING OCCUPANCY: Fl TYPE OF CONSTRUCTION: V-B BUILDING PORTION Mech. Bldg. TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Bldg. Permit Fee by Ordinance \**r\ Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 800,000 800,000 $3,028.93' Plan Check Fee by Ordinance *r' Type of Review: p" Complete Review l~ Repetitive Fee I -g Repeats r Other _ Hourly EsGII Fee |~" Structural Only Hr. $1,968.80 $1,696.20 Comments: Valuation provided by owner's representative. Sheet 2 of 2 macvalue.doc + RESPONSE TO PLAN CHECK CORRECTION COMMENTS Project: Legoland Waterworks Cluster Plan Check No.: 09-1696 (Carlsbad) January 14, 2010 Following are the design consultant's responses to plan check correction comments by Esgil Corp, dated January 5, 2010 (plans dated 11 Dec 09 "2nd City Plan Check Submittal). Please note that the Applicant has not yet received comments from Planning or Engineering departments, so no responses are included here. The Fire Dept has approved the 2n plan check submittal, so no new responses to Fire Dept comments are included here. ESGIL CORRECTION LIST COMMENTS GENERAL 1. Three sets of corrected plans dated 11 Jan 2010 have been resubmitted to the Carlsbad Bldg Dept. in response to the Esgil correction list of January 5, 2010. PLANS 2. Digital reproductions of license stamps and signatures are on all sheets, except for the "Slide" plans by White Water West, as those are not a part of this permit, but are provided for information only. Per the suggestion of Mike Peterson, City of Carlsbad, we will be submitting to the Building Official a wet stamped and signed letter from each licensed design professional, in lieu of "wet" stamps on the plans. Attached is a draft of such a letter. 3. Per City of Carlsbad (Mike Peterson), the mechanical building will be included in this permit, so a separate building permit application is not necessary. Mike Peterson indicated he would contact Esgil regarding authorization to invoice for the additional plan check. 5. The conveyor is a pre-fabricated mechanical device that comes from the manufacturer and is not a site constructed item by the contractor. LOCATION ON PROPERTY 7. Protected parapets, exterior walls and opening not required due to all buildings exceeding lO'-O" to assumed property lines as noted in CBC tables 602 and 704.8 item 1. These notes clarified on sheet A-5. Page 1 EXITS 8. We have conducted a meeting with the fire department regarding the exiting of the slide towers and they have subsequently approved the plans as submitted. The fire department's approval letter has been transmitted to Esgil Corp. by Mr. Chris Romero, Legoland. 9a. On January 7, 2010, the architect and landscape architect conducted a meeting with Mike Peterson (Building Dept) and Greg Ryan (Fire Dept) to review this item. They have approved the use of turnstiles at the entry. Mike Peterson indicated he would inform Esgil of this decision. 10. On January 7, 2010, the architect and landscape architect conducted a meeting with Mike Peterson (Building) and Greg Ryan (Fire) to review this item. They have determined that one additional secondary egress gate should be added to the plans. Mike Peterson indicated he would inform Esgil of this decision. The secondary exgress gate is shown on sheets A-2 and A-3 (clouded delta #4), and in more detail on sheet L-104. Egress gate width is based on the following: • Occupant load (for enclosed Waterpark site) = max 2,000. • Use of CBC 1025.6.3 for determining required egress width. • Turnstiles and swing gates at entry count toward minimum egress width (note: turnstiles operate in both entry and exit directions). • 2,000 occupants X .06 = 120 inches minimum required egress width (CBC 1025.6.3). • Main entrance required to have at least one half of required egress width. Per details 1/L207 and 4/L207, the entrance gates have a total of 88 inches of clearance width at swing gates, plus approximately 45" at the turnstiles. • Secondary pedestrian egress gate added on west side of water park. Minimum clearance width of new gate = 36". (See detail 3/L208 for gate design). • Provided gate widths is 88" + 45" + 36" = 169". This is greater than required the 120", therefore exiting works as shown. ACCESSIBILITY 17. Responses to specific comments on Disabled Access Review List follow later in this letter. Page 2 STRUCTURAL 19. We believe the structural calculations for the bridges were previously submitted with the first plan check submittal (see calcs prepared by GRAEF). A copy is attached in case the original submittal can not be located by the plan checker. The first 14 pages of the calculations cover the bridges. For structural specifications, refer to sheet PL1.02 and to Specification Section 13150 (8.5 x 11" document attached). 20. Revised structural calculations by White Water are attached. The roof live loads have been changed to 20 psf. The drawing details of the roofs have been revised. The solid steel decking covering the roofs is deleted. Shade fabric will be used instead. See White Water drawings, details 3/sht 500, 3/sht 510, 2/sht 560. ADDITIONAL 22. Both new storage rooms changed to S-l classification in the Mechanical Building, and at the existing Adventure Club/Brick Bros, building. The Adventure Club/Brick Bros, building is treated as an S-l occupancy, therefore no fire separation between S-l and A occupancies is required (CBC 508.3.2.2). See sheet A-5. 26. See responses following. 28. No new changes have been made to the plans that are not resulting from this correction list or otherwise minor in nature. All changes have been clouded, delta #4. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 3. Egress lighting per CBC 1006.3 is required. Additionally, a structure of this size would normally have some sort of electrical illumination as part of the design. Please address. Sheet E2.2 has a "food cart" now shown interior of this dining facility, but the food cart appears to be surrounded by a kitchen? The dining pavilion is a shade structure consisting of posts with a fabric cover for shade and is open on all sides, see architectural sheet A-6. CBC 1006.3 items 1 through 5 do not apply to this type of structure. As the site will not be used at night the owner has requested that no illumination be provided at the dining pavilion. Day lighting shall provide sufficient illumination. There are light poles spaced throughout the project site that will Page 3 provide illumination for night time maintenance activities, however, the water park will be closed to the public during night time hours. What graphically looks like a kitchen on sheet E2.2 is the portable food service cart that is proposed within the shaded dining patio area. The "food cart" is a pre-manufactured self contained trailer with food preparation equipment installed inside. The equipment is all pre-wired to a panelboard. Per keynote 4 on sheet E4.1 a service disconnect shall be provided for the food service trailer. 5. Recheck circuiting in "Men's Restroom." In the "Men's Restroom " the emergency unit equipment circuit has been changed to the same circuit as the general lighting serving the room. 7. Both the locker structure and dining structure will require the following Code items: The single line electrode system for "RR" must reference the locker building structural steel. The dining structure is awaiting a response for a lighting layout. • A grounding electrode system with all outlying branch circuits referenced to it NEC 250-32(A) (and) • A building disconnecting means. NEC 225.32 A disconnecting means shall be provided for the food cart at the dining structure per keynote 4 on sheet E4.1. The disconnecting means shall be connected to a ground rod per keynote 5 on sheet E4.1. All metallic components of the dining structure shall be bonded together at the ground rod. Per the response to item #3 above lighting shall not be provided in the dining structure. Only one (1) receptacle shall be installed in the first aid room in the locker structure, this receptacle shall be served from the restroom panel RR. Panel RR shall be installed in the restroom building and shall have a main disconnecting means per the panel schedule on sheet E5.1. Panel RR shall also be grounded per the single line and the metallic components of the locker room structure shall be bonded to the grounding system. Note added to sheet E4.1 to provide copper bond to locker room building steel. The lighting installed at the locker room shall be connected to existing dimming rack DRF4 located in the retail building, these lighting circuits shall enter into a 4-pole disconnect located in the locker room building. The disconnect shall be grounded to building steel, the concrete encased rebar and the sprinkler service. Page 4 MECHANICAL BUILDING PLUMBING, ELECTRICAL, MECHANICAL, & ENERGY ELECTRICAL 1. What is the shaded circle in the clearance location for DP2 on sheet E3.5. The shaded circle is a floor drain. 2. Describe the wiring methods and electrical equipment enclosures to be used: • In the "acid storage building" The "ph room " is classified as an S-l occupancy; however due to the corrosive environment any exposed conduit in this room shall be rigid galvanized steel with cast metal boxes and gasketed enclosures, see general note 3 on sheet E3.5. • In the "chlorine room" The "chlorine room" is classified as an S-l occupancy; however due to the corrosive environment any exposed conduit in this room shall be rigid galvanized steel with cast metal boxes and gasketed enclosures, see new keynote 21 on sheet E3.5. • Throughout the floorplan: Describe locations as to wiring methods as "dry", "damp", or "wet". All spaces in the mechanical building shall be considered wet location. All equipment including distribution boards, panel boards, VFD's, disconnects, starter/disconnects shall be installed in NEMA 12 enclosures. All light fixtures are UL listed for wet locations. All lights switches are weather proof and all receptacles shall be provided with weatherproof covers and GFIC receptacles. All exposed conduit shall be rigid galvanized steel with cast metal boxes and gasketed enclosures, see new keynote 21 on sheet E3.5. All conduits in the mechanical building shall be installed per NEC 300.6(D), see general note 4 on sheet E3.6. • In all branch circuits per NEC 680.21. Note: I'm looking for the stipulation that an equipment ground is to be installed even in circuits using a metallic raceway listed for grounding. Per the symbols and descriptions and the feeder schedule shown on sheet E.I.I all circuits and feeders shall be provided with a grounding conductor. Page 5 3. Include the method of compliance with NEC 430.102 "Location" (motor disconnecting means) throughout the floorplan. Per keynote 1 on sheet E4.3 all the VFD 's shall have an integral disconnect with lock out tag out features. On sheet E3.5 all of the VFD's, disconnects and combination starter disconnects are located within site of the motors. 4. Provide the bonding design for: Pool motors, common bonding grid, and metallic structural components (including noncontiguous structural framing). NEC 680.26. All pool motors shall be grounded with an equipment-grounding conductor as shown on sheet E4.3 and the feeder schedule shown on sheet ELL A main grounding bus bar shall be provided in the mechanical building as shown on sheet E4.2. A 4/0 copper bond shall be provided from the main bus bar to building steel, coldwater service, and to the pools equipotential grid. The main grounding bus bar shall be also connected to the ufer ground and ground rods as shown on sheet E4.2. Also per general note 5 on sheets E2.2 and E2.3 all metallic structural components within 5' from the edge of the pool shall be bonded per NEC 680.26.B. 5. Detail the equipotential plane grounding design for all pools: Design and locations. Per general note 6 on sheet E2.2 and E2.3 the equipotential bonding grid shall be assembled, installed and bonded, per NEC 680.26(C). See detail 14 on sheet PL1.01 for the installation detail of the bonding grid. The hardscape plans L-l 03 through L-l06 describe a equipotential bonding grid to be installed in the pavement around the entire perimeter of pools as required by NEC 680 and refers to detail 14/PL1.01. 6. I have not been able to find any light fixtures that would qualify as "pool lights" requiring compliance with 680.23. Is this correct? Pool lights shall not be provided for this project at Owner's direction, since the waterpark will not be open to the guest at night. MECHANICAL 7. Roofs are designed by the pre-fab building manufacturer to accommodate the weight of a man servicing. Exterior ladder has been added. See sheets A-17, A- 18 and M04 for ladder locations. 8. Please see detail 6/M05 and note added to sheet M04. Page 6 PLUMBING 9. Sheet P02 is revised to show that the new 4" water pipe is connected to the existing water system in the park. Please refer to the Civil sheets C-106 and C- 107 for all new and existing wet utility services and pipe sizes in the project. The water service to the mechanical building is potable, All wet utilities are private (see keynotes, sht C107). Please see attached letter (Fashandi Associates) addressing the ability of the existing potable water system capacity to supply the additional water demand of the pool mechanical bldg. 10. Sheet P02 is revised to show that the proposed gas line connects to the existing gas supply system in the park. Refer to the Civil sheets C-106 and C-107 for all new and existing gas services in the project. All gas lines are private. We are currently preparing additional information to justify the gas system sizing and capacity to handle the additional demand. This information will be submitted to Esgil when completed. 11. & 12. See clouded revisions on sheet A-17. After discussion with the Fire Marshall, it was determined that a 6" curb will be installed in each of the chemical rooms to contain any incidental spilling of chemicals. The floors will be coated with acid and chlorine resistant epoxy on curb and slab as approved by Fire Marshall on 1/11/2010. Floor drains or waste piping is specifically not proposed for the chemical rooms to preclude spills or waste from entering the sewer or storm drainage system. As an operational proceedure, clean up of any spilled chemicals shall be per the specific chemical MSDS sheets and in accordance with local, state and federal regulations. DISABLED ACCESS REVIEW LIST ENTRANCES AND CIRCULATION Mr. Chris Romero (Owner's Representative for Legoland) reviewed this item with the Building Official, Mr Will Foss, and provided him with a copy of Federal ADAAG code section 4.1.1(5)(b) that exempts water slides from providing accessible means of access. Mr. Foss indicated approval of the platform access as designed and that he would contact Esgil Corp. PEDESTRIAN RAMPS 2a. The required ADA ramp handrails are shown on the hardscape plans, sheet L-104. We have also added a note to sheet C-103 that refers to the landscape plans for handrails. Page 7 ACCESSIBLE MEANS OF EGRESS (IBC Section 1007) 6. See response to item #1 above. In addition, the Fire Dept has reviewed the project plans and approved the project as designed. A copy of the Fire Departments' approval letter was transmitted to Esgil Corp by Chris Romero (Legoland). End PageS FASHANDI & ASSOCIATES AN ENGINEERING CORPORATION Date: Company: January 14, 2010 Esgil Corporation Department of Planning and Building Plan Reviewer:Mr. Eric Jensen Subject:Cold Water Demand Justification Legoland Waterworks project Dear Mr. Jensen, The peak daily month demand is August at 192.66 units/day, 1 unit = 748 gallons so the max demand is 144,110 gal/day. If we conservatively assume that most of that total flow occurs within an 8 hour period each day then 144,110/8 = 18,014 gals/hour or 18,014 gals 760 minutes = 300 GPM flow rate If we add the 300gal/min peak flow rate that the water park maintenance building will demand then we have a TOTAL park peak flow demand of 600 gal/min. Keep in mind that the 300/gpm water park demand is only happening when staff is back flushing the filters, so they have complete control over when that happens. More important is the 120 gal/min of flow rate that would be needed when a pool fill valve automatically opens to make up for evaporative loss in the pools. That flow only occurs for a few minutes at a time. Being conservative, add the park wide flow rate of 300 gal/min + 300 gal/min for the water park = 600 gal/min total max flow rate. Again, this is only occurs when staff is backwashing the filters. There is a 8" main water loop serving the park, based on the ASPE handbook Figure 9 an 8" water pipe at 8 FPM can handle 1200 GPM, therefore the existing water will be more then adequate to handle the additional load. If you have any other questions or require further clarification please don't hesitate <b contact this office. Sincerely, Fashandi and Associates, Inc. Micah Ausonio 932D CHESAPEAKE DR. SUITE 1O2 SAN DIECD, CA. 92123 TEL: S5B.2y7.D5D5 FAX: B5B.277.D9O9 PAGE 1 DF 1 January 11,2010 Building Official City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 Subject: Professional License Stamp and Signature To Whom It May Concern: This letter is provided for purposes of satifying requirements for wet license stamps and signatures on permit drawings for the Legoland Waterwork Cluster project. I am the architect or engineer of responsible charge for the following scope of work for the above referenced project: Site Planning Landscape Architecture A reproduction of my license stamp and signature appears on the drawing sheets, structural calculations, reports and/or other project documents for which I am the licensed professional with responsible charge. They are: All drawing sheets numbered with the suffix "L". Additionally, sheets A-0 through A-4.1, for purposes of site plan preparation. Below is my wet license stamp and signature: By: Richard W. Apel Principal + 17609185469 LEGOLAND California M 04:12:58p.m. 01-05-2010 1/7 JAN-05-2010 14:32 ESQIL 858 560 1576 P.001 EsGil Corporation In Vartnrrskip wit£ ^tfeemmf»tfor<Sui£ififig Saftty DATE: January S, 2O1O JURISDICTION: Carlabad PLAN CHECK NO.: 09-1696 SET:H PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME; Waterworks Cluster Legoland The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EZZJ 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck, PI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Chris Romero 1 Legoland Dr. Carlsbad 92008 Also faxed to Russ Onufer 619-297-8055 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Chris Romero Telephone*: 780-918-5460 Date contacted: '/£/ /<* <by*s^ Fax: * -5469 Mail Y Telephone . Fax S\n Person D REMARKS: By; Kurt Culver Enclosures: EsGil Corporation D GA El EJ D PC 12/29/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (&5S) 560-1468 • fax (858) 560-1576 + 17609185469 LEGOLANDCalifornia M 04:13:20p,m. 01-05-2010 2/7 JAN-05-2010 14:32 ESGIL 856 560 1576 P.002 Carlsbad O9-1696 January 5, 201O NOTE: The Items listed below are from the previous correction list These remaining Items have not been adequately addressed. The numbers of the Hems are from the previous check list and may not necessarily be in sequence. The notes in bold are current GENERAL 1. Please make ail corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 82008, (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 wiH not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGit Corporation is complete. PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. The final plans will be reviewed for this. 3. On the cover sheet of the plans, specify any items that will have a deferred submlttal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. A106.3.4.2: "Submlttal documents for deferred submrttal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submrttal documents have been reviewed and that they have been found to be in general confbrmance with the design of the building. The deferred submitted items shall NOT be installed until their design and submittal documents have been approved by the building official." For the mechanical building, please submit a separate permit application to the building department At that time, we will be authorized to invoice for the plan review. Also, show on the plans the building information (floor area, Type of Construction, etc). • v ^ 5. Also, what about the "surge tank," overhead signage, conveyor, etc. that are indicated on sheet A-2? Complete structural plans for the conveyor were not provided. Also, the calculations for it should be much more extensive than those provided. + 17609185469 LEGOLAND California M 04:13:52 p.m. 01-05-2010 3/7 JAN-05-2010 14:32 ESQIL 858 560 1576 P.003 Carlsbad 09-1696 January 3, 201O LOCATION ON PROPERTY 7. Exterior walls shall have a 30 inch parapet when they are required to be fire-resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 704.11). The uppermost 18" of such parapets shall be noncombustible. This applies to the assumed property line shown on sheet A-5. EXITS 8. At least two exits must be provided from each floor in a building, per Section 1019. it appears that two separate stairs will be required for EACH platform at the slides. Tower 1 does not have two complying exits. Please revise. Also, Tabl* 1019.2 is the governing table for Tower 2, and it will require two exits also (additionally, USA an occupant load factor of 5 ft2/ptr*on, but this is a moot point). 9. Ail doors and gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1008.1.9 and 1002. a) Please justify the turnstiles/gates at the entry/exit to this portion of the amusement park. Please obtain approval from the BuRding Official and Fire Marshal to use turnstiles. 10. Also, please justify the fact that there Is only one way out of this portion of the park. Please obtain approval from the Building Official and Fire Marshal to have a single exit ACCESSIBILITY 17. Provide notes and details on the plans to show compliance with the enclosed 'Disabled Access" Review List. See the attached list for outstanding items. STRUCTURAL 19. Please provide complete detailing and design for the bridges. No structural calculations were provided. Also, where on those plans does it contain the structural specifications? 20. Please revise the plans/calculations by White Water that show a roof live load of only 10 psf. A Ihrs load of 20 psf should be used. + 17609185469 LEGOLAND California M 04:14:18p.m. 01-05-2010 4/7 JWJ-05-2010 14:32 ESQIL 958 560 1576 P.004 Carlsbad 09-1696 January 5, 201O ADDITIONAL 22. Pbase justify the "S-2" classification for the new storage room. Section 311 severely limits the materials that can be stored in there. The more likely classification would be S-1, and then a Fire Barrier (occupancy separation) will be required between the room and the existing A occupancy. Show on the plans the required Fire Barrier. 26. Please see the following sheets for plumbing/mechanical/electrical corrections. To speed up the review process, note on this list (or a copy) where each correction Item has been addressed, i.e.. plan sheet, note or detail number, calculation page, etc. Please indicate here ff any changes have been made to the plans that are not a result of correcfons from this fist If there are other changes, otaase briefly describe them and where they are located In the plans. Hive change* been made to the plam not resulting from this correction list? Please indicate: a Yes Q No The jurisdiction has contracted with EsgiE Corporation located at 8320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 958/560-1488, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at EsgH Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 3. No electrical provided for the dining pavilion? No electrical installed or Just pending? No receptacles @ restroom or locker area? Pending or none designed? Egress lighting per CBC 1006.3 Is required. Additionally, a structure of this size would normally have some soft of electrical illumination as part of the design. Please address. Sheet E2.2 has a "food cart11 now 3hown interior of this dining facility, but the food cart appears to be surrounded by a kitchen? 5. The restroom emergency fixtures must be installed on the same circuit as the general lighting serving the room. See NEC 700-12(F), Rechock circuiting In "Men's Restroom". + 17609185469 LEGOLAND California M 04:14:42p.m. 01-05-2010 5/7 JAN-05-2010 14:33 ESQIL 858 560 1576 P.005 Carlsbad 09-1696 January 5,2010 7. Both the locker structure and dining structure will require the following Code items: The single line electrode system for "PR" must reference the locker building structural steel. The dining structure Is swatting a response for a lighting layout * A grounding electrode system with all outlying branch circuits referenced to it NEC 250-32(A) (and) • a building disconnecting means. NEC 225-32 MECHANICAL BUILDING PLUMBING, ELECTRICAL, MECHANICAL, & ENERGY ELECTRICAL 1. What is that shaded circle in the clearance location for DP2 on sheet E3.5? 2. Describe the wiring methods and electrical equipment enclosures to be used: * in the "acid storage" building. • In the "chorine room" * Throughout the floorplan: Describe locations as to wiring methods as "dry0, "damp", or "wef. • In all branch circuits per NEC 680.21. Note: I'm looking for the stipulation that an equipment ground is to be installed even in circuits using a metallic raceway listed for grounding. 3. Include the method of compliance with NEC 430.102 "Location" (motor disconnecting means) throughout the floorplan. 4. Provide the bonding design for Pool motors, common bonding grid, and metallic structural components (including noncontiguous structural framing). NEC 680-26 5. Detail the equlpotential plane grounding design for ail pools: Design and locations. 6. I have not been able to find any light fixtures that would qualify as "pool lights' requiring compliance with 680.23. Is this correct? MECHANICAL 7. How the roof is mounted exhaust fans accessed? 8. Detail the distances from the boiler exhaust to the intake louvers for the building. PLUMBING 9. The water source for the building is what? What is the 4" pipe shown on sheet P02 connected to? Describe the type of water (potabte/nonpotable, reclaimed, etc.) and the ability of the existing system to supply the additional pool building loads. 10.The gas piping source ferine building is what? Describe as private/public and justify pipe sizing and existing gas system sizing. + 17609185469 LEGOLAND Calif ornia M 04:15:07 p.m. 01-05-2010 6/7 JAN-05-2010 14:33 ESGIL 858 560 1576 P.006 Carlsbad O9-1696 January S, 201O 11. Is there a spill control design for the hazardous materials? Please review with the Fire Department the necessity for this protection. 12. Does the acid waste disposal require pretreatment or special waste piping? Ptease address, Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. + 1 7609185469 LEGOLAND California M 04: 15:24 p.m. 01 -05-2010 7 il — ~ j ovo you lu i o r , uu [ Carlsbad 09-1696 January 5, 2010 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ENTRANCES AND CIRCULATION 1 . Elevator or ramp access must be provided to platforms, unless it can be shown that an exception in Section 1 1 03B. t is applicable. Regardless of what the federal law (ADAAG) may say, Title 24 does not contain any such exemption. PEDESTRIAN RAMPS 2. Show handrails at each side of ramp(s) which are shown to be £1 :20 (5%) in slope, per Section 11 338,5.5. a) According to the civil plans, the walkway on one side of the western bridge has a slope exceeding 5 percent Sheet C-103 shows a slope greater than 5% (8.33% is shown). Therefore, show complying handrails. ACCESSIBLE MEANS OF EGRESS (IBC Section 1007} 6. All required accessible spaces shall be provided with accessible means of egress equal in number to the number of exits required by Sections 1015 and 1019. CSC Section 1007. 1, Please justify not having an accessible means of egress for each raised platform. See similar comment at #1 above. End RESPONSE TO COMMENTS (first plan check) Legoland Waterworks Cluster Plan Check No. 09-1696 (Carlsbad) Dec 15,2009 ESGIL COMMENTS • GENERAL 1. Three full sets of plans have been resubmitted to the Carlsbad Bldg Dept. • PLANS 2. License stamps and signatures are on all sheets, except for the "Slide" plans by White Water West, as those are not a part of this permit, but are provided for information only. 3. The "Work of this Permit" note has been updated. The mechanical building is now included in the permit (no longer deferred). Deferred items are listed. The requested note has been added. 4. The cabanas are pre-fabricated, potable "furniture" items and are not site constructed. Attached is vendor information on a typical cabana of the type proposed. 5. The surge tanks are detailed on the pool drawings ("PL" sheets). See PL1.20, PL1.21, PL1.40 and PL1.50 for the three remote tanks that are out in the landscape. Overhead signage is deleted. The conveyor is a mechanical device that carries rafts from the lower pool to the top of the slide (people are not in the rafts when being conveyed). Manufacturer's engineering information is attached for your review. 6. The keystone retaining walls are not a part of this permit. They are "design build" and will be submitted for separate permit by the installer. The walls are shown on the plans for grading design purposes. • LOCATION ON PROPERTY 7. Not applicable for restroom and ticket booth building as assumed property lines have been eliminated. See revised building area tabulation on sheet A-5. • EXITS 8. Two entry/exit stairways are provided at "Tower 1." Two entry/exits are provided at the "Tot's Slide" platform (ADA ramp and second stairway, shown on sht. L-201). One Page 1 of 11 entry/exit stairway is provided for "Tower 2" (see White Water West Tower Plans, sht 550). This platform isll'xir(121s.f.) and will have an occupancy of 8 persons (including 1 lifeguard)(reference CBC sec 1004 Occupant Load). One means of egress is supported by CBC sec. 1015. Table 1015.1 Spaces with One Means of Egress, allows one means of egress for A occupancies with a maximum occupant load of 49. 9. All gates enclosing the pool and project area are detailed on shts L205 thru L209. Those gates shown on L206, L207 and L208 are operable by the public and include notes indicating that latches and locks shall not be provided unless they are panic hardware. The gate details shown on shts L208 and L209 are large vehicle sized maintenance and/or park closure gates and are intended to be in fixed open or closed positions depending on when the waterpark is open to the public. These gates are operated by park personnel only and are fitted with latches and locks for security purposes. a) The turnstiles and gates at the main entry/exit are provided because guests will be charged a separate admission price for this portion of the theme park. Therefore, a single, controlled access point is needed. The turnstiles and gates into this area will be attended and continually monitored by park personnel, regulating and assisting guests to enter and leave the area. A description of how this gated entry/exit will function is described on detail 1/L207. Plan checkers may contact the landscape architect if there are further questions or concerns regarding required entry/egress and pool enclosure details. Contact Richard Apel at telephone (760) 943-0760. 10. See response to #9a. 11. Exit sign added on 3/A-10. • ROOFS 12. Class A roofing note added on sht. A-14, construction notes 13 and 23 13. Misc. roofing info added to sht. A-14, construction notes 13 & 23. 14. Technical info added on detail 34/A-15. Info also added to sheet A-14 construction note 4. 15. Roof slope noted on 3/A-12. • MISCELLANEOUS 16. Door sizes are referenced on door schedule sheet A-14. Changing booth door sizes noted on detail 29/A-15. Page 2 of 11 ACCESSIBILITY 17. Plans include generic ADA NOTES on shts A4.0 and A4.1. Responses to specific comments on Disabled Access Review List follow later in this letter. • STRUCTURAL 18. Two review letters from the Geotechnical Engineer are attached. The first letter reviewed the original drawings. The second letter (later date) reviewed the mechanical bldg dwgs that are now included in this set of drawings. 19. The two bridges are detailed on sheet PL1.12. 20. Revised pages from the structural calcs for the towers from White Water are attached. Annotations are shown where the roof live load is as shown. 21. The roof graphic formerly shown on Tower #2, sheet 550 of the White Water plans, as well as all themeing formerly shown on sheet 501 for Tower #1, will be a deferred submittal and has been deleted from the current drawings. This is aesthetic "add on" themeing that is currently in the preliminary design stage at this time. When the themeing is finalized, the plans will be resubmitted for review and approval. The tower structures have been structurally designed to support anticipated themeing, but this will be proven with the future deferred submittal. • ADDITIONAL 22. Storage room changed to S-l occupancy. See revised partial site plan and building area tabulation, sheet A-5. 23. Refenences to rebar removed from architectural detail. See structural details for structural criteria. 24. Rise and run is now noted on detail 2/L201. 25. The missing reference bubbles have been filled in throughout the "L" sheets. 26. See responses following. 27. OK. 28. Changes HAVE been made to the plans not resulting from this correction list. Changes are clouded on the plans. Page 3 of 11 a) The Mechanical Building is added to this permit set (it was formerly a deferred submittal). The following are new or revised sheets related to the mechanical building: A17, A18, M04, P04, P05, PL4.0, S306. The Mechanical building will be a prefabricated steel building. The shop drawings and calculations prepared by ATY Building Systems Inc. are included with this submittal. b). 1 hour occupancy separation walls are eliminated on restroom and ticket booth buildings. See A-5 for code interpretation justification. c). Exterior doors deleted and replaced with typical infill. d). Miscellaneous "L" sheet drawings and details are added or revised, mostly relating to fences, railings and gates. All changes are clouded. Page 4 of 11 PLUMBING. MECHANICAL. ELECTRICAL, and ENERGY COMMENTS ARCHITECTURAL PME ITEMS 1. The architectural title sheet (sht T) has been updated. See "Work of This Permit". The mechanical building is now a part of this permit (no longer "future" or a deferred submittal). Please plan check all drawings related to the mechanical building that were passed over in the last review. 2. Below are a list of chemicals being used on this project. MSDS sheets are attached. These materials will be stored in two enclosed chemical rooms located in the Mechanical building, shown on the Floor Plan, sheet A-17, and labeled "Chlorine" and "Acid". Also refer to sheet PL4.00 where chemical tanks are shown. The specifications for the chemical storage tanks are shown on sheet PL4.01, on the chart "Pool A - Lazy River Mechanical Equipment Schedule." To summarize what is shown on plans and specs: Chlorine Room: Sodium HypoChlorite. Two (2) 1000 gallon tanks (should be considered all in use). Acid Room: Sulfuric Acid. Owners chemical supplier is to supply the containers for acid storage. These are typically 15 gallon capacity containers. Specified are two secondary containment systems for these containers to sit on, sheet PL4.01, on the chart "Pool A - Lazy River Mechanical Equipment Schedule." These secondary containment systems can hold three (3) 15 gallan containers each for a total of six. There will be two (2) containers in use at a time for a total of 30 gallons. CO2 - The CO2 is located in the main mechanical room. The owners chemical supplier will be providing the CO2 containers. The project does not include and "H" occupancy. Hazardous material quantities are below threshold. Refer to CBC section 307.1 exception #2 and section 415.1. Page 5 of 11 ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 3. No electrical provided for the dining pavilion? No electrical installed or just pending? No receptacles @ restroom or locker area? Pending or none designed? A portable dining cart shall be provided at the dining pavilion. Per keynote 4 on sheet E4.1 a disconnect shall be provided for the portable dining cart. Per the owner's request (for safety purposes) convenience receptacles shall not be installed in the public areas of the restroom and locker room. Receptacles shall be provided in the rooms accessible only to park personnel. 4. A feature/site description of the various rides and their respective boundaries and compliance with NEC Article 680 onto the electrical plans is necessary. The lazy river, for example is considered a "pool" and will have to comply with the appropriate sections of this Article. See keynotes two through six on sheets E2.1, E2.2 and E2.3 that describe the requirements of NEC Article 680. The keynotes describe that convenience receptacles shall be 10' away from any pool, light fixtures shall be 5' away from any pool and all metallic components within 5' of the pool shall be bonded. 5. The restroom emergency fixtures must be installed on the same circuit as the general lighting serving the room. See NEC 700-12(F). The emergency unit equipment circuit has been changed to the same circuit as the general lighting serving the room. 6. The locker emergency fixtures must be installed on the same panel as the general lighting serving the room. See NEC 700-12(F). There are three (3) lighting circuits installed at the locker room connected to existing dimming rack DRF4 located in the retail building. Per the exception to 700-12(F) a separate branch circuit for unit equipment shall be permitted if it originates from the same panelboard as that of the normal lighting circuits and is provided with a lock on feature. A constant circuit module shall be provided in the dimming rack and shall be connected to the emergency lighting units. 7. Both the locker structure and dining structure will require the following Code items: • A grounding electrode system with all outlying branch circuits referenced to it NEC 250-32(A) (and) • A building disconnecting means. NEC 225.32 Page 6 of 11 A disconnecting means shall be provided for the food cart at the dining structure per keynote 4 on sheet E4.1. The disconnecting means shall be connected to a ground rod per keynote 5 on sheet E4.1. All metallic components of the dining structure shall be bonded together at the ground rod. Only one (1) receptacle shall be installed in the first aid room in the locker structure, this receptacle shall be served from the restroom panel RR. Panel RR shall be installed in the restroom building and shall have a main disconnecting means per the panel schedule on sheet E5.1. Panel RR shall also be grounded per the single line and the metallic components of the locker room structure shall be bonded to the grounding system. The lighting installed at the locker room shall be connected to existing dimming rack DRF4 located in the retail building, these lighting circuits shall enter into a 4-pole disconnect located in the locker room building. The disconnect shall be grounded to building steel, the concrete encased rebar and the sprinkler service. 8. The site plan lighting design appears to be incomplete: A large area on E2.3 has no lighting (and) lighting is restricted to pole lights. Due to the nature of this project (pool areas), the remaining non-pole site lighting will be restricted as to fixture location and conduit location. When is the non-pole lighting being submitted? The park shall not be operated at night; as such lighting has not been provided other than pole top fixtures for park facilities and maintenance. 9. Additionally, White Water has design submitted for the site water features. Clarify if any of these features (fountains, pools, vaults, etc.) will require electrical power and, if so, when this site design will be submitted. All site water features are pumped from the mechanical building except for the pool E fountain -which is pumped from the mechanical spray pad shown on detail 2 of sheet E3.5. The mechanical spray pad is located on the southeast corner of the site on sheet E2.2. 10. What is the load summary for the 12KV loop feeding the park? Peak demand on the 12KV system over the last year is 2256KW. The new connected load added to the 12KV system is 792KW; the total new load is 3048KW or 146 Amps at 12KV 3-Phase. The 12KV loop consists of 3#500KCMIL conductors that are rated for 465 Amps per NEC table 310.77. 11. The site pole lighting is fed from the emergency system and the fixture type is metal halide. Will this lamp type relight within the 10 second time frame required for emergency systems? The site pole top fixtures have an integral quartz re-strike lamp denoted by the LQ in the catalog number. Page 7 of 11 12. The mechanical electrical design is missing @ ticket booth building. One roof top mechanical unit labeled RT-2 has been provided on the roof of the ticket building and is shown connected to panel LP1F circuits I and 3 on sheet E3.1. 13. Include the enclosure design at the new substation with the plans. A new substation is not being provided for the project. Per sheet E4.2 an outdoor Switch, Transformer and Switchboard are being provided for the mechanical building, this equipment is shown on sheet E3.5 outside of the mechanical building. 14. Include voltage drop calculations for the "worst case" scenario for the cart receptacles. Voltage drop calculations added for the "worst case" scenario for the cart receptacles. 15. The typical cart junction box has a "drain" shown installed to the "parkwide drainage system". If the electrical contractor is installing this drain, include the piping and routing with the electrical plans. If not, where does this design show up? Note: May also be valid for the various junction boxes shown installed throughout the site. A gravel base drain shall be provided at the bottom of the cart junction boxes, the drain to the park wide drainage system has been removed. 16. This plan review on sheet E4.2 is limited to the medium voltage enclosure; it does not extend into the mechanical building itself. (Sheet E4.3 has not been reviewed). The mechanical building is now apart of this permit. Please plan check Page 8 of 11 PLUMBING r2006 UNIFORM PLUMBING CODE) 17. Please see the updated plumbing schedule on sheet P01 for added grease interceptor calculation. 18. Please refer to sheet L-102 where notes are shown regarding slope of pavement toward shower drains. Sheet C-101 (grading plan) shows pavement grades and drain inlets. We are sloping the pavement so that as little "non-shower" runoff enters the shower drains as possible. The seat wall shown on sheet L-102 further prevents any possible pavement runoff from outside the confines of the shower area. 19. The manufacturers' installation information for the Raytherm Hot Water Supply Heater is attached. 20. Please refer to updated plumbing plans and waste/vent diagram on sheet P03 and P05. 21. The Mechanical Building is now a part of this permit (no longer a deferred submittal). Please refer to sht PO4 for plumbing at mechanical building. FYI, we have submitted the plans to the San Diego County Dept of Environmental Health for plan check of swimming pool related mechanical and plumbing plans ("PL" sheets by Water Technology Inc). ENERGY CONSERVATION 22. Provide plans, calculations and worksheets to show compliance with current energy standards: Complete the OLTG forms. Title 24 calculations are provided on the plans as follows: • Ticket building on sheet El. 3 • Retail building on sheet El.4 • Lockers and Restroom on sheet El.5 The only lighting on the site are the emergency pole top fixtures. Per Title 24 section 146.5.A.K and section 147 exceptions 4 and 11 the egress pole top lighting fixtures are exempt from Title 24, please see detail 2 on sheet El. 2. 23. A complete site energy plan check will be performed when completed and/or corrected energy design has been provided. Please see the response above. Page 9 of 11 DISABLED ACCESS REVIEW • ENTRANCES AND CIRCULATION 1. ADAAG Section 4.2.2(5)(b) exempts waterslides from ADA access. • PEDESTRIAN RAMPS 2. Handrails have been added to both sides of the ramp at the location questioned. See sheet. L-104. The handrail detail is shown on detail 3, sheet L-206. a) The Civil plans have been revised so that this ramp does not exceed 8.33% (max allowed ADA ramp slope). See sht. C-103. 3. The two bridges are both level at elevation 170.45 (see details 2 & 3, sht PL 1.12 for bridge design, and Civil plans, shts C-101, C-103, C-105 for grading design). The pavement on the bridges will be crowned 2% for drainage, as shown on / PL1.2. 4. The gate in question has been moved to the top of the ramp at the Tot's Platform (see L-104 and L-201). Please note that this gate will not be operated by the public, but only by park personnel to open or close the slide platform. The gate will normally be in a fixed open position when the waterpark is in use by the public. Nevertheless, the required clearances are provided. FYI, there are other gates shown at the entrances to the waterslides. These are also used by personnel only to open or close the attractions, and are not operated by the public to enter or exit the areas. • DOORS 5. Gate and door required distances, clearances, etc are added throughout the plans a) For exterior conditions, see 5/L-205, 2/L-206, and details 1, 3 & 5 on L-207. b). For interior conditions, see details l/A-6, l/A-7, 2/A-10, 2/A-12, new construction note #49 on sheet A-14 c). Door 11 changed and door 14 eliminated on detail 2/A-10. Door 3 closer deleted on door schedule, sheet A-14. Comer booth changing room door is Okay as is because the typical booth doors hold open. See detail 29/A-15. • STAIRWAYS AND HANDRAILS The required marking strip is now shown on the typical stairway detail 3, sheet L-201. Page 10 of 11 ACCESSIBLE MEANS OF EGRESS (IBC Section 1007) Comment: "Please justify not having an accessible means of egress for each raised platform." There are three raised platforms in the project that are for purposes of accessing the waterslides. Per ADAAG Section 4.1.1 (5) (b), waterslides are exempted from providing accessible access. ALARMS 7. The fire alarm system shall be a deferred approval, please see the cover sheet under "Work of this Permit." Page 11 of 11 DATE: BUILDING ADDRESS: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: L-// ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: EST VALUE: DENIAL Please see .the attached report of deficiencies marked with E_ 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 Date: Date: , /,.? By: FOR OFFICIAL USE ONLY INEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Frank Jimeno City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2758 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: F:\Checklists\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST SITE PLAN ,STV . -{Zl D 1 • Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adj Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines (show all dimensions) I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service K. Submit on signed approved plans DWG No. ^^7O ~4 £l£± 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." Existing & Proposed Slopes and Topography 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. D D 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description/Lot Number. For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 1ST 2ND 3RD/ \2 4a. Project does not comply with the following Engineering Conditions of ajapjoyal for Project No.. ' ~' 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS G D 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 $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 14" 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 $ 82.000 pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: BUILDING PLANCHECK CHECKLIST ST ?ND gRD n 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 $441.00 so we may prepare the necessary Neighborhood 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: D 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the Municipal Code. U 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the ^jjv^*» 7b. Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. 7d. No Grading Permit required. BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS D D 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Wav 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: _ D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey. Fax or mail to Encina Wastewater Authority, 6200 Avenida Encinas, Carlsbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCEs «J i vyrvii X ^L r-S ty^ 0 103. D Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (PSP/SW D Exempt - Please complete attached exemption form STORM WATER APPLICABILITY CHECKLIST D D 10b. EMPriority Project D Not required FEES 11. D Required fees are attached D Drainage Fee Applicable Added Square Fee Added Square Footage in last two years? yes no Permit No. Permit No. Project Built after 1980 yes no Impervious surface > 50% yes no Impact unconstructed fac. yes no D Fire Sprinklers required yes no (is addition over 150' from CL) Upgrade yes no D No fees required A ST 2Nx 3RD BUILDING PLANCHECK CHECKLIST WATER METER REVIEW >0 E] 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 7 oversized, for the life of the meter, the City will not accurately bill the owner for the water used. I/ • All single family dwelling units received "standard" 1" service with 5/8" service. • owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. 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: 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". 1. 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 the Planning Dept. Landscape Consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3RD BUILDING PLANCHECK CHECKLIST 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. Additional Comments: O I J 5 S 2 •S Z %O G) O 066c c cIII n n D Plan Check No. PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address 1 Legoland Drive Planner Van Lynch Phone (760) 602- 4614 _ APN: 211-100-09-00 Type of Project & Use: Theme Park Net Project Density:n/a DU/AC _ Zoning: CT-Q General Plan: T-R Facilities Management Zone: 13 CFD (in/out) #_Date of participation: 1 2/2 1 /93 Remaining net dev acres:2.8 circle One (For non-residential development: Type of land used created by this permit: theme park (other commercial not identified?)) Legend: £3 Item Complete O Item Incomplete - Needs your action Environmental Review Required: YES O NO ^ TYPE EIR 94-01 DATE OF COMPLETION: _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: _ TYPE CDP- Discretionary .Action Required: YES |XI NO 1ESO. NOr DATE I ~2-& ~(O PROJECT NO. 96-14(ftf^p OTHER RELATED CASES: CDP 96-1 6(E) Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES IXI NO [~] CA Coastal Commission Authority? YES |~~| NO IXI If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES £3 NO Q If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES O NO ^ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: 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). Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines K! D D 1- Applicability: YES D NO Kl D D D 2. Project complies: YES Q D Zoning: 1. Setbacks: Inner park improvements. Meets the requirements of the Carlsbad Ranch Specific Plan Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Required Shown Shown Shown Shown Shown 3. Lot Coverage:Required Shown 4. Height: n/a ace. structure Required 55 Shown 55 D 5. Parking: Spaces Required 4,129 Shown 5,033 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown __ Additional Comments _ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER V •DATE H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Carlsbad Fire Department BLDG. DEFT COPY Plan Review Requirements Category: COMMIND , COMM Date of Report: 12-28-2009 Reviewed by: Name: ROMERO CHRIS Address: 1LEGOLAND DR CARLSBAD CA 92008 Permit #: CB091696 Job Name: LEGOLAND WATERWORKS CLUSTER Job Address: 1 LEGOLAND DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003749 [MET] CORRECTED 1. Widen gate at West-side maintenance entrance to 14-feet for Fire Department (Ambulance) access. CORRECTED 2. Provide details of Secondary containment for both the liquid chlorine and the hydrochloric acid. CORRECTED 3. Consider providing 'liquid tite' floor finish in chlorine and acid storage rooms. CORRECTED 4. Provide proper 'Hazard' identification/markings for all mechanical and chemical areas. CORRECTED 5. Obtain a Fire Department issued permit for 'Haz-Mat Use and Storage' as well as 'Compressed Gases'. CORRECTED 6. Provide the appropriate Class and size portable fire extinguishers in the Ticket Bldg. and the Mechanical Bldg. Entry: 12/28/2009 By: GR Action: AP Carlsbad Fire Department ELDING DEFT, Plan Review Requirements Category: COMMIND , COMM Date of Report: 11-18-2009 Reviewed by: Name: ROMERO CHRIS Address: 1 LEGOLAND DR CARLSBAD CA 92008 Permit #: CB091696 Job Name: LEGOLAND WATERWORKS CLUSTER Job Address: 1 LEGOLAND DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003749 [NOT MET] 1. Widen gate at West-side maintenance entrance to 14-feet for Fire Department (Ambulance) access. 2. Provide details of Secondary containment for both the liquid chlorine and the hydrochloric acid. 3. Consider providing 'liquid tite' floor finish in chlorine and acid storage rooms. 4. Provide proper 'Hazard' identification/markings for all mechanical and chemical areas. 5. Obtain a Fire Department issued permit for 'Haz-Mat Use and Storage' as well as 'Compressed Gases'. 6. Provide the appropriate Class and size portable fire extinguishers in the Ticket Bldg. and the Mechanical Bldg. Entry: 11/18/2009 By: GR Action: CO DUNN SAVOIE INC STRUCTURAL ENGINEERS 3DB S. CLEVELAND ST. OCEANSIDE, CA 92O54 PH. [760] 366-6355 FX. C7BO3 366-6360 E-mail: dsi@surfdsi.com STRUCTURAL CALCULATIONS FOR LEGOLAND-WATERWORKS ONE LEGO DRIVE CARLSBAD, CALIFORNIA 92008 (DSI PROJECT NO. 09152.00) October 8, 2009 TABLE OF CONTENTS ITEM Category A DESIGN CRITERIA Category B. SHADES STRUCTURE DESIGN Category C. FOUNDATION DESIGN FOR RIDE STRUCTURES Category D. NEW RESTROOM, FACTORY TICKETBOOTH, AND STORAGE BUILDING PAGE A1-A6 B1-B30 C1-C27 D1-D48 f- k 1w ^ II !• H> Jl •I \m Structural Engineers SOS S. Cleveland St. Oceanside, CA 92054 Tel* (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFR WORKS Al Y.S. JOB* OF DATE DATE OQ1 S2 00 10/09 DESIGN CRITERIA fZ/9THino £ "oJ 2 (OQ_ ^ U— 'E •2 '53•^ to UCQ U O0 0w1(^rtl(UUfflU 75 1) 13 d.2 • fHl-l (U Q (NenT "'Hvo'— '1 Q CO 0 CO en•/•Ten, (^^3"^^1^•SP ^^_^v.r^ CN ,-H CO >ectral AccelerationCO o 1t:ofi CO **sj^^\en^i^vo^<,§) OOf- 0 CO dQ • ^Hj_j d Spectral Accelerao 'BPL, -dd0o0>CO —en«nenT— 1vo£H 0 1*te CoefficientCO T3 O 'S PH•c JSCO CSeninenvo^H CN CM r— 1 fe d Site Coefficiento•£<uP-< •So8 CO1 r-T1^d_O•4-JI" vovo fN ,—i §CO d^o *i ^CJ •a•*-» CO .2 t:0n Adjusted SIoo1f*^o•4—t3W oo (N 0 i CO do'•§ 1 "S4j T3 O•c0>p^ T3 § 8CO Adjusted 1-OSenvodaocr• w ^J" ^^100 •0 QCO d.2 td 4> 8 45 •e3 t3 8£U CO TJO• T"M Pi € ^CO 1 Q o'^t'sd.2W «noo^f o 5 CO d_o ^0 ^^13 CJ ^J id Period Spectral A1— 1oo CO1 a•aD Q 960151-031 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. 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 earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A consideration regarding the planned site development is the presence of the existing stockpiles of undocumented fill. It is our understanding that these soil materials are to be completely removed by the planned grading. In their current state they are unsuitable for the support of site structures. If excavations to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparation. In addition, localized areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. 6.2 Foundation Design Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles, and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the structural engineer's Leighton 960151-031 requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The 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 H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note .that the soil within the structural setback area posses poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations Drilled piles may be designed for the skin friction capacities shown in Figure 2 plus 7,000 psf for end bearing. The capacity of the pile should be reduced by the capacity within the influence zone of the agricultural debris. Upward capacity equal to one-half the value on Figure 2 may be utilized to resist tensile loads. Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design chart contained in the accompanying Figure 2 is based on center to center pile spacings of at least 3 pile diameters. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 3 diameters. Lateral loads on the face of caissons/piers may be resisted by using a lateral bearing of 300 psf/foot elevation. Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1.5 for resisting lateral loads. Intermediate cases can be evaluated on a case-by-case basis. -15- Leighton 960151-031 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing the parameters outlined below in Table 3 and an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of construction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). -16- Leighton 960151-031 Table 3 Static Equivalent Fluid Weight (pcf) Conditions Active At-Rest Passive Level 35 55 300 (maximum of 3 ksf) 2:1 Slope 55 85 150 (sloping down) Retaining structures should be provided with a drainage system, as illustrated in Appendix D, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded structures will remain intact with time. Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. To account for potential redistribution of forces during a seismic event, walls that fall within the requirements of ASCE 7-05 Section 15.6.1 should also be checked considering an additional inverted triangular seismic pressure distribution equal to 20 H psf, where H equals the overall retained height in feet. If conditions other than those 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 to be equivalent to a uniform lateral pressure of 75 psf, which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.3 5q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 34 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements of the wall system. 6.5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the near- surface soils and associated improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill -17-4 Leighton s~ ^11Jw * V •1 • M •I H Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel' (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T Fnn W A TPR WORTHS B>> Y.S. JOB# OF DATE DATE noi ^ no\jy i j/,.uu 10/09 SHADES STRUCTURE DESIGN Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland Waterworks 09152.00 SHEET NO.OF CALCULATED BY Y. S.DATE 9/09 CHECKED BY DATE SCALE DESIGN CRITERIA CODE: 2006 International Building Code (IBC) 2007 California Building Code (CBC) SEISMIC: Building Occupancy Category Seismic Design Category: Seismic Base Shear: Fa Fv T = R = Qo = Cd = V=1.0E = V = 0.7E = Vw/p=1.0= WIND: WOOD: Basic Wind Speed = Exposure = D 1.00 1.000 1.522 0.844 0.485 0.160 2.0 2.0 2.0 0.422 0.295 0.295 85 C sec *W *W *W MPH 2005 NDS 2x&3x >3x Douglas Fir-Larch No. 2 Douglas Fir-Larch No. 1 FOUNDATION CRITERIA FTDN DESIGN BASED ON SOILS REPORT PREAPRED BY INC. DATED SEPTEMBER 1, 2009. (Project No. 960151-031) a. ALLOWABLE SOIL PRESSURE (SPREAD) b. ALLOWABLE SOIL PRESSURE (MAT) c. MODULUS OF SUBGRADE REACTION d. COEFFICIENT OF FRICTION e. PASSIVE PRESSURE (LEVEL GROUND) f. ACTIVE RETAINING PRESSURE g. AT-REST RETAINING PRESSURES h. LATERAL SURCHARGE (TRAFFIC) i. LATERAL SURCHARGE (UNIFORM PRESSURE) (Strength Design) (ASD) ASD Seismic Design Force (3-sec Gust) Leighton and Associate, 2500 PSF 1250 PSF 200 PCI 0.35 300 PSF/FT (3,000 PSF MAX) 35 PCF (LEVEL BACKFILL) 55 PCF (LEVEL BACKFILL) 75 PSF (AUTO TRAFFIC SURCHARGE) 0.35Q, Q=UNIFORM PRESSURE Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland Waterworks 09152.00 CALCULATED BY Y. S.9/09 LATERAL ANALYSIS This building consists mainly of inverted pendulum type structures for shear resistence, Therefore, per 2007 CBC, for the entire structure, R= 2 Q0= 2.0 Cd = 2.0 PerCBC2007 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92008 Response Spectral Ace. (0.2 sec) Ss = 125%g =1.251g Response Spectral Acc.( 1.0 sec) Si = 47%g = 0.472 g Site Coefficient Fa = 1.000 Site Coefficient Fv = 1.528 Max Considered Earthquake Ace. SMS = Fa.Ss = 1.251 g Max Considered Earthquake Ace. SMi = Fv.Si = 0.721 g @ 5% Damped Design SDS = 2/3(SMS) = 0.834 g SD1 = 2/3(SM1) = 0.481 g Method 2 Input the coordinate of project Latitude 33°07'46.84"N Longitude 117°18'48.59"W From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1.266 g Fa= 1.000 S1 = 0.728 g Fv= 1.522 Table 20-3-1, Default =D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24° to 50°) (-125° to-65°) SMS= 1.266 g SM1= 0.728 g SDS= 0.844 g SD1= 0.485 g Use the seismic parameters from Method 2 to supercede those from Method 1. Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for 1 .Osec D S1 = 0.728 < 0.75g Therefore, SDC = D 0.02 16 1.4 ft Equivalent lateral force procedure To Determine Period C, = Building ht. Hn = Cu = Approx Fundamental period, Ta = Calculated T shall not exceed < Per Section 11.6 Is Structure Regular & £ 5 stories ? Response Spectral Acc.( 0.2 sec) S5 = 1.50g 1 @ 5% Damped Design SDS = %(Fa.Ss) = 0.01 Og Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply ! Section 12.8 x= 0.75 Tablel 2.8-2 for SD1 of 0.485g C,(hn)x =0.160 TL = Cu.Ta = 0.224 Use T = T < O.STs = 0.8 SD1/SDS = Yes Table12.8-1 8 Sec Figure 22-1 5 0.160 sec. 0.460 sec. OK! Section 12.8.1.3 Fa = 1.00 Response Modification Coef. R = Over Strength Factor n0 = Importance factor I = Seismic Base Shear V = 2 2 1.00 csw SDS R/l or need not to exceed, Cs = orC5 = -SD1TL T2(R/I) Cs shall not be less than = o.01 MinCs= 0.58,1/R Use Cs = 0.422 =0.422 = 1.516 N/A N/A For T < TL For T > TL ForS., >0.6g (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) (12.8-4) (12.8-5) (12.8-6) Design Base Shear V = 0.422 W Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Legoland Waterworks 09152.00 SHEET NO.OF CALCULATED B Y. S.DATE 10/09 CHECKED BY DATE DESIGN LOADS TENSIONED FABRIC ROOF DEAD LOADS Tensioned Fabric Misc 2 Dead Load Live Load (psfl 2.5 0.5 3.0 5.0 reducible \ I z0 DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEET NO OF_ 908 S. Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY DATE. Email: dsi@surfdsi.com SCALE 23456731 3 '.i 4567812345678123 l5678123-li6781234567Si 23456781.2 j== • x H- ^,W x PT - D PRODUCT 207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB_ SHEET NO OF_ CALCULATED BY CHECKED BY DATE DATE. SCALE fr^P tA -t * £*tr f PRODUCT 207 HSSS.625 ROUND STEEL PLASj COLUMN PER PLN BASEfE 3/4 x!4" 5QR. W/ (4) 3/4" DIA. A3fc THR'D ROD5 — I 1/2", TYP. *3 TIES « 6" O.C. FINISH SURFACE OR FINISH GRADE (PLANTER; PER CIVIL/ LANDSCAPE-/ COLUMN, BASE f£ 4 FTG. I 1/2" NON-SHRINK GROUT AS REQ'D FOR LEVELING PROVIDE CONC. W/ 3" MIN. COVER /'•=•'• OVER ALL STEEL- HEAVY HEX NUT (TACK WELD 3 LOC.) SCALE: r'rl'-O" JOB DUNN SAV01E INC. STRUCTURAL ENGINEERS SHEETN° ^ °F- 908 S. Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email: dsi@surfdsi.com SCALE PRODUCT 207 Page 1 of9 fen Anchor Calculations Anchor Designer for ACI 318 (Version 4.1.0.0) Datemme : 10/7/2009 1:44:49 PMJob Name : Legoland Locker 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Calculation Type : Analysis a) Layout Anchor: 3/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 12 in Built-up Grout Pads : No CX1 «X1 Cy2 MuyC3 <* 3 4 ANCHORS «Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR INDICATES OSMTSR OF POU« CORNER AlNCHC«S Anchor Layout Dimensions : CX1 Cx2 cyi Cy2 bx1 bx2 by1 by2 S,M 6.3 in 6.3 in 6.3 in 6.3 in 1.5 in 1.5 in 1.5 in 1.5 in 9 in 9 in aboutblank 10/7/2009 Page 2 of 9 J: EXCESS BEARING PRESSURE! calculated bearing pressure is 3024.95 psi and exceeds the permissible bearing stress of § Fp per ACI 318 Section 10.17. Designer must exercise own judgement to determine if this design is suitable. b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No ^c v : 1.40 Condition : A tension and shear <t>Fp : 1381.3 psi Thickness, h : 48 in Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua:0lb Vuax:1236lb Vuay : 0 Ib Mux : 0 lb*ft Muy: 17307lb*ft ex: 0 in ey : 0 in Moderate/high seismic risk or intermediate/high design category : No i ily entire shear load at front row for breakout: No d) Anchor Parameters Anchor Model = HB75 dQ = 0.75 in Category = N/A hef=11.25in hmjn= 12.75 in cac= 16.875 in cmin = 4'5 in smin = 4-5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 10453.12 Ib Anchor #2 Nua2 = 346.98 Ib Anchor #3 Nua3 = 10453.12 Ib Anchor #4 Nua4 = 346.98 Ib Sum of Anchor Tension 2N..a = 21600.20 IbUa ax= 10.81 in ' - 0.00 in = 4.21 in about:blank 10/7/2009 Page 3 of 9 e'Ny = 0.00 in )hear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 309.00 Ib (Vua1x = 309.00 Ib , Vua1y = 0.00 Ib ) Anchor #2 Vua2 = 309.00 Ib (Vua2x = 309.00 Ib , Vua2y = 0.00 Ib ) Anchor #3 Vua3 = 309.00 Ib (Vua3x = 309.00 Ib , Vua3y = 0.00 Ib ) Anchor #4 Vua4 = 309.00 Ib (Vua4x = 309.00 Ib , Vua4y = 0.00 Ib ) Sum of Anchor Shear ZV,iaY = 1236.00 Ib, £Vliau = 0.00 IbUdA Udy e'Vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta (**• D-3] Number of anchors acting in tension, n = 4 Nsa = 19370 Ib (for each individual anchor) $ = 0.75 [D.4.4] cj)Nsa = 14527.50 Ib (for each individual anchor) ,r Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Concrete breakout strength has not been evaluated against applied tension load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. Calculation in this section is displayed solely for the purpose of calculating Ncb which is used to derive Section (10) shear pryout strength. Ncbg Number of influencing edges = 4 hef (adjusted for edges per D.5.2.3) = 4.200 in ANCQ =158.76 in2 [Eq.D-6] ANc = 466.56 in2 ^ec.Nx = °-5994 tEc1- D-93 TecNy=1.0000[Eq. D-9] ^ec N = 0-5994 (Combination of x-axis & y-axis eccentricity factors.) Ted N = 1 .0000 [Eq. D-1 0 or D-1 1] TcN = 1 .2500 [Sec. D.5.2.6] TrD N = 1.0000 [Eq. D-1 2 or D-1 3] UD = kc^/ f ' c hef 15 = 10328.93 Ib [Eq. D-7] about:blank 10/7/2009 Page 4 of9 kc = 24 [Sec. D.5.2.6] > — • = 22742.29 Ib [Eq. D-5] (j) = 0.75 [D.4.4] <j>Ncbg = 17056.72 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf'c[Eq.D-15] Abrg = 0.9110 in2 Npn = *c,P Np [Eq- D-14] Tcp=1.4[D.5.3.6] Npn = 25508.00 Ib <j) = 0.70 [D.4.4] c|) N = 17855.60 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cg1 < 0.4hef. Not applicable in this case. i, oteel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6Asefuta [Eq. D-20] Vsa = 11625.00 Ib (for each individual anchor) (j> = 0.65 [D.4.4] <(> Vsa = 7556.25 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1 : Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Vcbgx = Avcx/AvcoxVf/ec,VVI/ed,VVI/c,VVbx 6.30 in = 204.12in2 ca1 = 6.30 in Avcox= 178.61 in2 [Eq.D-23] ¥ecV=1.0000[Eq. D-26] 4^ v = 0.9000 [Eq. D-27 or D-28] ^T' v= 1.4000 [Sec. D.6.2.7] Vbx = WoFV d0V fc(ca1)1-5[Eq.D-24] about:blank 10/7/2009 Page 5 of9 L = 6.00 in" '— = 7264.86 Ib Vcbgx =10461.40 IbfEq. D-22] <)> = 0.75 (|)Vcbgx = 7846.05 Ib (for the anchor group) In y-direction... Vcbgy = Avcy/Avcoy^ec^ed^c,VVby Pq. D-22] ca1 = 6.30 in Avcy = 204.12in2 Avcoy= 178.61 in2 [Eq.D-23] ^Fec v= 1.0000 [Eq.D-26] ¥ediV = 0.9000 [Eq. D-27 or D-28] Tc v= 1.4000 [Sec. D.6.2.7] Vby = 7(le/d0)°-2V d0V fc(ca1)1-5[Eq.D-24] le = 6.00in V . = 7264.86 Ib Vcbgy= 10461.40 IbfEq. D-22] 4> = 0.75 (|)Vcbgy = 7846.05 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x-direction... Vcbgx = Avcx/AvcoxXI/ec,VVI/ed,VXI/c,VVbx ^- ca1 = 15.30 in >\cx = 495.72 in2 Avcox= 1053.41 in2 [Eq.D-23] ^FecV=1.0000[Eq. D-26] *Fed v = 0.7824 [Eq. D-27 or D-28] vj/cv= 1.4000 [Sec. D.6.2.7] Vbx = 7(le/do)°-2^ doV fc(ca1)l5[Eq.D-24] le = 6.00in ' = 27495.01 Ib Vcbgx =14171.82 lb[Eq. D-22] about:blank 10/7/2009 Page 6 of 9 (j> = 0.75 fl^b = 10628.87 Ib (for the entire anchor group) In y-direction... Vcbgy = Avc/Avco^ecV^edV^cvVb Pq. D-22] cg1 = 15.30 in Avcy = 495.72 in2 Avcoy =1053.41 in2 [Eq.D-23] TecV=1.0000[Eq. D-26] Ted v = 0.7824 [Eq. D-27 or D-28] TcV= 1. 4000 [Sec. D.6.2.7] Vby = 7(WaN do^ fc(ca1)1-5[Eq.D-24] L = 6.00 inC Vby = 27495.01 Ib Vcbgy= 14171. 82 lb[Eq. D-22] (j> = 0.75 ^Vcbgy = 10628-87 Ib (for the entire anchor group) I C«ase 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxXJ/ec,VVI/ed,VVI/c,VVbx ca1 = 6.30 in Avcx = 204.12in2 Avcox= 178.61 in2 [Eq.D-23] ^ecV=1.0000[Eq. D-26] Ved v = 1.0000 [Sec. D.6.2.1(c)] vj/cv= 1.4000 [Sec. D.6.2.7] Vbx = 7(le/do)°-2V d0V fc(ca1)l5[Eq.D-24] le = 6.00 in Vbx = 7264.86 Ib Vcbgx =1 1623.78 lb[Eq. D-22] Vcbgy = 2*Vcbgx[S ' gy = 23247.57 Ib = 0.75 about:blank 10/7/2009 <|>Vcb = 17435.67 Ib (for the anchor group) ;ck anchors at c ., edge Vcbgy = AVc/Avcoy^ec,V^ed,VYc,VVby ^ ca1 = 6.30 in Avcy = 204.12in2 Avcoy= 178.61 in2 [Eq.D-23] TecV=1.0000[Eq. D-26] ^ v= 1.0000 [Sec. D.6.2.1(c)] 4>cV = 1. 4000 [Sec. D.6.2.7] Vby = 7(le /do)a2V d0V fc(ca1)l5[Eq.D-24] le = 6.00 in Vby = 7264.86 Ib Vcbgy=1162378lb[Ecl-D-22] = 2*Vcbgy ^ec. D.6.2.1(c)] Page 7 of 9 fe'7 Vcbgx = 23247'57 lb t~ 0.75 (j>Vcb = 17435.67 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/AvcoxXI/ec,VVf/ed,VXFc,VVbx ca1 = 6.30 in Avcx = 204.12in2 ^FecV=1.0000[Eq. D-26] ^ed V = 1-0000 [Eq- D'27 or °-28] [Sec- D.6.2.1(c)] vj/cv= 1.4000 [Sec. D.6.2.7] doV fc(ca1)l5[Eq.D-24] le = 6.00 in Vbx = 7264.86 Ib Vcbgy = 23247.57 Ib aboutblank 10/7/2009 Page 8 of 9 = 0.75 y = 17435.67 Ib (for the anchor group) Check anchors at c 2 edge Vcbgy = V'Voy^ec.V^ed.V^c.vVby I**- ca1 = 6.30 in Avcy = 204.12in2 Avcoy= 178.61 in2 [Eq.D-23] ¥ecV=1.0000[Eq. D-26] Ted v = 1.0000 [Sec. D.6.2.1(c)] VFCV= 1.4000 [Sec. D.6.2.7] Vby = 7('e/do)°-2V d0V fc(Cal)15 [Eq. D-24] I =6.00 inc Vby = 7264.86 Ib Vcbgy=11623.78 lb[Eq.D-22] Vcbgx = 2*Vcbgy[Sec.D.6.2.1(c)] V = 23247.57 Ib ! 3* cj) = 0.75 c|)Vcbgx = 17435.67 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq- D-30] kcp = 2[Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) eN = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) ^ec NX = 1-0^00 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec Ny = 1-0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec N1 = 1-0000 (Combination of x-axis & y-axis eccentricity factors) N"cbg - v Ncbg = 22742.29 Ib (from Section (5) of calculations) ANc = 466.56 in2 (from Section (5) of calculations) ANcg = 466.56 in2 (considering all anchors) _c N = 0.5994 (from Section(5) of calculations) about:blank 10/7/2009 Page 9 of 9 Ncbg = 37943-00 lb (considering all anchors) f—, = 75885.99 lby 4> = 0.70 [D.4.4] c|)Vrm = 53120.19 lb (for the anchor group)^ny 11) Check Demand/Capacity Ratios [Sec. D.7] Tension -Steel: 0.7195 - Breakout: N/A - Pullout: 0.5854 - Sideface Blowout: N/A Shear - Steel: 0.0409 - Breakout (case 1): 0.0788 - Breakout (case 2): 0.1163 - Breakout (case 3): 0.0354 - Pryout: 0.0233 V.Max(0.12) <= 0.2 and T.Max(0.72) <= 1.0 [Sec D.7.1] Interaction check: PASS U«e 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 12 in. embedment aboutblank 10/7/2009 So 111 IH d) 13 O So 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 OF DATE CHECKED BY DATE SCALE CMU FENCE WALL DESIGN DESIGN CRITERIA CMU WALL THICKNESS CMU WALL UNIT WEIGHT CMU WALL HEIGHT SEISMIC CRITERIA t Y H 12 130 7 in pcf ft SEISMIC DESIGN CATEGORY SPECTRAL ACC., SHORT PERIOD IMPORTANCE FACTOR SDS In D 0.844 1.00 The weight of the fence wall is Wp = (12/12) xi30x?= 910 plf per 2006 International Building Code and ASCE 7-05, 12.11.1 Fp= 0.4*SDSlpwp >0.1*wn LRFD ASP 307.2 # = 219.4 # 91.0 # = 65.0 # The concentrated force applied at the mid-height (centroid) of the fence wall is Fn = 307.2 #(LRFD) 0.7Fp= 219.4 #(ASD) The equivalent uniform seismic force is plf (LRFD) = 0.338 Wp = 0.241 Wp fp= 43.9 0.7fp= 31.3 plf (ASD) [] ( • )!Dunn Savoie, Inc. Title : b^_ Job # Structural Engineers Dsgnr: & ^ Date: 9:59AM, 8 OCT 09 908 S.Cleveland Street Description: Oceanside, CA 92054 Scope : Phone: (760) 966-6355 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 ., . Luser: Kw-0602938, ver 5.8.0, i-Nov-2006 Cantilcverprf Rptaminn Wall DpQinn Pa9e ' 1(0)1983-2006 ENERCALC Engineering Software UafUlieVerea l\eiammg Wail UeSign legolandWaterworks.ecw:Caloulations | Description 12" CMU Fence Wall 7ft Criteria | { Retained Height - 0.50 ft ' Wall height above soil = 7.00ft Slope Behind Wall = 0.00 : 1 Soil Density = HO.OOpcf ^ Wind on Stem = 0.0 psf Lateral Load Applied to Stem j| Design Summary j| Total Bearing Load = 1 ,685 Ibs ...resultant ecc. = 8.54 in Soil Pressure @ Toe = 2,086 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,655 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,847 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.7 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1 72 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 289.1 Ibs Footing Design Results | Toe Heel Factored Pressure = 2,847 0 psf Mu': Upward = 1,130 0 ft-# Mu' ' Downward ~ 196 250 ft-# Mu: Design = 934 250ft-# Actual 1 -Way Shear = 7.73 2.10 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data | Mlow Soil Bearing = 4,655.0 psf Equivalent Fluid Pressure Method -leel Active Pressure = 35.0 psf/ft "oe Active Pressure = 0.0 psf/ft /Vater height over heel = 0.0 ft rooting||Soil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load = 31 .3 #/ft Stem Construction | Top stem Design height ft = O.OC Wall Material Above "Ht" = Masonrj Thickness = 12.0C RebarSize = # £ Rebar Spacing = 16.0C Rebar Placed at = Cente fb/FB + fa/Fa = 0.27 Total Force @ Section Ibs = 223. £ Moment.... Actual ft-#= 877.1 Moment Allowable = 3,154.4 Shear Actual psi= 3.6 Shear Allowable psi= 51. £ Bar Develop ABOVE Ht. in = 30.0C Bar Lap/Hook BELOW Ht. in = 6.0C Wall Weight = 133.C Rebar Depth 'd' in= 5.7£ fm psi= 1.50C Fs psi = 24.00C Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' ~ 25 78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 11 .62 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key. No key defined Footing Strengths & Dimensions | fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 0.75 ft Heel Width = 1.75 Total Footing Width = 2.50 Footing Thickness = 18. 00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in ...Height to Top = 7.50 ft ...Height to Bottom = 0.50 ft ) / ) ) r J [) ( • • ii Dunn Savoie, Inc. Title : Job # Structural Engineers Ds3nr- &~£> Date: 9:59AM, 8 OCT 09«„„ « «. . j «i , Description :908 S. Cleveland Street Oceanside, CA 92054 Scope : Phone: (760) 966-6355 Code Ref: AC) 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 user Kw-oeo2938,ver 5.8.0, i-Nov-zooe Cantilevered Retainma Wall Desian Pase 2 1(01983-2006 ENERCALC Engineering Software W«IIUICVCI CM IXCIOI y VVdll L/COIUII legoland waterworks.ecwiCalculations | Description 12" CMU Fence Wall 7ft Summary of Overturning & Resisting Forces &Moments OVERTURNINGForce Distance Moment tern Ibs ft ft-# Heel Active Pressure = 70.0 0.67 46 Foe Active Pressure = Surcharge Over Toe = *\djacent Footing Load = \ddedLateralLoad = 219.1 5.50 1,205 _oad @ Stem Above Soil = SeismicLoad = Total = 289.1 O.T.M. = 1,251 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 1 ,684.8 Ibs i/ertical component of active pressure used for soil pressure .7 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = . 1 Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) •7 Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = RESISTING Force Distance Ibs ft 41.3 41.3 997.5 562.5 42.3 1,684.8 2.13 0.00 0.38 1.25 1.25 2.50 Ibs R.M.= i Moment ft-* 87.7 15.5 1 ,246.9 703.1 105.8 2,158.9 Sliding Restraint 12.0005in Mas w/#5 @ 16.in o/c Solid Grout, Spc Insp 6" #0@0.in @Toe .in @ Heel Designer select all horiz. reinf. 7'-0" 7'-6" I 31.3ps1 Sliding Restraint 70.# 2086.psf ( 1 ( ( ( 1 1 K•^^~TI Dunn Savoie Inc. JOB "f Structural Engineers CUCCT wn 1 008 S Clovoland St 1 Oceanslde, CA 92054 CALCULATED BY I Tel: (760)966-6355 CHECKED BY ^L SCALE 5l4> OF DATE DATE SMU FENCE WALL DESIGN DESIGN CRITERIA 3MU WALL THICKNESS t = 8 3MU WALL UNIT WEIGHT y 130 3MU WALL HEIGHT H 7 SEISMIC CRITERIA in pcf ft SEISMIC DESIGN CATEGORY = D SPECTRAL ACC., SHORT PERIOD SDS = 0.844 MPORTANCE FACTOR L = 1.00 The weight of the fence wall is Wp = (8/i2)xi30x7 = per 2006 International Building Code and ASCE 7-05, 12.11.1 607 plf Fp= 0.4* SDS Ip w >0.1*wn LRFD ASP 204.8 # = 146.3 # 60.7 # = 43.3 # The concentrated force applied at the mid-height (centroid) of the fence wall is Fn = 204.8 #(LRFD) 0.7FP= 146.3 # (ASD) The equivalent uniform seismic force is plf (LRFD) plf (ASD) = 0.338 Wp = 0.241 Wp fp= 29.3 0.7fp= 20.9 Dunn Savoie, Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 Title : Ds9nr: Description: Job # Date: 10:01 AM, 80CT09 Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 user: Kw-0602938, ver 5.8.0, i-Nov-2oo6(01983-2006 ENERCALC Engineering Software WallWail Pa9e 1 legoland waterworks ecwiCafojIations Description 8" CMU Fence Wall Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Soil Density = 0.50ft 7.00ft 0.00 : 1 6.00 in HO.OOpcf 1 ! Soil Data Allow Soil Bearing = 4,655.0 psf Equivalent Fluid Pressure Method Jj | Footing Strengths & Dimensions j| psi Wind on Stem 0.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 300.0 psf/ft 0.0ft Lateral Load Applied to Stem jg Lateral Load = 0.300 0.00 in 20.9 #/ft fc = 3,000 Min. As % Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3.00 in ...Height to Top = ...Height to Bottom = Fy =60,000 psi 0.0014 0.79 ft 1.46 2.25 18.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in 7.50 ft 0.50ft Design Summary Stem Construction 1 Top stem Total Bearing Load = 1 ,266 Ibs ...resultant ecc. = 7.62 in Soil Pressure @ Toe = 1 ,722 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,655 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 2,330 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.0 psi OK Footing Shear @ Heel = 2.2 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1 73 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 216. 3 Ibs Footing Design Results | Toe Heel Factored Pressure = 2,330 0 psf Mu' : Upward = 838 0 ft-# Mu' : Downward = 1 80 237 ft-# Mu: Design = 658 237 ft-# Actual 1 -Way Shear = 5.96 2.20 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd • Design height ft = Wall Material Above "Ht" Thickness — Rebar Size = Rebar Spacing = Rebar Placed at = Dcnicin Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment.... Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in = Macnnrv Oaf aiviaoijfiry LJalo f m psi = Fs psi = Solid Grouting = Special Inspection = Modulsr Rstio 'n* = Short Term Factor = Equiv. Solid Thick. in = Stem OK 0.00 Masonry 8 nn.\j\j # 4 24.00 Center 0.639 150.7 585.9 917.5 3.6 51.5 24.00 6.51 84.0 3.81 1,500 24,000 Yes Yes 25.78 1.330 7.60 Masonry Block Type = Normal Weight Concrete Dataf c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined [) ( •I Dunn Savoie, Inc. Title : fclfk Job * Structural Engineers Ds9nr: Date: 10:01 AM, 8OCT09 . -„ _ _, , , _. ^ Description :908 S. Cleveland Street Oceanside, CA 92054 Scope : Phone: (760) 966-6355 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 user Kw-0602938, ver 5.8.0, i-Nov-2oo6 CantilpvprpH Rptaininfi Wall Dp^inn Page 2 I(e)1 983-2006 ENERCALC Engineering Software V*eIllUievereU neidimiiy VVdli L/tJSiyM legoland wateiworks.ecwiCalculations | Description 8" CMU Fence Wall Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment tern Ibs ft ft-# Heel Active Pressure = 70.0 0.67 46.7 foe Active Pressure = Surcharge Over Toe = \djacent Footing Load = \ddedLateralLoad = 146.3 5.50 804.7 .oad @ Stem Above Soil = 5eismicLoad = Total = 216.3 O.T.M. = 851.3 Resisting/Overturning Ratio = 1.73 Vertical Loads used for Soil Pressure = 1 ,265.6 Ibs /ertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = RESISTING Force Distance Ibs ft 43.5 1.85 0.00 43.5 0.40 630.0 1.13 506.2 1.13 42.3 2.25 1,265.6 Ibs R.M.= 1 Moment ft-# 80.7 17.2 708.8 569.5 95.2 1,471.4 Sliding Restraint 8.00005in Mas w/ #4 @ 24.in o/c Solid Grout, Spc Insp #0@0.in @Toe #0@0.in @Heel Designer select all horiz. reinf. 7'-0" 7'-6" 20.9ps » Sliding Restraint 70.# 1722.1psf :- K 11 1w • H • Li Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel' (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFRWORK"^ Y.S. JOB# OF DATE DATE OQ1 S? 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If the nominal capacity is 165 What is the needed f or W factors to be safe Load LRFD Load Combinations D 2.2 L 4 yL LR 0 yLR R 0 yR S 0 yS W 37.5 yW E 36.5 yE Load comb 1 Load comb 2 Load comb 3 Load comb 4 Load comb 5 Load comb 6 Load comb 7 Load comb 8 Load comb 9 Load comb 10 Load comb 11 Load comb 12 Load comb 13 Load comb 14 Load comb 15 Load comb 16 Load comb 17 Load comb 18 Load comb 19 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0 1.6 1.6 1.6 0.5 0.5 0.5 0 0 0 0.5 0.5 0.5 0.5 0.5 0 0 0 0 0 0.5 0 0 1.6 0 0 1.6 0 0 0.5 0 0 0.5 0.5 0 0 0 0 0 0 0.5 0 0 1.6 0 0 1.6 0 0 0.5 0 0.5 0.5 0 0 0 0 0 0 0 0.5 0 0 1.6 0 0 1.6 0 0 0.5 0.2 0.2 0 0 0 0 0 0 0 0 0 0 0 0.8 0.8 0.8 1.6 1.6 1.6 0 0 1.6 -1.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 -1 0 0 1 -1 LRFD 64.64 ASD 39.7 1 Load comb 1 2 Load comb 2 3 Load comb 3 4 Load comb 4 5 Load comb 5 6 Load comb 6 7 Load comb 7 8 Load comb 8 9 Load comb 9 10 Load comb 10 1 1 Load comb 1 1 12 Load comb 12 13 Load comb 13 14 Load comb 14 1 5 Load comb 1 5 16 Load comb 16 17 Load comb 17 18 Load comb 18 19 Load comb 19 3.08 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 1.98 1.98 1.98 1.98 0 6.4 6.4 6.4 2 2 2 0 0 0 2 2 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30 30 30 60 60 60 0 0 60 -60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 36.5 -36.5 0 0 36.5 -36.5 Sum 3.08 9.04 9.04 9.04 4.64 4.64 4.64 32.64 32.64 32.64 64.64 64.64 64.64 41.14 -31.86 61.98 -58.02 38.48 -34.52 64.64 (Up ASD Load combinations yL yLR yR yS yW yE Load comb 1 Load comb 2 Load comb 3 Load comb 4 Load comb 5 Load comb 6 Load comb 7 Load comb 8 Load comb 9 Load comb 10 Load comb 1 1 Load comb 12 Load comb 13 Load comb 14 Load comb 15 Load comb 16 Load comb 17 Load comb 18 Load comb 19 Load comb 20 Load comb 21 Load comb 22 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0 1 0 0 0 0.75 0.75 0.75 0 0 0 0 0.75 0.75 0.75 0.75 0.75 0.75 0 0 0 0 0 0 1 0 0 0.75 0 0 0 0 0 0 0.75 0 0 0.75 0 0 0 0 0 0 0 0 0 1 0 0 0.75 0 0 0 0 0 0 0.75 0 0 0.75 0 0 0 0 0 0 0 0 0 1 0 0 0.75 0 0 0 0 0 0 0.75 0 0 0.75 0 0 0 0 0 0 0 0 0 0 0 0 1 -1 0 0 0.75 0.75 0.75 0 0 0 1 -1 0 0 0 0 0 0 0 0 0 0 0 0 0.7 -0.7 0 0 0 0.525 0.525 0.525 0 0 0.7 -0.7 1 Load comb 1 2 Load comb 2 3 Load comb 3 4 Load comb 4 5 Load comb 5 6 Load comb 6 7 Load comb 7 8 Load comb 8 9 Load comb 9 10 Load comb 10 1 1 Load comb 1 1 12 Load comb 12 13 Load comb 13 14 Load comb 14 15 Load comb 15 16 Load comb 16 17 Load comb 17 18 Load comb 18 19 Load comb 19 20 Load comb 20 21 Load comb 21 22 Load comb 22 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 1.32 1.32 1.32 1.32 0 4 0 0 0 3 3 3 0 0 0 0 3 3 3 3 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37.5 -37.5 0 0 28.125 28.125 28.125 0 0 0 37.5 -37.5 0 0 0 0 0 0 0 0 0 0 0 0 25.55 -25.55 0 0 0 19.1625 19.1625 19.1625 0 0 25.55 -25.55 Sum 2.2 6.2 2.2 2.2 2.2 5.2 5.2 5.2 39.7 -35.3 27.75 -23.35 33.325 33.325 33.325 24.3625 24.3625 24.3625 38.82 -36.18 26.87 -24.23 39.7 or AXIAL COLUMN LR R W LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 1.00 1.16 1.81 2.00 2.60 2.90 3.20 1.05 1.42 1.72 1.92 0.81 1.29 1.75 0.96 1.37 1.33 13.17 12.77 1.83 2.07 3.66 4.39 1.92 2.38 1.57 15.00 21.00 31.00 15.00 23.00 20.00 13.00 15.00 16.00 12.00 10.00 5.50 7.50 5.50 5.60 6.60 5.10 2.12 2.12 3.76 3.76 3.76 3.76 3.76 2.16 2.16 2.16 2.16 1.87 1.87 1.87 2.10 1.98 1.76 12.52 12.10 2.83 2.77 3.11 3.11 1.03 1.17 1.52 7.50 25.00 28.50 18.00 36.00 25.00 6.00 16.00 9.50 18.00 8.00 4.50 7.00 4.50 4.50 8.00 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.00 50.00 3.00 50.00 51.00 46.00 50.00 46.50 48.00 1.00 3.00 14.50 12.60 11.70 13.50 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 55.00 55.00 10.00 48.00 50.00 52.00 50.00 45.00 53.50 2.50 4.00 13.50 12.80 12.00 12.50 2.00 1.50 4.59 4.78 8.19 8.42 9.14 9.50 9.86 4.72 5.16 5.52 5.76 3.96 4.54 5.09 4.51 4.81 4.41 35.84 34.68 6.72 6.92 9.37 10.24 3.95 4.73 4.32 106.55 117.70 82.80 107.00 127.20 110.10 98.60 100.40 100.75 43.20 24.80 32.05 32.66 27.57 30.57 20.72 19.24 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 68.00 77.25 59.50 66.00 88.25 73.25 63.00 61.88 64.00 30.00 18.25 20.00 22.20 17.65 19.10 14.60 13.30 Mm, COLUMN LR W LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 1.00 1.16 1.81 2.00 2.60 2.90 3.20 1.05 1.42 1.72 1.92 0.81 1.29 1.75 0.96 1.37 1.33 13.17 12.77 1.83 2.07 3.66 4.39 1.92 2.38 1.57 15.00 21.00 31.00 15.00 23.00 20.00 13.00 15.00 16.00 12.00 10.00 5.50 7.50 5.50 5.60 6.60 5.10 2.12 2.12 3.76 3.76 3.76 3.76 3.76 2.16 2.16 2.16 2.16 1.87 1.87 1.87 2.10 1.98 1.76 12.52 12.10 2.83 2.77 3.11 3.11 1.03 1.17 1.52 7.50 25.00 28.50 18.00 36.00 25.00 6.00 16.00 9.50 18.00 8.00 4.50 7.00 4.50 4.50 8.00 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.00 50.00 3.00 50.00 51.00 46.00 50.00 46.50 48.00 1.00 3.00 14.50 12.60 11.70 13.50 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 55.00 55.00 10.00 48.00 50.00 52.00 50.00 45.00 53.50 2.50 4.00 13.50 12.80 12.00 12.50 2.00 1.50 0.90 1.04 1.63 1.80 2.34 2.61 2.88 0.95 1.28 1.55 1.73 0.73 1.16 1.58 0.86 1.23 1.20 11.85 11.49 1.65 1.86 3.29 3.95 1.73 2.14 1.41 -71.30 -61.10 17.90 -66.50 -60.90 -55.60 -68.30 -60.90 -62.40 8.30 4.20 -18.25 -13.41 -13.77 -16.56 3.94 3.09 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -44.00 -37.40 11.60 -41.00 -37.20 -34.00 -42.20 -37.50 -38.40 5.45 3.00 -11.20 -8.10 -8.40 -10.14 2.56 2.01 C7 COLUMN D L LR R S W E LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.74 1.45 0.40 0.32 0.36 0.26 0.16 0.28 0.10 1.00 2.00 1.50 2.00 1.00 1.50 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.92 1.10 1.10 1.10 1.10 1.73 0.68 0.68 0.68 1.13 0.80 0.80 0.80 0.80 0.80 1.02 6.77 4.32 2.28 2.66 1.81 1.64 1.08 1.24 1.06 1.00 2.00 2.00 2.50 2.00 1.50 1.00 1.50 1.00 3.00 2.50 1.00 1.60 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60 1.67 3.00 3.00 3.00 3.10 3.10 1.09 1.12 1.15 1.16 0.80 0.82 0.86 0.88 0.87 0.79 13.80 10.60 1.66 1.46 2.87 2.91 0.77 1.22 0.63 36.00 2.00 2.00 26.00 40.00 32.00 32.00 40.00 2.00 10.50 3.00 6.70 5.50 5.50 5.50 2.00 5.00 1.02 1.27 2.01 2.20 2.82 3.12 3.41 1.41 1.79 2.09 2.30 0.91 1.40 1.87 1.08 1.49 1.44 22.66 21.05 2.83 3.06 4.93 5.64 2.21 2.95 1.81 36.00 1.00 1.00 23.00 35.00 32.00 26.00 35.00 1.00 8.00 4.50 6.00 6.50 5.00 6.20 2.00 5.00 2.90 3.13 5.35 5.35 5.35 5.51 5.83 2.08 2.13 2.43 2.87 1.68 1.80 2.27 1.81 1.89 1.95 28.13 24.95 4.45 4.77 6.27 6.77 2.94 3.91 2.46 59.30 6.60 6.00 45.25 66.20 53.75 52.90 67.15 4.90 20.70 8.45 12.42 10.80 10.50 10.50 4.90 9.70 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 37.00 5.00 4.50 28.00 41.00 33.50 33.00 42.00 3.25 12.50 6.24 7.70 6.50 6.50 6.50 3.25 6.00 COLUMN D LR W LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.96 19.43 2.10 3.16 3.92 0.39 0.84 2.02 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.00 24.00 0.00 0.00 0.00 0.00 2.50 2.20 0.00 1.38 3.22 3.73 5.28 6.42 12.60 1.36 2.58 3.54 7.01 1.28 3.12 7.32 1.68 3.36 5.24 77.82 83.82 17.35 26.06 29.92 33.14 8.86 10.91 12.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.50 45.00 0.00 0.00 0.00 0.00 6.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.95 8.11 9.40 13.30 16.20 31.70 1.69 3.22 4.40 8.73 1.21 2.96 6.94 1.78 3.38 4.50 178.22 225.44 14.72 17.46 51.46 62.79 7.17 12.73 8.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 65.50 50.00 0.00 0.00 0.00 0.00 30.00 37.50 0.00 1.00 3.71 4.65 8.54 11.48 24.67 1.49 3.60 5.74 12.54 0.97 3.61 11.30 1.49 4.14 5.98 173.89 253.12 15.18 22.04 55.86 80.99 15.76 22.00 16.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56.00 80.00 0.00 0.00 0.00 0.00 30.00 36.50 0.00 3.81 14.59 16.91 23.92 29.13 57.02 3.38 6.44 8.81 17.47 2.58 6.30 14.96 3.69 7.09 9.82 348.01 425.93 34.75 45.49 102.00 117.50 21.20 29.88 23.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125.05 131.30 0.00 0.00 0.00 0.00 54J)0 1^64) 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 99.75 0.00 0.00 0.00 0.00 32*50 9AM U*cj> LRFD ASD OLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 4.59 4.78 8.19 8.42 9.14 9.50 9.86 4.72 5.16 5.52 5.76 3.96 4.54 5.09 4.51 4.81 4.41 35.84 34.68 6.72 6.92 9.37 10.24 3.95 4.73 4.32 106.55 117.70 82.80 107.00 127.20 110.10 98.60 100.40 100.75 43.20 24.80 32.05 32.66 27.57 30.57 20.72 19.24 Pmin Kips 0.90 1.04 1.63 1.80 2.34 2.61 2.88 0.95 1.28 1.55 1.73 0.73 1.16 1.58 0.86 1.23 1.20 11.85 11.49 1.65 1.86 3.29 3.95 1.73 2.14 1.41 -71.30 -61.10 17.90 -66.50 -60.90 -55.60 -68.30 -60.90 -62.40 8.30 4.20 -18.25 -13.41 -13.77 -16.56 3.94 3.09 V Kips 2.90 3.13 5.35 5.35 5.35 5.51 5.83 2.08 2.13 2.43 2.87 1.68 1.80 2.27 1.81 1.89 1.95 28.13 24.95 4.45 4.77 6.27 6.77 2.94 3.91 2.46 59.30 6.60 6.00 45.25 66.20 53.75 52.90 67.15 4.90 20.70 8.45 12.42 10.80 10.50 10.50 4.90 9.70 M K-ft 0.00 3.81 14.59 16.91 23.92 29.13 57.02 3.38 6.44 8.81 17.47 2.58 6.30 14.96 3.69 7.09 9.82 348.01 425.93 34.75 45.49 102.00 117.50 21.20 29.88 23.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125.05 131.30 0.00 0.00 0.00 0.00 54.00 64.64 Pmax Kips 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 68.00 77.25 59.50 66.00 88.25 73.25 63.00 61.88 64.00 30.00 18.25 20.00 22.20 17.65 19.10 14.60 13.30 Pmin Kips 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -44.00 -37.40 11.60 -41.00 -37.20 -34.00 -42.20 -37.50 -38.40 5.45 3.00 -11.20 -8.10 -8.40 -10.14 2.56 2.01 V Kips 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 37.00 5.00 4.50 28.00 41.00 33.50 33.00 42.00 3.25 12.50 6.24 7.70 6.50 6.50 6.50 3.25 6.00 M K-ft 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 99.75 0.00 0.00 0.00 0.00 32.50 39.70 C/o co b Tt-cococooococoinininininmininininr^cococococoo CMCM'<--r-rMCMT-T-T-T-T-T-T-T-r-T-T-T-^CMt-'<-T--t-CM min inmin inminininininmininin cCO o.coc r^ J5 E^OOCOCOCOCQOOCOCOCOCOCOCOCOCOCOCOCOCMCM 00 O O g'^-/ ^T-T-^T-T-^T-T-T-T-T-T-T-T-r-T-TfTtCNCNlCOCOCNCNCO(OCOCOCOCOCOCOCOCOCO^CNCMCN|CNlCOCO O .c o X g> -~v ^U-^S^^^^l°?;o>ooo>oo<3>T~'^oooooc>oooooooooooooooooooo"tos-^ ^. R in cq [^ en o p co oq CM T- en tn T- T- 01 o o p o p o o o o o o o o p o p o p o o ca p o p o p 0) 0)Q. 0\ ••& -11t ^ <n ^r-,nin^^^^^<^^ooa>oo<^r-^oQooooooooooc>oooooooc>c>c>c>c>c3LliooS^^^^R^^^^^^^^^^PPRRRPP^PPPRPPPR0.^0.0.^0.0.0.0.^mm^cNeo^coo'cvicoio^c\iiOT^eo^csicNic>iNtNCNC\icNCNicococr>cococo«gj^OOOOOOOOCDOOOOOOOOOOOOOOOOCSOOOOOOOOOOOOOOO .3In (1> Q. o Ia> UJ ,oooooooooooooooooooooooooooooooooooooooooopppppppppppppppppppppppppppppppppppppppppp oooooooooooooooooooooooooooooooooooooooooo T30) (/)'c 5 CM •* 3) ^^^^[>w^^^T-T-T-T-T-T-T-cN5^Sintninininin^i^r-h-r^-r--t^-i^-l~--oooocncncncncnc3>o ^2^aa^^aaa^^^^^^a^^aa^^^aiXDLt:LQ-CLQ-Q-CLQ-D-a-Q-D-O Round Concrete Section Moment of Inertia of Cracking Concrete Strength, f c = Concrete Section Diameter, D = Clear Cover, C = Vertical Steel Reinforcement Steel Modulus of Elasticity, Es = Concrete Modulus of Elasticity, EC = Vertical Rebar Diameter Vertical Rebar Area Steel Reinforcement Ratio, p = Concrete Gross Area, AC n=Es/Ec = Modulus of Rupture, fr = 7.5Vfc = Concrete Modulus of Inertia, Ig = Ultimate Fiber Location, yt = Cracking Moment of Section, Mcr = Steel Ring Perimeter, Pr = Steel Ring Diameter, Dr = Steel Ring Width, tr = N.A. Location From Center Above N.A. Location From Top Top Concrete Top Steel Eq. Concrete Btm Steel Eq. Concrete Moment of inertia of cracking, Icr = 3000 24 3 8 29000 3122 0.88 4.81 1.06 452.4 9.289 411 16286 12 557514 56.55 18.00 0.09 4.68 7.32 SNA 22.50 2.78 23.62 4259 psi in in #7 ksi ksi in in2 % in2 psi in4 in #-in in in in in in in3 in3 in3 in4 -o-o- { 46.5 ) k-ft INA 1501 in4 137 in4 2621 in 117.7 in2 17.6 26.9 in' in CfT, (j? 3044.871 2740.384 ': i.2k, O.lk-f 2:1.4k, 0.2k-ftS: 0.9k, 0.1 k-fti 1826.923 1522.435 1217.948 913.461 608.974 00 Axial: Pn'phi (k) 1124.0 1264.5 1405.0 Cracking Moment, Mcr, For Circular RC Columns Diameter of Columns (in) fc 2500 -^ 3000 3500 4000 4500 5000 fc 2500 — > 3000 3500 4000 4500 5000 fc 2500 — ^ 3000 3500 4000 4500 5000 18 17.9 19.6 21.2 22.6 24.0 25.3 24 42=^ (46^5^ 50.2 53.6 56.9 60.0 Design Moment, <j>Mn, Diameter 18 24 64.7 70.8 74.7 68.3 76.9 79.7 18 19.2 21.0 22.7 24.3 25.7 27.1 168.6 169.7 177.5 176.3 188.6 185.5 30 82.8 90.7 98.0 104.8 111.1 117.0 36 143.1 156.8 169.4 181.1 192.0 202.0 42 227.3 249.0 268.9 287.5 305.0 321.0 For Circular RC Columns of Columns (in) ^k^9 ** A?F 30 36 42 ^ 325.9 317.0 340.3 339.0 346.9 350.9 557.3 585.4 598.9 615.8 618.0 617.2 8JJ5J5. /^930.7 ) ^934^ 948.0 964.8 999.3 Design Shear, <J>Vc, For Circular RC Columns Diameter of Columns (in) c>N ££-Efe ST 24 30 36 42 36.5 40.0 43.2 46.2 49.0 51.6 59.7 65.4 70.6 75.5 80.1 84.4 86.1 96.6 104.3 111.5 118.3 124.7 122.5 134.5 145.0 155.0 164.4 181.8 -A, $ Pedestal Section Strength Design LRFD r\ 0\f COLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 4.59 4.78 8.19 8.42 9.14 9.50 9.86 4.72 5.16 5.52 5.76 3.96 4.54 5.09 4.51 4.81 4.41 35.84 34.68 6,72 6.92 9.37 10.24 3.95 4.73 4.32 106.55 117.70 82.80 107.00 127.20 110.10 98.60 100.40 100.75 43.20 24.80 32.05 32.66 27.57 30.57 20.72 19.24 Pmin Kips 0.90 1.04 1.63 1.80 2.34 2.61 2.88 0.95 1.28 1.55 1.73 0.73 1.16 1.58 0.86 1.23 1.20 11.85 11.49 1.65 1.86 3.29 3.95 1.73 2.14 1.41 -71 .30 -61.10 17.90 -66.50 -60.90 -55.60 -68.30 -60.90 -62.40 8.30 4.20 -18.25 -13.41 -13.77 -16.56 3.94 3.09 11. ^ttM ' V<(pVc M ^ Pedestal Height, Ho Min Diameter Kips 2.90- 3.13 5.35 5.35] 5.35J 5.5ll 5.83^ 2.08 2.13 2.43 2.87 1.68 1.80 2.27 1.81 1.89 1.95/ 28.13 24.95 4.45 K-ft \ 0.00 I 3.81 ' 14.59 16.91 23.92 29.13 •> <7| 57.02 3.38 Ok! 6.44 8.81 17.47 2.58 6.30 14.96 3.69 7.09 9.82 348.01 >< 425.93 } " 34.75 n 4.7701 45.49 6.27 6.77? 2.94-1 3.91 2.46 59.30 6.60 6.00 45.25 66.20 53.75 52.90 67.15 4.90 " 102.00 W~ 117.50 t&0. 21.20 29.88 23.87 ) 0.00 0.00 \£%£u.oo . . 0.00 ek! o.oo o.oo 0.00 0.00 0.00 20.70/ 125.05 8.45 12.42 10.80 131.30 0.00 olc o.oo 10.50^ 0.00 10.50 4.90 9.70 Mfe I °-°0 "V 54.00 64.64 ft -2.14 -1.05 0.51 1.64 2.77 3.91 5.05 -0.01 1.39 2.80 4.20 0.19 1.90 4.50 0.19 2.11 , a-97 !fto J™°*' 1.00 in 18 00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 42.00 42.00 \s \ 1-00 24.00 ' 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 24.00 30.00 30.00 24.00 24.00 30.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36 00 36.00 42.00 24 00 24.00 24.00 24 30 30 00 00 00 H1 =M/V ft 0.00 1.22 2.73 3.16 4.47 5.29 9.79 1.62 3.02 3.63 6.10 1.53 3.50 6.59 2.04 3.75 5.04 12.37 17.07 7.81 9.53 16.28 17.35 7.21 7.65 9.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.04 15.54 0.00 0.00 0.00 0.00 11.02 6.66 H = Ho+H1 ft 0.00 0.17 3.24 4.80 7.24 9.20 14.84 1.61 4.41 6.43 10.30 1.72 5.40 11.09 2.23 5.86 9.01 13.37 18.07 8.81 10.53 17.28 18.35 8.21 8.65 10.70 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 8.04 17.54 2.00 2.00 2.00 2.00 13.02 8.66 Moment @ Grade Level K-ft 0.00 0.52 17.31 25.68 38.74 50.67 86.44 3.36 9.41 15.61 29.51 2.90 9.72 25.18 4.03 11.08 17.56 376.15 450.88 39.20 50.26 108.27 124.27 24.14 33.79 26.33 118.60 13.20 12.00 90.50 132.40 107.50 105.80 134.30 9.80 166.45 148.20 24.84 21.60 21.00 21.00 63.80 84.04 Drilled Pile Embedment Depth ASD Moment @ COLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 68.00 77.25 59.50 66.00 88.25 73.25 63.00 61.88 64.00 30.00 18.25 20.00 22.20 17.65 19.10 14.60 13.30 Pmin Kips 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -44.00 -37.40 11.60 -41.00 -37.20 -34.00 -42.20 -37.50 -38.40 5.45 3.00 -11.20 -8.10 -8.40 -10.14 2.56 2.01 V Kips 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 37.00 5.00 4.50 28.00 41.00 33.50 33.00 42.00 3.25 12.50 6.24 7.70 6.50 6.50 6.50 3.25 6.00 M Pedestal Height, Ho K-ft 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 99.75 0.00 0.00 0.00 0.00 32.50 39.70 ft -2.14 -1.05 0.51 1.64 2.77 3.91 5.05 -0.01 1.39 2.80 4.20 0.19 1.90 4.50 0.19 2.11 3.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Min Diameter in 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 42.00 42.00 24.00 24.00 30.00 30.00 24.00 24.00 30.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 42.00 24.00 24.00 24.00 24.00 30.00 30.00 H1 =M/V ft 0.00 1.29 2.76 3.20 4.53 5.39 9.17 1.72 3.00 3.71 5.76 1.56 3.42 7.22 2.06 3.66 4.80 11.33 15.53 7.27 9.13 15.09 16.25 7.40 7.88 10.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.04 15.99 0.00 0.00 0.00 0.00 10.00 6.62 H = Ho+H1 ft 0.00 0.24 3.27 4.84 7.30 9.30 14.22 1.71 4.39 6.51 9.96 1.75 5.32 11.72 2.25 5.77 8.77 12.33 16.53 8.27 10.13 16.09 17.25 8.40 8.88 11.33 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 8.04 17.99 2.00 2.00 2.00 2.00 12.00 8.62 Grade Level K-ft 0.00 0.46 10.07 14.89 22.45 29.28 51.52 2.27 ' 6.37 10.46 20.47 2.10 7.10 18.54 2.83 7.97 13.34J 230.70 267.56 2Q.75\ 39.72 f tFI \ I - I) >CR } , f\r~ ->Cf I ^frOi ' ' > [>C-~i.' ^rs 69-26>CF$"76.79 / 17.89X 24.51 / 20.90- 74.00 "] 10.00/ 9.00 / 56.001 82.00 j 67.00 ' 66.00 I 84.00/ 6.50/ 100.50 112.23 15.40"^ 13.00 13.00 | 13.00,1 39.00 : 51.70 -,> Cr> -c*r ?F2- Op Of-1,1 CfS Cfio ) CF4- . 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Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 ev: 580002 _ . _sen KW-O602938, ver 58.o, i-Nov-2006 General Footinci)1 983-2006 ENERCALC Engineering Software vrfcii**i«i i wwiuivj Title : Dsgnr: Description : Scope : Analysis & Design Job* Date: 5:44PM, 7 OCT 09 Page 1 |[ legoland waterworks.ecw:Pad Footing | Description P71 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears- Dead Load Live Load Short Term Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 jj 3,500.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 68.000 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) 37.000 k k k Width along X-X Axis 9.000 ft Length along Y-Y Axis 9.000 ft Footing Thickness 24.00 in Col Dim. Along X-X Axis 32.00 in Col Dim. Along Y-Y Axis 32.00 in Base Pedestal Height 48.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in I ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 9.00ft x 9.00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio , 24.0in Thick, DL+LL 3,251.6 3,500.0 27.862 in 0 000 in No Overturning 1.938 w/ Column Support DL+LL+ST 3,251. 6 psf 4,655.0 psf 27.862 in 0.000 in 1.500:1 32.00 x 32.00in Max Mu Caution: x48.0in high Actual X(static)ecc>Wid Allowable 16.546 k-ft per ft Required Steel Area Shear Stresses... 1-Way 2-Way Vu 21.477 17.795 0.518 in2 per ft Vn * Phi 93.1 13 psi 186.226 psi Footing Design I Shear Forces Two-Way Shear One-Way Shears.. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 13.47 psi 16.11 psi -1.72 psi 5.48 psi 5.48 psi T43k-ft 12.42 k-ft 4.46 k-ft 4.46 k-ft ACI C-2 17.80 psi 21.48 psi -2.41 psi 7.24 psi 7.24 psi ACI C-2 -2.00 k-ft 16.55 k-ft 5.89 k-ft 5.89 k-ft 11.44 psi 13.81 psi -1.55 psi 4.65 psi 4.65 psi :ic-3 -1.29 k-ft 10.64 k-ft 3.79 k-ft 3.79 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 5.3 psi 43.7 psi 15.6 psi 15.6 psi As Req'd -0.52 in2 0.52 in2 0.52 in2 0.52 in2 per ft per ft per ft per ft [I f V •5 Im • • • Dunn Savoie, Inc. Title: M] Job* Structural Engineers Ds9nr: Date: 5:44pM, 7OCT09 908 S.Cleveland Street Description: Oceanside, CA 92054 Scope • Phone: (760) 966-6355 Rev: 580002 D o Luser. Kw-0602938. ver 5.8.0, i-Nov-2oo6 General Footina Analvsis & Desian rage ^ •(c)1 983-2006 ENERCALC Engineering Software w«.ii«5iwi i wiing J-uiaiyoio v» i->coiyn legoland waterworks.ecwPad Footing | Description P71 Soil Pressure Summary |j Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 ACI Factors (per ACI 318-02, ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST* : applied 1 1 1 1 000 000 000 100 Left 0.00 0.00 0.00 0.00 0.00 Right 3,251.60 3,251.60 3,251.60 4,355.87 2,800.20 Top 1,180.43 1,180.43 1,180.43 1,581.31 1,016.56 Bottom 1 1 1 1 1 ,180.43 ,180.43 ,180.43 ,581.31 ,016.56 psf psf psf psf psf internally to entered loads) ACI C-2 ACI C-3 ACI C-3 Group Factor Dead Load Factor Short Term Factor 0.750 Add"l 0.900 Add"l 1.300 "1 .4" Factor for Seismic "0.9" Factor for Seismic 1.400 0.900 i Used in ACI C-2 & C-3 37.00 k~ emiK > T 24.00 in 9. 6^M 9.00ft 9.00ft )( • •• • Dunn Savoie, Inc. Title : ' Job # Structural Engineers Ds9nr: Date: 10:06AM, 8OCT09 908 S. Cleveland Street Descr.pt.on : Oceanside, CA 92054 Scope • Phone: (760) 966-6355 Rev: 580002 . Pane 1 bUser: KW-0602938, Ver 5.8.0, 1-Nov-2006 Pole Embedment in SOll 9 1(c)1 983-2006 ENERCALC Engineering Software ^ IIMWWIIKSIH. in wvn legoland waterworks.ecw:Caisson Design | Description 24" Caisson Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 ||General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 300.00 pcf 3,000.00 Psf 1.000 24.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 6,000.00 Ibs 8.620 ft 0.00 #/ft 0.000 ft 0.000 ft | Summary "J Moments @ Surface- Point load Distributed load Without Surface Restraint Required Depth Press® 1/3 Embed... Actual Allowable 51,720.00 ft-# 0.00 11.375 ft 1,131.88 psf 1,134.06 psf Total Moment Total Lateral 51,720.00 ft-# 6,000.00 Ibs 960151-031 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. 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 earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A consideration regarding the planned site development is the presence of the existing stockpiles of undocumented fill. It is our understanding that these soil materials are to be completely removed by the planned grading. In their current state they are unsuitable for the support of site structures. If excavations to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparation. In addition, localized areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. 6.2 Foundation Design Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles, and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the structural engineer's fLeighton 960151-031 requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The 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 H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note,that the soil within the structural setback area posses poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations Drilled piles may be designed for the skin friction capacities shown in Figure 2 plus 7,000 psf for end bearing. The capacity of the pile should be reduced by the capacity within the influence zone of the agricultural debris. Upward capacity equal to one-half the value on Figure 2 may be utilized to resist tensile loads. Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design chart contained in the accompanying Figure 2 is based on center to center pile spacings of at least 3 pile diameters. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 3 diameters. Lateral loads on the face of caissons/piers may be resisted by using a lateral bearing of 300 psf/foot elevation. Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1.5 for resisting lateral loads. Intermediate cases can be evaluated on a case-by-case basis. Leighton 960151-031 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing the parameters outlined below in Table 3 and an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of construction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). -16- Leighton cvr -60 200 300 400 Allowable Downward Pile Capacity (kips) 500 600 ALLOWABLE DOWNWARD PILE CAPACITY CHART LEGOLAND Waterworks Cluster Carlsbad, California Project No. 960151-031 Date September 2009 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Figure No. 2 JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETN° °F 908 S. Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email: dsi@surfdsi.com SCALE D PRODUCT 207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO OF_ CALCULATED BY CHECKED BY DATE DATE. SCALE :; Uj>B.p~ . S = 4 PRODUCT 207 b1 Jw • •I • m Structural Engineers 908 S. Cleveland St Oceanslde, CA 92054 Tel* (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFRWORKS Y.S. JOB* OF DATE DATE 091 52 00 10/09 NEW RESTROOM, FACTORY TICKETBOOTH, AND STORAGE BUILDING TABLE OF CONTENTS ITEM PROJECT DESIGN CRITERIA RESTROOM DESIGN LOADS RESTROOM FRAMING KEY PLAN RESTROOM VERTICAL ANALYSIS RESTROOM LATERAL ANALYSIS RESTROOM SHEAR WALL DESIGN FACTORY TICKETBOOTH DESIGN LOADS FACTORY TICKETBOOTH FRAMING KEY PLANS FACTORY TICKETBOOTH VERTICAL ANALYSIS FACTORY TICKETBOOTH LATERAL ANALYSIS FACTORY TICKETBOOTH SHEAR WALL DESIGN STORAGE BUILDING DESIGN LOADS STORAGE BUILDING FRAMING KEY PLAN STORAGE BUILDING VERTICAL ANALYSIS STORAGE BUILDING LATERAL ANALYSIS STORAGE BUILDING SHEAR WALL DESIGN PAGE Dl D2 D3 D4,5 D6-9 DIG-14 D15 D16,17 D18-25 D26-31 D32-38 D39 D40 D41, 42 D43-46 D47, 48 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks Restroom SHEET NO.OF CALCULATED BY SRG DATE 9/09 CHECKED BY DATE SCALE DESIGN CRITERIA CODE: 2006 International Building Code SEISMIC: V/1.4= 0.118 W ASD /VIND: 85MPH EXPOSURE C WOOD: 2005 NDS 2x & 3x No. 2 >3x No. 1 Design Loads (Restroom) Dunn Savoie Inc. Structural Engineers 908 8. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Legoland Waterworks Restroom SHEET NO. CALCULATED BY SRG DATE 9/09 CHECKED BY DATE SCALE DESIGN LOADS ROOF DEAD LOADS Built-Up w/ Re-Roof 5/8" Plywd. Sheathing Trusses @ 24" o.c. 5/8" Gyp. Ceiling Batt lnsul.(0.2xThick.) ME&P Miscellaneous £ Dead Load Live Load (DSf) 5.0 2.0 2.1 2.8 0.8 1.0 1.3 15.0 20.0 reducible Restroom to have an additional weight of 3000# for mechanical equipment WALLS DEAD LOADS Stucco Stone Veneer 5/8" Gyp 1/2" Gyp 3/8" Plywood Steel Studs® 16" o.c. 2x6@16"o.c. Batt Insulation (0.2xThickness) Miscellaneous £ Dead Loads Interior Partition (psf) 4.4 1.1 0.5 6.0 Exterior (psf) 10.0 2.2 1.1 1.1 0.8 0.8 16.0 Parapet (psf) 20.0 1.1 1.1 0.8 1.0 24.0 Design Loads (Restroom) Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LegoLand Waterworks - Restroom SHEET NO.OF CALCULATED BY SRG DATE 9/09 CHECKED BY DATE SCALE TVERTICAL ANALYSIS | Level: Roof Members: Mark: W-1 Span = ^ ft Wi=^^^^V2^) = \* W2= PI= P2= R Left= = i?* RRight= = <2& V A allow- Yl#/r IbS > V max - ^, allow= <^\^7 lb*ft > M max = |-"ft allow= ,H5? in > /\ TL = ,/^ CD= j , £#" [^Uniform Load T.A.= " ft2 LL plf plf Ibs Ibs -/ Ibs •7 Ibs ^/- Ibs ^ lb*ft ^^^P ^ in Use: (?-)- ^^ Grade: ^= = ^ DSf ^;^ S')<^1 Mark: 4-1-2- Span = |-f ft ^"(l^H-^Y^H-IW^ ~ II* W2= Pl = P2= RLeft= = ,^-y R Right= = <^-^ A allow {!:'&&& ^ max ~ ^"7 allow= ^^^\ Ib ft ^> M max = ^44^ aiiow= , ^?^ in > A TL = ,•'5^* *-'D= I (J? 0 Uniform Load T.A.= - ft2 LL ^ plf plf Ibs Ibs -g? Ibs ^> Ibs g? Ibs ^ lb*ft ^^- in Use: ^H< Grade: X="- = 24? PSf ^ i^fra. R L Mark: w,= W2= PI= P2= RLeft= Right= V allow= M allow= /\allow= CD= Span = ft [^Uniform Load T.A.= ft2 LL plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs lb*ft > Mmax= lb*ft in "> A TI = in Use: Grade: = psf DUNN SAVOIE INC. ^ STRUCTURAL ENGINEERS SHEETN° °F 908 S. Cleveland Street CALCULATED BY____^^Z DATE OCEANSIDE, CA 92054 ^ PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE Email: dsi@surfdsi.com SCALE 3 <i 5 6 7 S 1 2 3. l 567612 :i4;67E123J5678:23'1567ei2 D PRODUCT 207 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 LegoLand Waterworks - Restroom CALCULATED BY SRG 10/09 LATERAL ANALYSIS This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2006 IBC, for the entire structure, R= 6.5 fl0= 3.0 Cd = 4.0 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92008 Response Spectral Ace. (0.2 sec) Ss = 125%g = 1.251 g Response Spectral Acc.( 1.0 sec) S, = 47%g = 0.472 g Site Coefficient Fa = 1.000 Site Coefficient Fv = 1.528 Max Considered Earthquake Ace. SMS= Fa.Ss = 1.251 g Max Considered Earthquake Ace. SM1 = F^.S, = 0.721 g @ 5% Damped Design SDS = 2/3(SMS) = 0.834 g SD1 = 2/3(SM1) = 0.481 g Method 2 Input the coordinate of project Latitude 33°07'46.84"N Longitude 117°18'48.59"W From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1.266 g Fa= 1.0 S1 = 0.478 g Fv= 1.522 Table 20-3-1, Default =D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24° to 50°) (-125° to-65°) SMS= 1.266 SM1 = SDS= SD1 = 0.728 0.844 0.485 Use the seismic parameters from Method 2 to suoercede those from Method 1. Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for 1 .Osec D S1 = 0.478 < 0.75g Therefore, SDC = D Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply ! Equivalent lateral force procedure To Determine Period Ct = Building ht. Hn = Approx Fundamental period, Ta = Calculated T shall not exceed < Per Section 11.6 Is Structure Regular & < 5 stories ? Response Spectral Acc.( 0.2 sec) Ss = 1.50g @ 5% Damped Design SDS = %(Fa.Ss) Response Modification Coef. R = 6.5 Over Strength Factor no = 3 Importance factor l= 1.00 Seismic Base Shear V = C, W 0.02 x = 0.75 13 ft 1.4 forSD1of 0.485g Ct(hn)x =0.137 TL= 8 Sec Cu.Ta =0.192 Use T = 0.137 Section 12.8 Table12.8-2 Tablel 2.8-1 Figure 22-15 sec. T < 0.8Ts = 0.8 SD1/SDS = Yes 0.460 sec. OK! Section 12.8.1.3 Fa= 1.00 = 0.010g or need not to exceed, Cs = R/l SD-I or Cs = -Sp-|TL T2(R/I) Cs shall not be less than = rj.01 MinCs= 0.55,1/R UseCs= 0.130 =0.130 = 0.545 N/A N/A For T < TL For T > TL For ST S 0.6g (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) (12.8-4) (12.8-5) (12.8-6) Design Base Shear V= 0.130W xO.7 (ASD)x 1.3 (r) = 0.118 W 1 1 f \l mt • • • • Dunn Savoie Inc. Structural Engineers JOB LegoLand Waterworks - Restroom 908 S. Cleveland St. SHEET NO 1 OF T^^O^C""64 CALCULATED BY SRG DATE 9/09 Fax: (760)966-6360 CHECKED BY DATE SCALE | LATERAL ANALYSIS Roof: Area of Roof = Total Weight of Roof = Interior Wall Weight = Exterior Wall Weight = Total Roof Diaphragm Weight = ft2 Ibs Ibs lbs Ibs Total Diaphragm Weight = W =Ibs Design Base Shear: (Taken from previous page) V = .11* W Therefore V =W =Ibs •• •5I Dunn Savole Inc. Structural Engineers908 S. Cleveland St.Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE LegoLand Waterworks - Restroom £ OF SRG DATE DATE 10/09 ASCE 7-05 Wind Lateral Design Analysis For Rigid Structures With Flat Roofs Directionallv Independent: Design Parameters: Building Category = Importance Factor, I = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, K,, = (0 = Velocity Pressure Exposure Cc ot = Zg Structure Height (ft) I Kz = 2.01*(z/z8)2/a=| Toooaraohic Factor: 2-D Ridge E Elevation Change, H = Crest to Mid-Height, Lh = Dist from Crest, x = II 1.00 85 C 0.85 1 efficient 9.5 900 11 0.80 X 10 1 0 Top of Roof Elevation Top of Parapet Elevation Max Horizontal Dimension Min Horizontal Dimension Parapet Factor Windward Parapet Factor Leeward ft 11 11 11 0.80 0.80 0.80 |2-DEscarp| | 3-D Hill | .".(I 11 ft 13ft 49 ft 46 ft 1.5 i -1.0 1 [_/ VJ 11 11 11 Parapet 0.80 0.80 0.80 0.82 I ("X" One Box) ft < 15ft Topographic Factor NOT Required ft ft Downwind of Crest? |_No | (Yes or No) H / Lh = 0.50 MAX K K, = 0.73 2 = 1 - (M/uU) = 1.00 Structure Height (ft) Ka = Velocity Pressure: K3 = e ^ = (1 + K, K2 K3)2 = 11 0.19 1.00 Structure Height (ft) qz = 0.00256 KzKztKdV^lco = 11 12.50 d = 11 0.19 1.00 11 12.50 3.0 1.5 11 0.19 1.00 11 12.50 11 0.19 1.00 11 12.50 11 0.19 1.00 11 12.50 11 0.19 1.00 11 12.50 11 0.19 1.00 11 12.50 Parapet 0.14 1.00 Parapet 12.95 psf Directionallv Dependent: Gust Effect Factor: External Pressure Coefficients: 0.850 0.850 Short Direction: Walls,CP = Windward 0.8 Leeward -0.50 Long Direction: | Walls, CP =| Windward 0.8 Leeward -0.49 Design Wind Pressures: Short Direction: PWalls = Qh GS Structure Height (ft) CP = PWalls = qz Gs Cp = Ptotai = qz GS CP -qh Gs Cp= Long Direction: PWalls = Qh GL Cp = Structure Height (ft) Pwaiis = Qz GL Cp = Ptotai = Qz GS Cp -qh GsCp= Windward See Below 11 8.50 13.81 Windward See Below 11 8.50 13.68 Leeward -5.31 11 8.50 13.81 Leeward -5.17 11 8.50 13.68 Leeward Parapet psf 11 8.50 13.81 psf 11 8.50 13.68 -12.95 11 8.50 13.81 Leeward -12.95 11 8.50 13.68 psf 11 8.50 13.81 Parapet psf 11 8.50 13.68 11 8.50 13.81 11 8.50 13.68 11 8.50 13.81 11 8.50 13.68 Parapet 19.42 32.37 Parapet 19.42 32.37 psf psf psf psf Building Elements: Walls Main-(4): Walls Corners-(S): Parapets: Main Roof Uplift-(1): Roof uplift at Ends and Peaks-(2): p= qh[(GCp)-(Gcpi)] P=qh[(GCp)-(Gcpi)] P= qP(GCp-Gcpi) P=qh[(GCp)-(Gcpi)] P=qh[(GCp)-(Gcpi)] EQ 6-22 EQ 6-22 EQ 6-24 EQ 6-22 EQ 6-22 (+) GCP 0.93 1 2.2 1 1.1 (-) GCP -1.1 -1.2 -0.8 -1.0 GCp -0.18 -0.18 0 0.18 0.18 Force at Highest Elev 16.00 psf 17.25 psf 28.49 psf 14.75 psf 16.00 psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Restroom SHEET NO.OF CALCULATED BY SRG DATE 9/9 CHECKED BY DATE SCALE [WIND ANALYSIS | Exposure: 1= |.^ Basic Wind Speed =mph P2 = P5 = psf at 0'-15' _Z psfat15'-20' - psf at 20'-25' - psf at 25'-30' - psf at 30'-40' <fcI *' Governing Lateral Forces Roof Level: (N-S) direction: (E-W) direction: Wind Design Seismic Design (s£>s\A; \bs(-f<?0fo Ibs ,', ^^0 b^rl'2- Vast '"[#&& Ibs '. ^^& •M)^ governs -t-flA governs Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Restroom SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Shear Wall Design | Shear Wall Designs based on: fj 3/8" Struct. 1 P.V Seismic Governed Design ^ 1/2" Struct. I P.V Level: fe^=^ Direction: \\/*r Lateral Force / Overall Floor Area = v = '"Ttf&t^ = ^ (si' psf (.6 - .14SDS) = r/*fe? Line ^ Tributary Area, T.A. = •<*r\sl'd*&/2* - &>#&' ft2 Load, (v)(T.A.) = ' = ^g^f- Ibs Other Loads = = — Ibs Total Load, T.L. = = ^5^- Ibs Shear Wall Length, L = = -^f ft T.L./L = = \^& plf Use: <^)>per Shear Wall Schedule | Overturning: Shear Panel Length = = -&? ft OT Moment = ^5^14/1^) = '^Xe^.^^y ft-lb Resisting Moment = /-^^>n^l25s>-+-l£5Y^^^j|C^XV'l^^5/^) = -"Wj ^9f2? ft-'b Net Moment = *- = ft-lb Uplift = = - Ibs Use: NT/per Holdown Anchor Schedule [xfHoldowns Not Required , ^-. %*y \\-4^T Line "/ Tributary Area, T.A. = Ai^iz^/^^r -^-^^/^ - -^>~1"4b ^ Load, (v)(T.A.) = = ^x^&1 Ibs Other Loads = = — Ibs Total Load, T.L. = = ^•^^•7' Ibs Shear Wall Length, L = ^» ft T.L./L = = Itg*^ plf Use: e^ per Shear Wall Schedule Overturning! Shear Panel Length = = ^^> ft OT Moment = 2X5i£?7(\2) - A3? ^ir- ft-lb Resisting Moment = >-4^ri^(l^^l^3^^/^]r^^^^;|5'/^ = ^2j-4^V ft-lb Net Moment = ' = — ft-lb Uplift = = - Ibs Use: x/pe1" Holdown Anchor Schedule f^Holdowns Not Required , /?(<_ ^~/ \\-\&if. V. V. 1 — Df \ • • • • • nunn -3c»/«!o in^ JOB LegoLand Waterworks - Restroom Structural Engineers SHEET NO. || OF 908 S. Cleveland St. CALCULATED BY SRG DATE 10/09 Oceanslde, CA 92054 />uC^Cr,=v n.™Tol- f760> 066 6355 CHECKED BY DATE Fax: (760)966-6360 SCALE Seismic Governed Design Level: •feg^" Direction: Lateral Force / Overall Floor Area = v =psf Line & Tributary Area, T.A. = -^'/t^/^ = Y1 Load, (v)(T.A.) = ' = & Other Loads = = Total Load, T.L. = = ^ Shear Wall Length, L= = 5 T.L./L = = -2 Use: ^^ per Shear Wall Schedule Overturning: Shear Panel Length = = ^ OT Moment = (s?s2r(\ f) = &*? Resisting Moment = ,>r^pi^(|;^-H^I^/:^l(^>^^-1^/:^ = ^*S5. Net Moment = ^ "~ = Uplift = Use: \/per Holdown Anchor Schedule )S3 Holdowns Not Required ^ ^-K- fy*y H^fT » ft2 ^ Ibs Ibs 57^ Ibs ^7 ft %?> plf -^ ft )6^ ft-lb &0L> ft-lb ft-lb Ibs Line Tributary Area, T.A. = = Load, (v)(T.A.) = Other Loads = = Total Load, T.L. = Shear Wall Length, L = T.L./L = Use: (_J per Shear Wall Schedule Overturning: Shear Panel Length = = OT Moment = = Resisting Moment = = Net Moment = = Uplift = Use: \/per Holdown Anchor Schedule D Holdowns Not Required ft2 Ibs Ibs Ibs ft plf ft ft-lb ft-lb ft-lb Ibs \111J f\V •1 • • • • nnnn <5=,»,niO inr> JOB LegoLand Waterworks - Restroom Structural Engineers SHEET NO. \l^ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 10/09 Oceanslde, CA 92ut>4 „,„-„.,-„Tol- rreo^ 066 6355 CHECKED BY DATE Fax: (760)966-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line Tributary Area, T.A. = Load, (v)(T.A.)=" Other Loads = Total Load, T.L. =" Shear Wall Length, L=" T.L/L=" ft2 "Ibs "Ibs "Ibs "ft "plf Use: « per Shear Wall Schedule Overturning: Shear Panel Length =_ OT Moment = ft Resisting Moment = ,^^\(^(\^^ Net Moment = Uplift = ft-lb "Ibs Use: \/Per Holdown Anchor Schedule 0 Holdowns Not Required , Line J^_ Tributary Area, T.A. = xteY-^?^)-!- ^s^-^"/^ = <=3 Load, (v)(T.A.) = = 5?^ Other Loads = = Total Load, T.L. = = •&£* Shear Wall Length, L = = 1- T.L./L = = 2*5 Use: &>w per Shear Wall Schedule Overturning: Shear Panel Length = = 1- OT Moment = 2*5»4^('|^ = A2^ Resisting Moment = l^g^\\^)3^\^\^^'^^ = ^)A Net Moment = = ^^r Uplift = = ^4 Use: x'xper Holdown Anchor Schedule D Holdowns Not Required ^LJ fr •-4*5- Ibs Ibs •4£=7 Ibs ^ ft'^ plf 4- ft ^4^7 ft-lb 5M5? ft-lb l^i^ ft-lb 15^2, Ibs 1 — f 1 %[ •• • • • • n.mr. Qow^io in^ JOB LegoLand Waterworks - Restroom Structural Engineers SHEET NO |z/ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 10/09 Oceanslde, CA 92U64 „.,„„Tol- (760) 066 6355 CHECKED BY DATE Fax: (760)966-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =.psf Line ^ Tributary Area, T.A. = ^^/^^z} = ^ Load, (v)(T.A.) = = M- Other Loads = = - Total Load, T.L. = = |>4- Shear Wall Length, L = <0-*-<p = \ T.L./L = 0 Use: <&M per Shear Wall Schedule Overturning: Shear Panel Length = = ^ OT Moment = )>^"7"/^/1^(l2) = ^ Resisting Moment = ,<*$X\\^\'2?N*M[&y5'/'& - 3*& Net Moment = ''""' = 5^; Uplift = = ts* Use: XgXper Holdown Anchor Schedule D Holdowns Not Required ^ ft2 •tt Ibs Ibs •^-f Ibs ^ ft ^- Plf 5 ft ^?2 ft-lb ^O ft-lb 343* ft-lb ^•2? Ibs Line Tributary Area, T.A. = = Load, (v)(T.A.) = Other Loads = = Total Load, T.L. = Shear Wall Length, L = T.L./L = Use: (~_) per Shear Wall Schedule Overturning: Shear Panel Length = = OT Moment = = Resisting Moment = = Net Moment = = Uplift = Use: \/per Holdown Anchor Schedule D Holdowns Not Required ft2 Ibs Ibs Ibs ft Plf ft ft-lb ft-lb ft-lb Ibs ' V ^ **•'^ — . "^ ^y xp ^ . — - — ... j^d- Vfr - 256-76 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland Waterworks - Ticketbooth SHEET NO. CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE DESIGN LOADS ROOF DEAD LOADS Metal Roofing 5/8" Plywd. Sheathing Trusses @ 24" o.c. 5/8" Gyp. Ceiling Batt lnsul.(0.2xThick.) ME&P Miscellaneous Z Dead Load Live Load (PSf) 4.0 1.7 2.1 2.8 0.8 1.0 1.4 17.0 12.0 FLOOR DEAD LOADS Carpet & Pad 3/4 Plywd. Sheathing 1.75"x9.25 M.L @ 16" o.c. 1/2" Gyp. Ceiling ME&P Miscellaneous Z Dead Load Live Load (PSf) 1.0 2.5 3.5 2.2 1.0 1.8 12.0 10.0 WALLS DEAD LOADS Stucco Stone Veneer 5/8" Gyp 1/2" Gyp 3/8" Plywood Steel Studs® 16" o.c. 2x6 @ 16"o.c. Batt Insulation (0.2xThickness) Miscellaneous I, Dead Loads Interior Partition (PSf) 4.4 1.1 L_ 0.5 6.0 12:12 x slope factor 1.414 5.7 2.4 3.0 reducible reducible Exterior (psf) 10.0 2.2 1.1 1.1 0.8 0.8 16.0 Flat Roof (E) Funtown Bldg. (psf) (psf) 5.0 5.0 Built-Up w/ Re-roof 2.0 2.0 2.1 4.0 Open Web Steel Trusses 2.8 2.8 0.8 0.8 1.0 1.0 1.3 1.4 15.0 17.0 20.0 20.0 reducible Design Loads (FTB) TYPICAL ROOF DIAPHRAGM TO BE 15/32' C32/1&; APA RATED SHEATHING CDX W/ 8d B.N. a fe" O.C., E.N. « b" O.C. 4 F.N. RUN LONG. DIMENSION ACROSS RAFTERS < STGR. JOINTS. 'LSTA24' STRAP « RIDGE OVER ROOF PLYWD., TYP. OF 4 4xfc KINGl POST N/ 'EPC44' FfOST CAP 4 'BC4fe0' fcASE TO HDR. 'EPC44' POST CAP 4 BC4&0' BASE TO HDR. TYP. EA. 2xfe RF JST a 24" O.C. PAGTORT TICKETSOOTH UPPER SCALE: TYPICAL ROOT DIAPHRAGM TO BE 15/32' O2/I6; APA RATED SHEATHING CDX W/ 8d B.N. « t>~ O.C., E.N. • 6' O.C. I P.M. RUN LONG DIMENSION ACROSS RAFTERS I STGR JOINTS. FACTORY TIC<STBOC>TH SHEAR IUAU. OF . OVERFILL f~CO . 1~A. '-n/CDCII 1 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE [VERTICAL ANALYSIS | Level: Upper Roof Members: Mark: W2= PI=" P2=" RLeft=" RRight=^ " allow" M allow= /\^a\\aw- CD=~~ Span = Ibs "lb*ft in Vmax; "I max A TL ^Uniform Load T.A.- L.L= plf "plf Ibs "ibs "ibs Jbs "ibs "lb*ft _ft2 _psf in Use: Grade: Mark: w,= W2= PI= P2= RLeft= R Right= V M A allow allow" allow" CD= Span= ft nUniformLoad T.A.= ft2 LL plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs lb*ft > Mmax= lb*ft in > A TI = in Use: Grade: = psf Mark: w,= W2= Pi= P2= RLeft= R Right= V M A allow allow" allow" CD= Span= ft Q Uniform Load T.A LL. plf plf Ibs Ibs Ibs ibs Ibs > Vmax= Ibs lb*ft > M max = lb*ft in > A TI = in Use: Grade: ft2 = psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Level: Upper Roof Members: V^^s^^^, Mark: fH-t-l Span = l,^ ft nuniform Load TA= "" ft2 wi= (}-T^\2Y^ = ^e> P|f W2= = plf L.L= 2*? DSf t: k ,"?^ i ^_y-7&' L Pl=(ja!£-HW AJ*r-« -Z&*c = !*&>& lbs ! u?l *^ 1 P2= lbs ' R Left= = -^e^i lbs RRight= = p»*3r-/ lbs V allow= \<*f1[# lbS > V max = ^^-/ lbs M allow= -{Stf lb*ft > M max = ^^ lb*ft Aa«°w= rP^" in > A TL = ^4^- in CD= |,/#" r T Use: -4>M~ Grade: d?T^- 4=^- Mark: Span = ft [] Uniform Load T.A.= ft2 W!= = plf W2= = plf PI= = lbs P2= = lbs R Left= = lbs R Right= = lbs V aiiow= lbs > V max = lbs Mal|OW= Ibft > Mmax= lb*ft Aaiiow= in > A TL = in CD= LL= DSf Use: Grade: Mark: Span = ft Q Uniform Load T.A.= ft2 w^ = plf W2= = plf PI= = lbs P2= = lbs R Left= = lbs R Right= = lbs V altow= lbs > V max = lbs Mallow= lb*ft > Mmax= lb*ft AaHow= in > A TL= in CD= L.L= DSf Use: Grade: Dunn Savoie Inc. Structural Engineers 90S 8. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Level: Lower Roof Members: Mark: W2= Pi=" P2=" RLeft=" RRight=" V allow= "' allow" Span =ft 0 Uniform Load T.A.= LL= plf plf "ibs "ibs "ibs Jbs "ibs . rj.2 psf ATL=_Use: Grade: Mark: W2= PI= P2= RLeft= R Right= V allow= "" allow" CD= Span =ft | Uniform Load T.A.: LL= ~ ft2 psf in V, M , ATL=_ max ' max plf plf Ibs "ibs "ibs Jbs Ibs "lb*ft Use: Grade:2- R L Mark: w,= W2= Pi= P2= RLeft= Right= V allow= M allow= /\allow= CD= Span= ft Q| Uniform Load T.A.= ft2 L.L plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs lb*ft > M max = Ibft in > A TI = in Use: Grade: = psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Level: Members: Mark: f=^T W1~ (\-2~j W2= P!= P2= RLeft= R Right= V M A allow" \?70 allow= \\~1S allow= ^ CD= ,., H Span= \\ ft ^ Uniform Load T.A.= — ft2 LL. (l ' = " plf Ibs Ibs = i iff? Ibs = \flsj? Ibs I, Ibs > Vmax= 1^ Ibs •> Ibft > Mmax= ^^ Ibft ^ in > ATL= JT^. in Use: Z*& f> t Grade: £*r^-i = 1^ psf , ,,^x ^^ Mark: w,= W2 Pi P2 = = = RLeft= R Right= » allow M allow y\ allow CD = = = = Span = ft Q"] Uniform Load T.A.= ft2 LL plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs Ibft > Mmax= Ibft in > /\ TL = in Use: Grade: = psf Mark: w,= W2= PI= P2= RLeft= R Right= V M A allow allow" allow" CD= Span = ft Q] Uniform Load T.A LL plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs Ibft > Mmax= Ibft in > A TI = in Use: Grade: ft2 = psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE | VERTICAL ANALYSIS Level: Roof Members: Mark: H - ^ w1=^^W2= P ~~ P ^ RLeft= R Right= V M A allow" Ytt/^ allow" \7S2*Air allow~ , •^^ CD= ^ Span= -4 ft 0 Uniform Load T.A.= - ft2 L.L 7)/H/2)-Ml/4^ = 5*^ Plf plf Ibs Ibs = (s&7 lbs = /z^="2. Ibs lbs > V max = &2?2- lbs lb*ft > Mmax= ^2, lb*ft f?H~- in > A TL = ^ in Use: U/^?7 Grade: ^ = •%# psf T-^t*»* ^ Mark: ^-A- Span = -4- ft w.- fcHAW*Wtt,*teA» - w- W2= -V-lLpfl^ = P! P2 = = = = R Left= = |^ R Right= = ]^ ^ ~ 1^24- 'I33 ^* Vmax- |^ = |2#4 !b*ft > Mmax= )^^ = ,^ in > A TL= X?- ^Uniform Load T.A.= - ft2 L.L.= i-^ii^ psf ^ plf plf Ibs Ibs 2? Ibs £, Ibs ^ Ibs ^, lb*ft j^*^ 2-, in Use: b>s0&\-& Grade: ^g» i i-^^v .**. R / Mark: H^1^ W1= f|l5^W2= Pi= P2= RLeft= Right= Vaiiow= 1^-24- M aiiow= *3|£> A,allow= / l1^ CD= |(^ Span = 3» ft ^ Uniform Load T.A L.L plf Ibs Ibs = 14-7 lbs = ]/5r7 Ibs lbs > V max = \<?rf lbs lb*ft ]> M max = |4^f 'b*ft PIM^ in > A TL = 0<?2? in Use: W0&&> Grade: ^ .= - ft2 = ^ psf ^'^^7 &&"*- •%? \££* Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Level: Roof Members: Mark:Span =ft W2= Pi=" P2=" RLeft=" RRightV " allow" "" allow" /\a"°™= CD=" Ibs v, M, 0 Uniform Load T.A.: LL= plf plf Ibs "ibs "Ibs jbs "ibs Vft Jt2 _psf in in Use: Grade: Mark: H--T Span = ^ ft W1= (,^^I^U^ = ** W2= Pi= P2= RLeft= = ^f^ 0 Uniform Load T.A.= " ft2 L.L «. plf plf Ibs Ibs ? Ibs = ^^ DSf R Right= = i&tz? Ibs V A allow" \Z^^ 'bS > V max - ^^^ allow= ^}\&> 'b*ft ]> M max = ~^f^ aiiow ,\«5? in ]> A TL ##• ^D= |, ^7 ? Ibs 5, lb*ft ;HH-' -y- in Use: l/A&?\??- Grade: ^2 •T~;*^W^ ,^ Mark: H'^" Span = ^ ft W1 (|tS=M'2^)/|c5y^-(-iU?/(y) ~ ^5 W2= = P1 = P2= R Left= = ^^, R Right= = ^5, V A allow" I-^S^- "DS ^ V max - ^^, allow= <^\^ lb*ft > M max = AT#. allow= Xjt5- I" > A TL = ,#/?• CD= \i# ^Uniform Load T.A L.L '^ P^ plf Ibs Ibs <f*, Ibs ?\ Ibs ^ Ibs ^ lb*ft 4=*^- -T in Use: f'/^-i?^ Grade: 9^ = - ft2 = 2# psf f-^^2^ ^«?>< "k^'i- Dunn Savoie Inc. Structural Engineers 90S S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Level: Roof Members: ^--^^^i^^^. Mark: ft^ Span = ^ ft Q Uniform Load T.A.= - ft2 wi=/fc^l^Wrt^4/0 = ^ Plf W2= -HU/y) = Plf -Jpi=. " IVf^ _ |bs 1 P2=v = Ibs •* R Left= = tg^lz? Ibs R Right= = *=?tt2-? Ibs V — IKo *^ \/ — IKe-allow" *5t^,^f^^ ^ max ~ ^^^^ Mrfwr-T^^^ lb*ft > M max =|-7-^ lb*ft ^V ™ , jn *V^ ^V — jj* CD= [( ^ L.L.= -^ DSf * ^ «'^ tfy > K ^ Use: (^ ^t^v-2-^? Grade: A^C^ V Mark: Span = ft Qj Uniform Load T.A.= ft2 W!= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs V allow= IbS > V max = IbS Mallow= lb*n > Mmax= lb*ft A ., = in v^* A — inallow "' ^^ / \ TL "' CD= L.L.= DSf Use: Grade: Mark: Span = ft Q Uniform Load T.A.= ft2 W!= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs V allow= IbS > V max = IbS M a|,ow= lb*ft > M max = lb*ft Aan°w= in > A TL = in CD= LL= psf Use: Grade: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Level: Roof Members: ^fe«*-M^ Mark: Jg^-H Span = II ft 53 Uniform Load T.A.= - ft2 wi= fl^^^YlW^^^f-V^ = Z*5& P|f W2= +tH+\&(&+ \id\2A = Plf PI= ' Ibs P2= = Ibs RLeft= = tourt Ibs R Right= = |<*%^ Ibs V allow= ^Qf5^ 'bS > V max = |^3£^ IbS M allow= <5^|x4 lb*ft > M max = 5Mffc^ lb*ft Aaii°w= ,1^^ in > ATL= ,-&\<T) in CD= |(-^(5r LL=]^.^ osf1 ) > ' \2- Use: ^W Grade: H5*-^—^^- Mark: ^-^- Span = ^s? ft Q Uniform Load T.A.= - ft2 {^^^^2^^^/fVV) wi= trtJr'Zj/[&rt& = l/Lf(s P'f W2= (rr+tS>(*z/<d = -r-f-f pif .j PI= = Ibs ' P2= = Ibs * R Left= = -1#S)& Ibs R Right= = -r^3-| Ibs V aiiow= Ibs > V max = -^(s^ Ibs M allow= lb*ft > M max = ^£? xV^ 'b*1^ /\vallow= in > /\ TL = ;2^1\ 'n CD= LL= ^^ osf |2-' J' *' J U, 1 ^^ 1,r •i Use: ^ |^WL»'^2^' Grade: J^y^Ca >v Mark: Span = ft QJ Uniform Load T.A.= ft2 W!= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs Vallow= IbS > Vmax= IbS Mallow= lb*ft > Mmax= |b*ft Aan°w= in > A TL= in CD= L.L.= osf Use: Grade: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 LegoLand Waterworks - Ticketbooth CALCULATED BY SRG 10/09 CHECKED BY LATERAL ANALYSIS This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2006 IBC, for the entire structure, R= 6.5 n0= 3.0 Cd = 4.0 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92008 Response Spectral Ace. (0.2 sec) Ss = 125%g = 1.251 g Response Spectral Acc.( 1.0 sec) Sn = 47%g = 0.472 g Site Coefficient Fa = 1.000 Site Coefficient Fv = 1.528 Max Considered Earthquake Ace. SMS = Fa.Ss = 1.251 g Max Considered Earthquake Ace. SM1 = FV.S-| = 0.721 g @ 5% Damped Design SDS = 2/3(SMS) = 0.834 g SD1 = 2/3(SM1) = 0.481 g Method 2 Input the coordinate of project Latitude 33°07'46.84"N Longitude 117°18'48.59"W From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1.266 g Fa = 1.0 S1 = 0.478 g Fv= 1.522 Table 20-3-1, Default = D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24° to 50°) (-125° to -65°) 1.266 0.728 0.844 SMS= SM1 = SDS= SD1=0.485 Use the seismic parameters from Method 2 to supercede those from Method 1. Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for 1 .Osec D S1 = 0.478 < 0.75g Therefore, SDC = D Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply I Equivalent lateral force procedure To Determine Period C,= Building ht. Hn = Approx Fundamental period, Ta = Calculated T shall not exceed < 0.02 x= 0.75 13 ft 1.4 forSD1of 0.485g C,(hn)x =0.137 TL = Cu.Ta =0.192 UseT = Per Section 11.6 T < O.STs = 0.8 SD1/SDS Is Structure Regular & < 5 stories ? Yes Response Spectral Acc.( 0.2 sec) Ss - 1.50g *• @ 5% Damped Design SDS = %(Fa.S5) = 0.01 Og Response Modification Coef. R = Over Strength Factor n0 = Importance factor I = Seismic Base Shear V = 6.5 3 1.00 CSW SDS R/l or need not to exceed, Cs = orCs = - T2(R/I) Cs shall not be less than = rj.01 MinCs= 0.58,1/R UseC5= 0.130 =0.130 = 0.545 N/A N/A Section 12.8 Tablel 2.8-2 Tablel 2.8-1 8 Sec Figure 22-15 0.137 sec. =0.460 sec. OK! Section 12.8.1.3 Fa= 1.00 (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) ForT<TL (12.8-3) ForT>TL (12.8-4) Design Base Shear V = 0.130W For S., > 0.6g x 0.7 (ASD) x 1.3 (r) = 0.118 W (12.8-5) (12.8-6) Dunn Savole Inc. Structural Engineers 908 S. Cleveland St.Oceanslde, CA 92054Tel: (760) 966-6355Fax: (760)966-6360 LegoLand Waterwroks - Ticketbooth CALCULATED BY SRG ASCE 7-05 Wind Lateral Design Analysis For Rigid Structures With Gable/Hip Roofs WIND 1 '' " II ** ^* \ , ,.!' , ,1 i i 'i ' L - PLAN »*< ^ *"* P 1hGC P »*«* z — ** \— ^ '. *sfc h — * * * fc ELEVATION GABLE, HIP ROOF DirectionaHv Independent: Design Parameters: Building Category = Importance Factor, 1 = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, Kj = (0 = Velocity Pressure Exposure a = 29 = Structure Height (ft) Kz = 2.01*(z/zgfa = Toooaraohic Factor: 2-D Ridge Elevation Change, H = Crest to Mid-Height, Lh = Dist from Crest, x = H/U = K, = II Max Roof Height 22 ft Mean Roof Height, h= 1.00 Roof Slope 12/12 Top of Wall Height 85 Max Horizontal Dimension 1 1 ft Roof Slope, 0= C Min Horizontal Dimension 1 1 ft 0.85 Gable Spans Min Horiz Dimension yes (Yes or No) 1 Coefficient: 9.5 900 ft 15.0 19.3 19.3 19.3 19.3 19.3 19.3 0.85 0.89 0.89 0.89 0.89 0.89 0.89 X |2-DEscarp| | 3-D Hill | | ("X" One Box) 10 ft < 15ft Topographic Factor NOT Required 1 ft 0 ft Downwind of Crest? | No | (Yes or No) 0.50 MAX 0.73 T= 3.0 1.00 u = 1.5 Structure Height (ft)15.0 19.3 19.3 19.3 19.3 19.3 19.3 K3 = e(-YZ/u" =0.11 1.00 0.06 1.00 0.06 1.00 0.06 1.00 0.06 1.00 0.06 1.00 0.06 1.00 ^ ^^ f^F Structural Engineers II I 908 S. Cleveland St. 1 ^^ I Oceanside, CA 92054 1 | 1 Tel: (760)966-6355 III Fax: (760)966-6360 JmJ ^ SHEET NO. CALCULATED BY CHECKED BY SCALE LegoLand Waterwroks -Z0 SRG - Ticketbooth OF DATE DATE Velocity Pressure: Structure Height (ft) qz = 0.00256 KzK^KdV2! en = )irectionallv Dependent: Gust Effect Factor: External Pressure Coefficients: Short Direction: Roof, Cp = Walls, Cp = Design Wind Pressures: Short Direction: Pwalls = Ph Gs Cp = Structure Height (ft) Pwalls = Pz GS Cp = Ptoiai = Pz GS CP -qh Gs Cp= V Sloped Roof Loads Long Direction: Pwaiis = Ph GL Cp = Structure Height (ft) Pwalls = Pz GL Cp = Pioiai = Pz GS Cp -qh GSCP= 15.0 19.3 13.35 14.07 Gs = 0.850 Windward Windward n/a n/a 0.8 Windward Leeward See Below -5.98 15.0 19.3 9.08 9.56 15.05 15.54 Vindward(-t-)] Leeward qhGsCP psf n/a n/a Windward Leeward See Below -5.98 15.0 19.3 9.08 9.56 15.05 15.54 19.3 14.07 Leeward n/a -0.50 psf 19.3 9.56 15.54 Max Horiz psf n/a psf 19.3 9.56 15.54 19.3 19.3 14.07 14.07 Long Direction: Roof, Cp = Walls, Cp = 19.3 19.3 9.56 9.56 15.54 15.54 Vert Loads min psf | max psf n/a n/a 19.3 19.3 9.56 9.56 15.54 15.54 19.3 19.3 14.07 14.07 psf GL = 0.850 Windward Windward Leeward 0.000 0.450 -0.600 0.8 -0.50 19.3 19.3 9.56 9.56 psf 15.54 15.54 psf 19.3 19.3 9.56 9.56 psf 15.54 15.54 psf Sloped Roof Loads | Windward(+)| Leeward qhGsCP psf | 5.38 -7.17 Max Horiz psf 12.55 Vert Loads min psf max psf -7.17 5.38 Building Elements: Walls Main-(4): Walls Corners-(S): Main Roof Uplift-(1): Roof uplift at Ends and Peaks-(2): Roof Uplift at Corners-(3): P= QhKGCpMGCpi)] P= qhKGCpHGCp,)] p= qh[(GCp)-(Gcpl)] EQ 6-22 EQ 6-22 EQ 6-22 EQ 6-22 P= qh[(GCp)-(Gcp,)] EQ 6-22 (+) GCP 0.93 0.93 0.93 0.93 0.93 (-) GCP -1.1 -1.3 -0.8 -1.0 -1.0 (+/-)GCp, 0.18 0.18 0.18 0.18 0.18 Force at Highest Elev 18.00 psf 20.82 psf 15.61 psf 16.60 psf 16.60 psf ^^ f "" B Structural Engineers 1 I 908 S. Cleveland St. 1 V^ Oceanslde, CA 92054 • if Tel: (760)966-6355 I 1 1 Fax: (760) 966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO. 1^1 OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE ASCE 7-05 Wind Lateral Desian Analysis For Riaid Structures With Flat Roofs Jirectionallv Independent: Desian Parameters: Building Category = Importance Factor, 1 = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, Kj = <0 = Velocity Pressure Exposure <x = 's Structure Height (ft) Kz = 2.0r(ztza)"a = Topographic Factor: 2-D Ridge Elevation Change, H = Crest to Mid-Height, Lh = Dist from Crest, x = H/Lh = K,= K2 = 1 - (|x|/nLh) = Structure Height (ft) K3 = e1-1*"-"1 = K2t = (1+K1K2K3)2 = Velocity Pressure: Structure Height (ft) qz = 0.00256 K^K^ I <o = Jirectionallv Dependent: Gust Effect Factor: External Pressure Coefficients: Short Direction: Walls, CP = Desian Wind Pressures: Short Direction: Pwalls = O,h Gs Cp = Structure Height (ft) Pwalls = Pz GS Cp = Ptotai = Pz Gs Cp -qh Gs Cp= Long Direction: Pwalls = Ph GL Cp = Structure Height (ft) Pwaiis = Pz GL Cp = Ptotai = Pz GS Cp -qh Gs Cp= 3uilding Elements: Walls Main-(4): Walls Corners-(S): Parapets: Main Roof Uplift-(1): Roof uplift at Ends and Peaks-(2): II Top of Roof Elevation 11 ft -; 1.00 Top of Parapet Elevation 13ft - j 85 Max Horizontal Dimension 42 ft i H C Min Horizontal Dimension 30 ft ! 1 0.85 Parapet Factor Windward 1.5 I "1 1 Parapet Factor Leeward -1.0 | 1 Coefficient: 1 -I 9.5 1 -| 900 ft : - 11 11 11 11 11 11 0.80 0.80 0.80 0.80 0.80 0.80 I "'; i | - J U 1 1 Parapet 0.80 0.82 X 1 2-D Escarp | | 3-D Hill | | ("X" One Box) 10 ft < 1 5ft Topographic Factor NOT Required 1 ft 0 ft Downwind of Crest? | No | (Yes or No) 0.50 MAX 0.73 ?= 3.0 1.00 H= 1.5 11 11 11 11 11 11 1 1 Parapet 0.19 0.19 0.19 0.19 019 0.19 0.19 0.14 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 11 11 11 11 11 11 11 Parapet 12.50 12.50 12.50 12.50 12.50 12.50 Gs = 0.850 GL = Windward Leeward Long Direction: 0.8 -0.50 Walls, CP = Windward Leeward Leeward Parapet See Below -5.31 psf -12.95 psf 11 11 11 11 11 11 8.50 8.50 8.50 8.50 8.50 8.50 13.81 13.81 13.81 13.81 13.81 13.81 Windward Leeward Leeward Parapet See Below -4.46 psf -12.95 psf 11 11 11 11 11 11 8.50 8.50 8.50 8.50 8.50 8.50 12.96 12.96 12.96 12.96 12.96 12.96 (+) GCP (-) GCP GCpi p= qh[(GCpMGCpi)] EQ6-22 0.93 -1.1 -0.18 p= qh[(GCp)-(Gcpi)] EQ6-22 1 -1.2 -0.18 p= qp(GCp-Gcpi) EQ6-24 2.2 - 0 p= qh[(GCp)-(GCp,)] EQ6-22 1 -0.8 0.18 p= qh[(GCp)-(Gcpi)] EQ6-22 1.1 -1.0 0.18 12.50 12.95 psf 0.850 Windward Leeward 0.8 -0.42 1 1 Parapet 8.50 19.42 psf 13.81 32.37 psf 1 1 Parapet 8.50 19.42 psf 12.96 32.37 psf Force at Highest Elev 16.00 psf 17.25 psf 28.49 psf 14.75 psf 16.00 psf \111/ r \ •• • •I • • Dunn Savoie Inc. structural Engineers JOB LegoLand Waterworks - Ticketbooth 908 S. Cleveland St. SHEET NO ^ OF Oceanside, CA 92054 oor> -in/noTol- (760) 966 6355 CALCULATED BY SRG DATE 10/09 Fax: (760)966-6360 CHECKED BY DATE SCALE [LATERAL ANALYSIS Upper Roof: Area of Roof = Total Weight of Roof = ' Interior Wall Weight = Exterior Wall Weight =' Lower Roof: Area of Floor = Total Weight of Floor = Interior Wall Weight = Exterior Wall Weight = ' Seismic Design: Load Distribution: Level Upper Roof Lower Roof Total: Total Roof Diaphragm Weight = Ibs "ibs Jbs Ibs Total Floor Diaphragm Weight = Total Roof + Total Floor Diaphragm Weight = W = .ft2 "ibs jbs Ibs Ibs Design Base Shear: (Taken from previous page) V , \\& W Therefore V = f\\<$> W =Ibs w ft _k (all directions) _k (all directions) k Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE [WIND ANALYSIS | Exposure: l= Basic Wind Speed =.mph PI= IP7= (I p.= P4 =p,= ??.g?\ DSfatO'-15' ^j^xf psf at 15'-20' psf at 20'-25' osf at 25'-30' psf at 30'-40' ~? ~7 ^ \l i A t (^ ^-H^ * (jCf^l ll' '//////• ' Governing Lateral Forces <S Wind Upper Roof Level: (N-S) direction: ^ (E-W) direction: € Lower Roof Level: (N-S) direction: A (E-W) direction: ^ Total Base Shear: (N-S) direction: ^ (E-W) direction: 1A Design ^4 Ibs v%*4- Ibs \(^r1 Ibs TZ&P*) Ibs £?\ > IbS -^-55. ^ Ibs Seismic Design \fT^ Ibs l^-^^ Ibs ^-^^' Ibs '2S)'2tf Ibs •2x53*::* Ibs .'. WIM) ^#£>^ Ibs .'. uMh- ^ governs ^ qoverns Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceartside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Shear Wall Design | Shear Wall Designs based on: fj 3/8" Struct. 1 P.V Wind Governed Design gf 1/2" Struct. I P.V Level: f^4^2- Direction: \\fa>- Lateral Force / Overall Floor Length = v = = fe^,^ plf <.6-.14SDS)=^ Line %?4 Projection Length = }\/'2- = ^"^ ft Lateral Load = = ^rt Ibs Other Loads = = — Ibs Total Load, T.L. = = ^\/ri Ibs Shear Wall Length, L = ft T.L/L= = (j2, plf Use: #H^ per Shear Wall Schedule Overturning: Shear Panel Length = ^^^- -M^^T -^HT. = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use: X/per Holdown Anchor Schedule D Holdowns Not Required Line Projection Length = = ft Lateral Load = = Ibs Other Loads = = Ibs Total Load, T.L = = Ibs Shear Wall Length, L = ft T.L./L = = plf Use:<^ y per Shear Wall Schedule Overturning: Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use: \/per Holdown Anchor Schedule D Holdowns Not Required V. V. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO. .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE_ v fc V ' 1 •;•:*•:'- . . ^ ., A •:;--:;:k. •.:••••; f*. i .':... ||' << ' /•• v D PRODUCT 207 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Wind Governed Design Level: -^[^-1^2. Direction: &*/\A Lateral Force / Overall Floor Length = v = = £24, ^ plf Line ^.A- Projection Length = \\fz~ ~ 1^2* ft Lateral Load = = A^sl Ibs Other Loads = = — Ibs Total Load, T.L. = = >V(>-f Ibs Shear Wall Length, L = = ft T.L./L= = £,2- plf I Use: <£^ per Shear Wall Schedule I Overturning: Shear Panel Length = 4J&^ ^s^s^f\^^' ^-H^T. = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use: \/per Holdown Anchor Schedule D Holdowns Not Required Line Projection Length = = ft Lateral Load = = Ibs Other Loads = = Ibs Total Load, T.L = = Ibs Shear Wall Length, L = ft T.L./L = = plf Use.Y ^per Shear Wall Schedule Overturning: Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use: \/ Per Holdown Anchor Schedule D Holdowns Not Required • • • • nunn <?^/r,io inn J°B LsgoLand Waterworks - Ticketbooth Structural Engineers SHEET NO 5*^ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 10/09 Oceanslde, CA 92U54 Tol- (760) 066 6355 CHECKED BY DATE Fax: (760)966-6360 SCALE Wind Governed Design Level: Direction: \\fe~ Lateral Force / Overall Floor Lenqth = v = = \^?,~1 plf (fe*^^' &- -I5=!l*-y^^ Line %? Projection Length = 1-^2, = "T^ ft Lateral Load = "Zt^-fl^^:^') = \/7\<t\ 'DS Other Loads = •^\^\Jc ^"^""7M-/\^^ - ^<^2_ Ibs Total Load, T.L. = = |L/j| Ibs Shear Wall Length, L = H.^--4- = "7,^- ft T.L/L= = -ZL0\ Plf Use: 4pJ>per Shear Wall Schedule Overturning: Shear Panel Length = = | !,•%?• ft OT Moment = \(^\\ (\h = ]-7'T2^ ft-lb. Resisting Moment = .•*^Q\s(\\fy\\.'%>&)(\0.'&3r/7') - '^c<2>^ ft-lb Net Moment = = |^^^^ ft-lb Uplift = = h't^" Ibs Use: ^Tper Holdown Anchor Schedule D Holdowns Not Required Line ^ Projection Length = '2^/7^ - \^^- ft Lateral Load = ^t^(|2'^,^?)-t- nM-*^"7) = Z47'2&=, Ibs Other Loads = ^H^Y||/|^) = &*4f2- Ibs Total Load, T.L. = = ^&?c? Ibs Shear Wall Length, L = = ^ ft T.L./L= = 5^=t- plf Use: ^^ per Shear Wall Schedule Overturning: Shear Panel Length = = ^> ft OT Moment = '2%y(jc^(\ |N = "2^f\ /^^^ ft""3 Resisting Moment = .•^\&V\(s(\^^\^i\'cZ'/'25}(Lff)(t5'J:^'/'2) - •%fy''2?€? ft-lb Net Moment = = ^5» Xr-f-f ft-lb Uplift = = ^2^.7') Ibs Use: vxper Holdown Anchor Schedule D Holdowns Not Required Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LegoLand Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE Oct-09 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening PER SEAOC SEISMIC DESIGN MANUAL Vol. II Grid Line : D INPUT DATA LATERAL SHEAR STRESS AT SHORT PIERS, v = 220 plf PANEL GRADE (0 or 1) = 1 <= Sheathing and Single-Floor NOMINAL PANEL THICKNESS = 1/2 in TOTAL LATERAL SHEAR FORCE, V= 1.615 K STRAP Li L2 L3 DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H/L = 1.4 < 2 OK! USE@> SHEAR WALL OF 1/2 in. THICK THE HOLD-DOWN FORCES: TL= 1.57 k, TR= 1.57 k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F= 0.52 k USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: A = 0.66 in = H / 201 L= 11.34 ft, H = 11 ft EQ. SHEAR STRESS at DIAPHRAGM: vdia = 142 plf, OVERTURNING MOMENT MoT= 17763 ft-lbs LEFT UPLIFT: RIGHT UPLIFT: TL= 1566 Ibs TR= 1566 Ibs PHD2 3.67 3.67 WORST CASE SHEAR FORCE vmax = 261 plf, \NALYSIS .HE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS L1 L2/2 L2/2 F15 F16 F17 F1S 9 T ^ F19 - -5Q 10 0-» 11 F20 12 F22 F23 F23 FREE -BODY INDIVIDUAL PANELS OF WALL TTo' PANEL 1 2 3 4 5 6 7 8 9 10 11 12 NO. F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12 W(ft) 3.67 2.00 2.00 3.67 3.67 3.67 3.67 3.67 3.67 2.00 2.00 3.67 Ibs 285 522 285 783 807 522 522 807 233 550 550 233 H(ft) Umax (plf) 3.00 3.00 3.00 3.00 2.50 2.50 2.50 2.50 3.00 3.00 3.00 3.00 NO. F13 F14 F15 F16 F17 F18 F19 F20 F21 F22 F23 F24 78 261 261 78 220 220 220 220 78 261 261 78 Ibs 783 783 1333 550 550 1333 522 522 783 285 522 285 r\111J f1\ •i • • • • nnnn Ravnic, im~ JOB LegoLand waterworks - Ticketbooth Structural Engineers SHEET NO ^"7 OF 908 S. Cleveland St. CALCULATED BY SRG DATE 10/09 Tol- (760) 066 6355 CHECKED BY DATE Fax: (760)966-6360 SCALE Wind Governed Design Level: U^LJ^fe Direction: te/j^ Lateral Force / Overall Floor Length = v = = l4^"7 plf (l^f^^m Line ^- Projection Length = ^T^^-r 15* = ^-<> ft Lateral Load = = ^^^f& Ibs Other Loads = xfto'/Al/^-^ = 1^2- Ibs Total Load, T.L = = ^^^ Ibs Shear Wall Length, L= = -f ft T.L./L= = 1^4^ plf I Use: <^^ per Shear Wall Schedule I Overturning: Shear Panel Length = = -/ ft OT Moment = ^-/^^('il') = ^tl.^^t57 ft-lb Resisting Moment = ,x^T|LXl^'l('-7Vt;2.W^ = -^2^ ft-'b Net Moment = = •%>&). -zrifft ft-lb Uplift = = (JP04& Ibs Use: X'xper Holdown Anchor Schedule D Holdowns Not Required Line -+ Projection Length = ^fe/^- = ^-j ft Lateral Load = H(l5*5',^-t-- ^kA^.^h ~ "2£*>#\ Ibs Other Loads = >iH^7-^-xfT^rt^l/^l-^ = f£>|-7 Ibs Total Load, T.L = -2*5s\{\\/2?4?) ^^\^-^^ril^\l^>i\\l^) = j(^^-T Ibs Shear Wall Length, L= (\^-|^\ ' = || ft T.L/L= = |t^) plf 1 Use: £^per Shear Wall Schedule 1 Overturning: Shear Panel Length = = ft OT Moment = }(st^~7{\\\ = \ft>. -^2^ ft-lb Resisting Moment = ,^S^\(^(\^+\^\\/'2^\(\\^(\t^.J^/'^i = "7'^!&p ft-'b Net Moment = ' = \tf ^?^2- ft-lb Uplift = = \j?\Zr Ibs Use: ^xper Holdown Anchor Schedule D Holdowns Not Required Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland Waterworks - Ticketbooth SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Wind Governed Design Level: \sfoS0e. jC^r* Direction: te=4-4 Lateral Force / Overall Floor Lenath = v = = 14^/T plf ^-^^•Hf o 1^>-^^- Line ^ Projection Length = = £\ ft Lateral Load = = /2^^\ Ibs Other Loads = = g?\~1[ Ibs Total Load, T.L. = /Z^^\\\^/'^^^-^{^t('^\/Ae^iy')/'?^) ~ faTtSt^ Ibs Shear Wall Length, L= ' ' \s> ft T.L/L= = \00y plf Use:^(^>per Shear Wall Schedule Overturning: Shear Panel Length = = 1/0 ft OT Moment = ;^^>^//||\ = ^^6^1 L^ ft-lb Resisting Moment = ,-*^fjtXl;S^yi'3)(|^.^/:2^ = r/.i5*4*t ft-lb Net Moment = = 55^7^ ^ ft-lb Uplift = = -2^4- Ibs Use: \/per Holdown Anchor Schedule E2 Holdowns Not Required , XK- ^X IM^H5^ Line Projection Length = = ft Lateral Load = = Ibs Other Loads = = Ibs Total Load, T.L. = = Ibs Shear Wall Length, L= = ft T.L./L = = plf Use: ( ^per Shear Wall Schedule Overturning: Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use: \/per Holdown Anchor Schedule D Holdowns Not Required Dunn Savoie Inc. Structural Engineers 908 8. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO. CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE DESIGN LOADS ROOF DEAD LOADS Built-Up w/ Re-Roof 5/8" Plywd. Sheathing 2x8 Roof Joists @ 24" o.c. 5/8" Gyp. Ceiling Batt lnsul.(0.2xThick.) ME&P Miscellaneous £ Dead Load Live Load (PSf) 5.0 2.0 1.5 2.8 0.8 0.9 1.0 14.0 20.0 reducible Restroom to have an additional weight of 3000# for mechanical equipment WALLS DEAD LOADS Stucco Stone Veneer 5/8" Gyp 1/2" Gyp 3/8" Plywood Steel Studs® 16" o.c. 2x6 @ 16"o.c. Batt Insulation (0.2xThickness) Miscellaneous I Dead Loads Interior Partition (PSf) 4.4 1.1 0.5 6.0 Exterior (psf) 10.0 2.2 1.1 1.1 0.8 0.8 Parapet (psf) 20.0 1.1 1.1 0.8 1.0 16.0 | 24.0 Design Loads (SB) TYPICAL ROOF DIAPHRAGM TO BE 15/32 • r32/lfc; APA RATED SHEATHING CDX H/ 8d B.N. • fc- O.C., E.N. • fe1 O.C. « F.N. RUN LONG DIMENSION ACROSS RAFTERS I STGR. JOINTS. 4xfe POST H/ 'ECCO44' LAP METAL STUD H/ '"Jd F.N. « 8" O.C. -PASTING BUILDING 0 REMAIN Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE | VERTICAL ANALYSIS | Level: Members: Roof Mark: ¥£"'2- Span = 12- ft wi~ (VrH-^Jf24/|:2) = /^ W2= PI= P2= R Left= = >^aj RRight= = x*2 A a|low= \[^^^, 'bs ^ » max = jd^^ allow= \^TU^ Ibft > M max = |-^2 allow" , ^»^ m / /Y TL = x-^H" Cp= | ^^ 0 Uniform Load T.A.= - ft2 ^ LL plf plf lbs lbs 2? lbs 0 lbs ^ lbs '^r Ibft -^ in Use: ^/^ @ Grade: i^t*^ = 2# psf vetj>. -*i Mark: w,= W2= Pi= P2= RLeft= R Right= V M A allow" allow" allow= CD= Span= ft [] Uniform Load T.A.= ft2 LL plf plf lbs lbs lbs lbs lbs > Vmax= lbs Ibft > Mmax= lb*ft in > A TI = in Use: Grade: = DSf Mark:Soan= ft PI Uniform Load T.A.= ft2 LL= DSf w,= W2= Pi= P2= RLeft= R Right= V M A allow allow" allow" CD= plf plf lbs lbs lbs lbs lbs > Vmax= lbs lb*ft > Mmax= ib*ft in > A T| = in Use: Grade: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY SCALE Level: Roof Members: Mark: H-l^ Span = (s ft R wi= /U+*#i*^.H(>rt = *»( W2= PI= P2= Left= = ^54 RRight= = ^4 V M A allow" \\\^) -^ ''max = <^L4 allow= | U?*T<^ lb*ft > M max = |^ allow= ,35^ in > A TL = , \^ CD= | , # 0 Uniform Load T.A LL ^ Plf plf Ibs Ibs £? Ibs g? Ibs ^? Ibs '.'Z, lb*ft J^H- in Use: \t00&»& Grade: ^ _ i/i = "2# psf f~1"&&y *&#??£. •? |^fe*- Mark:Span= n I~I Uniform Load T.A.= ft2 L.L= osf w,= W2= PI= P2= RLeft= R Right= V M A allow allow" allow= CD= plf plf Ibs Ibs Ibs Ibs Ibs > V max = Ibs lb*ft > Mmax= Ib'ft in ~> A TI = in Use: Grade: Mark: w,= W2= P = P2= RLeft= R Right= V M A allow allow~ allow" CD= Span = ft [^Uniform Load T.A L.L. plf plf Ibs Ibs Ibs Ibs Ibs > Vmax= Ibs Ibft > Mmax= lb*ft in > A n = in Use: Grade: ft2 = psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. CALCULATED BY SRG 10/09 LATERAL ANALYSIS This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2006 IBC, for the entire structure, R= 6.5 O0= 3.0 Cd = 4.0 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92008 Response Spectral Ace. (0.2 sec) Ss = 125%g = 1.251 g Response Spectral Acc.( 1.0 sec) S, = 47%g = 0.472 g Site Coefficient Fa = 1.000 Site Coefficient Fv = 1.528 Max Considered Earthquake Ace. SMS = Fa.Ss =1.251 g Max Considered Earthquake Ace. SM1 = FV.S., = 0.721 g @ 5% Damped Design SDS = 2/3(SMS) = 0.834 g SD1 = 2/3(SM1) = 0.481 g Method 2 Input the coordinate of project Latitude 33°07'46.84"N Longitude 117°18'48.59"W From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1.266 g Fa= 1.0 S1 = 0.478 g Fv= 1.522 Table 20-3-1, Default =D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24° to 50°) (-125° to-65°) SMS= SM1= SDS= SD1 = 1.266 0.728 0.844 0.485 Use the seismic parameters from Method 2 to suoercede those from Method 1. Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for LOsec D S1 = 0.478 < 0.75g Therefore, SDC = D Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply ! Equivalent lateral force procedure To Determine Period C, = Building ht. Hn = 0.02 x= 0.75 15 ft 1.4 forSD1of 0.485g C,(hn)* =0.152 TL = Cu.Ta =0.213 UseT = Approx Fundamental period, Ta = Calculated T shall not exceed < Per Section 11.6 T < O.STs = 0.8 SD1/SDS = Is Structure Regular & < 5 stories ? Yes Response Spectral Acc.( 0.2 sec) Ss = 1.50g »• @ 5% Damped Design SDS = %(Fa.Ss) = 0.01 Og Section 12.8 Tablel 2.8-2 Tablel 2.8-1 8 Sec Figure 22-15 0.152 sec. 0.460 sec. OK! Section 12.8.1.3 = 1.00 Response Modification Coef. R = Over Strength Factor fi0 = Importance factor I = Seismic Base Shear V = 6.5 3 1.00 CSW SDS R/l or need not to exceed, Cs = orCs = - T2(R/I) Cs shall not be less than = Q.01 MinCs= 0.58,1/R UseC5= 0.130 =0.130 = 0.489 N/A N/A ForT<TL For T > TL (11.4-3) Table-1 2.2-1 Table 11. 5-1 (12.8-2) (12.8-3) (12.8-4) Design Base Shear V = 0.130W For S, > 0.6g x 0.7 (ASD) x 1.3 (r) = 0.118 W (12.8-5) (12.8-6) 1 \ f m ^f Structural Engineers I 1 1 90S S. Cleveland St. I ^_ I Oceanslde, CA 92054 1 || I Tel: (760) 966-6355 I 1 1 £ Fax: (760) 966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO. *lt OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE ASCE 7-05 Wind Lateral Desian Analysis For Riaid Structures With Flat Roofs Jirectionallv Independent: Desian Parameters: Building Category = Importance Factor, 1 = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, Kj = to = Velocity Pressure Exposure <x = Zg Structure Height (ft) Kz = 2.01*(z/zg)2"* = Topographic Factor: 2-D Ridge Elevation Change, H = Crest to Mid-Height, Lh = Dist from Crest, x = H/Lh = K,= K2 = 1 - (|x|/nLh) = Structure Height (ft) K3 = eHZ"-h) = Kzt=(H-K,K2K3)2 = Velocity Pressure: Structure Height (ft) qz = 0.00256 K^rCX I <o = Jirectionallv Dependent: Gust Effect Factor: External Pressure Coefficients: Short Direction: Walls, CP = Desian Wind Pressures: Short Direction: PWalfe = 9h Gs Cp = Structure Height (ft) Pwalls = Qz Gs Cp = Ptotal = °,Z Gs Cp -qh Gs Cp= Long Direction: Pwaiis = Qh GL Cp = Structure Height (ft) Pwaiis = Qz GL CP = Ptotal = °,Z Gs Cp -qh Gs Cp= Building Elements: Walls Main-(4): Walls Corners-(S): Parapets: Main Roof Uplift-(1): Roof uplift at Ends and Peaks-(2): - II Top of Roof Elevation 14ft ~ 1.00 Top of Parapet Elevation 15ft 7 H 85 Max Horizontal Dimension 30 ft ! -' C Min Horizontal Dimension 12ft I 1 0.85 Parapet Factor Windward 1.5 | 1 1 Parapet Factor Leeward -1.0 j" 1 Coefficient: 1 4 9.5 | ~| 900 ft ' J 14 14 14 14 14 14 0.84 0.84 0.84 0.84 0.84 0.84 ( ,.: - -j J I : "1 J vJ 14 Parapet 0.84 0.85 X 1 2-D Escarp] I 3-D Hill | | ("X" One Box) 10 ft < 15ft Topographic Factor NOT Required 1 ft 0 ft Downwind of Crest? | No | (Yes or No) 0.50 MAX 0.73 Y= 3.0 1.00 H = 1.5 14 14 14 14 14 14 14 Parapet 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.11 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 14 14 14 14 14 14 14 Parapet 13.15 13.15 13.15 13.15 13.15 13.15 Gs = 0.850 GL = Windward Leeward Long Direction: 0.8 -0.50 Walls, CP = Windward Leeward Leeward Parapet See Below -5.59 psf -13.35 psf 14 14 14 14 14 14 8.94 8.94 8.94 8.94 8.94 8.94 14.53 14.53 14.53 14.53 14.53 14.53 Windward Leeward Leeward Parapet See Below -3.07 psf -13.35 psf 14 14 14 14 14 14 8.94 8.94 8.94 8.94 8.94 8.94 12.02 12.02 12.02 12.02 12.02 12.02 (+) GCP (-) GCP GCpi p= qh[(GCp)-(Gcpi)] EQ6-22 0.93 -1.1 -0.18 P= qh[(GCp)-(Gcp|)] EQ6-22 1 -1.2 -0.18 p= q^GCp-GCp,) EQ6-24 2.2 - 0 p= qht(GCp)-(Gcpi)] EQ6-22 1 -0.8 0.18 P= PhKGCpHGCpi)] EQ6-22 1.1 -1.0 0.18 13.15 13.35 psf 0.850 Windward Leeward 0.8 -0.28 14 Parapet 8.94 20.02 psf 14.53 33.36 psf 14 Parapet 8.94 20.02 psf 12.02 33.36 psf Force at Highest Elev 16.84 psf 18.15 psf 29.36 psf 15.52 psf 16.84 psf Ounn Savole Inc. Structural Engineers 908 S. Cleveland St. Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO SRG CHECKED BY SCALE OF 10/09 DATE | LATERAL ANALYSIS Roof: Area of Roof = Total Weight of Roof = Interior Wall Weight =^ Exterior Wall Weight = Total Roof Diaphragm Weight = ft2 "Ibs "Ibs "ibs Total Diaphragm Weight = W =lbs Design Base Shear: (Taken from previous page) V = .\\& W Therefore V =W =Ibs \111Jm f \ IB • •J • •1 Dunn Savoie Inc. structural Engineers JOB LegoLand Waterworks - Storage Bldg. 908 S. Cleveland St. SHEET NO. ^/> OF ^r^bm^T CA™BY SRG DATE 10/9 Fax: (760)966-6360 CHECKED BY DATE SCALE [WIND ANALYSIS Exposure: _£_ l= \<S Basic Wind Speed =mph PI = P2 = P3 = P4 = P5 = .psf at 0'-1 5' psf at 15'-20' psf at 20'-25' psf at 25'-30' psf at 30'-40' t JO 4Vs\ -.irvf K1 [Governing Lateral Forces Wind Design Roof Level: (N-S) direction: (E-W) direction: Seismic Design . lbs> HV Ibs lbs> \4-\i? Ibs . governs governs Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO.OF CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE Shear Wall DesignT] Shear Wall Designs based on: fj 3/8" Struct. 1 P.V Wind Governed Design ^ 1/2" Struct. I P.V Level: ^&f' Direction: \Jr/-£r Lateral Force / Overall Floor Length = v = = \^^, \ plf (.6 - .14SDS) = ,4@> Line I Projection Length = ?&?/£~ = \Z? ft Lateral Load = = 'ZS'Zr-t' Ibs Other Loads = = -- Ibs Total Load, T.L. = = -z^Tgsl Ibs Shear Wall Length, L = & ft T.L./L = = '2*Z&z? plf 1 Use: 4^ per Shear Wall Schedule 1 Overturning: Shear Panel Length = = ^ ft OT Moment = %#&fl\& = "T&Zrfg? ft-lb Resisting Moment = ,-4^r|tW|^^(^Y--fr?',/^ = ^^5^^s ft-lb Net Moment = = ^M^- ft-lb Uplift = = ztbr'ZZy Ibs Use: X^Xper Holdown Anchor Schedule D Holdowns Not Required Line ^ Projection Length = -^^/^, = \V5? ft Lateral Load = = -Zif-Z^T Ibs Other Loads = = — Ibs Total Load, T.L. = = •2t?'2*1" Ibs Shear Wall Length, L = = 12. ft T.L./L = = \i& plf O. per Shear Wall Schedule Overturning: Shear Panel Length = = |^ ft OT Moment = •fy?2f~f{\J$ = '2@?.'?7^P? ft-lb Resisting Moment = ,->^niW^W|^f||;t5y;2} = ^^A^\ ft-lb Net Moment = "*" = -Z^.A^^ ft-lb Uplift = = |-Tf/x Ibs Use: <^'>per Holdown Anchor Schedule D Holdowns Not Required V. V. ]( m m • • • nimn Qounio inr- J°B LegoLand Waterworks - Storage Bldq. Structural Engineers SHEET NO "J> xf-ig? OF 908 S. Cleveland St. CALCULATED BY SRG DATE 10/09 Oceanslde, CA 92054Tol- (760)0666355 CHECKED BY DATE Fax: (760)966-6360 SCALE Wind Governed Design Level: fe2^ Direction: ^14 Lateral Force / Overall Floor Lenqth = v = = )<$£5. \ plf Line A- Projection Length = \2J2~ = Ls ft Lateral Load = = 0\\ Ibs Other Loads = = - Ibs Total Load, T.L. = = g?\\ Ibs Shear Wall Length, L= = \),&* ft T.L./L= = -7^ plf 1 Use: ^^>per Shear Wall Schedule 1 Overturning: Shear Panel Length = = \\,\z? ft OT Moment = ^H/VA = II ^^4- ft-'b Resisting Moment = ,4g?'{\(s(\T&\l(\\&i\\/£ = -f-z&te ft-lb Net Moment = ' = <tyls& ft-lb Uplift = = ^V Ibs Use: X^per Holdown Anchor Schedule D Holdowns Not Required Line Projection Length = = ft Lateral Load = = Ibs Other Loads = = Ibs Total Load, T.L = = Ibs Shear Wall Length, L= = ft T.L./L = = plf Use: ( ^per Shear Wall Schedule Overturning: Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = . = ft-lb Uplift = = Ibs Use: \/per Holdown Anchor Schedule D Holdowns Not Required DUNN SAVOIE INC STRUCTURAL ENGINEERS SOS S. CLEVELAND ST. OCEANSIDE, CA S2O54 PH. C76O3 3SS-B355 FX. CVBOD 9BB-S3BD E-mail: dsi@surfdsi.com SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR LEGOLAND-WATERWORKS ONE LEGO DRIVE CARLSBAD, CALIFORNIA 92008 (DSI PROJECT NO. 09152.01) December 21, 2009 ITEM Category A Category C. Category D. Category E. TABLE OF CONTENTS DESIGN CRITERIA FOUNDATION DESIGN FOR RIDE STRUCTURES NEW RESTROOM, FACTORY TICKETBOOTH, AND STORAGE BUILDING PREFAB MECHANICAL BUILDING DESIGN PAGE A1-A6 C1-C35 D1-D7 E1-E82 NOTES TO PLAN CHECKER S306 has been added for the new mechanical building S404 has been added for the details at the mechanical building SI HO mechanical bldg notes and base plate design loads have been added S300 I he door and header btwn gl C & D @ gl 3 has been removed (ticket booth) : 301 (he dble door has been removed from gl B. The single door at gl 1 has been enlarged to a cibl door which required reducing the length of the shear wall (see attached rev calcs) M • ^II •I K • M • Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel* (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE LEGO-WATERWORKS A! Y.S. JOB* OF DATE DATE 0915200 10/09 DESIGN CRITERIA mcp iHin T-)s £ iu S Q. ^ U01 'F -° w{O »^—Lm CU1 Q/} UCOu o0rvi „ G £4^ (T? ^j Ufflu 73(U 'I DescriptionCN eni t vO T— 1 23 H Q VI 0 •T-H CO en en( vo T— 1 I VOvoCN T— 1 00 CO d Spectral Accelerationo•cw PH S43CO ^H^ 4^™\ en fM^ vo i— H 1*fH OO ^^* ^^po »— ^CO Go eriod Spectral AcceleratilPH 1 -Second-en >o en vo T-H 1 p n •- 1 PT d Site Coefficiento Short Peri£T en' «^i en T-H T-H ^0) H (N(Nm ^ PH eriod Site CoefficientPH 1 -Second^en f«4 G,0 crW vo\,f^ ^sl T_^ oo J G po'*-• M 1 CO o • T-H r£ -d0 CO f 00en T-H G^O crW oo fN) t*^ o iCO §• TH -Second Period Accelerat, 1 ONen T°< G ao I• w ^sf" ^^1oo o 00QCO GO1 >rt Period Spectral AcceleO CO *T"H Q o ^VO G0 1crW moo^f o 5CO §*_T"3 Cy Q^^1o 1 c& T30 "BPH•aoo CO T-H .1Eo Q 960151-031 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. 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 earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A consideration regarding the planned site development is the presence of the existing stockpiles of undocumented fill. It is our understanding that these soil materials are to be completely removed by the planned grading. In their current state they are unsuitable for the support of site structures. If excavations to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparation. In addition, localized areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. 6.2 Foundation Design Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles, and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the structural engineer's -14-4 Leighton 960151-031 requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The 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 H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note-that the soil within the structural setback area posses poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations Drilled piles may be designed for the skin friction capacities shown in Figure 2 plus 7,000 psf for end bearing. The capacity of the pile should be reduced by the capacity within the influence zone of the agricultural debris. Upward capacity equal to one-half the value on Figure 2 may be utilized to resist tensile loads. Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design chart contained in the accompanying Figure 2 is based on center to center pile spacings of at least 3 pile diameters. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 3 diameters. Lateral loads on the face of caissons/piers may be resisted by using a lateral bearing of 300 psf/foot elevation. Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1.5 for resisting lateral loads. Intermediate cases can be evaluated on a case-by-case basis. f Leighton 960151-031 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing the parameters outlined below in Table 3 and an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of construction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). -16- Leighton 960151-031 Table 3 Static Equivalent Fluid Weight (pcf) Conditions Active At-Rest Passive Level 35 55 300 (maximum of 3 ksf) 2:1 Slope 55 85 150 (sloping down) Retaining structures should be provided with a drainage system, as illustrated in Appendix D, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded structures will remain intact with time. Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. To account for potential redistribution of forces during a seismic event, walls that fall within the requirements of ASCE 7-05 Section 15.6.1 should also be checked considering an additional inverted triangular seismic pressure distribution equal to 20 H psf, where H equals the overall retained height in feet. If conditions other than those 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 to be equivalent to a uniform lateral pressure of 75 psf, which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.3 5q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 34 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements of the wall system. 6.5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the near- surface soils and associated improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill -17-4 Leighton I b)11w • J • • Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel1 (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFR WORKS o\ Y.S. JOB* OF DATE DATE 09152 00 10/09 FOUNDATION DESIGN FOR RIDE STRUCTURES rr*^OOT-inTt-2m°55rf*!-r-ir-irv_rnin^'!a<Tqqr-cDin^^^cphi-ajcp^^^oi-;^ OT-CO-^-COlIPii-COiniJOCO S£!co^-CDCJ3CDOCM nn r-it-i°°TT T-qoqoji^qinqqqqqqqqqPPqqqqPP fp.iocMiridiricMcddddddddddSSp.ddddSifiin f- in T- CM 18CM in CO T- CM T-CO CO LU "-*, I 5 rr u> CM r-- -i- ocMCM'«-^-aja3OT-or~~ooo)-<a-!SScococo-^-i-inT-T-inr.,'!f|s.oa3O <j> Q.qcMqcM(jqT-^Tft^qcqo5^oqq^^^PoqqOTCDCMrocolrico-CN;CNjCrjco-csj ^ J>i^^T^CMCMCMCOCO^T-'cMCMdv^T-'^T-'T^^^CMCO^lricMCMT-:CMCMCgCMCMCMT-co CM in a: ! ^wOOOOOOOOOOOOOOOOOOOOOOOOOOOtN^^CDr^-^CMT-cOi.,—9»Q.qqqqqqqqqqqqqqqqqqqqqqqqqq(sjodPcsitd^ai^:cj^^- CM o> a> 0 ^ coKjcM<o^a>^a>_l:rr:oh-oa>.r:_I <Or-N.KtOlOlO<0^CO(NCMCMT-c0^ 5S?oin^p O O OCO CM h-o> T- ^r l . v . . co ^d-ooai22^- ".PooooPPo o o o CD Oco ^r To Q l>2 •(-cococococoT-T-T-T-oQoooo;.: CD co r^ T~' r^ CM co o o v-'T^CMCMdi^dCMT- (3 ui >(/>OOOOOOOOOOOOOOOOOOOOOOOOOOOO.—,OOOOOO(-^r-.OOOO^^g Q.O qqqqqqqqqqqqqqqqqqqqqqqqqooPSSSSod^^-JcsiT^S^ci-N^dddddddddddddddddddddddddd'*'*<0'*-*-«f'*-^'*T"co'^-'<--^-<-T~ e CMdT-cocoirico'£"- CM cor^T^coi^^coirij^fg^^gj^cdP^000000000"1*000003COCM O (or-CMOOOOCOOOOOOOCOOOOOOCMt^-CMCOCOT-TjoO-^CD ooinomooooinocDoooo T- CM C!o LU *Q oinooOr-,oooP^^^^^oVV^omoininqcM ^" ^" CO CO^ CD O 00 „ o:o ddddddddddddddddd22cMcocoddcMdoooooooooincMOOOOCSICN| O < a 2T3g.88SSSSSSSSSSS8S8S?;i$?S^S?S?PPPPPl«Pinppppppppp^ Q^^OOOOOOOOOOOOOOOOO^—T—ooooooo ^ w§ Q LU y ^coOCDT-oooou>cMCMCMT-c»iocDt^co^[^coh-coa>CMcoh-qqqqqqqqqqqOOOOOT_ 5 L^v-'^v^CMCMCNicO^T-'^^d^'^'d^T^^^^CMCO^'^CMv-'cMCMCOCMScMCMCMCM^^ z2 =3 do Q.D.a.D-Q.QAQ-Q-tl.D.DLQ.CLD.D-D.CLD.D.Q.IXQ.Q. Load factors A beam has the following moments. If the nominal capacity is 165 Load D 2.2 L 4 LR 0 What is the needed f or W factors to be safe R 0 s 0 W 40 E 35 LRFD 68.64 ASD 42.2 LRFD Load Combinations yD YL yLR yS yW OLHMM yE Load comb 1 Load comb 2 Load comb 3 Load comb 4 Load comb 5 Load comb 6 Load comb 7 Load comb 8 Load comb 9 Load comb 10 Load comb 1 1 Load comb 12 Load comb 13 Load comb 14 Load comb 15 Load comb 16 Load comb 17 Load comb 18 Load comb 19 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0 1.6 1.6 1.6 0.5 0.5 0.5 0 0 0 0.5 0.5 0.5 0.5 0.5 0 0 0 0 0 0.5 0 0 1.6 0 0 1.6 0 0 0.5 0 0 0.5 0.5 0 0 0 0 0 0 0.5 0 0 1.6 0 0 1.6 0 0 0.5 0 0.5 0.5 0 0 0 0 0 0 0 0.5 0 0 1.6 0 0 1.6 0 0 0.5 0.2 0.2 0 0 0 0 0 0 0 0 0 0 0 0.8 0.8 0.8 1.6 1.6 1.6 0 0 1.6 -1.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 -1 0 0 1 -1 1 Load comb 1 2 Load comb 2 3 Load comb 3 4 Load comb 4 5 Load comb 5 6 Load comb 6 7 Load comb 7 8 Load comb 8 9 Load comb 9 10 Load comb 10 1 1 Load comb 1 1 12 Load comb 12 13 Load comb 13 14 Load comb 14 15 Load comb 15 16 Load comb 16 17 Load comb 17 18 Load comb 18 19 Load comb 19 3.08 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 1.98 1.98 1.98 1.98 0 6.4 6.4 6.4 2 2 2 0 0 0 2 2 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 32 32 64 64 64 0 0 64 -64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 35 -35 0 0 35 -35 Sum 3.08 9.04 9.04 9.04 4.64 4.64 4.64 34.64 34.64 34.64 68.64 68.64 68.64 39.64 -30.36 65.98 -62.02 36.98 -33.02 68.64 ASD Load combinations YD 1 Load comb 1 2 Load comb 2 3 Load comb 3 4 Load comb 4 5 Load comb 5 6 Load comb 6 7 Load comb 7 8 Load comb 8 9 Load comb 9 10 Load comb 10 11 Load comb 11 12 Load comb 12 13 Load comb 13 14 Load comb 14 15 Load comb 15 16 Load comb 16 17 Load comb 17 18 Load comb 18 19 Load comb 19 20 Load comb 20 21 Load comb 21 22 Load comb 22 yL yLR yS yW yE Load comb 1 Load comb 2 Load comb 3 Load comb 4 Load comb 5 Load comb 6 Load comb 7 Load comb 8 Load comb 9 Load comb 10 Load comb 1 1 Load comb 12 Load comb 13 Load comb 14 Load comb 15 Load comb 16 Load comb 17 Load comb 18 Load comb 19 Load comb 20 Load comb 21 Load comb 22 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0 1 0 0 0 0.75 0.75 0.75 0 0 0 0 0.75 0.75 0.75 0.75 0.75 0.75 0 0 0 0 0 0 1 0 0 0.75 0 0 0 0 0 0 0.75 0 0 0.75 0 0 0 0 0 0 0 0 0 1 0 0 0.75 0 0 0 0 0 0 0.75 0 0 0.75 0 0 0 0 0 0 0 0 0 1 0 0 0.75 0 0 0 0 0 0 0.75 0 0 0.75 0 0 0 0 0 0 0 0 0 0 0 0 1 -1 0 0 0.75 0.75 0.75 0 0 0 1 -1 0 0 0 0 0 0 0 0 0 0 0 0 0.7 -0.7 0 0 0 0.525 0.525 0.525 0 0 0.7 -0.7 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 1.32 1.32 1.32 1.32 0 4 0 0 0 3 3 3 0 0 0 0 3 3 3 3 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40 -40 0 0 30 30 30 0 0 0 40 -40 0 0 0 0 0 0 0 0 0 0 0 0 24.5 -24.5 0 0 0 18.375 18.375 18.375 0 0 24.5 -24.5 Sum 2.2 6.2 2.2 2.2 2.2 5.2 5.2 5.2 42.2 -37.8 26.7 -22.3 35.2 35.2 35.2 23.575 23.575 23.575 41.32 -38.68 25.82 -23.18 42.2 ex AtflAL- U?A£> COLUMN LR W LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 1.00 1.16 1.81 2.00 2.60 2.90 3.20 1.05 1.42 1.72 1.92 0.81 1.29 1.75 0.96 1.37 1.33 13.17 12.77 1.83 2.07 3.66 4.39 1.92 2.38 1.57 20.00 27.00 36.00 20.00 25.00 25.00 20.00 20.00 25.00 12.00 10.00 5.00 6.00 5.00 5.00 6.00 5.10 2.12 2.12 3.76 3.76 3.76 3.76 3.76 2.16 2.16 2.16 2.16 1.87 1.87 1.87 2.10 1.98 1.76 12.52 12.10 2.83 2.77 3.11 3.11 1.03 1.17 1.52 8.00 25.00 28.50 18.00 37.00 25.00 7.00 16.00 10.00 18.00 8.00 4.50 7.00 4.50 4.50 8.00 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40.00 40.00 3.00 40.00 40.00 40.00 40.00 40.00 40.00 1.00 3.00 14.00 12.00 11.00 13.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 72.93 68.25 7.00 72.61 76.74 64.66 59.21 54.11 69.26 4.70 3.60 20.06 27.15 20.95 19.85 3.00 1.50 4.59 4.78 8.19 8.42 9.14 9.50 9.86 4.72 5.16 5.52 5.76 3.96 4.54 5.09 4.51 4.81 4.41 35.84 34.68 6.72 6.92 9.37 10.24 3.95 4.73 4.32 100.93 113.15 88.80 105.61 125.24 107.16 91.50 96.00 104.26 43.20 24.80 30.65 37.85 29.20 29.05 20.00 19.24 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 71.05 81.58 64.50 71.62 93.04 77.70 61.45 62.00 73.48 30.00 18.25 19.04 25.51 19.66 18.90 14.00 13.30 COLUMN LR W LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 1.00 1.16 1.81 2.00 2.60 2.90 3.20 1.05 1.42 1.72 1.92 0.81 1.29 1.75 0.96 1.37 1.33 13.17 12.77 1.83 2.07 3.66 4.39 1.92 2.38 1.57 20.00 27.00 36.00 20.00 25.00 25.00 20.00 20.00 25.00 12.00 10.00 5.00 6.00 5.00 5.00 6.00 5.10 2.12 2.12 3.76 3.76 3.76 3.76 3.76 2.16 2.16 2.16 2.16 1.87 1.87 1.87 2.10 1.98 1.76 12.52 12.10 2.83 2.77 3.11 3.11 1.03 1.17 1.52 8.00 25.00 28.50 18.00 37.00 25.00 7.00 16.00 10.00 18.00 8.00 4.50 7.00 4.50 4.50 8.00 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40.00 40.00 3.00 40.00 40.00 40.00 40.00 40.00 40.00 1.00 3.00 14.00 12.00 11.00 13.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 72.93 68.25 7.00 72.61 76.74 64.66 59.21 54.11 69.26 4.70 3.60 20.06 27.15 20.95 19.85 3.00 1.50 0.90 1.04 1.63 1.80 2.34 2.61 2.88 0.95 1.28 1.55 1.73 0.73 1.16 1.58 0.86 1.23 1.20 11.85 11.49 1.65 1.86 3.29 3.95 1.73 2.14 1.41 -54.93 -43.95 25.40 -54.61 -54.24 -42.16 -46.00 -46.00 -46.76 6.10 4.20 -17.90 -21.75 -16.45 -16.30 2.40 3.09 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -39.05 -31.57 16.70 -38.83 -38.71 -30.26 -29.45 -28.00 -33.48 3.91 3.00 -11.04 -15.41 -11.66 -10.90 1.50 2.01 0/7 V COLUMN D LR R W LRFD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.74 1.45 0.40 0.32 0.36 0.26 0.16 0.28 0.10 2.00 3.00 2.00 3.00 2.00 2.50 1.00 2.50 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.92 1.10 1.10 1.10 1.10 1.73 0.68 0.68 0.68 1.13 0.80 0.80 0.80 0.80 0.80 1.02 6.77 4.32 2.28 2.66 1.81 1.64 1.08 1.24 1.06 1.00 2.00 2.00 2.50 3.00 1.50 1.00 2.00 2.00 3.00 2.50 1.00 1.60 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.60 1.67 3.00 3.00 3.00 3.10 3.10 1.09 1.12 1.15 1.16 0.80 0.82 0.86 0.88 0.87 0.79 13.80 10.60 1.66 1.46 2.87 2.91 0.77 1.22 0.63 20.00 18.00 3.00 18.00 18.00 18.00 18.00 18.00 18.00 10.50 3.00 5.00 5.00 5.00 5.00 2.00 5.50 1.02 1.27 2.01 2.20 2.82 3.12 3.41 1.41 1.79 2.09 2.30 0.91 1.40 1.87 1.08 1.49 1.44 22.66 21.05 2.83 3.06 4.93 5.64 2.21 2.95 1.81 25.06 23.52 2.20 22.37 23.72 22.99 12.86 15.86 24.28 7.70 3.60 5.51 6.23 5.16 6.24 1.10 3.80 2.90 3.13 5.35 5.35 5.35 5.51 5.83 2.08 2.13 2.43 2.87 1.68 1.80 2.27 1.81 1.89 1.95 28.13 24.95 4.45 4.77 6.27 6.77 2.94 3.91 2.46 34.90 33.40 8.20 33.65 32.70 32.55 30.50 32.80 32.20 20.70 8.45 9.70 10.00 9.70 9.70 4.90 10.50 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 22.00 21.00 5.75 21.00 20.00 20.50 19.00 20.50 20.00 12.50 6.13 6.00 6.00 6.00 6.00 3.25 6.50 COLUMN D LR W LRFD ASD P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.96 19.43 2.10 3.16 3.92 0.39 0.84 2.02 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.00 24.00 0.00 0.00 0.00 0.00 2.50 2.20 0.00 1.38 3.22 3.73 5.28 6.42 12.60 1.36 2.58 3.54 7.01 1.28 3.12 7.32 1.68 3.36 5.24 77.82 83.82 17.35 26.06 29.92 33.14 8.86 10.91 12.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.50 45.00 0.00 0.00 0.00 0.00 6.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.95 8.11 9.40 13.30 16.20 31.70 1.69 3.22 4.40 8.73 1.21 2.96 6.94 1.78 3.38 4.50 178.22 225.44 14.72 17.46 51.46 62.79 7.17 12.73 8.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 65.50 50.00 0.00 0.00 0.00 0.00 30.00 40.00 0.00 1.00 3.71 4.65 8.54 11.48 24.67 1.49 3.60 5.74 12.54 0.97 3.61 11.30 1.49 4.14 5.98 173.89 253.12 15.18 22.04 55.86 80.99 15.76 22.00 16.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 68.00 0.00 0.00 0.00 0.00 30.00 35.00 0.00 3.81 14.59 16.91 23.92 29.13 57.02 3.38 6.44 8.81 17.47 2.58 6.30 14.96 3.69 7.09 9.82 348.01 425.93 34.75 45.49 102.00 117.50 21.20 29.88 23.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125.05 131.30 0.00 0.00 0.00 0.00 54.00 68.64 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 95.25 0.00 0.00 0.00 0.00 32.50 42.20 LRFD ASD OLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 4.59 4.78 8.19 8.42 9.14 9.50 9.86 4.72 5.16 5.52 5.76 3.96 4.54 5.09 4.51 4.81 4.41 35.84 34.68 6.72 6.92 9.37 10.24 3.95 4.73 4.32 100.93 113.15 88.80 105.61 125.24 107.16 91.50 96.00 104.26 43.20 24.80 30.65 37.85 29.20 29.05 20.00 19.24 Pmin Kips 0.90 1.04 1.63 1.80 2.34 2.61 2.88 0.95 1.28 1.55 1.73 0.73 1.16 1.58 0.86 1.23 1.20 11.85 11.49 1.65 1.86 3.29 3.95 1.73 2.14 1.41 -54.93 -43.95 25.40 -54.61 -54.24 -42.16 -46.00 -46.00 -46.76 6.10 4.20 -17.90 -21.75 -16.45 -16.30 2.40 3.09 V Kips 2.90 3.13 5.35 5.35 5.35 5.51 5.83 2.08 2.13 2.43 2.87 1.68 1.80 2.27 1.81 1.89 1.95 28.13 24.95 4.45 4.77 6.27 6.77 2.94 3.91 2.46 34.90 33.40 8.20 33.65 32.70 32.55 30.50 32.80 32.20 20.70 8.45 9.70 10.00 9.70 9.70 4.90 10.50 M K-ft 0.00 3.81 14.59 16.91 23.92 29.13 57.02 3.38 6.44 8.81 17.47 2.58 6.30 14.96 3.69 7.09 9.82 348.01 425.93 34.75 45.49 102.00 117.50 21.20 29.88 23.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125.05 131.30 0.00 0.00 0.00 0.00 54.00 68.64 Pmax Kips 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 71.05 81.58 64.50 71.62 93.04 77.70 61.45 62.00 73.48 30.00 18.25 19.04 25.51 19.66 18.90 14.00 13.30 Pmin Kips 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -39.05 -31.57 16.70 -38.83 -38.71 -30.26 -29.45 -28.00 -33.48 3.91 3.00 -11.04 -15.41 -11.66 -10.90 1.50 2.01 V Kips 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 22.00 21.00 5.75 21.00 20.00 20.50 19.00 20.50 20.00 12.50 6.13 6.00 6.00 6.00 6.00 3.25 6.50 M K-ft 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 95.25 0.00 0.00 0.00 0.00 32.50 42.20 nj Q JD o •toococooococoioininmioioioioioinc-.oocoronooor-. TOb O m LO LO LT> uo LOLn CM tN |T- CN I CNI CN I ^- ,- ,- CM CM I CN I CNI I CN I C\ [ CNI <N I CXI CM. CD a o o (0 ^s T ro- £ 5 CM •tT-'frCMCMCOCOCMCMCOCOCO COOOOOCOCOCOCO'«rCMCMCVlCMCOC'> oZ 0) S3m<u"8 I^OOPrOCOCMi-OJinT-T-cnpqpqpppqppqppppqpppppqpqpp co •*- •<- •«- •<- T-' T^ T-^ T-' ^ CM' CN CM cvi CNi CM' csi cvi CNJ c\i o>i c\i c\i csi CN cvi CM g "co % , tn<u~o0)0. co >ncq a> co a>a> en ScDh--c»qo>rooocviT-:a>iqi-?o>ppqpppppqppqpqpqpppqqppqpq ooooooooooooooooooooooooooooooooooooooooo oI l^J fs,..p^tt_ r •a (D (O 'c L. oooooooooooooooooooooooooooooooooooooooooooopppppppqpqqqqpqppopoopoopopqpppopoopoopppo r^T^r^^T-'T^^'^^T^T^T^r^T^T^^^T^T^T^T^T^T^T^^^T^T^T^T^^T-'T^^T^^^T^T^T-'T^^ OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO O Cn Round Concrete Section Moment of Inertia of Cracking Concrete Strength, f c = Concrete Section Diameter, D = Clear Cover, C = Vertical Steel Reinforcement Steel Modulus of Elasticity, Es = Concrete Modulus of Elasticity, EC Vertical Rebar Diameter Vertical Rebar Area Steel Reinforcement Ratio, p = Concrete Gross Area, AC n=Es/Ec = Modulus of Rupture, fr = 7.5Vfc = Concrete Modulus of Inertia, Ig = Ultimate Fiber Location, yt = Cracking Moment of Section, Mcr Steel Ring Perimeter, Pr = Steel Ring Diameter, Dr = Steel Ring Width, tr = N.A. Location From Center Above N.A. Location From Top Top Concrete Top Steel Eq. Concrete Btm Steel Eq. Concrete 3000 24 3 8 29000 3122 0.88 4.81 1.06 452.4 9.289 411 16286 12 557514 56.55 18.00 0.09 4.68 7.32 SNA 22.50 2.78 23.62 psi in in #7 ksi ksi in in2 % in2 psi in4 in #-in in in in in in in3 in3 in3 46.5 ) k-ft INA 1501 137 2621 in' in* in -Q-O- A 117.7 17.6 26.9 in' in' in Moment of inertia of cracking, Icr =4259 in4 CfT, mmPu.MuEq 9-2 :1.4k, 0.2k-nSPu.Mu Eq p-3): 0.9k, 0.1k-ft 2740.384 2435.897 2131.410 1826.923 1522.435 1217.948 913.461 608.974 304.487 00 Axial: Pn*phi (k) [5 1124.0 1264.5 1405.0 Cracking Moment, Mcr, For Circular RC Columns Diameter of Columns (in) fc 2500 "^ 3000 3500 4000 4500 5000 fc 2500 -> 3000 3500 4000 4500 5000 fc 2500 — ^ 3000 3500 4000 4500 5000 18 17.9 19.6 21.2 22.6 24.0 25.3 24 (46£- 50.2 53.6 56.9 60.0 30 36 N 82.8 143.1 ^ 90.7 156.8 98.0 169.4 104.8 181.1 111.1 192.0 117.0 202.0 Design Moment, 4>Mn, For Circular RC Diameter of Columns (in) 18 24 30 36 64.7 70.8 74.7 68.3 76.9 79.7 Design 18 19.2 21.0 22.7 24.3 25.7 27.1 168.6 169.7 177.5 176.3 188.6 185.5 325.9 557.3 317.0 585.4 340.3 598.9 339.0 615.8 346.9 618.0 350.9 617.2 42 227.3 249.0 268.9 287.5 305.0 321.0 Columns 42 & 38£A ( 930.7 ) ^9tt& 948.0 964.8 999.3 Shear, <j>Vc, For Circular RC Columns Diameter of Columns (in) ^^ tfcE-fe. ^ T 24 30 36 42 36.5 40.0 43.2 46.2 49.0 51.6 59.7 86.1 65.4 96.6 70.6 104.3 75.5 111.5 80.1 118.3 84.4 124.7 122.5 134.5 145.0 155.0 164.4 181.8 -A OUf Pedestal Section Strength Design LRFD COLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 4.59 4.78 8.19 8.42 9.14 9.50 9.86 4.72 5.16 5.52 5.76 3.96 4.54 5.09 4.51 4.81 4.41 35.84 34.68 6.72 6.92 9.37 10.24 3.95 4.73 4.32 100.93 113.15 88.80 105.61 125.24 107.16 91.50 96.00 104.26 43.20 24.80 30.65 37.85 29.20 29.05 20.00 19.24 Pmin Kips 0.90 1.04 1.63 1.80 2.34 2.61 2.88 0.95 1.28 1.55 1.73 0.73 1.16 1.58 0.86 1.23 1.20 11.85 11.49 1.65 1.86 3.29 3.95 1.73 2.14 1.41 -54.93 -43.95 25.40 -54.61 -54.24 -42.16 -46.00 -46.00 -46.76 6.10 4.20 -17.90 -21.75 -16.45 -16.30 2.40 3.09 V Kips 2.90 3.13 5.35 5.35 5.35 5.51 5.83 2.08 2.13 2.43 2.87 1.68 1.80 2.27 1.81 1.89 1.95 28.13 24.95 4.45 4.77 6.27 6.77 2.94 3.91 2.46 34.90 33.40 8.20 33.65 32.70 32.55 30.50 32.80 32.20 20.70 8.45 9.70 10.00 9.70 9.70 4.90 10.50 M Pedestal Height, Ho Min Diameter K-ft 0.00 3.81 14.59 16.91 23.92 29.13 57.02 3.38 6.44 8.81 17.47 2.58 6.30 14.96 3.69 7.09 9.82 348.01 425.93 34.75 45.49 102.00 117.50 21.20 29.88 23.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125.05 131.30 0.00 0.00 0.00 0.00 54.00 68.64 ft -2.14 -1.05 0.51 1.64 2.77 3.91 5.05 -0.01 1.39 2.80 4.20 0.19 1.90 4.50 0.19 2.11 3.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 in 24.00 24.00 18.00 18.00 24.00 24.00 24.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 42.00 42.00 24.00 24.00 30.00 30.00 24.00 24.00 30.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 36.00 42.00 24.00 24.00 24.00 24.00 30.00 30.00 H1 = M/V ft 0.00 1.22 2.73 3.16 4.47 5.29 9.79 1.62 3.02 3.63 6.10 1.53 3.50 6.59 2.04 3.75 5.04 12.37 17.07 7.81 9.53 16.28 17.35 7.21 7.65 9.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.04 15.54 0.00 0.00 0.00 0.00 11.02 6.54 H = Ho +H1 ft 0.00 0.17 3.24 4.80 7.24 9.20 14.84 1.61 4.41 6.43 10.30 1.72 5.40 11.09 2.23 5.86 9.01 13.37 18.07 8.81 10.53 17.28 18.35 8.21 8.65 10.70 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 8.04 17.54 2.00 2.00 2.00 2.00 13.02 8.54 Moment @ Grade Level K-ft 0.00 0.52 17.31 25.68 38.74 50.67 86.44 3.36 9.41 15.61 29.51 2.90 9.72 25.18 4.03 11.08 17.56 376.15 450.88 39.20 50.26 108.27 124.27 24.14 33.79 26.33 69.80 66.80 16.40 67.30 65.40 65.10 61.00 65.60 64.40 166.45 148.20 19.40 20.00 19.40 19.40 63.80 89.64 c-ur Drilled Pile Embedment Depth ASD COLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 71.05 81.58 64.50 71.62 93.04 77.70 61.45 62.00 73.48 30.00 18.25 19.04 25.51 19.66 18.90 14.00 13.30 Pmin Kips 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -39.05 -31.57 16.70 -38.83 -38.71 -30.26 -29.45 -28.00 -33.48 3.91 3.00 -11.04 -15.41 -11.66 -10.90 1.50 2.01 V Kips 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 22.00 21.00 5.75 21.00 20.00 20.50 19.00 20.50 20.00 12.50 6.13 6.00 6.00 6.00 6.00 3.25 6.50 M Pedestal Height, Ho K-ft 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 95.25 0.00 0.00 0.00 0.00 32.50 42.20 ft -2.14 -1.05 0.51 1.64 2.77 3.91 5.05 -0.01 1.39 2.80 4.20 0.19 1.90 4.50 0.19 2.11 3.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Min Diameter in 24.00 24.00 18.00 18.00 24.00 24.00 24.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 18.00 42.00 42.00 24.00 24.00 30.00 30.00 24.00 24.00 30.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 36.00 42.00 24.00 24.00 24.00 24.00 30.00 30.00 H1 =M/V ft 0.00 1.29 2.76 3.20 4.53 5.39 9.17 1.72 3.00 3.71 5.76 1.56 3.42 7.22 2.06 3.66 4.80 11.33 15.53 7.27 9.13 15.09 16.25 7.40 7.88 10.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.04 15.55 0.00 0.00 0.00 0.00 10.00 6.49 H = Ho +H1 ft 0.00 0.24 3.27 4.84 7.30 9.30 14.22 1.71 4.39 6.51 9.96 1.75 5.32 11.72 2.25 5.77 8.77 12.33 16.53 8.27 10.13 16.09 17.25 8.40 8.88 11.33 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 8.04 17.55 2.00 2.00 2.00 2.00 12.00 8.49 Moment @ Grade Level K-ft 0.00 0.46 10.07 14.89 22.45 29.28 51.52 2.27 6.37 10.46 20.47 2.10 7.10 18.54 2.83 7.97 13.34 230.70 267.56 29.75 39.72 69.26 76.79 17.89 24.51 20.90 44.00 42.00 11.50 42.00 40.00 41.00 38.00 41.00 40.00 100.50 107.50 12.00 12.00 12.00 12.00 39.00 55.20 Drilled Pile Embedment Depth ASD OLUMN P1 P2 P3P4 P5 P6 P7 P8 P9 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P41 P42 P51 P52 P53 P54 P55 P56 P57 P71 P72 P73 P74 P75 P76 P77 P78 P79 P80 P81 P91 P92 P93 P94 P95 P96 Pmax Kips 3.12 3.28 5.57 5.76 6.36 6.66 6.96 3.21 3.58 3.88 4.08 2.68 3.16 3.62 3.06 3.35 3.09 25.69 24.87 4.66 4.84 6.77 7.50 2.95 3.55 3.09 71.05 81.58 64.50 71.62 93.04 77.70 61.45 62.00 73.48 30.00 18.25 19.04 25.51 19.66 18.90 14.00 13.30 Pmin Kips 0.60 0.70 1.09 1.20 1.56 1.74 1.92 0.63 0.85 1.03 1.15 0.49 0.77 1.05 0.58 0.82 0.80 7.90 7.66 1.10 1.24 2.20 2.63 1.15 1.43 0.94 -39.05 -31.57 16.70 -38.83 -38.71 -30.26 -29.45 -28.00 -33.48 3.91 3.00 -11.04 -15.41 -11.66 -10.90 1.50 2.01 V M Kips 1.70 1.94 3.08 3.08 3.08 3.15 3.62 1.33 1.45 1.61 2.06 1.20 1.34 1.58 1.26 1.38 1.52 18.71 16.19 3.60 3.92 4.31 4.45 2.13 2.76 1.85 22.00 21.00 5.75 21.00 20.00 20.50 19.00 20.50 20.00 12.50 6.13 6.00 6.00 6.00 6.00 3.25 6.50 K-ft 0.00 2.50 8.50 9.85 13.94 16.97 33.23 2.29 4.35 5.96 11.84 1.87 4.56 11.42 2.60 5.06 7.31 211.99 251.38 26.15 35.80 64.96 72.34 15.76 21.75 19.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.50 95.25 0.00 0.00 0.00 0.00 32.50 42.20 Pedestal Height, ft -2.14 -1.05 0.51 1.64 2.77 3.91 5.05 -0.01 1.39 2.80 4.20 0.19 1.90 4.50 0.19 2.11 3.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 0 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Ho/ Min Diameter IT in +>c\ 24.00 i > ' 24.00 rn 18-°°M> 18.00 24.00 C^t 24.00 24.00 18.00 18.00 18.00 18.00 rc-. 18.00 ^ ' 18.00 18.00 18.00 18.00 18.00 a 42-°°C"F" 42.00 a 24.00 ^« * 24.00 r t- 30.00 *~*~-> 30.00 24.00 W^ 24.00 Cf£ 30.00 24.00 24.00 24.00 rtr/i 24'°°*-TT 24.00 t> pr? 24.00 ' t<Lr 24.00 24.00 24.00 C f-1 36.00 CF& 42.00 24.00 ^r-7 24.00 ^~ 24.00 24.00 30.00 CF£ 30.00 H1 =M/V ft 0.00 1.29 2.76 3.20 4.53 5.39 9.17 1.72 3.00 3.71 5.76 1.56 3.42 7.22 2.06 3.66 4.80 11.33 15.53 7.27 9.13 15.09 16.25 7.40 7.88 10.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.04 15.55 0.00 0.00 0.00 0.00 10.00 6.49 Moment @ H = Ho +H1 Grade Level ft { K-ft 0.00 0.00 0.24 3.27 4.84 7.30 9.30 14.22 1.71 4.39 6.51 0.46 10.07 14.89 <- 22.45 29.28 51.52 2.27 6.37 10.46 9.96 s 20.47- 1.75 t 2.10 5.32 7.10 11.72 ? 18.54• 2.25 | 2.83 5.77 | 7.97 8.77 I 13.34f 12.33 ' 230.70 16.53 f 267.56 8.27 I 29.75 10.13 I 39.72 16.09 | 69.26 17.25 I 76.79 8.40 17.89f 8.88 ; 24.51 11.33 2.00 20.90 44.00 2.00 I 42.00 2.00 11.50 2.00 ; 42.00 2.00 I 40.00 2.00 2.00 2.00 2.00 8.04 41.00 38.00 41.00 40.00 100.50 17.55 107.50 2.00 12.00 2.00 12.00 2.00 2.00 12.00 8.49 12.00 12.00 39.00 55.20 o sLL OoZ LLO LUo o:"- Q. D O< HQ- CO co o 111_l D Q LLI X O V) oz ooLL Q .LU SSis Q- Q LU UJ CMCQ Q —I LU XDP CD LU LL oo 06 CM c\ in* CM CDCO 03 LL Q UJtr: CO LU o:LUI LU I CQ O T— CO *08 T— OCO% O o:D LULU CO cotLU "-I— O a. o co co CO Z OO _l LU UJ UJ Q LU Q: CM QCOUJCOz>QCOLJJ o:LU LJJ ^ Q111 X OCO O ooLJ_ UJ CL Q LJJ a:Q CO d ^ Z Q J O LU Q. < LU Z ft _l_ LU ^ jju z Q _ p^ ^ CM Sgu§° |£s1 1 1 LU Q P Q 0_ Q h- Q Q. b- LU LU CM03 Q -J LU |— ^_^ ;n LU hr — "T" ^—s LU (0 T-1 z -1 S LL ^ LU LJU fl > Q < CD £^ < 0 Q O y LJJ — i ••— 1 ^~" SE£ CD CD < Z o oo """ o ci oin •* T— u_ O ^ 00 <• z q ^CM O CM ino in CM1 1 O ^ 00 CO CD 06 q ^CM 0 d> T- oq •^ cou_ O ^ 00 LjOl*^ ci in CM q ^-- CM 0 -^CM O 0 CM ^j- 1 1 O ^CM m ci o CD 0 CJco 0 CM T— oq T— mu_ O & CM m CM o CD 0 cico 0 CM T— o 0 CM CDU_ O oo ? in o 0 COco 0 -^T— 0 0 CM jv_u_o oo oo q CM q CM o CMT — oo CM 00U_ O 00 oo o o CM q CM q CM 10 oo oq T— O) l_l_ O LJU CO O CO oco CD S Q LULU CO LU LL- §1a. o co co co Qj Z _l S LU H LU O -iLU O CM [] • )I Dunn Savoie, Inc. Title : ^l « Job # Structural Engineers ^nf: t. Date: 2:58PM> 19 NOV09 908 S.Cleveland Street Descnphon : Oceanside, CA 92054 Scope • Phone: (760) 966-6355 KSc^c-ISb^l^ftware General Footing Analysis & Design w,«™ J^ J, 1 Description PF1 for Column P1-P4 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load- Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 || 3,500.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 3.280 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) 2.500 k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) 1 .940 k k k Width along X-X Axis 3.500 ft Length along Y-Y Axis 3.500 ft Footing Thickness 18.00 in Col Dim. Along X-X Axis 1 7.00 in Col Dim. Along Y-Y Axis 17.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in I ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k \ Summary 1 3.50ft x 3.50ft Footing, 1 8.0in Thick, DL+LL Max Soil Pressure 1 ,348.1 Allowable 3,500.0 "X1 Ecc, of Resultant 10.921 in "Y1 Ecc, of Resultant 0.000 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio 1 .923 w/ Column Support 17.00 x 17.00in DL+LL+ST 1,348.1 psf MaxMu 4,655.0 psf Required Steel fi 10.921 in ,.. _t0.000 in Shear Stresses..1-Way 1.500:1 2"Way Caution: X(static)ecc>Wid x O.Oin high Actual Allowable 0.730 k-ft per ft irea 0.389 in2 per ft Vu Vn * Phi 0.000 93.1 13 psi 1.271 186.226 psi Footing Design I Shear Forces Two-Way Shear One-Way Shears.. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 0.91 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi ACI C-1 -0.12 k-ft 0.52 k-ft 0.14 k-ft 0.14 k-ft ACI C-2 1.27 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi ACI C-2 -0.17 k-ft 0.73 k-ft 0.20 k-ft 0.20 k-ft ACI C-3 0.82 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi :ic-3 -0.11 k-ft 0.47 k-ft 0.13 k-ft 0.13 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 0.9 psi 3.9 psi 1.1 psi 1.1 psi As Rea'd -0.39 in2 0.39 in2 0.39 in2 0.39 in2 per ft per ft per ft per ft D51 Dunn Savoie, Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 Rev: 580002 _ . _User KW-0602938, Ver 5.8.0, 1-Nov-2006 Genera FOOtmO(c)1983-2006 ENERCALC Engineering Software %*wn«,i«i wmiy Title : Dsgnr: Description : Scope : Analysis & Design Job* Date: 2:58PM, 19NOV09 Page 1 || legotand waterworks.ecw:Pad Footing | Description PF2 for tower Column P71 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears- Dead Load Live Load Short Term Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | 3,500.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 81.580k k k Creates Rotation about Y-Y Axis (pressures @ left & right) 41.000k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) 20.000 k k k Width along X-X Axis 8.500 ft Length along Y-Y Axis 8.500 ft Footing Thickness 24.00 in Col Dim. Along X-X Axis 1 7.00 in Col Dim. Along Y-Y Axis 17.00 in Base Pedestal Height 48.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k I 1 Summary | 8.50ft x 8.50ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio , 24. Oin Thick, DL+LL 3,015.2 3,500.0 18.631 in 0.000 in No Overturning 2.737 w/ Column Support DL+LL+ST 3,01 5.2 psf 4,655.0 psf 18.631 in 0.000 in 1.500:1 17.00 x17.00in Caution: x48.0in high X(static)ecc>Wid Actual Allowable Max Mu 20.036 k-ft per ft Required Steel Area 0.51 8 in2 per ft Shear Stresses... 1-Way 2-Way Vu 24.711 32.089 Vn * Phi 93.1 13 psi 186.226 psi Footing Design Shear Forces Two-Way Shear One-Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 23.25 psi 17.88 psi -0.81 psi 8.47 psi 8.47 psi ACI C-1 -0.03 k-ft 14.49 k-ft 7. 18 k-ft 7. 18 k-ft 32.09 psi 24.71 psi -1.16psi 1 1 .68 psi 1 1 .68 psi ACI C-2 -0.08 k-ft 20.04 k-ft 9.90 k-ft 9.90 k-ft ACI C-3 20.63 psi 15.89 psi -0.74 psi 7.51 psi 7.51 psi ACI C-3 -0.05 k-ft 12.88 k-ft 6.37 k-ft 6.37 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 0.2 psi 53.0 psi 26.2 psi 26.2 psi As Rea'd -0.52 in2 0.52 in2 0.52 in2 0.52 in2 per ft per ft per ft per ft ( j ^ J Dunn Savoie, Inc. Title : Job # Structural Engineers [>sgnr: . Date: 2:58PM, 19 NOV09 908 S. Cleveland Street 6SCnp '°n ' Oceanside, CA 92054 Scope • Phone: (760) 966-6355 User: KW-0602938,Ver 5.8.0, 1-Nov-2006 Pole Embedment 111 Soil Pa96 1 I(0)1983-2006 ENERCALC Engineering Software ' w"* «-"«*wvni«»i n 111 v*wn legolandwaterworks.eew:Caisson Design I Description 18" Caisson CF1 for P6 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 psf 1.000 18.000 in 29,295.00 ft# 0.00 10.000 ft 995.47 psf 996.03 psf Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 1805.7.2, 2003 NFPA 5000 36.4.3 jj 3,150.00 Ibs 9.300 ft 0.00 #/ft 0.000 ft 0.000 ft 29,295.00 ft* 3, 150.00 Ibs I] •i } *\I Dunn Savoie, Inc. Title : Job # Structural Engineers °s9nr=. Date: 2:58PM, 19 NOV09 908 S. Cleveland Street DeSCnpt'°n : Oceanside, CA 92054 Scope • Phone: (760) 966-6355 User: KW-0602938, Ver 5.8.0, 1-Nov-2006 Pole Embedment 111 SOll Page 1 1c)1 983-2006 ENERCALC Engineering Software ""* «-i"»*«»«iin»i n M i wwii legoland vraterworks.ecw:Caisson Design | Description 24" Caisson CF2 for P9 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 PSf 1.000 18.000 in 51,476.40 ft-* 0.00 11.625 ft 1,150.43 psf 1,151.58 psf Code Ref: 1997 UBC 1806.8.2.1, 2003 Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral IBC 1805.7.2, 2003 NFPA 5000 36.4.3 jj 3,620.00 Ibs 14.220ft 0.00 #/ft 0.000 ft 0.000 ft 51, 476.40 ft-# 3,620.00 Ibs \jI Dunn Savoie, Inc. Title : Job # Structural Engineers Ds9"r: Date: 2:58PM, 19 NOV09 908 S. Cleveland Street Descnptl°n : Oceanside, CA 92054 Scope . Phone: (760) 966-6355 user Kw-o602938,ver s.8.0, i-Nov-2oo6 Pole Embedment in Soil Page 1 I(c)1 983-2006 ENERCALC Engineering Software ' wlc i-mMcviiiid n 111 v»vfii legoland waterworks.ecw:Caisson Design | Description 24" Caisson CF3 for P52 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press® 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 24.000 in 39,709.60 ft-# 0.00 9.875 ft 985.53 psf 986.34 psf Code Ref: 1997 UBC 1806.8.2.1, Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 jj 3,920.00 Ibs 10.130ft 0.00 #/ft 0.000 ft 0.000 ft 39,709.60 ft-# 3,920.00 Ibs lr=r=! L ( i JI Dunn Savoie, Inc. Title : ^ Job # Structural Engineers °s9nr.: . Date: 2:58PM, 19 NOV09 908 S. Cleveland Street ascription . Oceanside, CA 92054 Scope • Phone: (760) 966-6355 user Kw-0602938, ver 5.8.0, i-Nov-2oo6 Pole Embedment in Soil Pase 1 1(CJ1983-2006ENERCALC Engineering Software rwic l_l 1 IMCUI 1 ICI 1 1 II 1 WWII legoland waIerworks.ecw:Caisson Design | Description 24" Caisson CF4 for P71-79 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint- Required Depth Press @ 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 24.000 in 44,000.00 ft-# 0.00 23.500 ft 1,200.00 psf 1,200.00 psf Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 1805.7.2, 2003 NFPA 5000 36.4.3 || 22,000.00 Ibs 2.000 ft 0.00 #/ft 0.000 ft 0.000 ft 44,000.00 ft-# 22,000.00 Ibs L( Dunn Savoie, Inc. Title: v-x"° Job# Structural Engineers °S9™ t. Date: 2:58PM, 19 NOV09 908 S. Cleveland Street DeSCnpt'°n : Oceanside, CA 92054 Scope : Phone: (760) 966-6355 User: KW-0602938, Ver 5.8.0, 1-Nov-2006 Pole Embedment ID Soil Pa96 1 1(o)1 983-2006 ENERCALC Engineering Software w"* «-«ii"^"iii^i 11 11 1 wwii legoland waterworks.ecw:Caisson Design | Description 30" Caisson CF5 for P54 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Sum/nary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 30.000 in 76,762.50 ft-# 0.00 10.750 ft 1,070.08 psf 1,071.98 psf Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 1805.7.2, 2003 NFPA 5000 36.4.3 \ 4,450.00 Ibs 17.250ft 0.00 #/ft 0.000 ft 0.000 ft 76,762.50 ft-# 4,450.00 Ibs [)( _I Dunn Savoie, Inc. Title : ^ ^ Job # Structural Engineers Ds9nr: Date: 2:58PM, 1 9 NOV 09„__ Description :908 S. Cleveland Street Oceanside, CA 92054 Scope • Phone: (760) 966-6355 Rev: 580002 _ . _ .. D___ * bUser: KW-0602938, Ver 5.8.0, 1-Nov-2006 Pole EmhprilTlPnt in ^Oll rage 1 I(c)1 983-2006 ENERCALC Engineering Software r v/ic i_i i lucuii id 1 1 ill own legolandwaterworks.ecwiCaisson Design | Description 30" Caisson CF6 for P96 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint- Required Depth Press® 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 30.000 in 55,185.00 ft-# 0.00 10.750 ft 1,065.20 psf 1,066.68 psf Code Ref: 1997 UBC 1806.8.2.1, 2003 Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral IBC 1805.7.2, 2003 NFPA 5000 36.4.3 || 6,500.00 Ibs 8.490 ft 0.00 #/ft 0.000 ft 0.000 ft 55,185.00 ft-# 6,500.00 Ibs ) ( • • )I Dunn Savoie, Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 Rev: 580002 _ .User: KW-0602938, Ver 5.8.0, 1-Nov-2006 Pole(c)1983-2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Embedment in Soil C^7 Date: 2:58PM Job* 19NOV09 Page 1 \ legoland waterworks ecw: Caisson Design | Description 36" Caisson CF7 for P80 Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 ||General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint I Summary |" Moments @ Surface... Point load Distributed load Without Surface Restraint.., Required Depth Press @ 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 36.000 in 100500.00 ft-# 0.00 13.500 ft 1,200.00 psf 1,200.00 psf Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 12,500.00 Ibs 8.040 ft 0.00 #/ft 0.000 ft 0.000 ft 100,500.00 ft-# 12,500.00 Ibs 1 ) ( • • )!Dunn Savoie, Inc. Title : Q?l/P Job # Structural Engineers °s^r Date: 2:58PM, 19NOV09 908 S. Cleveland Street Descnpfon : Oceanside, CA 92054 Scope • Phone: (760) 966-6355 User: KW-0602938,Ver 5.8.0, 1-Nov-2006 Pole Embedment 111 Soli Pag6 1 1(c)1 983-2006 ENERCALC Engineering Software *"** •"«*"! nwi n 111 wwn legoland waterworks.ecwiCaisson Design | Description 42" Caisson CF8 for P81 General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 1 Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint- Required Depth Press @ 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 42.000 in 107581.50 ft-# 0.00 10.750 ft 1,068.41 psf 1,069.62 psf Code Ref: 1997 UBC 1806.8.2.1, Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 || 6,1 30.00 Ibs 17.550ft 0.00 #/ft 0.000 ft 0.000 ft 107,581. 50 ft-# 6,1 30.00 Ibs [S" ii Dunn Savoie, Inc. Title : \ Job # Structural Engineers Ds9nr- . Date: 2:58PM, 19 NOV09 908 S. Cleveland Street Descnpt'°n : Oceanside, CA 92054 Scope . Phone: (760) 966-6355 User: KW-0602938,Ver 5.8.0. 1-Nov-2006 Pole Embedment 111 SOJI Pa96 1 1(0)1983-2006 ENERCALC Engineering Software ww i iwi 1 1 11 1 wwii legoland walerworks.ecw:Caisson Design | Description 42" Caisson CF9 for P41 General Information Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 | Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint I Summary | Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press® 1/3 Embed... Actual Allowable 300.00 pcf 3,000.00 Psf 1.000 42.000 in 230694.30 ft-# 0.00 18.250 ft 1,199.06 psf 1,200.00 psf Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 18,710.00 Ibs 12.330ft 0.00 #/ft 0.000 ft 0.000 ft 230,694.30 ft-# 18,710.00 Ibs 960151-031 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. 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 earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A consideration regarding the planned site development is the presence of the existing stockpiles of undocumented fill. It is our understanding that these soil materials are to be completely removed by the planned grading. In their current state they are unsuitable for the support of site structures. If excavations to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparation. In addition, localized areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. 6.2 Foundation Design Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles, and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Footings should be designed hi accordance with the structural engineer's -14-€ Leighton 960151-031 requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The 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 H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note .that the soil within the structural setback area posses poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations Drilled piles may be designed for the skin friction capacities shown in Figure 2 plus 7,000 psf for end bearing. The capacity of the pile should be reduced by the capacity within the influence zone of the agricultural debris. Upward capacity equal to one-half the value on Figure 2 may be utilized to resist tensile loads. Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design chart contained in the accompanying Figure 2 is based on center to center pile spacings of at least 3 pile diameters. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 3 diameters. Lateral loads on the face of caissons/piers may be resisted by using a lateral bearing of 300 psf/foot elevation. Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1.5 for resisting lateral loads. Intermediate cases can be evaluated on a case-by-case basis. -15- Leighton 960151-031 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing the parameters outlined below in Table 3 and an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel. We recommend that the architect follow the guidance of AC1 302.2R-06 for design of the under slab moisture protection measures and development of construction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). -16- Leighton tOO 150 200 250 300 350 400 450 Allowable Downward Pile Capacity (kips) 500 ALLOWABLE DOWNWARD PILE CAPACITY CHART LEGOLAND Waterworks Cluster Carlsbad, California Project No. 960151-031 Date November 2009 Leighton and Associates, Inc. * LEIBHTOH 9BOUP COMPANY JOB DUNN SAVOIE INC. v /T STRUCTURAL ENGINEERS SHEETN° ^^ °F- 908 S. Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email: dsi@surfdsi.com SCALE i f •> D PRODUCT 207 JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETN° ^^ °F- 908 S. Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email: dsi@surfdsi.com SCALE fi&i i = /. -'\-r D PRODUCT 207 )( • • • • • Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE LEGO- WATERWORKS Tfl Y.S. JOB# OF DATE DATE 09152.00 12/09 NEW RESTROOM, FACTORY TICKETBOOTH, AND STORAGE BUILDING TABLE OF CONTENTS ITEM STORAGE BUILDING SHEAR WALL DESIGN PAGE D47, 48 D!S ™ m Structural Engineers <-rv>___ _ _, . . „.. SHEET NO. \/LS OF Oceanside. CA 92054 CALCULATED BY SRG DATE 12/09 Tel: (760)966-6355 CHECKED BY DATE c /-rr-n-i QCC cicn CHECKED BY DATEFax: (760) 966-6360 M m SCALE DESIGN CRITERIA CODE: SEISMIC: 2006 International Building Code (IBC) 2007 California Building Code (CBC) Buildinq Occupancy Category II Seismic Desian Cateaorv: D IE= 1.00 Fa= 1.000 Fv= 1.522 SDS = 0.844 SD1 = 0.485 T= 0.152 sec R= 6.5 Qo = 3.0 Cd = 4.0 Seismic Base Shear: V=1.0E= 0.130 *W (Strength Design) WIND: WOOD: V = 0.7E= 0.091 *W (ASD) Vw/p=1.3= 0.118 *W ASD Seismic Design Force Basic Wind Speed = 85 MPH (3-sec Gust) Exposure = C 2005 NDS 2x & 3x Douglas Fir-Larch No. 2 >3x Douglas Fir-Larch No. 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L 1500 PSF Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO. CALCULATED BY SRG DATE 10/09 CHECKED BY DATE SCALE DESIGN LOADS ROOF DEAD LOADS Built-Up w/ Re-Roof 5/8" Plywd. Sheathing 2x8 Roof Joists @ 24" o.c. 5/8" Gyp. Ceiling Batt lnsul.(0.2xThick.) ME&P Miscellaneous S Dead Load Live Load (psf) 5.0 2.0 1.5 2.8 0.8 0.9 1.0 14.0 20.0 reducible Restroom to have an additional weight of 3000# for mechanical equipment WALLS DEAD LOADS Stucco Stone Veneer 5/8" Gyp 1/2" Gyp 3/8" Plywood Steel Studs @ 16" o.c. 2x6@16"o.c. Batt Insulation (0.2xThickness) Miscellaneous Z Dead Loads Interior Partition (psf) 4.4 1.1 0.5 6.0 Exterior (psf) 10.0 2.2 1.1 1.1 0.8 0.8 16.0 Parapet (psf) 20.0 1.1 1.1 0.8 1.0 24.0 Design Loads (SB) Dunn Savole Inc. Structural Engineers 90S S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks - Storage Bldg. CALCULATED BY SRG 12/09 CHECKED BY LATERAL ANALYSIS This building consists mainly of wood shear panels and hardy panel for shear resistence, Therefore, per 2006 IBC, for the entire structure, R= 6.5 O0= 3.0 Cd = 4.0 Per IBC2006 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92008 Response Spectral Ace. (0.2 sec) Ss = 125%g = 1.251 g Response Spectral Acc.( 1.0 sec) S-, = 47%g = 0.472 g Site Coefficient Fa = 1.000 Site Coefficient Fv= 1.528 Max Considered Earthquake Ace. SMS = Fa.Ss = 1.251 g Max Considered Earthquake Ace. SM1 = Fv.Si = 0.721 g @ 5% Damped Design SDS = 2/3(SMS) = 0.834 g SD1 = 2/3(SM1) = 0.481 g Method 2 Input the coordinate of project Latitude 33°07'46.84"N Longitude 117°18'48.59"W From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss = 1.266 g Fa= 1.0 S1 = 0.478 g Fv= 1.522 Table 20-3-1, Defau It =D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24° to 50°) (-125° to-65°) SMS= 1.266 0.728 0.844 SM1= SDS= SD1=0.485 Use the seismic parameters from Method 2 to suoercede those from Method 1. Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for 1 .Osec D S1 = 0.478 < 0.75g Therefore, SDC = D Equivalent lateral force procedure To Determine Period Ct = Building ht. Hn = Approx Fundamental period, Ta = Calculated T shall not exceed < 0.02 15 1.4 C,(hn)x Cu.Ta x= 0.75 ft for SDi of = 0.152 = 0.213 0.485g TL= UseT= Per Section 11.6 T Z 0.8Ts = 0.8 SD1/SDS = Is Structure Regular & S 5 stories ? Yes Response Spectral Acc.( 0.2 sec) Ss = 1.50g *• @ 5% Damped Design SDS = %(Fa.Ss) = 0.01 Og Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply! Section 12.8 Table12.8-2 Tablel 2.8-1 8 Sec Figure 22-15 0.152 sec. 0.460 sec. OK! Section 12.8.1.3 Fa= 1.00 Response Modification Coef. R = Over Strength Factor Q0 = Importance factor I = Seismic Base Shear V = C. = . 6.5 3 1.00 CSW SDS R/l or need not to exceed, Cs = orCs = -T2(R/I) Cs shall not be less than = 0.01 MinCs= 0.55,1/R UseCs= 0.130 =0.130 = 0.489 N/A N/A For T S TL ForT>TL (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) (12.8-4) (12.8-5) ForS^O.eg (12.8-6) Design Base Shear V = 0.130W x 0.7 (ASD) x 1.3 (r) = 0.118 W Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. JOB LegoLand Waterworks - Storage Bldg. SHEET NO CAUCUUATEDBY SRG Fax: (760)966-6360 CHECKED BY SCALE OF DATE 12/09 DATE |LATERAL ANALYSIS | Roof: Area of Roof = Total Weight of Roof = " Interior Wall Weight = " Exterior Wall Weight = " Total Roof Diaphragm Weight = .ft2 "ibs jbs Ibs Total Diaphragm Weight = W = \\<eq&2- Ibs Design Base Shear: (Taken from previous page) V = J|A W Therefore V =W =Ibs Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Fax: (760) 966-6360 JOB LegoLand Waterworks - Storage Bldg. SHEET NO.1>/S OF CALCULATEDBV SRG DATE 12/9 CHECKED BY DATE SCALE IWIND ANALYSIS I Exposure: l= \,0 Basic Wind Speed =mph PI = P2 = _psfatO'-15' _psfat15'-20' psf at 20'-25' ^ psf at 25'-30' - psf at 30'-40' Itli$ 14' \rvf Governing Lateral Forces Roof Level: (N-S) direction: (E-W) direction: Wind Design Seismic Design 'V1^ Ibs^ YW Ibs ,', ullMI |l^2-l lbs> \4\S Ibs ', |*ll M ^ governs 4^* governs Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand Waterworks.- Storage Bldg. SHEET NO.OF CALCULATED BY SRG DATE 12/09 CHECKED BY DATE SCALE Shear Wall Design | Shear Wall Designs based on: n 3/8" Struct. 1 P.V Wind Governed Design (^ 1/2" Struct. I P.V Level: ^^^ Direction: Lateral Force / Overall Floor Length = v = = |?^ | plf (.6-.14SDS)=xx^? Line I {^s^/- l2/|5y^o) Projection Length = ^f/'Z, = |t^ ft Lateral Load = = '&?&1 Ibs Other Loads = = — Ibs Total Load, T.L = = ^^^r Ibs Shear Wall Length, L = g, ft T.L/L= = >f^^ plf Use: <Q> per Shear Wall Schedule | Overturning: Shear Panel Length = = £5- ft OT Moment = ^"^{\^ = '?j&>.'?77'& ft-lb Resisting Moment = .^^\\\^(\^!\^)^,<^/-^ = (-z^d? ft-lb Net Moment = ' = ^ ##72' ft-lb Uplift = = /s<?y&> Ibs Use: x^/per Holdown Anchor Schedule D Holdowns Not Required Line ^ Projection Length = 9^/2, = \e? ft Lateral Load = = -Tjf'Zsl Ibs Other Loads = = - Ibs Total Load, T.L. = = 'WZrf' Ibs Shear Wall Length, L = = |z_ ft T.L./L = = \(jf) plf Use: ^g^ per Shear Wall Schedule Overturning: Shear Panel Length = = \*2- ft OT Moment = -Z^-z^li^ = l>&.2?1& ft-lb Resisting Moment = ,^\€?\\(^(\^T\^\'^(\\,^'I'7^ = -^^>^\-f\ ft-lb Net Moment = = -^ A-2^ ft-lb Uplift = = \-^-t^ Ibs Use: X5n per Holdown Anchor Schedule D Holdowns Not Required V. \l. ^111m 4L I •• M •1 •i H Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel1 (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFR WORKS Y.S. JOB* OF DATE DATE 091 52 01 12/09 PREFAB MECHANICAL BUILDING TABLE OF CONTENTS ITEM DESIGN OF SURGE TANKS DESIGN OF RETAINING WALLS FOUNDATION DESIGN MISCELLANEOUS PAGE E1-E5 E6-E31 E32-67 E68-E82 )( • • • • • Dunn Savoie Inc. Structural Engineers 90S 8. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE LEGO-WATERWORKS & Y.S. JOB* OF DATE DATE 09152.01 12/09 DESIGN OF SURGE TANKS 12" TI-IK CONC WALL BLW RIVER S ANK E TRANSVERSE 18" O.C. ® BOTT 8" Tl-IK ELEVATED CONG SLAB N/ *& 12" O.C. BOTT *3 IID-HT OVER SAND -1IL VAPOR •IT OF SAND. THK CONC WALL BLW (7) *5> BOTT x & FT LNGi 12" THK CONC—1 [] fm \I Dunn Savoie, Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 user Kw-0602938, vw s.8.0, i-Nov-2oo6 Concrete Rectatidular(c)1 983-2006 ENERCALC Engineering Software WIIUIOWS IXCUWJI ly UIOI Title : ^ i Dsgnr: ^Y Description : Scope : & Tee Beam Design Job# Date: 2:12PM, 14 DEC 09 Page 1 jj legoland waterworks.ecw: Mechanical Building | Description Surge Tank Lid General Information Span 13.33ft Depth 8.000 in Width 12.000 in Beam Weight Added Internally Code Ref:ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 \ f c 3,000 psi Fy 60,000 psi Concrete Wt. 145.0pcf Seismic Zone 4 End Fixity Pinned-Pinned Live Load acts with Short Term Reinforcing } Rebar @ Center of Beam... Count Size 'd' from Top #1 1 5 6.00 in Rebar @ Left End of Beam... Count Size 'd1 from Top #1 1 4 2.00 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 1 4 2.00 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads \ Dead Load Live Load #1 0.020k 0.100k Short Term k Start End 0.000 ft 13.330 ft Concentrated Loads jj Dead Load #1 0.245 k (Summary 1 Span = 13.33ft, Width= 12.00in Depth = S.OOin Maximum Moment : Mu 7.88 k-ft Allowable Moment : Mn*phi 7.95 k-ft Maximum Shear : Vu 2.14k Allowable Shear : Vn'phi 6.70 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.222 Max. Spacing Not Req'd Not Req'd MaxVu 2.144 1.529 Live Load k Short Term k Location 6.700 ft Beam Design OK Maximum Deflection -0.2000 in Max Reaction @ Left 1.57k Max Reaction @ Right 1 .57 k 4.443 6.665 8.887 11.108 13.330ft Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in 0.850 0.836 0.836 1.515 2.129k Bending & Shear Force Summary | Bending... Mn'Phi @ Center 7.95 k-ft § Left End 1.61 k-ft Right End 1.61 k-ft Shear... Vn*Phi @ Left End 6.70 k @ Right End 6.70 k Mu, Eq. C-1 7.64 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 2.10k 2.08k Mu, Eq. C-2 7.88 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-; 2.14k 2.13k Mu, Eq. C-3 3.06 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 0.79k 0.79k Deflection | Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL +• LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in 0.0000 in 0.0000 in ©Left 0.899 k 1.566k 1.566k at 0.0000 ft at 0.0000 ft at 0.0000 ft -0.0649 -0.2000 -0.2000 ©. Riaht 0.901 k 1 .567 k 1 .567 k Downward in at 6.6650ft in at 6.6650ft in at 6.6650ft [• 1 )iI Dunn Savoie, Inc. Title : , Job # Structural Engineers °*gnr. £$ Date: 2:12PM, 14 DEC 09 908 S. Cleveland Street Descnpt'°n : Oceanside, CA 92054 Scope • Phone: (760) 966-6355 Rev: 580010 User: KW-0602938, Ver 5.8.0, 1-Nov-2006 (0)1983-2006 ENERCALC Engineering Software Concrete Rectangular & Tee Beam Design Iegoland waterworks.ecw:Mechanical Building Description Surge Tank Lid Section Analysis || Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax = Xbal * 0.75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 0.715 in 0.608 in 18.597 k 0.000 k -18.600 k 3.551 in 2.663 in 3.018 in 69.272 k 0.000 k 69.272 k 1.155 in2 0.310 OK Left End 0.460 in 0.391 in 11.965k 0.000 k -12.000 k 1.1 84 in 0.888 in 1.006 in 23.091 k 0.000 k 23.091 k 0.385 in2 0.000 OK Riant End 0.460 in 0.391 in 11.965k 0.000 k -12.000 k 1.1 837 in 0.888 in 1.006 in 23.091 k 0.000 k 23.091 k 0.385 in2 0.000 OK Additional Deflection Calcs | Neutral Axis (gross Icracked Elastic Modulus Fr = 7.5 * f cA.5 Z:Cracking Z:cracking > 175 : No Good! Eff. Flange Width ACI Factors (per ACI 318-02, applied ACIC-1 &C-2 DL 1.200 ACIC-1 &C-2 LL 1.600 ACIC-1 &C-2 ST 1.600 ... .seismic = ST*: 1.100 1.475 in 512.00 in4 71.80 in4 3,122.0 ksi 410.792 psi 220.317 k/in 12.00 in internally to entered loads) Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr l:eff... Ms(DL+LL) l:eff... Ms(DL+LL+ST) ACI C-2 Group Factor 0.750 Add"l "1 .4" ACI C-3 Dead Load Factor 0.900 Add"l "0.9" 4.38 k-ft 5.62 k-ft 0.779 5.62 k-ft 0.779 279.927 in4 279.927 in4 » Factor for Seismic 1 .400 Factor for Seismic 0.900 ACI C-3 Short Term Factor 1 .300 •i 1 M m wm m m m Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel1 (760)966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T F GO- W A TFT? WORKS ££> Y.S. JOB* OF DATE DATE 001 S9 01 12/09 DESIGN OF RETAINING WALLS flLliriHiiriMBi 908 S. Cleveland St. Oceanside, CA 92054 Phone: 760-966-6355 Fax* 760-966-6360 Job* ; 09152.01 Dsgnr: Y.S Date: DEC 8,2009 Description.... 8" thk restrained wall ©Line B & Line 1.6 btw B - B.8 This Wall in File: u:\yshao\shared\engineering\commercial\ tain Pro 9 © 1989 - 2009 Ver: 9.02 8071 .egistration #: RP-1190075 RP9.02 Licensed to: Rhett Savoie Restrained Retaining Wall Design Code: CBC 2007 Criteria Retained Height = Wall height above soil = Total Wall Height Top Support Height = Slope Behind Wai Height of Soil over Toe = Water height over heel = Vertical component of active lateral soil pressure options: 1 10.00ft 4.50ft 14.50ft 14.50ft 0.00 : 1 0.00 in 0.0ft Soil Data Allow Soil Bearing 1 = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footing||Soil Frictior Soil height to ignore for passive pressure 62.4 psf/ft 0.0 psf/ft = 300.0 psf/ft = HO.OOpcf = 0.350 = 12.00 in NOT USED for Soil Pressure. NOT USED for Slirlinn Resistance | :•; - - -: ----- ; __ ___ i 1 p^"" T-?-J: - - • 1 Thumbnail NOTUSED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf >»Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 900.0 Ibs Axial Live Load = 700.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | Uniform Lateral Load Applied to Stem |Adjacent Footing Load Lateral Load = 0 0 #/ft Adjacent Footing Load = ...Height to Top = 0.00ft Footing Width ...Height to Bottorr = 0.00ft Eccentricity The above lateral load Wall to Ftg CL Dist has been increased 1 .00 Footing Type by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back °f Wa" Poisson's Ratio = Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = Stem Weight Seismic Load |Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = Design Summary | Total Bearing Load = 4,160 Ibs ...resultant ecc. = 4.71 in Soil Pressure (3> Toe = 1 .664 osf OK || Concrete Stem Construction 1 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 0.0 psf 0.0 psf 1 Thickness = 8.00 in py = 60,000 psi Wall Weight = 100.0 psf fc = 3,000 psi Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,664 psf Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 124 psf 4,094 psf 8.1 psi 6.0 psi 82.2 psi 717.2 Ibs 3,231.5 Ibs OK OK OK Sliding Calcs Slab Resists All Sliding !Lateral Sliding Force = 3,231.5 Ibs Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.600 1.000 @ Top Support Stem OK bove Fte = 14.50 ft # 5 16.00 in it = Edge I' = 5.50 in 0.000 0.0 ft-# wable = 5,51 5.2 ft-# this height = 1,1 47.6 Ibs = 17.39 psi ible = 82. 16 psi uired = 21. 36 in Mmax Between Top & Base Stem OK 5.18ft # 6 14.00 in Edge 6.00 in 0.925 8,832.3 fM* 9,553.5 ft-# 25.63 in @ Base of Wall Stem OK 0.00ft # 5 12.00 in Edge 5.50 in 0.000 O.Oft-# 7,247.3 ft-# 3,844.4 Ibs 58.25 psi 82. 16 psi Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Shear Actual Shear Allowable Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: #5 @ 18.00 in -or- Not req'd, Mu < S * Fr Heel:# 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 9.59 in Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: Rhett Savoie Oceanside, CA 92054 www.RetainPro.com [J_1908 S. Cleveland St. Oceanside, CA 92054 Phone: 760-966-6355 Fax: 760-966-6360 Job* : 09152.01 Dsgnr: Y.S Date: DEC 8,2009 Description.... 8" thk restrained wall @Line B & Line 1.6 btw B - B.8 This Wall in File: u:\yshao\shared\engineering\cornmercial\ rtain Pro 9 © 1989 - 2009 Ver: 9.02 8071 registration #: RP-1190075 RP9.02 Licensed to: Rhett Savoie Restrained Retaining Wall Design Code: CBC 2007 Footing Strengths & Dimensions | Toe Width Heel Width 1.25ft 1.25 Total Footing Widtr = 2.50 Footing Thickness = 15. 00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Footing Design Results Toe Factored Pressure = 124 Mu' : Upward = 877 Mu' : Downward = 226 Mu: Design = 651 ActuaM -Way Shear = 8.08 Allow 1 -Way Shear = 82.16 j ^eel 4,094 psf Oft-* 435ft-* 435ft-# 6.01 psi 82.16 psi f c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm,= 3.00 in Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft Axial Dead Load on Stem = 1,600.0 Ibs 1.58ft Soil Over Toe = Ibs ft Adjacent Footing Load = Ibs ft Surcharge Over Toe = Ibs ft Stem Weight = 1,450.0 Ibs 1.58ft Soil Over Heel = 641.7lbs 2.21ft Footing Weight = 468.8 Ibs 1.25ft Total Vertical Force = 4,160.4lbs Moment = Net Mom. at Stem/Ftg Interface = -1,631.6 ft-# Allow. Mom. @ Stem/Ftg Interface = 4,529.5 ft-* Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,664.2 psf ft-# 2,533.3ft-# ft-* ft-* ft-* 2,295.8ft-# 1,417.0ft-* 585.9ft-# 6,832.1ft-# DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc.All Rights Reserved Licensed to: Rhett SavoieOceanside, CA 92054 www.RetainPro.com Lateral Restraint ' 717.2 # 8." Concrete w/#64IP'1< ." Concrete w/ #5 @ 1) (P ^-~ Sliding Restraint ^" #5@18.in @Toe #5@18.in ©Heel ^. * * * • • ••_• — r-3- i 4-6" i P * 1'-3". 2'-6"^ ^ \ i i \ W-r 2"^ ; r-3" 3" ', t i r ' i , 1 DL= 900., LL= 700.#, Ecc= O.ii Lateral Restraint 717.2 # Sliding Restraint Pp= 84.375# 3231.5# 1664.2psf 1664.2psf DfIT 908 S. Cleveland St. W 1 Oceanside, CA 92054 I 1 Phone: 760-966-6355 . .-"^^ Fax: 760-966-6360 Job# : 09152.01 Dsgnr: RMS Date: DEC 8,2009 Description.... This Wall in File: u:\yshao\shared\engineering\commercial\l registration #:Rp-i 190075 RP9.02 Restrained Retaining Wall Design Jcensed to: Rhett Savoie Code: CBC 2007 Criteria | Retained Height = 10.00n Wall height above soil = 4.50 ft Total Wall Height = 14.50ft Top Support Height = 14.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = o.O psf >»Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 900.0 Ibs Axial Live Load = 700.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 62.4 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density = 110.00pcf Footing||Soil Frictior = 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbn Uniform Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load = 0.0#/ft Adjacent Footing Load = ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Thp ahnuo lateral InaH Wall to Ftd CL DiSt = has been increased 1 .00 Footing Type by a factor of Base Above/Below Soil Wind on Exposed Stem = o.O psf at Back of Wall Poisson's Ratio = Kn Soil Density Multiplier = 0.200 g Added seismic per unit area Stem Weight Seismic Load | Fp / wp Weight Multiplier = 0.000 g Added seismic per unit area Design Summary | Total Bearing Load = 4,527 Ibs .. .resultant ecc. = 2.12 in Soil Pressure @ Toe = 1 ,81 1 psf OK Soil Pressure @ Heel = 1 ,811 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,318 psf ACI Factored @ Heel = 3,252 psf Footing Shear @ Toe = 9.6 psi OK Footing Shear @ Heel = 9.4 psi OK Allowable = 82.2 psi Reaction at Top = 717.2 Ibs Reaction at Bottom = 3,231 .5 Ibs Sliding Calcs Slab Resists All Sliding ILateral Sliding Force = 3,231.5 Ibs Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1 .000 || Concrete Stem Construction Thickness = 8.00 in py = 60,000 psi Wall Weight = 100.0 psf fc = 3,000 psi Stem is FREE to rotate at top of footing Umax Between@ Top Support Top & Base Stem OK Stem OK Design Height Above Ftg = 14.50ft 5.18ft RebarSize # 5 #7 Rebar Spacing = 16.00 in 12.00 in Rebar Placed at = Center Center Rebar Depth 'd1 = 4.00 in 4.00 in fb/FB + fa/Fa = 0.000 0.959 Mu....Actual = 0.0 ft-# 8,832.3 ft-# Mn*Phi Allowable = 3,945.8 ft-# 9,207.0 ft-# Shear Force @ this height = 1,147.6 Ibs Shear Actual = 23.91 psi Shear Allowable = 82.16 psi Rebar Lao Required = 21 .36 in 37.38 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 1 8.00 in -or- Not req'd, Mu < S * Fr Heel:#5@18.00in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined jp»- l>. ail 1 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 = 0.0 psf 0.0 psf 1 @ Base of Wall Stem OK 0.00ft # 5 12.00 in Center 4.00 in 0.000 O.Oft-# 5,1 54.8 ft-# 3,844 .4 Ibs 80.09 psi 82.16 psi 9.59 in All Rights Reserved Licensed to: Rhett Savoie Oceanside, CA 92054 www.RetainPro.com II |}| 908 S. Cleveland St. I IVk 1 Oceanside, CA 92054 Mil Phone: 760-966-6355W'-*«*i Fax: 760-966-6360 Title • gl B.8 btwn surge tanks Job* : 09152.01 Dsgnr: RMS Description.... Page: Date: DEC 8,2009 This Wall in File: u:\yshao\shared\engineering\commercial\l registration #: RP-H9007S RP9.02 Restrained Retaining Wall Design -icensed to: Rhett Savoie Footing Strengths & Dimensions I Toe Width = 0.92 ft Heel Width = 1.58 Total Footing Width = 2.50 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 1 50.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Factored Pressure Mu1 : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Summary of Forces on Footing : Slab RESISTS sliding, Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = IDS ft Axial Dead Load on Stem = 1 ,600.0 Ibs Soil Over Toe = Ibs Adjacent Footing Load = Ibs Surcharge Over Toe = Ibs Stem Weight = 1,450.0 Ibs Soil Over Heel = 1,008.3 Ibs Footing Weight = 468.8 Ibs Total Vertical Force = 4,527.1 Ibs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure - 1.25ft ft ft ft 1.25 ft 2.04ft 1.25ft Moment = -798.3 ft-# 3,221. 7 ft-# Yes 1,81 0.8 psf Results hj Toe Heel 1,318 3,252 psf 937 0 ft-# 132 907 ft-# 805 907 ft-# 9.62 9.44 psi 82.16 82.16 psi stem is PINNED at footing ft-# 2,OOO.Oft-# ft-# ft-# ft-# 1,812.5ft-# 2,058.7ft-# 585.9fH# 6,457. 1ft-# Code: CBC 2007 1 DESIGNER NOTES: All Rights Reserved Licensed to: Rhett SavoieOceanside, CA 92054 www.RetainPro.com DL= 900., LL= 700.#, Ecc= O.ii Lateral Restraint 717.2# Sliding Restraint Pp= 84.375# 1810.8psf 3231.5# 1810.8psf R " Concrete w/ ft fi @ 1 Lateral Restraint ' 717.2# 8." Concrete w/#B@'T *." Concrete w/ #5 @ 1 3" i 2 " *- Sliding Restraint ^" #5@18.in @Toe #5@18.in @Heel ->• _. • . • -, j 4'-6" 1 PP 1'-7" 2'-6" ^^^~ \ I 1 \ 1 f" l 1'-3"pL 3,, \ 1 J F 1 ' 1 PI IT 1 908 S. Cleveland St. ||X| Oceanside, CA 92054 II 11 Phone: 760-966-6355 2ir^- Fax: 760-966-6360 Job# : 09152.01 Dsgnr: Y.S. Date: DEC 8,2009 Description.... 12" Restrained Wall @ Line 1.6 btw B.8-C.8 & @ Line 1 btw This Wall in File: u:\yshao\shared\engineering\commercial\l registration #: Rp-1190075 RP9.02 Restrained Retaining Wall Design Jcensed to: Rhett Savoie Criteria | Retained Height = 14.50 ft Wall height above soil = 0.50ft Total Wall Height = 15.00ft Top Support Height = 14.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf >»Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 900.0 Ibs Axial Live Load = 700.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density = HO.OOpcf Footing||Soil Frictior = 0.350 Soil height to ignore for passive pressure = 12. 00 in _• Thumbn Uniform Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load = 0.0#/ft Adjacent Footing Load = ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Thf> ahnva latpral Inari Wall to Ftd CL DJSt = has been increased 1 .00 Footing Type by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = Kh Soil Density Multiplier = 0.200 g Added seismic per unit area Stem Weight Seismic Load |Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area Design Summary | Total Bearing Load = 6,383 Ibs ... resultant ecc. = 7.78 in Soil Pressure @ Toe = 2,270 psf OK Soil Pressure @ Heel = 283 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,823 psf AC! Factored @ Heel = 352 psf Footing Shear @ Toe = 40.4 psi OK Footing Shear @ Heel = 14.3 psi OK Allowable = 75.0 psi Reaction at Top = 1,156.4 Ibs Reaction at Bottom = 5,665.4 Ibs Sliding Calcs Slab Resists All Sliding !Lateral Sliding Force = 5,665.4 Ibs Building Code CBC 2007 Dead Load 1 .200 Live Load 1.600 Earth, H 1 .600 Wind, W 1.600 Seismic, E 1.000 || Concrete Stem Construction Thickness = 12.00 in py = 60,000 psi Wall Weight = 150.0 psf fc = 3,000 psi Stem is FIXED to top of footing Umax Between @ Top Support Top & Base Stem OK Stem OK Design Height Above Ftg = 14.50ft 8.04ft RebarSize # 5 #6 Rebar Spacing = 16.00 in 13.00 in Rebar Placed at = Edge Edge Rebar Depth 'd' = 9.50 in 10.00 in fb/FB + fa/Fa = 0.000 0.456 Mu....Actual = 0.0 ft-# 7,998.5 ft-# Mn*Phi Allowable = 9,700.2 ft-# 17,547.0 ft-# Shear Force @ this height = 1,850.2 Ibs Shear Actual = 16.23 psi Shear Allowable = 82.16 psi Rebar Lap Required = 21. 36 in 25.63 in Code: CBC 2007 jjpj**"^ I ail 1 0.0 Ibs 0.00 ft 0.00 in = 000ft Line Load 0.0ft 0.300 0.0 psf 0.0 psf 1 @ Base of Wall Stem OK 0.00ft # 6 12.00 in Edge 9.50 in 0.996 1 7,885.6 ft-# 1 7,953.3 ft-# 7,400.8 Ibs 64.92 psi 82.16 psi Hooked embedment into footing = 12.60 in Other Acceptable Sizes & Spacings: Toe: #5 @ 15.00 in -or- #4@ 8.50 in, #5@ 13.00 in, #6@ 18.50 in, #7@ 25.5 Heel:#4@18.00in -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined All Rights Reserved Licensed to: Rhetl SavoieOceanside, CA 92054 www.RetainPro.com Dunn Savoie Inc. 908 S. Cleveland St. Oceanside, CA 92054 Phone: 760-966-6355 Fax: 760-966-6360 Title • Line 1.6 &@Line1&C.8 Job# ! 09152.01 Dsgnr: Y.S. Description.... Page: _ Date: DEC 8,2009 12" Restrained Wall @ Line 1.6 btw B.8-C.8 & @ Line 1 btw This Wall in File: u:\yshao\shared\engineering\commercial\l Registration #: RP-1190075 Licensed to: Rhett Savoie RP9.02 Restrained Retaining Wall Design Code: CBC 2007 Footing Strengths & Dimensions | Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = 3.00ft 2.00 5.00 15.00 in 0.00 in 0.00 in 0.00ft | Footing Design Results Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = Toe 2,823 12,083 1,188 10,895 40.37 75.00 J"Heel 352 psf 0 ft-# 1,671 ft-# 1,671 ft-# 14.26 psi 75.00 psi f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs >» Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force = = = = = = = = = Ibs Ibs 1,600.0 Ibs Ibs Ibs 2,250.0 Ibs 1,595.0 Ibs 937.5 Ibs 6,382.5 Ibs ft ft 3.50ft ft ft 3.50ft 4.50ft 2.50ft Base Moment = -11,1 78.5 ft-# ft-# ft-# 5,600.0 ft-# ft-# ft-# 7,875.0 ft-# 7,1 77.5 ft-# 2,343.8 ft-# 11,817.7ft-# Soil Pressure Resulting Moment =4,138.5t-# DESIGNER NOTES: All Rights Reserved Licensed to: Rhett Savoie Oceanside, CA 92054 www.RetainPro.com •* ^^h~ Lateral Restraint ' • 1156.# 12." Concrete w/ $J,@, ' 12." Concrete w/ #6 @ ' i 3." 2." fc- Sliding Restraint ^"" #5@15.in @Toe #4@18.in @Heel ^ * * * * * ' * * 3'-0" 6"w . 2'-0" ^ 5-0".^ to. j^&?*^ ^ii 1 j ,«r 2" 1 J k r_3H 1 - 3"L 1 , ,«, 1 , 1 Lateral Restraint 1156. # Sliding Restraint DL= 900., LL= 700.#, Ecc= O.in Pp= 109.41# 283.26psf 5665.4# 2269.7psf I IN 1 908 S. Cleveland St. 1 Ik 1 Oceanside, CA 92054 1 III Phone: 760-966-6355 WL-C*! Fax: 760-966-6360 Title • 12"thk©Line1&4 Paae: Job* : 09152.01 Dsgnr: Y.S. Date: DEC 8,2009 Description.... 12" thk cantilever wall @ Line 1 btw A-B & @ line 4 btw This Wall in File: u:\yshao\shared\engineering\commercial\ .•tain Pro 9 © 1989 - 2009 Ver: 9.02 8071registration #: Rp-n 90075 RP9.02 Cantiievered Retaining Wall Design Licensed to: RhettSavoie Criteria | Retained Height = 14.50ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active lateral soil pressure options: NOTUSED for Soil Pressure. NOT USED for Sliding Resistance. NOTUSED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem b Axial Dead Load = 100.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning = 1.92 OK Slab Resists All Sliding ! Total Bearing Load = 8,138 Ibs ...resultant ecc. = 15.57 in Soil Pressure @ Toe = 2,007 psf OK Soil Pressure @ Heel = 27 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,408 psf ACI Factored @ Heel = 33 psf Footing Shear @ Toe = 31.2 psi OK Footing Shear @ Heel = 29.4 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 4,440.6 Ibs Building Code CBC 2007 Dead Load 1.200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1 .000 Code:CBC 2007 Soil Data 1 Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00pcf Soil Density, Toe 1 1 0.00 pcf Footing||Soil Friction = 0.350 Soil height to ignore for passive pressure = 12. 00 in : . • • Thumbnail Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load = 0.0#/ft A ...Height to Top = 0.00ft F ...Height to Bottom = 0.00ft E The above lateral load Vhas been increased 1 .00 Fby a factor of B Wind on Exposed Stem = 0.0 psf P Stem Construction 1 Top Stem Design Height Above Ftc ft = 4.00 Wall Material Above "Ht" = Concrete Thickness = 12.00 Rebar Size = #6 Rebar Spacing = 15.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.735 Total Force @ Section Ibs = 3,087.0 Moment.. ..Actual ft-#= 10,804.5 Moment Allowable ft-#= 14,697.7 Shear Actual psi= 26.7 Shear Allowable psi= 82.2 Wall Weight psf= 150.0 Rebar Depth 'd' in= 9.63 LAP SPLICE IF ABOVE in = 18.84 LAP SPLICE IF BELOW in = 18.84 HOOK EMBED INTO FTG in = f m psi = Fs psi = Solid Grouting = 1 djacent Footing Load = 0.0 Ibs ooting Width = 0.00 ft ccentricity = 0.00 in k/all to Ftg CL Dist = 0.00 ft ooting Type Line Load at Back of Wall ~ °-OR oisson's Ratio = 0.300 2nd Stem OK 0.00 Concrete 12.00 # 7 10.00 Edge 0.992 5,887.0 28,453.8 28,688.6 51.3 82.2 150.0 9.56 37.27 8.82 Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f c psi = 3,000.0 Fy psi = 60,000.0 3,000.0 60,000.0 Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: Rhett SavoieOceanside, CA 92054 www.RetainPro.com 1 .......1!Dunn Savoie Inc. 90S S. Cleveland St. Oceanside, CA 92054 Phone: 760-966-6355 i Fax:760-966-6360 M Title • 12 ' thk © Line 1&4 Page: Job* : 09152.01 Dsgnr: Y.S. Date: DEC 8,2009 Description.... 1 2" thk cantilever wall @ Line 1 btw A-B & @ line 4 btw This Wall in File: u:\yshao\shared\engineering\commercial\ Jtain Pro 9 © 1989 - 2009 Ver: 9.02 8071 . -egistration #: RP-1190075 RP9.02 Licensed to: Rhett Savoie Cantilevered Retaining Wall Design Code: CBC 2007 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ Strengths | 4.50ft 3.50 8.00 18.00 in 0.00 in 0.00 in 4.00ft 60,000 psi 1 50.00 pcf 0.0018 Btm.= 3.00 in Footing Design Results 1 Toe Heel Factored Pressure Mu' : Upward Mu' : Downward Mu: Design = = _ ActuaM -Way Shear = Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Tno' JtAffft A TK : S = 2,408 19,875 2,734 17,141 31.21 75.00 #6@ 12.00 in #5@ 18.00 in None Spec'd 33 0 psf ft-# 6,825 ft-# 6,825 ft-# 29.35 75.00 psi psi Sizes & Spacings n JtKlffi ID Kn in ^tRff^ 1 K. rtfl in jnff* "in OR in jtHtrtl OR 7«! in «O,/» II Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = _oad @ Stem Above Soil = OVERTURNINGForce Distance Moment Ibs ft ft-# 4,480.0 5.33 23,893.3 -39.4 0.50 -19.7 RESISTING Force Distance Moment Ibs ft ft-# Total 4,440.6 O.T.M. = 23,873.6 Resisting/Overturning Ratio = 1.92 Vertical Loads used for Soil Pressure = 8,137.5 Ibs Soil Over Heel = 3,987.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 100.0 * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 2,250.0 Earth @ Stem Transitions = Footing Weigh! = 1,800.0 Key Weight Vert. Component = 6.75 5.00 5.00 4.00 4.00 26,915.6 500.0 11,250.0 7,200.0 Total = 8,137.5 Ibs R.M.= 45,865.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: Rhett Savoie Oceanside, CA 92054 www.RetainPro.com Sliding Restraint #6@12.in @Toe Designer select #5@18.in @Heel See Appendix A 12.in Cone w/ #7 @ 10.in o/c ^ set nf. A * • * * • - '* * * * * * 4-6" i "*~2 1/2" *-2 1/2" • 3'-6" 8'-0" J22SSO*" 11 '-0" \ 4'-0" 2" Y 1 "^T JL ,. w, t 6" 14' 6" 1 J 15-0" 1 DL=100., LL=0.#, Ecc=0.in Sliding Restraint Pp=187.5# 27.373psf 4440.6* 2007.psf 1 nfl I 908 S. Cleveland St. 1 IS 1 Oceanside, CA 92054 ill II Phone:760-966-6355 I ijT Sf..!*' Fax: 760-966-6360 Job# : 09152.01 Dsgnr: Y.S. Date: DEC 8,2009 Description.... 16" Cantilever Wall @ Line A This Wall in File: u:\yshao\shared\engineering\commercial\ -tain Pro 9 © 1989 - 2009 Ver: 9.02 8071.>egistration#:Rp-i 190075 RP9.02 Cantilcvered Retaining Wall Design Code: CBC 2007 Licensed to: Rhett Savoie Criteria | Retained Height = 14.50ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 822.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 2.04 OK Slab Resists All Sliding ! Total Bearing Load = 10,325 Ibs .. .resultant ecc. = 16.41 in Soil Pressure @ Toe = 1 ,879 psf OK Soil Pressure @ Heel = 186 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,255 psf ACI Factored @ Heel = 223 psf Footing Shear @ Toe = 41 .3 psi OK Footing Shear @ Heel = 31 .3 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 5,203.6 Ibs Load Factors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data | Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00pcf Soil Density, Toe 1 1 0.00 pcf Footing||Soil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem | Lateral Load = 763.0 #/ft ...Height to Top = 15.00ft ...Height to Bottom = 14.00ft The above lateral load has been increased 1 .00by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction | Top Stem Thumbnail Adjacent Footing Load | Adjacent Footing Load - 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load at Back of Wall aott Poisson's Ratio = 0.300 2nd Design Height Above Ftg ft= 4.00 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness = 16.00 16.00 Rebar Size = #6 #7 Rebar Spacing = 12.50 10.00 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0.749 0.976 Total Force @ Section lbs= 3,850.0 6,650.0 Moment.... Actual ft-# = 18,816.0 39,517.3 Moment Allowable ft-#= 25,108.9 40,501.6 Shear Actual psi= 26.3 43.7 Shear Allowable psi= 82.2 67.1 Wall Weight psf= 200.0 200.0 Rebar Depth 'd' in= 13.63 13.56 LAP SPLICE IF ABOVE in= 19.21 44.90 LAP SPLICE IF BELOW in = 19.21 HOOK EMBED INTO FTG in = 8.82 f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD GUI 11,1 etc Data fc psi= 3,000.0 2,000.0 Fy psi= 60,000.0 60,000.0 Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: Rhett Savoie Oceanside, CA 92054 www.RetainPro.com MifnT I 908 S. Cleveland St. I IHI I ' Oceanside, CA 92054 I 111 I 1 i Phone:760-966-6355 UeMfM± | Fax: 760-966-6360, Title 16" Cantilever® Line A Job# : 09152.01 Dsgnr: Y.S. Description.... 16" Cantilever Wall @ Line A This Wall in File: u:\yshao\shared\ stain Pro 9 © 1989 - 2009 Ver: 9.02 8071.egistration #: Rp-1190075 RP9.02 CantMevered Retaining Wall Design Licensed to: Rhett Savoie Footing Dimensions & Strengths | Toe Width = 6.00 ft Heel Width = 4.00 Total Footing Width = 10.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 4.00 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 1 50.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results | Toe Heel Factored Pressure = 2,255 223 psf Mu1: Upward = 33,279 0 ft-# Mu1: Downward = 4,860 7,765 ft-# Mu: Design = 28,419 7,765 ft-# Actual 1 -Way Shear = 41.26 31.31 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 @ 12.50 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Tna- &4/R1 A OK in 4£/fl\ K KP. in &Rffj\ Q OK in *7/Wi 1 1 KP. in tttUR Paae: Date: DEC 8,2009 engineering\commercial\ Code: CBC 2007 ^ 1 e An in &QIO\ on 7 Heel: #4@ 7.25 in, #5@ 11.25 in, #6@ 16.00 in, #7@ 21.75 in, #8@ 28.50 in, #9@ 36 Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item ibs ft ft-# Heel Active Pressure = 4,480.0 5.33 23,893.3 Surcharge over Heel = Toe Active Pressure = -39.4 0.50 -19.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 763.0 16.00 12,208.0 -oad @ Stem Above Soil = Total = 5,203.6 O.T.M. = 36,081.6 Resisting/Overturning Ratio = 2.04 Vertical Loads used for Soil Pressure = 10,325.3 Ibs RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 4,253.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 822.0 * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 3,000.0 Earth @ Stem Transitions = Footing Weighl = 2,250.0 Key Weight Vert. Component = 8.67 36,862.2 6.67 5,480.0 6.67 20,000.0 5.00 11,250.0 4.00 Total= 10,325.3 Ibs R.M.=73,592.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: Rhett Savoie Oceanside, CA 92054 www.RetainPro.com DL= 822., LL= 0.#, Ecc= O.in 763.ps1 Sliding Restraint Pp=187.5# 185.57psf 5203.6# 1879.5psf Ei? Sliding Restraint #7@12.5in @Toe Designer select #6@16.gil horiz. reinf. @ HeiPe Appendix A 16.in Cone w/ #7 @ 10.in o/c . • ' * , * - * " » * ' * * * * * 4;• • ' t 6'-0" IMPIII^^ *-2 1/2" •*~2 1/2" * 4-0" ,«_ , __ , _., fen ^i****1 ir-o" j 4'-0" 2" t r-6" 3" 6" ' \ i 15'-0" 1 JD51 UJQ 1 1 I> < £ ! 3 Vo 5 '3O "0 i© «0 ^C5 rin i ?3 C" uJ T-"/\7 | i r CD SECTION& >- l^" ** >•i— £ v^ &. ^~r 2?<> O Pi -^. 3 o-fS 1 »© bQ -© «"© •*© *0 ^O <o 10 »© -© zo oUJ CO ii bi N Ui_J Hi oLLI (0 Ui Dunn Savoie Inc. 908 S. Cleveland St. Oceanside, CA 92054 Phone: 760-966-6355 Fax: 760-966-6360 Title : 16" Cantilever @ Line A Job# • 09152.01 Dsgnr: Y.S. Description.... 16" Cantilever Wall @ Line A Page: Date: DEC 8,2009 This Wall in File: U:\Yshao\Shared\Engineering\Commercial ( >tain Pro 9 © 1989 - 2009 Ver: 9.02 8071 agistration #: RP-1190075 RP9.02 Licensed to: Rhett Savoie Cantilevered Retaining Wall Design Code: CBC 2007 \ Wall: M Concrete • Masonry Allowable Moment Lines: g| Concrete f Masonry Designer to determine bar cutoff locations 13,650.0 ft-# 22,750.0 f« 31,850,0 ft-#36,400.0 ft-# Retain Pro Software © 2009 NBA Publications, Inc.All Rights Reserved Licensed to: Rhett SavoieOceanside, CA 92054 wwvrf.RetainPro.com Retaining Wall Additional Reinforcement due to Opening at Certain Height Wall #: Length : Height • Elevation # • Opening Center Height: Wall Thickness @ This Elevation: Linear Moment per ENERCALC : Total Moment for Entire Wall; Linear Steel Area per ENERCALC •• Total Steel Area for Entire Wall = 44.53 in2 Elevation 3 ENERCALC Steel Reinforcement Ratio = Total Opening Width @ This Elevation : Net Wall Length @ This Elevation = Steel Needed for the Same Total Moment: Total Added Steel Area: Linear Added Steel Area = 0.00 in^/ft Elevation 2 Elevation #: Opening Center Height = Wall Thickness @ This Elevation : Linear Moment per ENERCALC = Total Moment for Entire Wall: Linear Steel Area per ENERCALC = Total Steel Area for Entire Wall: ENERCALC Steel Reinforcement Ratio: Total Opening Width @ This Elevation = Net Wall Length @ This Elevation: Steel Needed for the Same Total Moment: Total Added Steel Area = Linear Added Steel Area : Elevation #: Opening Center Height: Wall Thickness @ This Elevation : Linear Moment per ENERCALC = Total Moment for Entire Wall: Linear Steel Area per ENERCALC = Total Steel Area for Entire Wall: ENERCALC Steel Reinforcement Ratio: Total Opening Width @ This Elevation : Net Wall Length @ This Elevation : Steel Needed for the Same Total Moment: Total Added Steel Area: Linear Added Steel Area : 1 63 15 1 24 16 ;^2730CT) 1719900 0.707 44.53 0.43% 194 46.83 29.38 0.00 0.00 2 78 16^tosgpN, 648900 0.707 44.53 0.43% 66 57.50 10.73 0.00 0.00 3 96 16 r74Q(D^ 466200 0.707 44.53 0.43% 108 54.00 7.68 0.00 0.00 ft ft in. = 2 ft in #-ft/ft #-ft in2/ft in2 OK! in. = 16.2 ft ft in* in2 in*/ft in. = 6.5 ft in #-ft/ft #-ft in2/ft in2 OK! in. = 5.5 ft ft in* in2 in*/ft in. = 8 ft in >#-ft/ft #-ft in2/ft in2 OK! in. = 9 ft ft in* in2 in*/ft Elevation 1 h\ 1r •i • •i • Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel' (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFRWORKS Y.S. JOB# OF DATE DATE 091^9 01 153,-V 12/09 FOUNDATION DESIGN o oOQ M3 1 .1 v vr 1 i)/-\ i<-> i j y w II XO • 1 D CM "(N s CM t 0-I oS O o IIo Q a. £01 £UJQ ooI o o CO Q 00 c. oIV oI CM CM 1 CN 170 £UJ to , , I< O O 3: 3= o o Q O **T" (O *00 0 0 x a: ^ 8 >Q cvj ol~-CD Q_ Q. o UJ U- «- KN I— •< a. I-1-! t^ a. g Q .. ...,co CN <T CM >- J3Q. CNinIasO CD O FRAME LINES:1 4 .COLUMN LINE RIGID FRAME:BASIC COLUMN REACTIONS (k ) Frame Column Dead Collateral- Line Line Horiz Vert Horiz Vert 1 * E 1.7 1.9 1.4 1.4 1 * A -1.7 1.9 -1.4 1.4 Live WindJ.1 Horiz Vert Horiz Vert 9.5 9.1 -4.6 -4.3 -9.5 9.1 2.7 -3.2 —Wind_R1 —Wind_L2 Horiz Vert Horiz Vert -2.7 -3.2 -3.0 -2.3 4.6 -4.3 1.1 -1.2 Frame Column —Wind_R2 —Wind_Ln1— —Wind_l_n2— —SeismicJ.- —Seismic_R- SeisLn Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 * E -1.1 -1.2 -4.5 -6.3 -2.7 -4.5 -1.6 -0.4 1.5 0.4 0.0 -8.0 1 * A 3.0 -2.3 4.5 -4.9 2.7 -3.1 -1.5 0.4 1.6 -0.4 0.0 0.0 Frame Column -LWIN01J.2E- -LWIN01_R2E- -LWIND2J.3E- -LWIND2J*3E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 * E -0.1 -0.5 -0.1 0.0 0.0 -0.2 0.0 0.0 1 * A 0.1 0.0 0.1 -0.5 0.0 0.0 0.0 -0.2 Frame Column Dead Collateral- Live Wind_L1 —Wind_R1 —Wind_L2Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 * E 2.9 3.1 2.8 2.6 20.5 18.7 -8.9 -8.2 -5.5 -6.0 -5.8 -4.4 2 * A -2.9 3.1 -2.8 2.6 -20.5 18.4 5.5 -6.0 8.9 -8.2 2.3 -2.2 Frame Column —Wind_R2 —Wind_Ln1— —Wind_in2— —SeismicJ.- —Seismic_R- SeisLn Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 * E -2.3 -2.2 -9.0 -10.6 -5.3 -7.2 -2.5 -0.7 2.5 0.7 0.0 -8.0 2 * A 5.8 -4.4 9.0 -10.5 5.3 -7.2 -2.5 0.7 2.5 -0.7 0.0 -7.9 Frame Column -LWND1_L2E- -LWIN01_R2E- -LWIND2J.3E- -LWIND2_R3E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 * E -0.1 -0.9 -0.2 -0.1 0.0 -0.4 -0.1 0.0 2 * A 0.2 -0.1 0.1 -0.9 0.1 0.0 0.0 -0.4 1 * Frame lines: 1 4 2 * Frame lines: 2 3 NOTES FOR REACTIONS 1. All loading conditions are examined corresponding H or V are reported. 2. Positive reactions are as shown in opposite directions. 3. Bracing reactions are in the plane from the braced bay. The vertical and only maximum/minimum the sketch. Foundation loads H or V and the are in of the brace with the H pointing away reaction is downward. 4. Building reactions are based on the following building data: Width (ft) Length (ft) Eave Height (ft) Roof Slope (rise/12 ) Dead Load (psf ) Collateral Load (psf ) Live Load (psf ) Wind Speed (mph ) Wind Code Exposure Closed/Open Importance Wind Importance Seismic Seismic Design Category Seismic Coeff (Fa*Ss) = 80.0 = 64.0 = 12.5/ 12.5 = 1.0/ 1.0 = 2.0 = 3.0 = 20.0 = 90.0 = IBC 06 5 = B _ p = 1.00 = 1.00 = D = 1.50 . Loading conditions are: 1 DL+CL+LL 2 0.60DL+LnWnd1+LWIND1_L2E 3 0.60DL+LnWnd1+LWIND1_R2E 4 1.14DL+1.14CL-0.70SeisL 5 0.60DL+WR2+WS 6 0.60DL+WP+LnWnd2 FRAME LINES: 2 3 9 I H ^ V &,(> V COI DUN I INF — " ' H V RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout Line Line Id H Vmax Id H Vmin No D(in) Wid Len Thk (in) 1 * E 1 12.6 12.3 3 -3.6 -5.2 1 12.6 12.4 2 -3.5 -5.6 1 » A 2 3.6 -3.7 1 -12.6 12.3 1 -12.6 12.4 3 3.5 -4.2 1 * Frame lines: 1 4 4 0.750 8.000 12.50 0.375 0.0 4 0.750 8.000 12.50 0.375 0.0 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout Line Line Id H Vmax Id H Vmin No D(in) Wid Len Thk (in) 2 * E 1 26.3 24.4 3 -7.4 -8.8 1 26.3 24.4 2 -7.3 -9.7 2 * A 2 7.4 -8.8 1 -26.3 24.0 1 -26.3 24.0 3 7.3 -9.6 2 * Frame lines: 2 3 4 1.000 8.000 15.00 0.375 0.0 4 1.000 8.000 15.00 0.375 0.0 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout Line Line Id H Vmax Id H Vmin No D(in) Wid Len Thk (in) 1 D 5 1.4 0.1 6 -1.3 0.1 4 0.0 0.1 1C 5 1.6 0.1 6 -1.5 0.1 4 0.0 0.2 1 B 5 1.4 0.1 6 -1.3 0.1 4 0.0 0.1 4 B 5 1.4 0.1 6 -1.3 0.1 4 0.0 0.1 4 C 5 1.6 0.1 6 -1.5 0.1 4 0.0 0.2 4 D 5 1.4 0.1 6 -1.3 0.1 4 0.0 0.1 BRACING REACTIONS, PANEL SHEAR ± Reactions (k ) PanelWall — Col — Wind -Seismic- Shear Loc Line Line Horz Vert Horz Vert (Ib/ft) L_EW 1 Rigid Frame At Endwall F SW A 2 ,3 2.8 1.4 6.1 3.0 R_EW 4 Rigid Frame At EndwallRSWF 4 ^ 9R 14 fi1 ^ 1 2 0.750 8.000 8.000 0.375 0.0 2 0.750 8.000 8.000 0.375 0.0 2 0.750 8.000 8.000 0.375 0.0 2 0.750 8.000 8.000 0.375 0.0 2 0.750 8.000 8.000 0.375 0.0 2 0.750 8.000 8.000 0.375 0.0 ^£§£11^ A/JJfr&m^, A ATYISWVSH* A JOB|: Q9-5243R1 |BY:MW PRE-MANUF. STEEL BUILDIN& fATY BLD6 SYSTEMS. INC.). BT SEPARATE PERMIT. y THK fMNj CONC SLAB H/ 16- O.C. EA. WAT AT MID-HT OVER 4' POORLY GRADED CLEAN SAND ON PREPARED GRADE.OPTION: PROVIDE 10 MIL VAPOR BARRIER • MID-HEIOHT OF SAND. INDICATES BASE C TYPE PER DETAIL 12' THK CONC:HALEJ>LW *> TRANSVCRSE •IB1 O.C. • BOTt V THC ELEVATED CONC SLAB WBOTT CONC 6LAB W/ «3 •WAY AT MID-HT OVERCLEAN &AND =D GRADE.5V1DE l» MIL VAPOR 1ID-HEIGHT OF 6AND.FOR ATEEL &TAIR3 « LANDINQ »• THK CONC WALL BLW OPEN TO BASEMENT BLW D' THK CONC UNREST RET. HALL BLW [£] I i-l*'THK CONC INRE6T. RET. WALL BLW Z4' THK CONC CAP BLW MAIM LEVSL POUSJDATION PLAN SCALE: 3/16'.I'-B1 ) ( • • • • • Dunn Savoie, Inc. Title : Job # Structural Engineers Ds9nr: Date: 3:32PM- 14 DEC °9 Description :908 S. Cleveland Street Oceanside, CA 92054 Scope : Phone: (760) 966-6355 Rev: 580002 _ _ _. D__... 1 Luser Kw-0802938, ver 5.8.0, i-Nov-2oo6 General Footmci Analvsis & Desian 9 1(0)1983-2006 ENERCALC Engineering Software VSCIICiai 1 wuny miaiyoio v» woigii legoland waterworks.ecw:Mechanicaf Building | Description Line E & Line 2,3 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 jj 2,500.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 5.700 k 20.500 k 0.700 k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k 24.400 k Width along X-X Axis 5.000 ft Length along Y-Y Axis 6.000 ft Footing Thickness 1 5.00 in Col Dim. Along X-X Axis 8.00 in Col Dim. Along Y-Y Axis 1 5.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in 1 ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k | Summary | 5.00ft x 6.00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio 15.0inThick, DL+LL 1 ,054.6 2,500.0 0.000 in 0 000 in No Overturning 2.651 w/ Column Support DL+LL+ST 2,307.9 psf 3,325.0 psf 11.318 in 0.000 in 1.500:1 8.00x15 MaxMu Required Caution: OOin x O.Oin high Actual X(short)ecc>Widt Allowable 5.884 k-ft per ft Steel Area Shear Stresses.... Vu 1-Way 2-Way 22.377 33.007 0.324 in2 per ft Vn * Phi 93.1 13 psi 186.226 psi Footing Design || Shear Forces Two-Way Shear One-Way Shears.. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom 33.01 psi 11.37 psi 11.37 psi 13.70 psi 13.70 psi ACI C-1 3.10 k-ft 3.10 k-ft 3.72 k-ft 3.72 k-ft ACI C-2 31.36 psi 22.38 psi -0.54 psi 13.02 psi 13.02 psi 0.08 k-ft 5.88 k-ft 3.54 k-ft 3.54 k-ft ACI C-3 3.66 psi 3.21 psi -0.67 psi 1.53 psi 1.53 psi ACI C-3 -0.14 k-ft 0.84 k-ft 0.41 k-ft 0.41 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 26.1 psi 49.4 psi 31.3 psi 31.3 psi As Rea'd 0.32 in2 per ft 0.32 in2 per ft 0.32 in2 per ft 0.32 in2 per ft 1 15.00 in 6.Kft 5.00ft 6.00ft Page 1 of 5 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.1) Job Name : Line E & 2,3 Date/Time : 12/14/2009 3:44:49 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Calculation Type : Analysis a) Layout Anchor : 1" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 14 in Built-up Grout Pads : No syt Nua, 4ANCHORS -Nua IS POSmVE FOR TENSION AND NEGATIVE FOR COMPRESSION, 4 INDICATES CINTSR OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 21 in Cx2 : 21 in cy1 : 21 in cy2 : 21 in bx1:1.5in bjg : 1.5 in by1 : 1.5 in b 2 : 1-5 in sx1 : 6 in sy1 :6 in b) Base Material aboutblank 12/14/2009 Page 2 of 5 Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No ¥c>v : 1 -40 Condition : A tension and shear ^p • 1381 -3 PSI Thickness, h : 18 in Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 36820 Ib Vuax : 0 Ib Vuay : 34160 Ib Mux : 0 lb*ft Muy : 0 Ib'ft ex: 0 in ey: 0 in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout: No d) Anchor Parameters Anchor Model = HB100 dQ = 1 in Category = N/A hef=13in hmin= 14.75 in cac=19.5in cmin = 6 in smin = 6 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 9205.00 Ib Anchor #2 Nua2 = 9205.00 Ib Anchor #3 Nua3 = 9205.00 Ib Anchor #4 Nua4 = 9205.00 Ib Sum of Anchor Tension SN.._ = 36820.00 IbUQ ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 8540.00 Ib (Vua1x = 0.00 Ib , Vua1y = 8540.00 Ib ) Anchor #2 Vua2 = 8540.00 Ib (Vua2x = 0.00 Ib , Vua2y = 8540.00 Ib ) Anchor #3 Vug3 = 8540.00 Ib (Vua3x = 0.00 Ib , Vua3y = 8540.00 Ib ) about:blank 12/14/2009 Page 3 of 5 Anchor #4 Vua4 = 8540.00 Ib (Vua4x = 0.00 Ib , Vua4y = 8540.00 Ib ) Sum of Anchor Shear SVuax = 0.00 Ib, EVuay = 34160.00 Ib e'Vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [E^ D-3l Number of anchors acting in tension, n = 4 Nsa = 35150 Ib (for each individual anchor) $ = 0.75 [D.4.4] <|>Nsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc'ANco^ec.N^ed.N^c.N^cp.NNb [EQ- D-5] Number of influencing edges = 0 hef=13in ANco=1521.00in2[Eq. D-6] ANc = 2025.00 in2 ¥ecN|y=1.0000[Eq.D-9] ^ec N = 1-0000 (Combination of x-axis & y-axis eccentricity factors.) ¥ed N = 1 .0000 [Eq. D-10 or D-1 1] ¥c N = 1.2500 [Sec. D.5.2.6] ¥cp N = 1.0000 [Eq. D-1 2 or D-1 3] Nb = 16 V f ' c hef 5/3 = 57499.26 Ib [Eq. D-8] Ncbg = 95690.34 Ib [Eq. D-5] (j> = 0.75 [D.4.4] (|)Ncbg = 71767.76 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Abrg= 1.5010 in2 Npn = ^.pNp [Eq- ^cp=1.4[D.5.3.6] Npn = 42028.00 Ib <|) = 0.70 [D.4.4] <|> Npn = 29419.60 Ib (for each individual anchor) aboutblank 12/14/2009 Page 4 of 5 f^ 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, ca1 < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0-6Asefuta [Eq. D-20] Vsa = 21090.00 Ib (for each individual anchor) $ = 0.65 [D.4.4] 4 Vsa = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNCbg [Eq. D-30] kcp = 2[Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) eN = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) ^ec NX = 1-0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec Ny = 1-0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec N1 = 1 -0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = ^Nca^Nc^ec.N'^ec.N^cbg Ncbg = 95690.34 Ib (from Section (5) of calculations) ANc = 2025.00 in2 (from Section (5) of calculations) ANcg = 2025.00 in2 (considering all anchors) ^ec N = 1 -0000 (from Section(5) of calculations) Ncb = 95690.34 Ib (considering all anchors) Vr= 191380.68 IbH^y $ = 0.70 [D.4.4] <|>Vcpg = 133966.48 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel: 0.3492 -Breakout: 0.5130 -Pullout: 0.3129 - Sideface Blowout: N/A aboutblank 12/14/2009 Page 5 of 5 Shear - Steel : 0.6230 - Breakout : N/A - Pryout : 0.2550 T.Max(0.51) + V.Max(0.62) = 1.14 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 14 in. embedment aboutblank 12/14/2009 ) ( •I Dunn Savoie, Inc. Title : Job # Structural Engineers Dsgnr: Date: 3:34PM, 14 DEC 09 908 S. Cleveland Street Descnpfon : Oceanside, CA 92054 Scope : Phone: (760) 966-6355 user: Kw-oeo2938,ver 5.8o, i-Nov-2oo6 Genpral Footino Analysis & Desian Page 1 1c)1 983-2006 ENERCALC Engineering Software OCIierdl rUULIIiy Mlldiy^Ri Ol LStti>llJll legolandwaterworks.ecwrMechanical Building | Description Line E& Line 1,4 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load- Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 jj 2,500.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 3.100k 9.500 k 0.400 k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) 12.400k k k Width along X-X Axis 4.000 ft Length along Y-Y Axis 5.000 ft Footing Thickness 15.00 in Col Dim. Along X-X Axis 8.00 in Col Dim. Along Y-Y Axis 1 3.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in 1 ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k | Summary | 4.00ft x 5.00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio , 15.0in Thick, DL+LL 2,070.8 2,500.0 1 1 .464 in 0.000 in No Overturning 2.094 w/ Column Support DL+LL+ST 2,076.2 psf 3,325.0 psf 11.188 in 0.000 in 1.500:1 Caution: 8.00x 13.00inxO.Oin high MaxMu Required Steel Area Shear Stresses.... 1-Way 2-Way X(static)ecc>Wid Actual Allowable 3.424 k-ft per ft 0.324 in2 per ft Vu 12.988 17.064 Vn * Phi 93.1 13 psi 186.226 psi Footing Design } Shear Forces Two-Way Shear One-Way Shears., Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 17.06 psi 12.99 psi -1.30 psi 6.98 psi 6.98 psi ACI C-1 -0.27 k-ft 3.42 k-ft 1.96 k-ft 1.96 k-ft ACI C-2 15.10psi 11.46 psi -1.30 psi 6.19 psi 6.19psi -0.26 k-ft 3.03 k-ft 1.74 k-ft 1.74 k-ft ACI C-3 2.80 psi 2.79 psi -0.84 psi 1.10 psi 1.10 psi ACI C-3 -0.20 k-ft 0.73 k-ft 0.32 k-ft 0.32 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 2.3 psi 28.8 psi 16.5 psi 16.5 psi As Rea'd -0.32 in2 0.32 in2 0.32 in2 0.32 in2 per ft per ft per ft per ft 6— 15.00 in 4.00ft .OCft 4.00ft 5.00ft Page 1 of 5 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.1) Job Name : Line E & 1, 4 Date/Time : 12/14/2009 3:39:30 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Calculation Type : Analysis a) Layout Anchor: 1" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 14 in Built-up Grout Pads : No Cx1 Sx1 Cx2 Sy1 cyi uay Nua.Vyax 4ANCHORS *Nua IS POStTIVE FOR TENSION AND NEGATOE FOR COMPASSION. * INDICATES CENTER OF POUR CORNER ANCHORS Anchor Layout Dimensions Cx1 Cx2 Cy1 Cy2 bx1 bx2 by1 by2 Sx1 syi 18 in 18 in 18 in 18 in 1.5 in 1.5 in 1.5 in 1.5 in Gin 6 in b) Base Material aboutblank 12/14/2009 Page 2 of 5 Concrete : Normal weight f c : 2500.0 psi Cracked Concrete : No ¥c v : 1 -40 Condition : B tension and shear <j>Fp : 1381.3 psi Thickness, h : 18 in Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua: 17640 Ib Vuax : 0 Ib Vuay:17220lb Mux : 0 lb*ft Muy : 0 lb*ft ex:0in ey : 0 in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout: No d) Anchor Parameters Anchor Model = HB100 dQ = 1 in Category = N/A hef=13in hmin = 14-75 in cac=19.5in cmin = 6 in smin = 6 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nug1 = 4410.00 Ib Anchor #2 Nua2 = 4410.00 Ib Anchor #3 Nua3 = 4410.00 Ib Anchor #4 Nua4 = 4410.00 Ib Sum of Anchor Tension ZN.._ = 17640.00 IbUd ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 4305.00 Ib (Vua1x = 0.00 Ib , Vua1y = 4305.00 Ib ) Anchor #2 Vua2 = 4305.00 Ib (Vua2x = 0.00 Ib , Vua2y = 4305.00 Ib ) Anchor #3 Vug3 = 4305.00 Ib (Vua3x = 0.00 Ib , Vua3y = 4305.00 Ib ) aboutblank 12/14/2009 Page 3 of 5 Anchor #4 Vua4 = 4305.00 Ib (Vua4x = 0.00 Ib , Vua4y = 4305.00 Ib ) Sum of Anchor Shear ZVllaY = 0.00 Ib, ZV,,au = 17220.00 IbUdX Udy e'Vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta P* D'3] Number of anchors acting in tension, n = 4 Nsg = 35150 Ib (for each individual anchor) <|> = 0.75 [D.4.4] (|)Nsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Concrete breakout strength has not been evaluated against applied tension load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. Calculation in this section is displayed solely for the purpose of calculating Ncb which is used to derive Section (10) shear pryout strength. Ncbg = ANc/ANcoVI/ec,NXiyed,NXI/c,N^cp,NNb PQ- D-5] Number of influencing edges = 4 hef (adjusted for edges per D.5.2.3) = 12.000 in ANco =1296.00 in2 [Eq.D-6] ANc= 1764.00 in2 TecNx=1.0000[Eq.D-9] *ecNy=1.0000[Eq. D-9] ^ec N = 1 -000° (Combination of x-axis & y-axis eccentricity factors.) ¥ed|N = 1.0000 [Eq. D-10 or D-11 ] XFCN = 1.2500 [Sec. D.5.2.6] ¥ N = 1.0000 [Eq. D-12 or D-13] Nb = 16 V f' c hef5/3 = 50318.24 Ib [Eq. D-8] Ncbg = 85610.89 lb[Eq. D-5] <)> = 0.70 [D.4.4] (|>Ncbg = 59927.62 Ib (for the anchor group) 6) Puliout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf'c[Eq.D-15] Abrg = 1.5010 in2 Npn = HE^ [Eq. D-14] xFcp=1.4[D.5.3.6] about:blank 12/14/2009 Page 4 of 5 Npn = 42028.00 Ib 4 = 0.70 [D.4.4] <j) Npn = 29419.60 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cg1 < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6Asefuta [Eq. D-20] Vsa = 21090.00 Ib (for each individual anchor) <|> = 0.65 [D.4.4] (j) Vsa = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2[Sec. D.6.3.1] eNx = 0,00 in (Applied shear load eccentricity relative to anchor group e.g.) eN = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) ^ec NX ~ 1-0000 tEcl- D-9] (Calulated using applied shear load eccentricity) Tec Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec N1 = 1 -0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)^ec,N1/Vi/ec,N)Ncbg Ncb = 85610.89 Ib (from Section (5) of calculations) ANc = 1764.00 in2 (from Section (5) of calculations) ANca = 1764-00 ir|2 (considering all anchors) xFec N = 1.0000 (from Section(5) of calculations) Ncb = 85610.89 Ib (considering all anchors) Vcpg= 171221.79 Ib (j) = 0.70 [D.4.4] (|>Vcpg = 119855.25 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension -Steel: 0.1673 aboutblank 12/14/2009 Page 5 of 5 - Breakout: N/A - Pullout: 0.1499 - Sideface Blowout: N/A Shear - Steel: 0.3140 - Breakout: N/A - Pryout: 0.1437 T.Max(0.17) <= 0.2 and V.Max(0.31) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 14 in. embedment aboutblank 12/14/2009 Dunn Savoie, Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 Title: Dsgnr: Description : Scope: Job# Date: 3:36PM, 14 DEC 09 Rev: 580002User. KW-0602938, Ver 5.8.0,1-Nov-2006(0)1983-2006 ENERCALC Engineering Software General Footing Analysis & Design 1 legoland waterworks ecw:Mechanical Building Description Line 1 & D, Line 4 & D, Line 4 & C General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load- Dead Load Live Load Short Term Load Applied Moments- Dead Load Live Load Short Term Applied Shears- Dead Load Live Load Short Term Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | 2,500.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 1.600k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k 0.200 k Width along X-X Axis 3.000 ft Length along Y-Y Axis 3.000 ft Footing Thickness 15.00 in Col Dim. Along X-X Axis 8.00 in Col Dim. Along Y-Y Axis 8.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in 1 ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k \ Summary 1 3.00ft x 3.00ft Footing, 1 5.0in Thick, DL+LL Max Soil Pressure 359.0 Allowable 2,500.0 "X' Ecc, of Resultant 0.000 in "Y1 Ecc, of Resultant 0.000 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio 1 9.387 w/ Column Support 8.00 x S.OOin x O.Oin DL+LL+ST 41 4.6 psf MaxMu 3,325.0 psf Required Steel Area 0.928 in _. _.0.000 in Shear Stresses.... 1-Way 1.500:1 2-Way Footing Design OK high Actual Allowable 0.209 k-ft per ft 0.324 in2 per ft Vu Vn * Phi 0.512 93.1 13 psi 1.781 186.226 psi Footing Design [ Shear Forces Two-Way Shear One-Way Shears.. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 1.53 psi 0.34 psi 0.34 psi 0.34 psi 0.34 psi 0.15 k-ft 0.15 k-ft 0.15 k-ft 0.15 k-ft ACI C-2 1.78 psi 0.51 psi 0.28 psi 0.40 psi 0.40 psi ACI C-2 0.13 k-ft 0.21 k-ft 0.17 k-ft 0.17 k-ft ACI C-3 0.76 psi 0.22 psi 0.12 psi 0.17 psi 0.17 psi ACI C-3 0.06 k-ft 0.09 k-ft 0.07 k-ft 0.07 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 1.2 psi 1.8 psi 1.4 psi 1.4 psi As Rea'd 0.32 in2 0.32 in2 0.32 in2 0.32 in2 per ft per ft per ft per ft 15.00 in 3.00ft 3. )C1 3.00ft 3.00ft Page 1 of 8 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.1) Job Name : Line 1 & 4 Others Date/Time : 12/14/2009 3:47:37 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Calculation Type: Analysis a) Layout Anchor: 3/4" Heavy Hex Bolt Number of Anchors : 2 Steel Grade: F1554 GR. 36 Embedment Depth : 12 in Built-up Grout Pads : No Cy2 / 1* bx1 %\ > -. ua ( •x- > (l^im by2 *2~ vy" ~ I bx2 2ANCHORS •Wua IS POSITIVE FOR TEMSiOW *WO NEGATIVE FOR COMPRESSION, + SNDICATlSCgNTER OF TWO ANCHORS Anchor Layout Dimensions : Cx1 Cx2 Cy1 Cy2 bx1 bx2 by1 by2 s 6 in 6 in 24 in 24 in 1.5 in 1.5 in 1.5 in 1.5 in 6 in b) Base Material Concrete : Normal weight f. : 2500.0 psi aboutblank 12/14/2009 Page 2 of 8 Cracked Concrete: No ^C]V : 1-40 Condition : B tension and shear <|>Fp : 1381.3 psi Thickness, h : 18 in Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 2240 Ib Vuax : 0 Ib Vuay : 140 Ib Mux : 0 Ib'ft Muy: 0 lb*ft ex: 0 in ey : 0 in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout: No d) Anchor Parameters Anchor Model = HB75 d0 = 0.75 in Category = N/A hef = 11.25 in hmjn = 12.75 in cac= 16.875 in cmin = 4-5 in smin = 4-5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 1120.00 Ib Anchor #2 Nua2 = 1120.00 Ib Sum of Anchor Tension SNM_ = 2240.00 IbUd ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vug1 = 70.00 Ib (Vua1x = 0.00 Ib , Vua1y = 70.00 Ib ) Anchor #2 Vua2 = 70.00 Ib (Vua2x = 0.00 Ib , Vua2y = 70.00 Ib ) Sum of Anchor Shear ZVIiav = 0.00 Ib, EV,,aw = 140.00 IbudA Ucty e'Vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] aboutblank 12/14/2009 Page 3 of 8 Nsa = nAsefuta Number of anchors acting in tension, n = 2 Nsg = 19370 Ib (for each individual anchor) <|> = 0.75 [D.4.4] <|>Nsa = 14527.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg Number of influencing edges = 2 hef= 11. 25 in ANco =1139.06 in2 [Eq.D-6] ANc = 607.50 in2 TecNx=1.0000[Eq.D-9] TecNy=1.0000[Eq.D-9] ^ec N = ^ -0000 (Combination of x-axis & y-axis eccentricity factors.) Ted N = 0.8067 [Eq. D-10 or D-11] Yc N = 1.2500 [Sec. D.5.2.6] Tpp N = 1 .0000 [Eq. D-1 2 or D-1 3] Nb = 16>/ f ' c hef573 = 45186.73 Ib [Eq. D-8] Ncbg = 24300.42 Ib [Eq. D-5] <(> = 0.70 [D.4.4] c|>Ncbg = 17010.29 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Abrg = 0.9110in2 Npn = *C,PNP [Eq- Tcp=1.4[D.5.3.6] Npn = 25508.00 Ib $ = 0.70 [D.4.4] <|> Npn = 17855.60 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cg1 < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] aboutblank 12/14/2009 Page 4 of 8 Vsa = n0.6Asefuta [Eq. D-20] Vsa = 11625.00 Ib (for each individual anchor) <|> = 0.65 [D.4.4] (|> Vsa = 7556.25 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Vcbx = Avcx/Avcox^ed,VVI/c,VVbx 6.00 in 162.00 in2 ca1 = 6.00 in * 162.00 in2 [Eq.D-23] ed v = 1 .0000 [Eq. D-27 or D-28] C v= 1.4000 [Sec. D.6.2.7] 1'5fc(ca1)'[Eq.D-24] le = 6.00 in Vbx = 6752.1 7 Ib Vcbx = 9453.04 Ib [Eq. D-22] i|> = 0.70 (|)Vcbx = 6617.13 Ib (for a single anchor) In y-direction... Vcbgy = V^coy^ecy^ed^vVby I*!- D-22] ca1 = 12.00 in (adjusted for edges per D.6.2.4) Avcy = 324.00 in2 A^ = 648.00 in2 [Eq. D-23] TecV=1.0000[Eq. D-26] ¥ed v = 0.8000 [Eq. D-27 or D-28] vj/cv= 1.4000 [Sec. D.6.2.7] Vby = 7(le/d0)°'2A/ d0V fc(ca1)1'5 [Eq. D-24] le = 6.00 in Vby=1 9098.03 Ib Vcbgy =1 0694.90 lb[Eq. D-22] <|> = 0.70 <()Vcb = 7486.43 Ib (for the anchor group) (|)Vcb = 3743.21 Ib (for a single anchor - divided <|>Vcbgy by 2) aboutblank 12/14/2009 Page 5 of 8 Case 2: Anchor(s) furthest from edge checked against total shear load In x-direction... Vcbx = Avo/A^^V ^ D-21] ca1 = 12.00 in \cx = 648.00 in2 A^ = 648.00 in2 [Eq. D-23] ^ed v = 1 .0000 [Eq. D-27 or D-28] ¥c v= 1.4000 [Sec. D.6.2.7] Vbx = 7(le/do)°-2V d0V fc(ca1)1'5[Eq.D-24] le = 6.00 in Vbx=1 9098.03 Ib Vcbx = 26737-24 Ib [Eq. D-22] <|> = 0.70 (|>Vcbx = 18716.07 Ib (for a single anchor) In y-direction... Vcbgy = V/AvcoyXFec,VVI/ed,VVI'c,VVby Pq. D-22] ca1 = 12.00 in (adjusted for edges per D.6.2.4) A^ = 324.00 in2 Avcoy = 648.00 in2 [Eq. D-23] TecV=1.0000[Eq. D-26] ^ed V = °-8000 [Eq- D-27 or D-28] Tc v= 1.4000 [Sec. D.6.2.7] Vby = 7(le/d/-2 V d0>/ fc(ca1)1-5 [Eq. D-24] le = 6.00 in Vby=1 9098.03 Ib <|> = 0.70 (|)Vcb = 7486.43 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/AvcoxVI/ed,VVI/c,VVbx Pq. D-21] ca1 = 6.00 in Avcx= 162.00 in2 =162.00 in2 [Eq. D-23] aboutblank 12/14/2009 Page 6 of 8 Ved v = 1 .0000 [Sec. D.6.2. 1 (c)] yc v= 1.4000 [Sec. D.6.2.7] Vbx = 7(W°'N doV fc(ca1)1'5[Eq.D-24] le = 6.00 in Vbx = 6752.1 7 Ib Vcbx = 9453.04 lb[Eq. D-22] = 2*Vcbx[Sec.D.6.2.1(c)] Vcby=1 8906.08 Ib $ = 0.70 (j)Vcby = 13234.26 Ib (for a single anchor) Check anchors at c ., edge Vcbgy = Avcy/Avcoy^ec,VVI/ed,VVI/c,VVby ^- cg1 = 12.00 in (adjusted for edges per D.6.2.4) A^y = 324.00 in2 A^ = 648.00 in2 [Eq. D-23] ^^=1.0000^.0-26] vFedV= 1.0000 [Sec. D.6.2. 1(c)] TcV= 1.4000 [Sec. D.6.2.7] Vby = 7(le/d0)a2 V d0>/ fc(ca1)1-5 [Eq. D-24] L = 6.00 inc Vby=1 9098.03 Ib Vcbgy =1 3368.62 lb[Eq. D-22] Vcbgx = 26737.24 Ib $ = 0.70 <|>Vcbgx = 18716.07 Ib (for the anchor group) Check anchors at c^ edge Vcbx = Avcx/Avcox^ed,VVI/c,VVbx ca1 = 6.00 in ^=162.00 in Avcox= 162.00 in2 [Eq. D-23] ^ v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2. 1(c)] TcV= 1.4000 [Sec. D.6.2.7] aboutblank 12/14/2009 2 Page 7 of 8 Vbx = 7('e/do)°-2 V doV fc(ca1)15 [Eq. D-24] le = 6.00 in Vbx = 6752.1 7 Ib Vcbx = 9453.04 Ib [Eq. D-22] = 2*Vcbx[Sec.D.6.2.1(c)] Vcby=1 8906.08 Ib § = 0.70 •t^cby = 13234.26 Ib (for a single anchor) Check anchors at c 2 edge Vcbgy = V/Voy^ec^ed^vVby $*• D-22] ca1 = 12.00 in (adjusted for edges per D. 6.2.4) A^y = 324.00 in2 Avcoy = 648.00 in2 [Eq. D-23] TecV=1.0000[Eq. D-26] Ved v = 1.0000 [Sec. D.6.2.1(c)] VFCV= 1. 4000 [Sec. D.6.2.7] Vby = JOe/d/'2 V d0V fc(cal)1-5 ^- D~24^ L = 6.00 inc Vby=1 9098.03 Ib Vcbgy =1 3368.62 lb[Eq. D-22] Vcbgx = 2* Vcbgy [Sec. 0.6.2.1(0] Vcbgx = 26737.24 Ib <|> = 0.70 (|)Vcbgx = 18716.07 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3. 1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) eN = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) Tec Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec Ny = 1-0000 t^q. D-9] (Calulated using applied shear load eccentricity) ^ec N1 = 1-0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(VI/ec,N'/XI/ec,N)Ncbg Ncbg = 24300.42 Ib (from Section (5) of calculations) aboutblank 12/14/2009 Page 8 of 8 ANc = 607.50 in2 (from Section (5) of calculations) ANca = 607-50 in2 (considering all anchors) ^ecN = 1-0000 (from Section(5) of calculations) Ncb = 24300.42 Ib (considering all anchors) V_ = 48600.84 Ib 4 = 0.70 [D.4.4] (|)Vcpg = 34020.59 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0771 -Breakout: 0.1317 - Pullout : 0.0627 - Sideface Blowout : N/A Shear - Steel : 0.0093 - Breakout (case 1) : 0.0187 - Breakout (case 2) : 0.0187 - Breakout (case 3) : 0.0053 - Pryout : 0.0041 V.Max(0.02) <= 0.2 and T.Max(0.13) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 12 in. embedment aboutblank 12/14/2009 IH UJHI Jxrs <r> DIG: <f CQ(Q< Q-OjftJ 0 0 \ V. A Q -J!±i iu i=* g <» III Oo o fflUJ 111 E 0 Page 1 of5 Anchor Calculations ££*, Anchor Designer for ACI 318 (Version 4.2.0.1) Job Name : Line A & 2,3 Date/Time : 12/14/2009 3:42:23 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Calculation Type: Analysis a) Layout Anchor: 1" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 14 in Built-up Grout Pads : No Sx1 Cx2 by2 2L-1 By \ 4 ANCHORS •Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR INDICATES CENTER OF FOUR CORNER' ANCHORS Anchor Layout Dimensions CX1 Cx2 Cy1 Cy2 bx1 bx2 by1 by2 SX1 syi 24 in 24 in 6 in 6 in 1.5 in 1.5 in 1.5 in 1.5 in 6 in Gin b) Base Material about:blank 12/14/2009 Page 2 of 5 Concrete : Normal weight f c : 2500.0 psi Cracked Concrete : No Vc v : 1.40 Condition : A tension and shear <|>Fp : 1381.3 psi Thickness, h : 48 in Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 36820 Ib Vuax : 0 Ib Vugy:34160lb MUX : 0 lb*ft Muy : 0 lb*ft ex: 0 in ey : 0 in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout: No d) Anchor Parameters Anchor Model = HB100 dQ = 1 in Category = N/A hef=13in hmin = 14-75 in cac=19.5in cmin = 6 in smin = 6 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nug1 = 9205.00 Ib Anchor #2 Nua2 = 9205.00 Ib Anchor #3 Nua3 = 9205.00 Ib Anchor #4 Nua4 = 9205.00 Ib Sum of Anchor Tension SN.,_ = 36820.00 IbUcJ ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 8540.00 Ib (Vua1x = 0.00 Ib , Vua1y = 8540.00 Ib ) Anchor #2 Vua2 = 8540.00 Ib (Vua2x = 0.00 Ib , Vua2y = 8540.00 Ib ) Anchor #3 Vua3 = 8540.00 Ib (Vua3x = 0.00 Ib , Vua3y = 8540.00 Ib ) aboutrblank 12/14/2009 Page 3 of 5 Anchor #4 Vua4 = 8540.00 Ib (Vua4x = 0.00 Ib , Vua4y = 8540.00 Ib ) Sum of Anchor Shear ZVliaY = 0.00 Ib, SVliaw = 34160.00 IbUdX Ucfy e'Vx = 0.00 in e'v = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta ^ D^ Number of anchors acting in tension, n = 4 Nsa = 35150 Ib (for each individual anchor) <|> = 0,75 [D.4.4] (|)Nsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Concrete breakout strength has not been evaluated against applied tension load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. Calculation in this section is displayed solely for the purpose of calculating Ncb which is used to derive Section (10) shear pryout strength. Ncbg = ANc/ANcoVI/ec,NXI/ed,NXI/c,NVI/cp,NNb ^q. D-5] Number of influencing edges = 2 hef=13in ANco = 1521.00in2[Eq. D-6] ANc=810.00in2 vFec N = 1 .0000 (Combination of x-axis & y-axis eccentricity factors.) Ted N = 0.7923 [Eq. D-10 or D-11] TcN = 1.2500 [Sec. D.5.2.6] ^m N = 1 -O000 [Eq- D-12 or D-131t/P.IN Nb = 16 V f ' c hef 573 = 57499.26 Ib [Eq. D-8] Ncbg = 30326-48 lb lEcl- D-5] <|> = 0.75 [D.4.4] cj)Ncb = 22744.86 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf'c[Eq.D-15] A- 1.5010 in2 ¥cp=1.4[D.5.3.6] about:blank 12/14/2009 Page 4 of 5 Npn = 42028.00 Ib <|> = 0.70 [D.4.4] 4 Npn = 29419.60 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, ca1 < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6Asefuta [Eq. D-20] Vsa = 21 090.00 Ib (for each individual anchor) 4 = 0.65 [D.4.4] <|> Vsa = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VCpg = kcpNcbg [Eq. D-30] kcp = 2[Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) eN = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) ^ec NX = I-0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec Ny = 1-0°°° [Eq. D-9] (Calulated using applied shear load eccentricity) ^ec N1 = ^ -U000 (Combination of x-axis & y-axis eccentricity factors) Ncbg Ncbg = 30326.48 Ib (from Section (5) of calculations) ANc = 810.00 in2 (from Section (5) of calculations) ANca = 810.00 in2 (considering all anchors) Tec N = 1.0000 (from Section(5) of calculations) Ncb = 30326.48 Ib (considering all anchors) Vcpg = 60652.95 Ib 4 = 0.70 [D.4.4] <|>V = 42457.07 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.3492 aboutblank 12/14/2009 Page 5 of5 - Breakout: N/A -Pullout: 0.3129 - Sideface Blowout: N/A Shear - Steel: 0.6230 - Breakout: N/A - Pryout: 0.8046 T.Max(0.35) + V.Max(0.80) = 1.15 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 14 in. embedment aboutblank 12/14/2009 •I ^fI !•i m H M Dunn Savoie tnc Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel' (760) 966-6355 Fax: (760)966-6360 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE T FGO-WATFR WORKS Y.S. JOB# OF DATE DATE 09152 01 ^H£ 12/09 MISCELLANEOUS -S-.C 00 0LJOa: © Guardrail/Handrail Design Based on 2006 IBC Section 1607.7 ?1~ 1607.7 Loads on handrails, guards, grab bars and vehicle barriers. Handrails, guards, grab bars as designed in ICC A117.1 and vehicle barriers shall be designed and constructed to the structural loading conditions set forth in this section. 1607.7 Loads on handrails, guards, grab bars and vehicle barriers. Handrails, guards, grab bars as designed in ICC Al 17.1 and vehicle barriers shall be designed and constructed to the structural loading conditions set forth in this section. 1607.7.1 Handrails and guards. Handrail assemblies and guards shall be designed to resist a load of 50 plf (0.73 kN/ra) applied in any direction at the top and to transfer this load through the supports to the structure. Glass handrail assemblies and guards shall also comply with Section 2407. Exceptions: 1. For one- and two-family dwellings, only the single concentrated load required by Section 1607.7.1.1 shall be applied. 2. In Group 1-3, F. H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 pounds per foot (0.29 kN/m). INPUT DATA Handrail Section Handrail Yield Stress Intermediate Rail Section Intermediate Yield Stress Post Section Post Yield Stress 1607.7.1.1 Concentrated load. Handrail assemblies and guards shall be able to resist a single concentrated load of 200 pounds (0.89 kN), applied in any direction at any point along the top, and have attachment devices and supporting structure to transfer this loading to appropri- ate structural elements of the building. This load need not be assumed to act concurrently with the loads specified in the preceding paragraph. 1607.7.1.2 Components. Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds (0.22 kN) on an area equal to 1 square foot (0.093m2), including openings and space between rails. Reactions due to this loading are not required to be superimposed with those of Section 1607.7.1 or 1607.7.1.1. 1607.7.1.3 Stress increase. Where handrails and guards are designed in accordance with the provisions for allow- able stress design (working stress design) exclusively for the loads specified in Section 1607.7.1, the allowable stress for the members and their attachments are permit- ted to be increased by one-third. | Plpel-l/2STD Fv = 46 ksi I Plpel-l/2STD Fy = 46 ksi HSS1.900XO.M5 A 0.75 0.75 0.75 Z 0.42 0.42 0.42 S 0.31 0.31 0.31 t 0.14 0.14 0.14 Fy = 46 ksi Handrail Span Post Height Intermediate Rail Spacing Horiz. Load Perp. To Handrail Point Load Perp. To Handrail Horiz. Load Perp. To Intermediate Rail L = H = p = 72 42 20 50 200 50 in in in plf Ibs psf 6.0 3.5 ft ft 1607.7.1 1607.7.1.1 1607.7.1.2 DESIGN SUMMARY Handrail D/C = 0.23 The design is adequate I REACTIONS AT THE BASE OF POST MAX SHEAR = 300 Ibs MAX MOMENT = 1050 ft-lbs Intermediate Rail Post D/C = 0.29 D/C = 0.81 UNDER UNIFORM LOAD PER 1607.7.1 CHECK HANDRAIL CAPACITIES M =8 M_ V 225 ft-lbs 8-74ksi = 150 Ibs (Mn / nb)/S = (4/3) (Fy Z/1.67)/S =50.04 ksi OK! , J v = ~T ~ 0.40 ksiyl CHECK POST CAPACITIES M = wlLH= 1050 ft-lbs , = — = 40.78 ksi <o /v ~ ~T - 0.80 ksi (4/3) (0.6 Fy Cv / Qv) = (4/3) (0.6 Fy 1.0/1.67) = 22.04 ksi OK ! 300 Ibs (4/3) (Mn I f2b)/S = (4/3) (Fy Z/1.67)/S = (4/3) (0.6 Fy Cv I Qv) = (4/3) (0.6 Fy 1.0/1.67) = 50.04 ksi OK! 22.04 ksi OK! UNDER POINT LOAD PER 1607.7.1.1 CHECK HANDRAIL CAPACITIES A89 PLM = = 300 ft-lbs, (P @ middle)4 M =~-= 1l65ksi /v = — - 0.53 ksi CHECK POST CAPACITIES M = PH= 700 ft-lbs f M fh= — = 27.18 ksiJ b s V /v = — = 0.53 ksiA (4/3) (Mn V = P = 200 Ibs, (P @ end) = (4/3) (Fy Z/1.67)/S =50.04 ksi OK! (4/3) (0.6 Fy Cv / Qv) = (4/3) (0.6 Fy 1.0/1.67) = 22.04 ksi OK ! V = P = 200 Ibs (4/3) (Mn / nb)/S = (4/3) (Fy Z/1.67)/S = (4/3) (0.6 FyCv/nv) = (4/3) (0.6 Fy 1.0/1.67) 50.04 ksi OK! 22.04 ksi OK! UNDER UNIFORM LOAD PER 1607.7.1.2 CHECK INTERMEDIATE RAIL CAPACITIES M = ^JL— = 375 ft-lbs V •• 8 12 , M f b - — = 14.56 ksi <o 2 12 (4/3) (Mn/nb)/S = (4/3) (Fy Z/ 1.67)/S =50.04 ksi OK! V_ A 0.67 ksi (4/3) (0.6Fy Cv/Ov) = (4/3) (0.6Fy 1.0/1.67)= 22.04 ksi OKI Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Lego Mech'l Bldg SHEET NO. CALCULATED BY Y.S. CHECKED BY SCALE OF DATE DATE 09152.01 12/09 £73 BM1 Wl L ) > i 4.0'2 # (TL) -Z.TT0 #(DL) &9 #(LL) ^\°0 vvz. \ 12.0' L # (TL) ifte \ 4.0' L # (TL) H^o # (DL) H 1 * i #(TL) #(DL) #(LL) W1 = 32x472 + 20x1' = 100x472 =200 84 PLF(DL) W2 = 32x472 + 20x1' = 100x472 = 84 200 W3 = 32x472 + 20x1' = 100x472 = 84 PLF(DL) 200 PLF (LL) USE D/C= ATL=L/< U OK! ) f ' I Dunn Savoie, Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 Phone: (760) 966-6355 Rev: 580010 User KW-0602938, Ver 5.8.0, 1-Nov-2006 Mil tl -Snail(c)1 983-2006 ENERCALC Engineering Software IWIMIU wpon Title : Dsgnr: Description : Scope : Steel Beam Job* Date: 2:57PM, 14 DEC 09 £r /f Page 1 \ legoland waterworks. ecw:Mechanical Building | Description Stair Stringer 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Spans Considered Continuous Over Supports Load Duration Factor 1.00 Span Information Description Span Steel Section End Fixity Unbraced Length Loads Live Load Used This Span Dead Load Live Load Results Mmax @ Cntr @X = Max @ Left End Max @ Right End fb : Actual Fb : Allowable fv : Actual Fv : Allowable ft ft 4.00 C9X13.4 Pin-Pin 0.00 ? k/ft k/ft Yes 0.084 0.200 k-ft ft k-ft k-ft psi psi psi psi 0.00 0.00 0.00 -2.89 3,266.7 23,760.0 Bending OK 615.6 14,400.0 12.00 C9X13.4 Pin-Pin 0.00 Yes 0.084 0.200 2.22 6.00 -2.89 -2.89 3,266.7 23,760.0 Bending OK 812.6 14,400.0 4.00 C9X13.4 Pin-Pin 0.00 Yes 0.084 0.200 0.00 4.00 -2.89 0.00 3,266.7 23,760.0 Bending OK 615.6 14,400.0 Reactions & Deflections Shear @ Left Shear @ Right Reactions... DL @ Left LL @ Lett Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X = Span/Deflection Ratio Query Values Location Shear MomentMax. Deflection k k k k k k k k in ft 0.15 1.29 -0.05 -0.11 -0.15 0.89 2.11 2.99 0.003 2.45 18,677.6 ft k k-ftin 0.00 0.15 0.00 0.0000 1.70 1.70 0.89 2.11 2.99 0.89 2.11 2.99 -0.031 6.00 4,691.0 0.00 1.70 -2.89 0.0000 1.29 0.15 0.89 2.11 2.99 -0.05 -0.11 -0.15 0.003 1.55 18,677.6 0.00 0.00 0.00 0.00 0.00 1.29 0.00 0.00 0.00 0.00 -2.89 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 I I I 1 1 0.00 0.00 0.00 0.0000 Dunn Savoie Inc. Structural Engineers 90S S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Lego Mech'l Bldg 09152.01 SHEET NO. CALCULATED BY CHECKED BY SCALE OF Y.S.DATE 12/09 DATE BM2 W Li 11.0' 1562#(TL) 462 # (DL) 1100#(LL) Li 1562#(TL) 462 # (DL) 1100#(LL) w = 32x472 + 20x1' =84 PLF(DL) 100x472 =200 PLF (LL) USE ATL=L/~ L/OK! ) ( •• • • Dunn Savoie, Inc. Title : Job # Structural Engineers Ds9nr: Date: 2:51 PM, 14 DEC 09 908 S. Cleveland Street Descr.pt.on: <cj Oceanside, CA 92054 Scope • Phone: (760) 966-6355 Rev: 580007 ,_ . _ .,,,„_ , U User: KW-0602938, Ver 5.8.0, 1-Nov-2006 StPPl Rf»am Dp«tifin Kage ' 1(c)1 983-2006 ENERCALC Engineering Software WM.WI i_»wain L^WOIIJII legoland waterworks.ecw:Meohanical Building | Description Stair Stringer 2 General Information code Ref: AISC 9th ASD, 1997 use, 2003 IBC, 2003 NFPA 5000 \ Steel Section : C9X13.4 Pinned-Pinned Center Span 1 1 .00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 DL 0.084 LL 0.200 ST Start Location End Location Fy 36.00 ksi Load Duration Factor 1 .00 Elastic Modulus 29, 000.0 ksi Note! Short Term Loads Are WIND Loads, k #5 #6 #7 k/ft k/ft ft ft 1 Summary |Beam OK Using: C9X13.4 section, Span = 11.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1 .000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv Actual 4.498 k-ft 5.092 ksi 0.214 : 1 1.636k 0.780 ksi 0.054 : 1 Allowable 20.988 k-ft 23.760 ksi 30.197k 14.400 ksi static uoaa oase governs stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.071 5,703.9 1,867.8 in : 1 :1 Force & Stress Summary | «— These columns are Dead + Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 4.50 k-ft 1.64k 1.64 k -0.071 in 0.000 in 0.000 in 0.000 ft 1.64 1.64 DL Only 1.47 0.54 0.54 -0.023 0.000 0.000 0.000 0.54 0.54 LL © Center 4.50 1.64 1.64 -0.071 0.000 0.000 0.000 1.64 1.64 LL+ST ©. Center -0.071 0.0000.000 0.000 1.64 1.64 Live Load placed as noted ~» LL LL+ST (5). Cants @ Cants k-ft k-ft k-ft k-ft k k 0.000 0.000 in 0.000 0.000 in0.000 0.000 in 0.000 0.000 in k k Facalc'dperEq.E2-1,K*L/r<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy CONTROLS HAN©ER BRACKET. PROVIDE FULL OPEN ©RATE PROVIDE FULL CAST-IRON FRAME AMP TRAFFIC ©RATE. SUBMERSIBLEPUMPfTYP. 2) A——PUMP DISCHARGE PIPE B/© - SEE PLAN FOR SIZE X"x X" CONCRETEPIT. (DEPTH AS _INDICATED; TOPVIEN PROVIDE FULL CAST-IRON FRAME AND TRAFFIC (SRATE. <t 5VM. $ LOW VOLT CONTROL WIRE TO PANEL POWK HIRE IN 3" CONDUIT TO POWER SUPPLY (TYP. 2 PUMPS) HISH WATER ALARM (MINIMUM3" BELOW LOWESTIMI FT P1 1=1=) STAND-BY 1 PUMP ON 1 PUMP ON t ALTERNATE PUMPS OFF MIN. 1" ABOVE /SP\ u 1 ( '• 1 „ . « ffi . < . ai • ^. • j t 1 -1 c?a BALI VAL Vtf/^ z ^hnrf~lr^vj j kW^ h~O ^ s^ If -S V<E\ \< \ >L £ Z ^ ,-* /^ U ^j ' .* ^ [_! ^ f i — m 1 }\ \ •^1 ) S — y b ' . .^- / ) )l — . I— I™u ) • '^ f? -. < 4" < • A ' I •^\ \ \ 4 ' '. ^ fipft ^\\S'A\K ^/•\ \ y\W/ ^ | ? g i- BACKFILL TO -1 BE SAND OR PEA ©RAVEL ^- INLET * CHECK VALVE jjj i- 3 NOT£. FOR PUMP ARRANSBCNT AND DRAIN INLETS FOR SP-I AND 5P-2 REFB? TO FLVMBIN© PLAN ON SHECT P04. SUMP PUMP DETAIL DETAIL SCALE: NONE JOB E71 DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETNO OF_ 908 S. Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email: dsi@surfdsi.com SCALE .._:, Orr if ^"< D PRODUCT 207 I•• • • Dunn Savoie, Inc. Title : ^"^ Job # Structural Engineers Ds9nr: Date: 12:01 PM, 21 DEC 09„.„ _ _, . . _ . Description :908 S. Cleveland Street Oceanside, CA 92054 Scope . Phone: (760) 966-6355 ESsSl^^lln^i^fs^ar, Concrete Rectangular & Tee Beam Design legolandwaterworks.ecw:Mecha2?B e ui,J9 1 Description Sump Pump Side Wall Short Direction General Information Span 4.00 ft Depth 6.000 in Width 12.000 in Beam Weight Added Internally Reinforcing Code Ref:ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 fc 3,000 psi Fy 60,000 psi Concrete Wt. 145.0pcf Seismic Zone 0 End Fixity Pinned-Pinned Live Load acts with Short Term 1 Rebar @ Center of Beam- Count Size 'd' from Top #1 1 4 3.00 in Rebar @ Left End of Beam- Count Size 'd' from Top #1 in Rebar @ Right End of Beam... Count Size 'd1 from Top #1 ir Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads #1 Dead Load 0.175k Live Load Short Term Start 0.000 ft End 4.000 ft 1 Summary 1 Span = 4.00ft, Width= 12.00in Depth Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn'phi Shear Stirrups... Stirrup Area @ Section 0.440 Region 0.000 Max. Spacing Not Req'd Max Vu 0.523 = 6.00in 0.59 k-ft 2.52 k-ft 0.52k 3.35k in2 0.667 1 .333 Not Req'd Not Req'd 0.399 0.200 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 2.000 2.667 Not Req'd Not Req'd 0.195 0.195 Beam Design OK -0.0021 in 0.49k 0.49k 3.333 4.000 ft Not Req'd Not Req'd in 0.394 0.518k Bending & Shear Force Summary \ Bending... Mn @ Center @ Left End @ Right End Shear... Vn* @ Left End @ Right End *Phi 2.52 k-ft 0.00 k-ft 0.00 k-ft Phi 3.35k 3.35k Mu, Vu Eq. C-1 0.59 k-ft 0.00 k-ft 0.00 k-ft , Eq. C-' 0.52k 0.52k Mu, Eq. C-2 0.45 k-ft 0.00 k-ft0.00 k-ft Vu, Eq. C-: 0.39k 0.39k Mu, Eq. C-3 0.45 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-; 0.39k 0.39k Deflection \ Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in 0.0000 in 0.0000 in © Left 0.495 0.495 0.495 k k k at at at 0.0000ft 0.0000ft 0.0000 ft ©. Riaht 0.495 0.495 0.495 k k k -0.0021 -0.0021 -0.0021 Downward in at 2.0000ft in at 2.0000ft in at 2.0000ft [I ( • •Dunn Savoie, Inc. Title: *~ vl Job* Structural Engineers °S9™: t. Date: 12:01PM. 21 DEC °9 908 S. Cleveland Street Descnpt'°n : Oceanside, CA 92054 Scope . Phone: (760) 966-6355 Rev: 580002 _ _ . . ^ _. _ 0 ., UUser: KW-0602938, Ver 5.8.0, l-Nov-2006 Multi-Spall Concrete 663111 9S 1(c)1 983-2006 ENERCALC Engineering Software IWIMIM vf«n vswuui^io uwain legoland waterworks.ecw:Mechanical Building | Description Sump Pump Side Wall Long Direction General Information Fy 60,000.0 psi fc 3,000.0 psi Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 \ Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 Stirrup Fy 40,000.0 psi ACI Live Load Factor 1 .60 Concrete Member Information | Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right *"a Bar Depth 4.75 12.00 6.00 Pin-Pin 0.20in2 S.OOin 0.20in2 S.OOin 4.75 12.00 6.00 Pin-Pin 0.20in2 S.OOin 0.20in2 O.OOin Loads 1 Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes 0.175 Results Beam OK Mmax @ Cntr k-ft @X= ft Mn * Phi k-ft Max @ Left End k-ft Mn * Phi k-ft Max @ Right End k-ft Mn * Phi k-ft Shear @ Left k Shear @ Right k 0.33 1.77 2.52 0.00 0.00 -0.59 2.52 Bending OK 0.37 0.62 Yes 0.175 Beam OK | 0.33 2.98 2.52 -0.59 5.22 0.00 0.00 Bending OK 0.62 0.37 Reactions & Deflections 1 DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 0.31 0.00 0.31 1.04 0.00 1.04 -0.001 1.99 216.00 1.04 0.00 1.04 0.31 0.00 0.31 -0.001 2.75 216.00 Shear Stirrups jj Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2*L in Spacing @ .4*L in Spacing @ .6*L in Spacing @ .8*L in Spacing @ Right in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd R U ( 0( • •• • Dunn Savoie, Inc. Title: f w«" Job# Structural Engineers £s9nr.: Date: 12:01PM, 21 DEC 09. __ _ _. , . ~- * Description :908 S. Cleveland Street Oceanside, CA 92054 Scope . Phone: (760) 966-6355 ser:Kw-o602938,ver 5.8.0, i-Nov-2oo6 Concrete Rectatidular & Tee Beam Desian Pa9e 1 I:)1 983-2006 ENERCALC Engineering Software wv" '**' cl° ixcwi«iiy UIOI W 1 CC LJGdl II L^COIlJI 1 |ego|and waterworks .ecw:Mechanical Building | Description Sump Pump Middle Wall Short Direction General Information Span 4.00 ft Depth 6.000 in Width 12.000 in Beam Weight Added Internally Reinforcing Code Ref:ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 fc 3,000 psi Fy 60, 000 psi Concrete Wt. 145.0pcf Seismic Zone 0 End Fixity Pinned-Pinned Live Load acts with Short Term Rebar @ Center of Beam... Count Size 'd' from Top #1 1 4 3.00 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 ir Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads #1 Dead Load 0.312 k Live Load Short Term Start 0.000 ft End 4.000 ft 1 Summary I Span = 4.00ft, Width= 12.00in Depth Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section 0.440 Region 0.000 Max. Spacing Not Req'd MaxVu 0.812 = 6.00in 0.92 k-ft 2.52 k-ft 0.81 k 3.35k in2 0.667 1.333 Not Req'd Not Req'd 0.620 0.310 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 2.000 2.667 Not Req'd Not Req'd 0.303 0.303 Beam Design OK -0.0033 in 0.77k 0.77k 3.333 4.000 ft Not Req'd Not Req'd in 0.613 0.805k Bending & Shear Force Summary | Bending... Mn'Phi @ Center 2.52 k-ft @ Left End 0.00 k-ft @ Right End 0.00 k-ft Shear... Vn*Phi @ Left End 3.35 k @ Right End 3.35 k Mu, Eq. C-1 0.92 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 0.81 k 0.80k Mu, Eq. C-2 0.69 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 0.61 k 0.60k Mu, Eq. C-3 0.69 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 0.61 k 0.60k Deflection || Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in 0.0000 in 0.0000 in ©Left 0.769 k 0.769 k 0.769 k at at at 0.0000 ft 0.0000 ft 0.0000 ft <5>. Riaht 0.769 k 0.769 k 0.769 k Downward -0.0033 in -0.0033 in -0.0033 in at at at 2.0000ft 2.0000ft 2.0000ft