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Home My WebLink About1 LEGOLAND DR; ; CB111977; Permit02-14-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB111977 Building Inspection Request Line (760) 602-2725 Job Address: Permity Type: Parcel No: Valuation: Occupancy Group: Project Title: 1 LEGOLAND DR CBAD COMMIND 2111000900 $1,849,446.00 Sub Type: COMM Lot#: 0 Constmction Type: NEW Reference # Status: ISSUED Applied: 09/13/2011 Entered By: RMA Plan Approved: 02/14/2012 Issued: 02/14/2012 Inspect Area Plan Check #: LEGO - NEW "PIRATE ISLAND" RIDE - FOUNDATION ONLY, 13,450 SF POOL, ADD 635 SF TO EXISTING MECHANICAL BLDG,, 1 - 280 SF SOLID ROOF SHADE COVER OVER CART AREA, 3 FABRIC SHADE STRUCTURES = 4035 SF, Applicant: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Owier: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX543185 DALLAS TX 75354 Building Perniit $5,796.12 Meter Size Add'l Building Pennit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $4,057.28 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Stom Motion Fee $388.38 PFF (3105540) $0.00 Park Fee $2,204.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $22,785.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $86.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $680.00 Other Building Fee $0.00 MECHANICAL TOTAL $49.50 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $18,632.00 Add'i Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green BIdg Stands (SB1473) Fee $72.00 HMP Fee $0.00 Fire Expedidted Plan Review $722.50 Green BIdg Standards Plan Chk $0.00 TOTAL PERMIT FEES $55,472.78 Totai Fees: $55,472.78 Total Payments To Date: $55,472.78 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 refen-ed to as lees/exactions.' You have 90 days from the date this pennit 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 servtee fees In connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been clven a NOTICE similar to this, or as to which the statute of limitations has orevlouslv othenvise expired. 02-14-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW110364 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 1 LEGOLAND DR CBAD SWPPP 2111000900 Lot#: CBI11977 LEGO- "PIRATE ISLAND" RIDE W/ Applicant: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Status: ISSUED Applied: 09/13/2011 Entered By: RMA Issued: 02/14/2012 Inspect Area: Tier: Priority: 1 M Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Emergency Contact: CHRISTOPHER ROMERO 760 846-0842 SWPPP Plan Check SWPPP Inspections Additional Fees $0.00 $210.00 $0.00 TOTAL PERMIT FEES $210.00 Total Fees: $210.00 Total Payments To Date: $210.00 Balance Due: $0.00 FINAL APPROVAL SIGNATURE ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov Plan Check No. Plan Ck. Deposit Date SWPPP JOB ADDRESS 1 Legoland Dr., Carlsbad CA 92008 SUITE#/SPACE#/UNIT# 211 100 09 CT/PROJECT # LOT# PHASE* # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. rVPE OCC. GROUP LEGOLAND CALIFORNIA VB A-3 DESCRIPTION OF WORK: (nc/ude Square Feet OfAtfected Area(s) Construction of new theme park ride ("Pirate Island") and associated support facilities and site work: (1) ride foundations; (2) ride pool, 13,450 s.f.; (3) building addition to existing mechanical bidg, 635 s.f.; (4) shade cover at retail cart area, 280 s.f.; (5) three shade covers at queues and station, totaling 4,035 s.f.; (6) pool filtration/circulation systems, (7) lighting & electrical. Civil work includes: precise grading, storm drainage, re-location anc extension of existing private water and sewer lines. Site work includes: paving, fences, railings. Project area = 1.6 acres. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPWCE AIR CONDITIONING FIRE SPRINKLERS Amusement Park Same YES| |# N0[7] YES| iNofTI YESfTlNol CONTACT NAME (It Different Fom Applicant) Richard Apel APPLICANT NAME Christopher Romero ADDRESS R.W. Apel Landscape Architects, 571-B Hygeia Ave. ADDRESS Legoland California, 1 Legoland Dr. CITY Leucadia STATE CA ZIP 92024 cm Carlsbad STATE CA ZIP 92008 PHONE (760) 943-0760 FAX (760) 943-0760 PHONE (760) 846-0842 FAX (760)918-5469 EMAIL rwapel2@cox.net EMAIL chris.romero@legoland.eom PROPERTY OWNER NAME Merlin Entertainment Group U.S. Holdings CONTRACTOR BUS. NAME None selected at this time ADDRESS 1 Legoland Dr. ADDRESS CITY Carlsbad STATE CA ZIP 92008 CITY STATE ZIP PHONE {760)918-5300 FAX (760) 918-5469 PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS R. W. Apel (see contact) STATE LIC. # 2825 STATE LIC.# CLASS CITY BUS. UC.# (Sec. 7031.5 Business and Professions Code; Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WORKERS' COMPENSATION Workers' Compensation Declaration: / hereby affimi under penalty of perjury one of Ihe following declarations: 11 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. 11 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the wori( for which this pemiit is Issued. My workers' compensation insurance carrier and policy number are: Insurance Co Policy No. Expiratton Date This section need not be completed If the permit Is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. JS^ CONTRACTOR SIGNATURE • AGENT DATE O W N E R-B U I L D E R DECLARATION / hereby afffrni that I am exempf from Contractor's Ucense Law for the following reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture 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 emptoyees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of complelton, (he owner-builder will have the burden of proving (hat he did not build or improve fbr (he purpose of sale). 1^1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License Law). • _Business and Professions Code for this reason: I am exempt under Section 1,1 personally plan to provide the major labor and materials for construction of the proposed property improvement. Q^es I INO 2.) (have / have not) signed an applicalion 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, supereise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of (he work, but I have contracted (hired) (he following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE QAGENT DATE O M P L E T E THIS SECTION FOR N O N - R E S I O E N T I A L BUILDING PERMITS ONLY s the applicant or future building occupant required to submiUbusiness plari. acutely hazardous materials registration form or risk management and preventton program under Secttons 25505,25533 or 25534 of the lirqija! s the facility to be constructed within 1,000 feet of the outer boundary of a school site? d) Yes 0 No F ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 5S Dlan 'resley-Tanner Hazardous Substance Account Act? I I Yes I </ iNo s the applicant or future building occupant required to obtain a permit from the air pollution control district or airwality management district? •Yes [3 No ONSTRUCTION LENDING AGENCY hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). PPLICANT CERTIFICATION .ender's Name Lender's Address • ii ceitl^ that I have read the application and state that the above infbnnatian is conect and that the Infomiation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. hereby authorize representative of the City of Carisbad to enter upon the above menttoned property for inspecfon purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD \GAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. )SHA An OSHA pennit Is required for excavations over 5'0' deep and demolltton or constmctton of stmctures over 3 stories In height. iXPIRATION: Every pennit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and voki if the buiWing or VKiri( authorized by such pemiit Is not commenced within 180 days from the date of such pemiit or if the building rnmsff. authorized by such pemiit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Sectton 106.4.4 Unifomn Building Code). JSTAPPLICANT'S SIGNATURE DATE CftyofOarlsbail Final Building inspeGtion Dept: Building En^Aewtirg Planning QM^tiKk St Lite Fire Plan Check #: Permit*: Project Name: Flooded ^/3o//a RECEIVED CITY OF CARLSBAD MAY 21 2012 TRANSPORTATION DEPARTMENT CM&l DIVISION [ibU\M\Z CBI11977 LEGO - NEW "PIRATE ISLAND" Address: Contact Person: ROBERT Sewer Dist: CA RIDE - FOUNDATION ONLY, 13,450 SF POOL, ADD 635 1 LEGOLAND DR Lot: Phone: 6195727217 Water Dist: CA Date: Permit Type: COMMIND Sub Type: COMM 0 Inspected Bv: OO^ Inspected By: inspected By: inspected: -^/^ in Date Inspected: Date inspected: Approved Approved: Approved: Disapproved: Disapproved: Disapproved:. Comments: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CIVIWD St Lite Plan Check #; Permit*: CBI11977 Project Name: LEGO - NEW "PIRATE ISLAND" RIDE - FOUNDATION ONLY, 13,450 SF POOL, ADD 635 Address: 1 LEGOLAND DR Lot: Contact Person: ROBERT Phone: 6195727217 Sewer Dist: CA Water DIst: CA Date: 05/21/2012 Permit Type: COMMIND Sub Type: COMM 0 Inspected Date ^ By: j^^^"^^ inspected:^•^/C'^/t-^ Approvedj^3<^^ Di: inspected By: inspected By: Date inspected:. Date inspected:. Approved: Approved:. sap proved: Disapproved: Disapproved: Comments: Inspection List Permit*: CB111977 Type: COMMIND COMM Date Inspection Item 05/21/2012 89 Final Combo 05/21/2012 89 Final Combo 05/18/2012 34 Rough Electric 05/18/2012 34 Rough Electric 05/18/2012 97 T-24 H-Cap Consultation 05/18/2012 97 T-24 H-Cap Consultation 05/17/2012 14 Frame/Steel/Bolting/Weldin 05/17/2012 14 Frame/Steel/Bolting/Weldin 05/16/2012 34 Rough Electric 05/14/2012 34 Rough Electric 05/08/2012 12 Steel/Bond Beam 05/08/2012 34 Rough Electric 05/03/2012 12 Steel/Bond Beam 05/03/2012 31 Underground/Conduit-Wirin 05/01/2012 11 Ftg/Foundation/Piers 05/01/2012 31 Underground/Conduit-Wirin 04/30/2012 11 Ftg/Foundation/Piers 04/30/2012 31 Underground/Conduit-Wirin 04/26/2012 11 Ftg/Foundation/Piers 04/26/2012 31 Underground/Conduit-Wirin 04/25/2012 11 Ftg/Foundation/Piers 04/25/2012 51 Excav/Steel/Bonding/Fence 04/24/2012 11 Ftg/Foundation/Piers 04/23/2012 12 Steel/Bond Beam 04/23/2012 34 Rough Electric 04/20/2012 11 Ftg/Foundation/Piers 04/20/2012 31 Underground/Conduit-Wirin 04/20/2012 31 Underground/Conduit-Wirin 04/19/2012 11 Ftg/Foundation/Piers 04/19/2012 21 Underground/Under Floor 04/18/2012 12 Steel/Bond Beam 04/18/2012 34 Rough Electric 04/17/2012 12 Steel/Bond Beam 04/16/2012 11 Ftg/Foundation/Piers 04/16/2012 14 Frame/Steel/Bolting/Weldin 04/13/2012 11 Ftg/Foundation/Piers 04/10/2012 11 Ftg/Foundation/Piers 04/09/2012 12 Steel/Bond Beam 04/05/2012 11 Ftg/Foundation/Piers 04/03/2012 11 Ftg/Foundation/Piers 04/02/2012 11 Ftg/Foundation/Piers 03/30/2012 11 Ftg/Foundation/Piers 03/29/2012 21 Underground/Under Floor 03/27/2012 11 Ftg/Foundation/Piers Inspector PD PP PD PD PD PD PD PD PD PD PD PD PD PD PB PB PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PB PD Act AP Rl PA Rl Rl PA Rl PA AP AP AP AP AP AP PA PA PA PA PA PA PA PA PA PA PA AP AP AP PA PA PA PA PA PA PA PA PA PA PA PA PA PA AP AP LEGO • NEW "PIRATE ISLAND" RIDE - FOUNDATION ONLY, 13,450 SFP Comments electric and ADA path of travel VARIUS LOCATIONS POOL Wednesday, May 30, 2012 Page 1 of 2 03/27/2012 12 Steel/Bond Beam PD AP 03/26/2012 11 Ftg/Foundation/Piers PD CA 03/21/2012 31 Underground/Conduit-Wirin PD AP 03/21/2012 63 Wails PD NR 03/16/2012 11 Ftg/Foundation/Piers PD AP 03/13/2012 12 Steel/Bond Beam PD AP 03/13/2012 31 Unqjerground/Conduit-Wirin PD AP 03/12/2012 31 Underground/Conduit-Wirin PD PA 03/09/2012 21 Underground/Under Floor PD PA 03/08/2012 11 Ftg/Foundation/Piers PD CO Q3/07/2012 12 Steel/Bond Beam PD PA 03/06/2012 12 Steel/Bond Beam PD PA 03/06/2012 31 Underground/Conduit-Wirin PD PA 03/05/2012 11 Ftg/Foundation/Piers PB PA 02/27/2012 31 Underground/Conduit-Wirin PD PA 02/21/2012 31 Underground/Conduit-Wirin PD PA 02/16/2012 31 Underground/Conduit-Wirin PD PA RESCH FOR 3-27 UMP FTG POOL PIPING Wednesday, May 30, 2012 Page 2 of 2 City of Carlsbad BIdg Inspection Request For: 05/21/2012 Permits CB111977 Inspector Assignment: PD Title: LEGO - NEW "PIRATE ISLAND" Description: RIDE • FOUNDATION ONLY, 13,450 SF POOL, ADD 635 SF TO EXISTING MECHANICAL BLDG,, 1 - 280 SF SOLID 1 LEGOLAND DR Lot: 0 Type: COMMIND Sub Type: COMM Job Address: Suite: Location: Inspector: OWNER LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI Remarl<s: Phone: 6195727217 Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: ROBERT Entered By: JANEAN Act , Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# 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 WALI7 NEW PLUMBING PLAN LEGOLAND-SEALIFE MISC; REVISIONS LEGOLAND: EXTERIOR FRAMING &; CALCS-DEFERRED LEGOLAND: DEF. SUBMITTA17ELEC; FOR AQUARIUM LIFE SUPPORT SYSTEM LEGOLAND: DETAILS ON EXTERIOR; STAIRS LEGOLAND: REVISIONS TO DUNE; RAIDER SLIDE LEGO HOTEL- REVISE UNDERGROUND; PLUMBING, ELECTRIC CIRCUITS & ROOF 1 LEGOLAND HOTEL; ROOF TRUSS SUBMITTAL LEGOLAND EXPANSION; LEGOLAND WATERWORKS CLUSTER LEGOLAND; CV050664 CLOSED CV060175 CLOSED CV060295 CLOSED PCR00224 APPROVED PCR06076 ISSUED PCR07206 ISSUED PCR08010 ISSUED PCR08041 ISSUED PCR08042 ISSUED PCR08057 ISSUED PCR09059 ISSUED FORI 2030 PENDING PCR12047 PENDING SW09006e PENDING SW 110027 FINAL Geoteciiiiical Eiigineeriiig Construction Inspection Materials Testing Environ 111 en tal <'OBPOB \Tli iiUASiM 2'>'i2 E La Paima Aveiaie Siatc A AiiJillCiiil. (,'A ^J2!i!/> lei SAN Fenir. Soiiai'v SiiiU-C TfL 8a8:>a7a99<) 4491 7 GoU Center Pkwv Indi!!, CA <iz2!)i lK71,A/i*i! AND l AiPiRE (^•"PAiXH 800 -19 I 2^^90 SAN i>iKi;o fSisrA rcsi ^VV^aA.niS:;:laKA May 18, 2012 MTGL Project No.: 1251A02 MTGLLogNo. 12-613 Mr. Chris Romero Project Management Advisors, Inc. 462 Stevens Avenue, Suite 106 Solana Beach, CA 92075 Subject: PRELIMINARY VERIFIED REPORT OF SPECIAL INSPECTIONS AND MATERIALS TESTING - CITY OF CARLSBAD PERMIT # CBI 11977 Legoland Pirate Island Attraction One Legoland Drive, Carlsbad, CA Dear Mr. Romero: To the best of my knowledge, work performed by MTGL, Inc. for the subject project from March 2, 2012 through May 14, 2012, requiring special inspection and materials testing were essentially in conformance with the approved plans, specifications, and applicable workmanship provisions of the 2010 California Building Code as adopted by the City of Carlsbad. The following special inspection and testing services were provided during construction of the subject project. • Concrete placement inspection • Concrete and grout compression testing* • Epoxy/anchor/dowel placement inspection • Field welding inspection • Masonry inspection • Non-shrink grout placement inspection • Reinforcing steel placement inspection * Note: Final verified report will be provided once 28 day compression break tests are completed. Our verification applies to conditions, in the subject areas, observed and/or tested by us as of the dates indicated in this report. Our firm is not responsible for work not observed by us or for any changes that may occur outside of our purview, or after our inspections. Our work is considered to be in accordance with the usual standards of the profession and local practice. Respectfully submitted, MTGL, Inc. Isaac B. Chun, RCE 59431 Vice President | Engineering EsGil Corporation In iPartnersHip -with government for (BuiUfing Safety DATE: December 22, 2011 • A^LICANT qj/^jCiRlS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-1977 SET: III PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Pirate Island 3 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I 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. r~l Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: Brie Jensen Enclosures: EsGil Corporation • GA 13 EJ • PC 12/20 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership witfi government for (Building Safety DATE: November 30, 2011 •^.APPtU^ANT JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-1977 SET: II PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Pirate Island I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I 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. I I 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: Richard Apel 571-B Hygeia Ave. Leucadia, CA 92024 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Apel Telephone #: 760-943-0760 Date contacted:'2-^ I ' " (by:|«s^) Email: rwapel2(gcox.net Fax #: X^MaW— Telephone Fax In Person • REMARKS: By: Eric Jensen Enclosures: EsGil Corporation • GA H EJ • PC 11/21/11 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 11-1977 November 30, 2011 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 font are current. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial 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 (by Graef) are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. ADDITIONAL Please see the attached for MEP 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: • Yes • 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 Eric Jensen at Esgil Corporation. Thank you. Carlsbad 11-1977 November 30, 2011 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Include the grounding design description with the electrical plans. Address the following concerns: • Electrode system for ride "structure". The bridge is an electrode and will require bonding to ttie ride electrical system. Additionally, include any other optional electrodes on the grounding detail: Equipotential grid, vaults, and control centers. 2. Include the description of the transformer grounding electrode system at the substation. The transformer ground will additionally have to include the ground ring at the substation. Please include on the single line. 3. What is the relevance of detail 3, sheet E3.1 to this project? 4. I see the (equipotential) bonding detail on sheet E6.1 however include on the site plan the locations that will require the bonding system. Note: The "L" sheets make a stab at it however the verbage is incorrect (plane required at non-paved areas as well) and it is not clear as to the overall boundary. The referenced detail (Son sheet E6.1) alludes to a "Pool" equipotential plane. Your response that this project is not a "pool" is correct however it leaves the status of an equipotential plane in limbo. If the ride does have a plane, clearly show the boundaries that it will be installed onto and what and where it is connected to. 5. Provide the information as concerns the quartz restrike feature of the F2 fixture: Lamp specifications and fixture photometries at pole height. Restrike lamp: Lamp specifications and fixture photometries at pole height. Additionally: A description of the fixture is that the lamps are "pulse start". Clarify if there are other lamps in this fixture that provide illumination until the metal halide lamps become operational. 6. Egress lighting appears to fade after the bridge, north side of the ride. Please explain. See preceding comment. 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. EsGil Corporation In <Partnersfiip witH government for (Building Safety DATE: September 23, 2011 aABEUQANT 'JURIS JURISDICTION: Carlsbad •"PCAfTREVIEWER • FILE PLAN CHECK NO.: 11-1977 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Pirate Island I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I 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. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonA/ard to the applicant contact person. ^ The applicant's copy of the check list has been sent to: Richard Apel 571-B Hygeia Ave. Leucadia, CA 92024 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Apel (v-M^ Telephone #: 760-943-0760 Date contacted: l^Ktlh (by: i<s/.) Email: nA/apel2@cox.net Fax #: t Mall —' Telephone ^ Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA IE! EJ • PC 9/15/11 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 11-1977 September 23, 2011 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 11-1977 JURISDICTION: Carlsbad OCCUPANCY: A-5 USE: Theme Park TYPE OF CONSTRUCTION: V-B ACTUAL AREA: 5,510 ALLOWABLE FLOOR AREA: OK STORIES: 1 HEIGHT: varies SPRINKLERS?: Yes OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 9/13/11 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/15/11 DATE INITIAL PLAN REVIEW COMPLETED: September 23, 2011 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 2010 CBC, which adopts the 2009 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 2009 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 for a copv) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 11-1977 September 23, 2011 • GENERAL • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial 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 1. All sheets of the plans and the first sheet of the calculations (by Graef) are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. • EXITS 2. The plans shall designate the number of occupants to be accommodated on every floor, and in all rooms and spaces. Section 107.2.3. 3. Please provide an exit analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. • STAIRWAYS 4. The following items apply to the site stairs. 5. Specify the stair width. 6. StainA/ay riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1009.4.2. 7. Stair risers shall be solid. Section 1009.4.5. 8. Vertical distances between stairway landings are limited to 12 feet. Section 1009.7. Carlsbad 11-1977 September 23, 2011 9. Handrails (Sections 1012 and 1009.12): a) Handrails are required on each side of stainways. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Additionally, the open sides of stairs shall be provided with 42" high guards, per Section 1013. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. If the handrail is not circular, it shall have a perimeter dimension of at least 4" and not greater than 6.25" with a maximum cross-section dimension of 2.25 inches. d) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Handrails shall be continuous, without interruption by newel posts or other obstructions. f) Handrails shall extend 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. g) Ends of handrails shall be returned to a wall, guard or the walking surface. • MISCELLANEOUS LIFE/SAFETY 10. Guards (Section 1013): a) Shall have a height of 42". This includes the open side of a stair b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". • ACCESSIBILITY 11. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. • GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3 12. Note on the plans that bicycle parking for projects with over 10 tenant occupants (10 employee occupants) shall comply with CGC Section 5.106.4. The specific details must be submittecl and approved by the Planning Department. Carlsbad 11-1977 September 23, 2011 13. Note on the plans that fuel-efficient vehicle parking will be provided in accordance with CGC Section 5.106.5.1. The specific details for the parking must be submitted and approved by City Planning Department. 14. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 15. Submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.2. 16. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.3 17. Note on the plans that 100% of trees, stumps, rocks, vegetation and associated soils primarily from the construction will be reused or recycled. CGC 5.408.4 18. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. 19. Note on the plans that landscape irrigation water use shall have weather based controllers. CGC 5.304.3.1. • FOUNDATION 20. 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). . STRUCTURAL 21. Please provide complete structural plans and calculations for the viewing platform/bridge, etc. 22. Please complete the attached City of Carlsbad Special Inspection form. • ADDITIONAL 23. For the thatched roofing on sheet A3.3, please provide listing evidence that the product has a Class A rating. 24. Please see the attached for MEP corrections. 25. 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. Carlsbad 11-1977 September 23, 2011 26. 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 brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No 27. 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 (2010 CALIFORNIA ELECTRICAL CODE) 1. Include the grounding design description with the electrical plans. Address the following concerns: • Electrode system for ride "structure". • Electrode system for assorted buildings, including outbuildings and (mechanical) building addition. • Design to ensure zero difference in ground potential between all electrical equipment, including power, audio, telecom and signal, water systems, and the structure and buildings. • Complicated comment: For example: "MCC" is referenced to T-MCC-1 grounding electrode based at the substation but it (MCC-1) is installed in an addition to another building that has an existing electrode system but the addition itself may be isolated and require a separate electrode system (and that doesn't even include the ride itself). 2. Include the description of the transformer grounding electrode system at the substation. 3. What is the relevance of detail 3, sheet E3.1 to this project? 4. I see the (equipotential) bonding detail on sheet E6.1 however include on the site plan the locations that will require the bonding system. Note: The "L" sheets make a stab at it however the verbage is incorrect (plane required at non-paved areas as well) and it is not clear as to the overall boundary. 5. Provide the information as concerns the quartz restrike feature of the F2 fixture: Lamp specifications and fixture photometries at pole height. Carlsbad 11-1977 September 23, 2011 6. Complete branch circuit circuiting and general Notes on the plan sheets. Be sure to describe methods of controlling light fixtures. 7. Upon reviewing sheet L-1.0 and sheet E2.2: Is this a pool or a fountain? Address how the light fixtures shown on sheet E2.2 comply with Article 680. (See "definitions" in Article 680.) If labeled a "fountain", review 680.50 for water communication with a standard pool. 8. Include a description of the wiring methods to be used in the new mechanical addition. 9. Egress lighting appears to fade after the bridge, north side of the ride. Please explain. PLUMBING (2010 CALIFORNIA PLUMBING CODE) 10. Ride plumbing: Connection of potable water systems was not included with this submittal. Please explain. MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 11. Mechanical is limited to exhaust fans in the mechanical building addition and are fine as submitted. ENERGY CONSERVATION • Energy not required. 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 11-1977 September 23, 2011 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2010 edition of California Building Code, Title 24. Per Section 1.9.1, 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. PEDESTRIAN RAMPS 1. Show that any path of travel with a slope >1:20 (5%) complies with pedestrian ramp requirements, per Section 1133B.5. 2. Show handrails at each side of ramp(s) which are shown to be >1:20 (5%) in slope, per Section 1133B.5.5. 3. Show that handrails are >1 VP but ^1V2 in any cross sectional dimension. Additionally, show that the handrails are placed a >11^" from any wall, per Section 1133B.5.5. 4. Show or note that handrails meet the following requirements, per Section 1133B.5.5: a) Are continuous. b) Are to be located >34" but <38" above the ramp surface. c) Extend >12" beyond both the top and bottom landings. d) Ends are to be returned. 5. Where the ramp surface is not bounded by a wall, the ramp shall comply with one of the following requirements, per Section 1133B.5.6: a) A guide curb a minimum of 2" in height shall be provided at each side of the ramp; or b) A wheel guide rail shall be provided, centered 3" ± 1" above the surface of the ramp. Carlsbad 11-1977 September 23, 2011 12* MiN. 1 • ibltSJCiPM. GU De SAIL CENTSrtED 4' •j- wfc" HIGH ojDeR.4.Dn:4. r /WH::L iU SH IDE 3- .=^ 1' H G- TO sun- WHEEL aUDEDET'JL THESE DAG=W*.IS :LLUSTTWTE "l-E SP5CIFIC REQLi =?EN'ENr3 CF THESE R5S JLAT10NSANDARE :N-=ND=3 CNLYASW AID FOR BL:.D:NG CeSSNANS OONS"=?UC-|0N. FtGtJRE 11B-Z7—RAMPS AMD jirOEWALKS 8. STAIRWAYS AND HANDRAILS Show that stainways occurring outside a building comply with Section 1133B.4.4 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. b) Treads shall be: i) Smooth, rounded or chamfered exposed edges. ii) Have no abrupt edges at the nosing projecting >1 past the face of the riser above. iii) Open risers are not permitted. Show that handrails are provided on each side of the stairs, per Section 1133B.4.1.1. Provide sections, details or notes to show that handrails are to be located >34" but <38" above nosing of treads, per Section 1133B.4.2.1. Carlsbad 11-1977 September 23, 2011 9. Show that handrails extend a >12" beyond top nosing, and >12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. Section 1133B.4.2.2. 12' MIN. 12-P1.USTPE.'«3 WIDTH MIN. 17 PLUSTRE.'iD 2'MIN. *'M4X J r + NOTE. EXTEROR 3-RIRS TO HAVE mmuG Sim PBS PER SEC 11338.4.4 THESEaiASPAMS U.JSTSATE T'lE SSEClPC S£C JlSEMlENTS O? Ts l£S£ «£&jL«r iOMS AMD AiiE i>fT£MO£D OMLV AS AM AiD aUlL 3lMG0£SffiM AMO COAtSTtilJCT OM. 10. Per Section 1133B.4.2.6.1, provide details, sections or notes to show that handgrip portions of handrails are: a) >1 %" and <172" in cross sectional dimension. b) The shape may provide an equivalent gripping surface. c) The handgrip portion shall have a smooth surface, without any sharp corners. End Carlsbad 11-1977 September 23, 2011 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 11-1977 PREPARED BY: Kurt Culver DATE: September 23, 2011 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A-5 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Theme Park Structures 1,849,446 Air Conditioning Fire Sprinklers TOTAL VALUE 1,849,446 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance • Plan Checl< Fee by Ordinance • Type of Review: 0 Complete Review • Repetitive Fee Repeats • Other j_j Hourly EsGil Fee • Structural Only Hr. @ * $5,388.19 $3,502.32 $3,017.39 Comments: An additional fee of $172.00 is due (2 hours @ $86.00/hr.) for reviewing to the CalGreen Code. Sheet 1 of 1 macvalue.doc + SPECIAL INSPECTION Develooment Services Building Division 1635 Faraday Avenue ^ CITY OF AGREEMENT Develooment Services Building Division 1635 Faraday Avenue CARLSBAD B-45 760-602-2719 www.carlsbadca.gov In accordanca with Chapter 17 of the Califomia Building Coda the following must lie completed when woric being performed requlrea apecial Inapection, atnietural obaervation and construction material testing. Project/Permit: ^\<-<>W PrnjA«> AriHrftgg- \ LfttoU^^ ^i-. . Ca^lifeaA., CA *tUlO A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AOENT. Please check if you are Owner-Builder •. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print). Mailing AddressL- I am: QProperty Owner ^Property Owner's Agent of Record QArchitect of Record QEngineer of Record State of California Registration Numbet: Expiration Date: •. AGREEIWENT: I, the undersigned, declare under penalty of perjury under the laws of the State of Califomia, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, oonstructjon materials testing and off-site fabrication of building components, as prescribed in the statement of special inspedjoris noted An the approved plans and, as required by the Califomia Building Code. .Signature: yy\AAy^ f(^A/<KFt\-*- Date:. B. COMTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706;, This section must be completed by the contractor / bulkier / owner-builder. Contractor's Company Name:. C.ftuV<'t»«A^t-A Cft Please check If you are Ovwier-Bulkler O Name: (Pleaseprint). (Fino (M.I.) (Utl) MailingAddrass: S3C(B fAr. &ajrx ^Ve^ j rA ftt.\VQ Fmail- r ^^Z.tJ'A &uwg4e\\on9c\ . com Phnnft (dil'V'^'HOfe JL^SX State of California Contractor's License Numljer. Expiration Date: ^ ""30 "^Ql*^ * I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; * I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; * I will have in-place procedures for exercising control within our (the contractor's) organization, fbr the method and frequency of reporting and the distribution of the reports; and * I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. * / w/// DHoWde a ffna/ report/letter tn compliance with CBC Section 1704.1.2 prior to requesting final Inspection. Signature; yyjXsPTyPP ^"'•'^ Date: B-46 Page 1 of 1 Rev. 08/11 ^ CITY CARLSBAD O F BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov DATE: BUILDING ADDRESS: _ PLANCHECK NO.: P ^e> 7y7>y^yC ^ cB/pc ///^77 SW PROJECT DESCRIPTION: P/yTf^Tc) /s ^^•if^^jC^ PP^Fy^^ ASSESSOR'S PARCEL NUMBER: EST. VALUE: 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 ensure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. • A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see the attached list of outstanding issues marked with •. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building Dept. for resubmittal to the Engineering Dept. Only the applicable sheets have been sent. By: By:. By . By . Date: Date:. Date:. Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ^-//- ^/£ ATTACHMENTS • Engineering Application • Dedication Checklist • Neighborhood improvement Agreement • Grading Submittal Checklist • Reference Documents • Right-of-Way Permit Application and Info Sheet Storm Water Applicability Checklist/Storm Water • Compliance Exemption Form • Name: email: Phone: ENGINEERING DEPT. CONTACT PERSON Frank Jimeno City of Carlsbad frank.jimeno@carlsbadca.gov 760-602-2758 Fax: 760-602-1052 NOTE: If there are retaining walls associated with your project, please checi( with the building department If these walls need to be pulled by separate RETAINING WALL PERMIT. E-36 Page 1 of 7 REV 6/30/10 ^ ST 3RD DISCRETIONARY APPROVAL COMPLIANCE 0^ D n • Project does not comply with the following engineering conditions of approval for project no._ .| ST 3RD ^ ST 2^0 3RD All conditions are in compliance. Date: DEDICATION REQUIREMENTS D n D 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 $ 17.000.00 . 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 Vi" 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 accepted by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS n n n 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 $ 82.000.00. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: • 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. E-36 Page 3 of 7 REV 6/30/10 STORM WATER - Construction Compliance • • S^roject Threat Assessment Form complete. ^ ST 2^0 3RD ^yy D ProjectThreat Assessment Form incorrectly completed. A CO ('^y 4. • Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and Cy>y,^cfr^ ^^*^-(sw ) ' / n Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 \Pl SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance • Storm Water Standards Questionnaire complete. D Storm Water Standards Questionnaire incorrectly completed. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. • Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. • Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to storm drains without first discharging water over landscape areas. See SUSMP. • Minimize use of impervious surfaces per SUSMP. Redesign to reduce the excessive use of impervious area (pavement) on project. Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP. D Trash storage areas must be designed per city standards (GS-16) to avoid contact with storm runoff. • Project is subject to Priority Development Project Requirements. D Prepare and submit a Storm Water Management Plan (SWMP). Requires payment of processing fee and review by city. • Project does not comply with recommendations of the approved SWMP. Redesign to comply and resubmit. FEES \EP^U • \2P^ ^ ST 2'^D gRD Required fees have been entered in building permit • Drainage fee applicable Added square feet _ 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 facility yes no • Fire sprinklers required yes no (is addition over 150' from center line) Upgrade yes no • No fees required E-36 Page 5 of 7 REV 4/30/-10 • 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 on which the recycled water is there, but is not live (they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If recycled water is eventually supplied to the service connection and meter within one year of the original application for Water meter Permit, the customer must prepare and submit the San Diego County Water Authority's "Capacity Charge Refund Request" form to CMWD for verification to request the connection fee refund. ^ ST 2ND gRD • • • • Additional Comments: E-36 Page 7 of 7 REV 6/30/10 A) S B B CO n (0 Q Q Q C*J CO PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB11-1977 Address 1 Legoland Dr Planner Van Lynch Phone (760) 602- 4613 APN: 211-100-09-00 Type of Project & Use: theme park/ride Net Project Density: n/a DU/AC Zoning: C-T-Q General Plan: LB Facilities Management Zone: 13 CFD (In/out) #_Date of participation: 12/21/1993 Remaining net dev acres: 1,7 ac Circle One (For non-residential development: Type of land used created by this permit: theme park) J5 JS J2 CL Q. Q. lEl ^fl Legend: ^ Item Compiete • Item Incomplete - Needs your action Environmental Review Required: YES • NO • TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES ^ NO • TYPE Minor Site Development Plan APPROVAL/RESO. NO. Pf^^ DATE TplMS^ PROJECT NO. SDP 11-02 OTHER RELATED CASES: CDP 11-09/SDP 96-14 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ^ji^it fiK>,lJ^bi(^1lS ^/-^ MpmS'oFfilfO***^'^ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES ^ NO Q CA Coastal Commission Authority? YES • NO ^ 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): Required Habitat Management Plan Data Entry Completed? YES • NO |g| 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 • NO ^ (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Traclcing Form (form P-20) completed: YES • NO IE1 N/AQ • • • • Rev 6/11 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 setbacl<s and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. K • • s • • • • p • • • • • tl • Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES • NO |EI 2. Project complies: YES • NOO Zoning: 1. Setbacks: Interior park improvement meets overall setbacks for Park. Front: Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required Shown, Shown Shown. Shown, Shown 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: 4. Height: Required Shown, Required Shown. Required Shown, Required Shown Required Shown Required <50% Shown ±5% (overall) Required <451 Shown >^ r 5. Parking: Spaces Required 4.117 Shown 5.033 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments P^HtTtU o\PSMl^^ OP A/60 AtW^^J^^' 1^ ^ - OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Rev 6/11 Carlsbad Fire Department SUILDING DEPT. COPY Plan Review Requirements Category: COMMIND , COMM Date of Report: 12-18-2011 Reviewed by: Name: Address: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 Permit #: CBI 11977 Job Name: LEGO - NEW "PIRATE ISLAND" Job Address: 1 LEGOLAND DR CBAD •!KXKXXXXX Conditions; Cond: CON0005110 [MET] ** CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. ++ Shall provide appropriate Hazard Communication signage and placarding identifying utility and mechanical spaces along wdth health, fire and environmental hazards. (See Attachments) Entry: 12/18/2011 By: GR Action: AP RECOMMENDED FOR APPRO^LDG. DEPT C^^^i pf 2 Daryl K. James & Associates, Inc. Checked by: Robert Dunham 205 Colina Terrace Date: December 12, 2011 Vista, CA 92084 Plan Check #: CB111977 APPLICANT: Christopher Romero JURISDICTION: Carlsbad Fire Department PROJECT NAME: Pirate Island Attraction PROJECT ADDRESS: 1 Legoland Drive, Carlsbad, CA 92008 PROJECT DESCRIPTION: Demolition and construction of amusement ride, supporting facilities, and appendages including: Water treatment facility, shade structures, and concession stand, electrical, potable water, sanitary sewer, and foundation. COMMENTS A1.1 DI. Applicable Codes - Revise as follows. 2010 CBC based on the 2009 IBC 2010 CMC based on the 2009 UMC 2010 CPC based on the 2009 UPC 2010 CEC based on the 2008 N EC 2010 CFC based on the 2009 IFC The entry CA Energy Code Is correct. Response: The code references have been upgraded. See sheet A-1.1. A2.1 D2. Item marked Circled 1 - Floor Plan Item Square 3 - Room is indicated to contain 2-500 gallon Chlorine tanks/ Dail containment units with a 6" curb surround. Please provide a technical report detailing the proposed use, storage, fire protection equipment- mechanicals, secondary containment, egress, and rated separation requirements for the Chlorine Room and the Acid Room. Report shall also provide rated separation information separating Chlorine and Acid Rooms from the remainder of the structure. Response: The requested technical report, prepared by the project architect (Nogle Onufer Associates Architects) and the aquatic engineer (Water Technology inc.), is submitted herein for review and approval. Reviewers note - Although not prepared by an independent third party, the technical report provided contained the necessary information required to complete the plan review. This simple two-substance report was requested do to a lack of detailed information concerning materials handling and storage and errors in the original plan set that confused the storage plan. The reviewer accepted the report as it satisfies the intent and requirements of the request. The report is being electronically attached and returned with the plan set recommended for approval. Item Square 5 - No identification of wall rating separating the existing construction from the newly proposed chlorine storage/use room illustrated on drawings. Notes state 1-HR separation required between Acid Room in existing construction and Chlorine Room in new construction. Response: Clarified location of 1 l-iR wall construction. By virtue of adding 5/8" DENSAMOR PLUS FIREGUARD (classified as "Type X" gypsum board in accordance with ASTM C1396) to acid room side of wall, existing construction and exterior construction became 1 HR rated (CBC Table 720.1, Items 15-1.14 & 16-1.3). Item Square 14- Notes do not match drawing. 4-sided, one-HR rated protection required as stated in notes. Drawing does not reflect this requirement and one wall appears non-rated. Response: Clarified location of DENSARMOR PLUS FIREGUARD to make 1 HR wall construction clear. A2.2 D3. Item Square 4- Provide a cut sheet for the shade structure shade fabric. Response: Cut sheet for shade structure fabric is attached. The product, synthesis Commercial 95", has a Class A fire rating per ASTM E84. (I have included the cut sheet with the plan set recommended for approval.) 2 of 2 A2.3 D4. Item Square 8- Provide a cut sheet for the roll-down fabric on proposed concession stand. Response: Cut sheet for the roil down fabric, "Firesist HUV", is attached. See page #3 of the cut sheet for fire resistance specs. Note that the revised design is for curtains in lieu of roil down shades (see sheet A-3.3). (I have included the cut sheet with the plan set recommended for approval.) D5. Item Square 9- Provide a cut sheet for Class-A plastic thatch roofing material. Provide Square 9 location indicator on diagram. Response: Cut sheet for the PVC thatch roofing material, "ENDUREED Premium Thatch", is attached. Also attached is Intertek Testing Services Inc.. Report No. 3012742. Fire Retardancv Test of a Simulated Thatched Roofing as a Roof Covering Material. A Class A rating is demonstrated in the test report. (I have included the cut sheet with the plan set recommended for approval.) C2.0 D6. Provide highlighted identification of current and proposed fire hydrant locations within 600' of project location. Response: The closest existing hydrants to the project are highlighted on sheet C-2.0 (well within 600'). No new hydrants are proposed. M0.1 D7. Exhaust Fan Schedule - Exhaust fan for Chlorine Room not listed. Acid Room fan I.D.'d as EF-3. EF-2 identification used twice on diagram. Re-label EF-2 fan over Chlorine room to EF-3. Change the fan location of EF-3 on the schedule to "Chlorine Room." Response: The Exhaust Fan Schedule has been revised to reflect proper fan, sheet M01. (I have included the cut sheet with the plan set recommended for approval.) PL4.00 •8. Chlorine Room and Acid Room I.D's on drawing transposed. Chlorine room only shows one of two tanks. Response: Sheet PL4.00 is correctly labeled for "Acid Room." The room originally labeled "Chlorine Room" on sheet A-2.1 was in error. It is the "Acid Room" (the room label has ben revised). There will be one 100-gallon storage tank for Muriatic acid. GRaEF 2011-2000.17 1150 Springhurst Drive, Suite 201 Green Bay, Wl 54304-5950 920 / 592 9440 920/592 9445 fax www.gra«Misa.cain collaborate / formulate / innovate STRUCTURAL CALCULATIONS LEGOLAND CALIFORNIA CARLSBAD, CALIFORNIA Prepared For: WATER TECHNOLOGY, INC 100 Park Avenue Beaver Dam, Wl 53916 GRAEF Project No. 2011-2000.17 (=1 GRCIEF ^ najfCT NO. •T^y^'OO. BY: DATE: S/^(^77 PROJECT PROJKTNO. '•^OyyFfiOO. /V BY: PJyrC' DATE: CSPSt^PP ^^"^ /P^0/»y?ep CHECKED BY: DATE: PPly€£. 7c /jTPii'yyPcTf ^ c=^o//77' ^pi^A/?^ ^c)p^ ^ TC^S/^^/ <^P^7yy?ciyyly' ' P<,:y7p,^:^ Jp7^^/ yy^^// /y77Pp/pyPyFyP^ A/h^/pp^P^yO^ /pP ^ /777Pp7(7ay^y'PaP^ OP^/ PT P^) /?/^ . GRdEF* ™OJECr NO. BY: DATE:. PROJECT CHECKED BY: DATE:. SHEirr pea-^ Ps/a^P //iPyaPf- -^ Pep. PP P7p7a^fS/p J ^tT^^^l^T^ J S^JCp^'^Sy ^PTPAPp. S / 7kpk/& yh y^P p/pJ^(^P?ep/ /Cc ^^ 5/>/c /i?^^-r 4^^•^/^74^''>^g^-X^' ''^- ^^/7^::^/f /7/yF7Fy>?^yp:^ ^/Ir/y^X s/ pT^PyP^'S ^FlP)^Jcl7p7 /P7P£7 /TPPPF7(/7^P^P(^77^^ (J/iPp/^PPp/ ^ /T^PPP^ ^ ^ P7?yyP^^^^J7 C /^^PP 7 V/^^7?<^, 7^/'P^/PPA/^^POP'^PP/ ^ l/.PPtPT^^^^'-'^^^^y-^ p^7Spppp^7t^ /y^pp77 ay^/^SPS PP/'p^y ^ (Sec Tt/eyp^ 9^ /7pP>pfP^^ IfJ //U/?n ^^oyi:ypi/p?^7c^ OPi-7^ ^JP-. '^^/yPPOy^ ^P^P^PCy^ 4// /PPC . " /y//^..^/7^7^ 7p4yp J /^J7^ - /rp^T^^T^ * -^^P/PP Try/y y^yF^P^JJP^iP ^ • • • Vincent Kevin Keiiy & Assoc. inc. structural engineering axi^Aanls 3400 Airport Avenue, ste 99 Santa Monica, Ca 90405 310.397.3700 tel 310.397.8797 fax vkk@vid»ngineering.com Vincent Kevin KeMy.P.E President ArashMazafoian.M.S..P.E. Director Engineering Stiucbxai Engineering Assodalfls E(^0>az,EI.T Uguai^Xue,M.S.,P.E Doree Thompson MaiyQison August 17.2011 Hopking Rides Shoot The Chute Water RWe Legoland Carlsbad, CA ' STPjPPplff^ FOUNDATION DEAD LOAD LIVE SEISMIC Fx Fy Fr Fx Fy Fz Fx Fy Fz S1A 4000 1750 300 1000 600 S1B 4000 1750 300 1000 600 S2A 4000 1750 300 1000 600 S2B 4000 1750 300 1000 600 S3A 4000 1750 300 1000 600 S3B 4000 1750 300 1000 600 L1A 4000 1750 300 750 600 L1B 4000 1750 300 750 600 L2A 4000 1750 350 4000 700 L2B 4000 1750 350 4000 700 D2A 10500 1750 350 3000 700 D2B 10500 1750 350 3000 700 D3A 11500 1750 700 2500 700 D3B 11500 1750 700 2500 700 D4A 11500 1750 1000 2000 700 D4B 11500 1750 1000 2000 700 HI 1000 900 300 1000 600 H2 1000 900 300 1000 600 H3 1000 900 300 1000 600 H4 1000 900 300 1000 600 -yTsrc P/y?c/p^ ? 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Dsgnr Description.,.. SAC Page: Oal»: AUG Retain Pro 6.1f, 01-Octobef-2004, (cJigaS^oT HetfMnUon »: RP-t134215 Thts Walt In RIe: i:\iobs201iva)112000\proiectjnfonnatlon\ Cantileverad Retaining Wall Design Code: IBC 2003 Criteria | Retained Height = 5.00 ft Wall heigM above soil = coon Slope Behirxl Wall 0.00:1 Height of Soil over Toe = 0,00 In Water height over heel = 0.0 ft Wind on stem = 0.0 psf Surcharge Loads | Soil DiHa Allow SON Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingliSoil Friction Soil height ID ignore fbr passive pressure 55.0 psfm 35.0 psf« 250.0 psfm 120.00 pcf 0.350 0.00 in Toe Width He^ Width = Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance lipom Toe = fc = 4,000psi Fy = Footing Concrete Density > Min. As % Cover® Top = 2.00 In 3.50 ft 1.17 4.67 12.00 In 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 @ Btm.s 3.00 In Surcharge Over Heel • 100.0 psf Used 1o Resist Sliding & Overtumlrig Surcharge Over Toe " 0.0 psf Used for Sliding & Overturning Lateral Load Applied to Stem 'k mmmmmmm^mmma^mmmma^^mmmmm Lateral Load ...Height to Top ...Height to Bottom 0.0 #m 0.00 ft 0.00 tt Axial Load lied to Stem Axial Dead Load = 0.0 tt>s Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in 1 Eartii Pressure Seismic Load ?!S!g!H5r'^""'''"'^^TnW^ Using Mononobe-Okabe / Seed-WNtman procedure Kae fbr seismk: earth pressure = 0.595 Ka for static earth pressure = 0.409 Difference; Kae-Ka = O.IM Adjacent Footing Load Footing Wklth Eccentricity = Wail to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Added seismic l:»se force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 285.1 lbs ^Mij^nSummai I stem Coftstruction | Top stew Wall Stability Ratios Overtuming = i.ee Slab Resists All Sliding I OK Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,550 lbs 18.16 In 1,261 psf OK Opsf OK 1,500 psf Stem OK ft= 0.00 = Concrete 8.00 # 4 8.00 = Center Soil Pressure Less Than Allowable ACI Factored @ Toe Aa Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Alknvable 1.513 psf 0 psf 13.3 psi OK 8.4 psi OK 107.5 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force less 100% Passive Force = less 100% Friction Force s Added Force Req'd = ....for 1.5:1 Stability = 1,532.6 lbs 125.0 lbs 542.5 865.1 lbs NG—V 1,631.3 lbs NG ) Design height Wail Material Above "Hr Thtokness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data tb/FB + fa/Fa = Total Force @ Section tt>s = Moment,.. .Actual ft-# = Moment Altowable = Shear Actual psi - Shear Allowable psi = Lap Splice if Above in = Lap Splice if Below in = Wall Weight Rebar Depth'd' in = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equlv. Solid Thick. Masonry Stock Type = Medium Weight Concrete Data fc psi= 4,000.0 Fy psi = 60,000.0 0.703 1.745.5 3.586.5 5,101.3 30.6 107.5 24.67 6.00 100.0 4.00 To spMl^ your onm special titto Mock here, use MM "Settings' screen and enter your tttie IMock informatton. Tine : «"WALL0*TO Job« : ...New... Description.... 5' tegnr SAC Dale: Page^g^ AUG2MD11 Ralabi Pro 6.1f, 01-OctatMr-«l04, (c)1M>-3004 RagMratkm •: KP-113421S This Writ In File: j:\K>t»«2011V2011200<KproiectJnfomittonV Cantileverad Retaining Wall Design Code: IBC 2003 Factored Pressure Mu': Upwaid Mu': DoMiward Mu: Design Actual 1-Way Shear Alkjwl-Way Shear Toe Reintbrcir^ Heel Reinforcing Key Reinforcing -IfiSL 1,513 0 0 3.586 13.31 107.52 #5@ 20.50hi NoneSpeCd None Spec'd JJSSL- Opsf Oft-# 347fl-# 347 ft-* 8.41 psi 107.52 psi Other Acceptat)le Sizes & Spacings Toe: #4@ 13.25 in, «S@ 20.50 in. #6@ 29.00 k). #7@ 39.25 In. #8@ 48.25 in. #9@ 4 Heel: f4ot req'd, Mu < S' Fr Key: No key defined Summarji^^ Item OVERTURNING..... Force Distance Moment lbs ft ft-# RESISTING Force Mstance Moment Heel AcBve Pressure = Toe Active Pressure = Surcf\arge Over Toe " Adjacent FooKng Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1.265.0 -17.5 285.1 2.22 0.33 3.60 2,805.0 -5.8 1,026.2 Total = 1,532.6 O.T.M. = 3,825.4 Resisting/Overturning Ratio = 1.66 Vertical Loads used for Soil Pressure - 1,550.0 lbs Vertical component of active pressure NOT used for soil pressure lbs ft ft-# Soil Over Heel -300.0 4.42 1,325.0 Stoped SON Over Heel = Surcharge Over Heel -50.0 4.42 220.8 Adjacent Fooling Load = Axial Dead Load on Stem = 0.00 Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) ~ 500.0 3.83 1.916.7 Earth @ Stem Transitions., 500.0 3.83 1.916.7 Footing Weight 700.0 2.33 1.633.3 Key Weight ~ 1.633.3 Vert. Component _ 268.0 4.67 1.250.9 Total-1,818.0 lbs R-M." 6.346.7 TesfMCi^ your own speciai tiUs blocli Here, use tiw "SetUnss* screen and enter your title l>locl( infonnation. TWe : 8"WALLS*TO7" Job# ; .„New... Dsgnr: Descriptton.... Pdge: Date: AUG ,:n/fi^ This Wail In RIe: i:\|ot»2011\2011200(ftprc»ct_lnfonnatlon\ RaMfi Pro 8.fr, IM4ctatar-20e4. {c)19n^2004 Kt^is^Mtm »: RP-t13421S Cantllevered Retaining Wall Design Code: IBC 2003 I Criteria | Retained Height 7,0011 Wall heis^ above soil = 0,00 ft Slope BMnd Wa8 B 0.00:1 Heighl of Soil over Toe S 0.00 in Water tieight over heel S 0.0 ft Wind on Stem 0.0 psf Surcharge Loads | Surdiarae Over Heel -100.0 psf Used To Resist SIMing & Overtuming Surcharge Over Toe 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem ii Axial Dead Load — 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in Soil Data AHowSoR Bearing = 1,500.0 psf Equivalent FMd Pr^ure Method Heel Acive Pressure Toe Active Pressure Passive Pressure Soil Density FootnigllSoB Friction Soil hei^t to ignore for passive pressure 55.0 psfm 35.0 psf/ft 250,0 psfm 120,00 pcf 0.350 0.00 in Footing Dimensions & Strengths ToeWkMh = 5,75 ft HeelWWth = 1.17 Total Footing Width - 6.92 Footing Thickness = 12.00 In Key Width = 0.00 in Key Depth s 0.00 In Key Distance from Toe = 0.00 ft fc = 4,000p5i Fy = 60,000 psi Footing Concrete Density » 150.00 pcf Min. As % = 0.0018 Cover®Top - 2.00in @Btm.s 3.00in Lateral Load Applied to Stem 1 Lateral Load ...Height to Top ...Height to Bottom 0.0 #m 0.00 ft 0.00 ft Earth Pressure Seismic Load Using Mononot>e-Okabe / Seed-Whitman procedure Kae for seismic earth pressure Ka for statte earth pressure Difference: Kae-Ka 0.595 0.409 Adjacent Footing Load ^SjaSSCTooSngToa?''^"'" Footing WMth Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Betow Soil at Back of Wall Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 506.8 lbs 0.186 Des^n Summary Wall StaMIKy Ratios Ovwtuming (Stem Construction | Top stem '-mmmmmmmmmmmmmmm^imm StemO* 1.66 OK Slab Resists All Sikling 1 Total Bearing Load = 2.208 lbs ...resultant ecc. -28.49 in Soil Pressure @ Toe = 1,358 psf OK Soil Pressure @ Heel = Opsf OK Altowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,629 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.1 psi OK Footing Shear @ Heel = 12.6 psi OK Altowable = 107.5 psi Sliding Calcs Slab Resists All Sliding! Latwal Sliding Force = 2,615.9 lbs less 100% Passive Force = • 125.0 lbs less 100% Frictton Force = -772,6 Added Force Req'd = 1,718.3 lbs NG ....for 1.5:1 Stability = 3.026.3 tos/NG ....for 1.5:1 Stability = Stem OK 0.00 Conaete 8.00 # 5 6.00 Center /e^7s7s 7, a I DesHin height Wall Material Above-Hr Thtakness = Rebar Size = Rebar Spacing = Ret)ar Placed at = Design Data ft)/FB + fa/Fa Total Force % Section lbs = Moment... .Actual ft-# = Moment Altowable = Shear Actual psi > Shear.....Aiiowable psi = Lap Splice If Above in - Lap Splice if Below in = Wall Weight Rebar Depth 'd' ln = Masonry Data f m psi = Fs psi = Soiki Grouting = Special Inspectton = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thfck. = Masonry Stock Type = Medium Weight Concrete Data fc psi = 4,000,0 Fy psi = 60,000.0 0.923 3.215.8 9.122.6 9,884.3 55.6 107.5 30.83 7.57 100.0 4.00 Te sped^ ycMir own speciai title block here, use the "Settings" screen and enter your titte tiiock Information. Ti8e :8"WAU.rTOr Job« : ..Jlew... Dsgnr: Description.... Page' Date: AUG », 0- This Wail In Rte: i:\iotw2011\2011200Wprcject_informrtion\ RsMn Pro &1f. 01-Oc<otMr-2004, (c)19n>-3e04 R«fll«tr«tk>nS: RP-1134215 Cantllevered Retaining Wall Design Code: IBC 2003 Factored PTBSSWB Mu': Upward Mu': Dowrtward Mu: Design Actual 1-Way Shear Allow 1-Way Sitear Toe Reinforeing Heel Reinforcing Key Reinforcing 1.629 0 0 9,123 17.07 107.52 #5@11.50in None Spec'd None Spec'd Opsf Oft-# 550ft-« S50ft-# 12.60 psi 107.52 psi Otiier Acceptable Sizes & Spacings Toe: #4@ 7.50 in, #5® 11.50 to, «i8® 18.50 in, #7® 22.25 in. »8® 29.50 to, #9® 37 Heel:Notreq'd. Mu<S*Fr Key: No key defined Summary of Overtuming & Resisting Forces & Moments mmmmmmmmmmmmmmmmmmmmmmmmmi^mmmmmmmmmmmmmmmmmmmmmmmmmi^ Item OVERTtmNiNG Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surciiarge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil» Seismto Earth Load = 2,126,7 -17,5 506.8 2.90 0.33 6,160.0 -5,8 2.432.6 8,586,7 1.66 2,207.5 lbs Verticai component of active pressure NOT used for soil pressure Totai = 2,615.9 O.T.M. Resisting/Overturning Ratio = Vertical Loads used for SoB Pressure = Soil Over hieel Stoped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Wei^t(s) ~ Earth ® Stem Transitions _ Footing Weight Key Weight ~ Vert. Component _ Total' 6.67 6.67 0.00 6.08 3.46 6.92 2,684.0 lbs R.M.- 420.0 50.0 700.0 1,037.5 476.5 2,800.0 333.3 4.258.3 3,588.0 3,295.9 14.275.6 To sfiM%yDur oMi special tiSs tilock hers* use the IMHngs" screen and enter your titte tiiock infocniMiofi. Title : S-WALLrTOr-fl- Jobff : ...New... Dagnt: SAC DescriptKNi.... Page: Date: AUG», Ratthi Pro «.1f. OI-OdolMr-IIMM, (G)1S89-200« R<t^»trtlon <: RP-tlSttlS Ttys Wail in Rte: j:\|obs2P11\M11200«pr(»ct_information\ Cantllevered Raining Wall Design Code: IBC 2003 Criteria | Retained Height -7.75 ft W^ heighl atiove s6& > 0.00 ft Slope Behind Wan 0.00:1 HmgIhA of Soil over Toe = 0.00 in Water height over heel = 0.0 ft VWnd on Stem = 0.0 psf Surchwge Loads | Soil Data AMow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method i I Footlrtg DimensionsaStrengthsT Heel Active Preeswe Toe Active Pressure Passive f^essure SoH Density Footing||So9 Friction SoM height to igmre fbr passive pressure 55.0 psfm 35.0 psfm 250.0 psfm 120.00 pcf 0.350 0.00 to Toe Width = 6.75 ft HeelWktth = 1.17 Total Fooling WWth = 7.92 Footing Tiiiduiess = 12.00 to Key Width = 0.00 in Key Depth = 0.00 to Key Distance from Toe = 0.00 ft fc = 4,000psi Fy = 60,000psi Footing Concr^ Density ^ 150.00 pcf Mto. As % = 0.0018 Cover®Top = 2.00in ®Btm.= 3.00 in Surdiarge Over iieel s lOO.OPSf Used To Resist SIkfing & Overtuming Swcttarge Over Toe = 0.0 psf Used for SIkling & Overturning Lator^JLo^^ppli^n^^en^^jl Lateral Load ...Hei^ttoTop ...Hei^t to Bottom 0.0 m 0.00 ft 0.00 ft Axial Load Aggi led to Stem 1 Axial Dead Load = 0.0 lbs Axial Uve Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load FKh Using Mononobe-Okabe / Seed-WNtman procedure Kae for seismic earth pressure Ka for stetic earth presses DiftererKe: Kae-Ka DMuign^Summai stem Construction 0.595 0.409 ai86 Top Stem Adjacent Footing Load )!cpo«ntfoSn^oa!^'="'" Footing WWth EccOTtridty = Wall to F^ CL Dist Footing Type Base Above/Betow Soil at Back of Wall Added seismto base force —m? 0.00 ft 0,00 in 0.00 ft Line Load 0.0 ft 606.3 lbs •Ii Wail Statiility Ratios Overtumtog = i.68 OK Slab Resists All SIkling! Total Bearing Load = 2,478 lbs ...resultant ecc. = 32.65 in Soli Pressure @ Toe = 1,335 psf OK Soil Pressure @ Heel - 0 psf OK Altowable = 1.500 psf Soil Pressure Less Than Altowable ACI Factored @ Toe = 1,602 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 18.5 psi OK Footing Shear @ Heel = 14.4 psi OK AllowatHe = 107.5 psi Sliding Calcs Slab Resists All SRding 1 Lateral SItoIng Force s 3,095.3 Itm less 100% Passive Force = - 125.0 lbs less 100% Frictton Force = . 867.1 Added Force Req'd = 2,103.1 tos ....for 1.5 : 1 Stability = 3,650.8 toi wmmmmmmmmmmmmmmmmmm Stem OK Design height ft= O.OO Wa« Material Above "Ht" - Conaete Thickness = 8.00 Rebar Size - #6 Rebar Spacing = 6.00 Retmr Placed at = Center Design Data ft)ffB + fa/Fa = 0.91S Totel Force @ Section lbs ^ 3,880,9 MomenL...Actual ft-#= 12,144.3 MomenL...>Mtowable = 13,270,0 Shear.....Actual psi ^ 66.9 Shear Altowable psi = 107.5 Lap Splice if Above in = 37.00 Lap Splice if Below in = 8.93 Wall Weight = 100.0 Rebar Depth 'tf to= 4.00 Masonry Date fm psl = Fs psl = Solid Grouting = Special Inspection = Modular f^atio 'n' = Short Term Factor = Equiv. Solid Thtak. Masonry Stock Type = Concrete Data f c psi = 4,000.0 Fy psi = 60,000.0 Medium Weight y y To ^Mcil^ your own speciai tMte block hei«. use the "Settings" screen and enter your titte liiock informaHon. TiUe : 8" WALL r TO r-B- Job« : .„New„. Dsgnr SAC Descriptton.... Page: Date: AUG: This Wail in FIte: j:\|ot)sM1H2011200<Hproiect_information\ RMaIn Pro 6.1{, 01-Oc«>lMf-2004, (c)198»-2004 R«Bt»tr«aon «: RP.t134ai5 Cantllevered Retaining Wall Design Code: IBC 2003 Factored Pr^sure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Sfiear Altow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1.602 0 0 12,144 18.49 107.52 »S@11.00to None Spec'd None Spec'd 0 psf Oft-# 638ft-« 638ft-« 14.39 psi 107.52 psi Other Acc8ptat>le Sizes & Spadngs Toe: #4® 7.25 to. #5® 11.00 to. #6® 15.75 m, #7® 21.25 to. #8® 28.00 to, #9® 35 Heel:Notreq'd,Mu<S*Fr Key: No key defined ^Simjmar^of^^ Item OVERTURNING Force DIstence Moment lbs ft ft-# Force .RESISTING Distance Moment Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load < Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load 2,506.5 -17.5 606.3 3.15 0.33 5.25 7.895.5 -5.8 3,182.9 Totel = 3,095.3 O.T.M. = 11.072.5 Resisting/Overturning Ratio = 1.68 Verttoal Loads used for Soil Pressure = 2.477.5 lbs Vertical component of active pressure NOT used for soil pressure lbs ft ft-# Soil Over Heel -465.0 7.67 3,565.0 Stoped Soil Over Heel = Surciiarge Over Heel » 50.0 7.67 383.3 Adjacent Footing Load - Axial Dead Load on Stem s 0.00 Soli Over Toe _ Surcharge Over Toe _ Stem Weight(s) ~ 775.0 7.08 5,489.6 Earth @ Stem Transittons. 775.0 5,489.6 Footing Weight ~. 1,187.5 3.96 4,700.5 Key Weight Z. 1,187.5 4,700.5 Vert. Component _ 570.1 7.92 4,512.9 Total B 3.047.6 lbs R.M.S 18,651.4 To aiMCi^ your own spec^ tite block iters, ue« tlM "Settirtgs* screen and enter your title block infomiation. TMte Job* Descriptton..., 12" WALL Dsgnr SAC Date- AU6 2840ir Thte Wail in Rte: |:\k>t>s2011\«Hta»0torotect informationV Rrtsin Pro «.1f. OI-October-2004, (c)1W»-20M R<al«e»llon «: Rl».t134«5 RestraitMd Retaining Wail Design Code: IBC 2003 T I Criteria SoMOate Footing Strengths & Dimensions ReteinedHeigN WaH height aixtve soil Totel Wafl Height Top Siq^port Hei^ Sk^ Behind Wa« HeH)ht of SoH over Toe Water height over heel Wind on Stem 11.00 ft 0.00 ft ARow Soil Bearing = 1.500.0 psf Equivalent Ftoid Pressure Method 11.00R 4.59 ft 0.00:1 0.00 to 0.0 ft 0.0 psf Heel Active Pressure Toe Active Pressure Passive Presswe SoR Density FootinsMSmI Fricttor S(d height to ignore for passive pressure 55.0 psMt 35.0 psfm 250.0 psfm 120.00 pcf 0.350 0.00 to Toe Width Heel Width Totel Footing Wtotf Foofing Ttticfcness KeyWtoth Key Depth Key Distance from Toe fc = 4.000 psi Footing Concrete Density Mm.As% Cover®Top « 2.00in 5.00 ft 1.50 6.50 12.00 to 0.00 to 0.00 to 0.00 ft Fy = Surcharge Loads Surciiarge Over Heel * 100.0 psf »>Used To Resist SMIng & Overhiming Surciiarge Over Toe = 0.0 psf Used for SItoing & Overtuming I |untfora^^^^ad^l^to^«^l| [ Adjacent Footing Load 60.000 psi 150.00 pcf : 0.0018 @Btm.= 3.00 in 1 Lateral Load ...Height to Top ...hteight to Bottom 0.011^ 0.00 ft 0.00 ft Axial Load Applted to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 tos Axial Load Eccentrtdty = 0.0 to Earth Pressure Seismic Load Stem Weight Seismic Load 1 Kfy Soil Density Multiplier = K^ Weight Multiplier * 0.200 g 0.000 g Adjacent Footing Load - 0.0 lbs FoottogWWth = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil . . ^ at Back of Wall " " Added seismic per unit area = 264.0 psf Added s^smic per imit area " 0.0 psf D«s^^^umma^ tConcrete Stem Construction wmmmmtmmmimmmmmmmmmmmmmmm Totel Beatong Load ...resultentecc. Soli Pr«iswe @ Toe Soil Pressure @ Heel Allowable 3.335 lbs 21.02 to 0 psf OK 1,484 psf OK 1,500 psf Soli Pressure Less Than Altowattle ACI Factored @ Toe ACI Factored @ Heel Footing Shear ® Toe Footing Shear @ Heel Altowable Reaction at Top Reaction at Bottom e Base of Wall Opsf 1.781 psf 2.6 psi OK 11.8 psi OK 107.5 psi 3,692.4 lbs 1,677.9 lbs SWmOK 0.00 ft # 4 8.00 in Edge 9.50 to Sliding Calcs Slab Resists Ail SHdtog t l.eteral SIkling Force = 1.677.9 lbs [pootlM^esjgiHRMM^^ Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Altow 1-Way Shear 199 . 0 1.773 2,250 477 2,58 107.52 BL I, 781 psf 214ft-# 851 ft-# 636ft-# II. 77 psi 107.52 psi Tl^ness 12.00 to Fy « 60,000 psi Wall Weight = 150.0 psf fc = 3.000 psi Stem is FREE to rotete at top of footing Mmax Between e Top Support Top a Base Stem OK Stem OK Design height = 4.59 ft 0.26 ft Rebar Size = # 4 #4 Rebar Spacing = 8.00 in 8.00 to Rebar Placed at = Edge Edge Rebar Depth 'd' = 9.50 to 10.00 to Design Data fb/FB* fa/Fa = 0.869 0.003 Mu....Actual = 10.793.0 ft-# 43.3 ft-# Mn*Phi Altowable = 12.426.8 ft-# 13,101,8 ft-# Shear Force @ this height = 4.729.2 lbs Shear.....Actual = 41.48 psi Shear AltowatMe = 93.11 psi Rebar Lap Required = 28.48 to 28.48 to iteoked embedment toto footing (w/ stress level reductton) Other Acceptebte Sizes & Spacings: Toe: None Spec'd -or- Not req'd, ^ < S * Fr Heel: htone Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0-000 O.Oft-« 12.426.8 ft-« 335.3 lbs 2,94 psi 93.11 psi 6.00 to Tospeciiyyaurawn Tide : irWALL Page: j/pPp^ spe<MtMeblockIme. Job# ...New... Dsgnr: SAC Date: AUG»Jtfn use the "Settinas" screen Descriptton ... and enter your titto block inform^twi. This Wail in Fite: i:\iobs201 IVZOIiaOOOtofoiect lnfonnation\ RS^r;S>'^^Sr^^''"'^ Restrained Retaining Wall Design Code: IBC 2003 SiMnmar^o^^ Forces acting on footing soil pressure (taking moments ^ktoA front of footing to find eccentricity) Surcharge Over Heel = SO.OIbs 6.25 ft 312.5ft-# Axial Dead Load on Stem lbs ft ft-# Soil Over Toe = lbs ft ft-« Ae^acent Footing Load = lbs ft %* Sufctiarge Over Toe = lbs ft ft-# Stem Weight 1,650.0lbs 5.50 ft 9,075,0ft-# Soil Over Heel = 660.0lbs 6.25 ft 4,125.0ft-# Footing Weight = 975.0lbs 3.25 ft 3,168,8ft-# Totel Vertical Force = 3.335.0lbs Moment = 16,681.3ft-# Net Moment User For Soil Pressure Calculations •5,842.9 n-« GRIEF PROIECT PROJKT NO. BY: DATE: .SHCITI GRIEF PROIECT CHECKED BY: DATE: 7P2^ A, SP^^- ^P/'^.^y^ ^ /P") " P^'^yPay^pc y7^y!yz/S> PP, /^aMPy-^''^ Py yy7ay7,yyifpy^ " PhyPiPyy>!'<2y< ^-^^ Puc Pip^- ' Pay^^PP ypy P'P ''PP-V^ ' PP"Py^y..A4^j Soj^/7'P /(3cf /777^y?tP7^ch}/UK o /opaTt^pTf /777^a/< 77^)^ P^a'^ pP^ ^ 7^P/»7{-^ P^P> ^-(7'^/70^r{ " /'^ ^'^Pr? ^py7(7/e£ ^ SP^ P^"^ &f /y^P7^i7 p4/pp^PM<^ , ^ //2^ ^ lo/^pp-^/ ^p> ^^^^ Pfp/jp'pp^^'^ /^/V^ c<p^. Page 1 of2 Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : Legoland S1-3.11 Calculation Summary • ACt 318 Appcntlix D For Cracked Concrete per ACI 318-0? Anchor Dale/Time : 8/31/2011 10 41 47 AM Anchor Steel « of Anchors Embedment Depth (in) Category r Heavy Hex Bolt F593 304/316SS 4 7 N/A Concrete Concrete Cracked r,(psi) Normal weight Yes 4000.0 1.00 Condition Thickness (in) SuppI Edge Reinforcement ] B tension and shear 15 No Factored Loads (lb) Vuax('b) ^^uaydb) (Ib-ft) M^y (Ib'ft) 1600 300 600 0 0 e^(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads (lb) Nua2 (lb) Nua3 (lb) Nua4 (lb) 400 00 400 00 400.00 400 00 e'N,(in) 0.00 0.00 Individual Anchor Shear Loads Vual (lb) Vua2 (lb) Vua3 (lb) Vua4 (lb) 167 71 167.71 167.71 167.71 eVx(in) e'vy(in) 0.00 000 Tension Strengths Steel (<!' = 0.75 ) Nsa'lb) *Nj^(lb) Nuadb) Nua""N« 51510 38632 50 400.00 00104 Concrete Breakoul (<Ii = 0 70 ,1'^g.^. = 0 75 ) Ncbg(lb) "'N.^gdb) i; N^(ib) ija cbg 51915 19 27255 47 1600 00 00587 Pullout (<t' = 0 70,a> =0.75) •I'NpnCb) Nua('b) N. , /(t>N„„ ua pn 4803200 2521680 400.00 0.0159 about:blank 8/.31/2011 Skle-Face Blowout does not apply Shear Strengths Steel (<t. = 065.<l.jp^^ = 08) V,^(lb) <t'V^(lb) Vu.(lb) V /<nv ua eq 30905 16070 60 167 71 0 0104 Concrete Breakout (case 1) (<t> = 0.70 , <t>^^ - 0.75 ) •"Vrt^.(lb) V^«('b) i- V,.,. l'i>V^ 27379 21 14374 08 150 00 0 0104 '"Vcbgydb) V^y(lb) - V /V - uay' 'cbgy 2537585 13322 32 300.00 00225 00248 Concrete Breakout (case 2) (<I« = ( Vct,gx(lb) '"Vct.gxdb) -V„3,(lb) 2. V />1>V . uax cbgx 2737921 14374 08 300.00 0.0209 Vcbgy(lb) '"Vcbgydb) 'uay' cbgy - 'ua ' 'cbg 2537585 13322.32 600.00 0.0450 0.0496 Concrete Breakout (case 3) (<^ = 070*se,s = 0") c,, edge Vct^ydb) ^V^y(lb) 'uay cljgy 54758.42 28748 17 300 00 00104 Cyi edge Vcbgx(lb) '"Vot,gx(lb) i. V (lb) uax' i: V /v uax cbgx 50751 70 26644 64 150 00 00056 Cj,2 edge Vcbgy(lb) "^bgydb) 1 V /'I'V uay cbgy 54758 42 28748 17 300 00 00104 Cy2 edge Vcbgx(lb) t'Vcbgxdb) 1 V„3,(lb) I V /<1>V uax cbgx - 'ua cbg 50751.70 26644.64 150 00 00056 00119 Pryout (<t> = 0.70 . (t>^, = 0.75 ) Vcpg('b) 1>V (lb) cpg' ' ^V,Jlb) 1 V /I'V uax cpg 103830 38 5451095 300 00055 Vopg(lb) I'Vcpgdb) ^V„3y(lb) uay 'cpg i: V /'j>v - 'ua cpg 103830 38 5451095 600 0 0110 00123 Page 2 of2 Note: Ratios have been divided by 0 5 factor for brittle failure Interaction check V Max(0.1) <= 0.2 and T.Max{0.12) <= 1.0 (Sec D.7.1| Interaction check; PASS Use 1' diameter F593 304/316SS Heavy Hex Bolt anchor(s) with 7 in. eml>edm«nt about:blank 8/31/2011 Anchor Calculations Anciior Selector (Version 4.5.1.0) Job Name I egoland 12 Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Page 1 of2 Dato/Tlmc : 8/30/2011 8:16:54 AM Anchor Steel » of Anchors Embedment Depth (in) Category r Heavy Hex BoN F 593 304/316SS 4 7 N/A Concrete Concrete Cracked Normal weight Yes 4000.0 1.00 Condition Thickness (in) SuppI Edge Relnforcomcnl B tension and shear 15 No Factored Loads N^a (lb) Vuax(lb) V'b) (Ib-ft) M„y (Ib'ft) 1600 350 700 0 0 e,(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads Nua, (lb) Nua2 (lb) Nua3 (lb) Nu*. (lb) 400 00 400.00 400.00 400 00 e'NyC") 0 00 000 Individual Anchor Shear Loads Vuat (lb) ^ua2 (lb) ^ua3 (lb) ^ua4 (lb) 195.66 195.66 195.66 195.66 e'vxC") e'vy(in) 000 000 Tension Strengths Steel (<J> = 0.75 ) Nsa(lb) -I-NJIb) N„a(lb) Nua'-l-Nsa 51510 38632 50 400 00 00104 ! 1 Ncbg(lb) '•'Ncbgdb) ^ N„a(lb) ^N^'*^bg 51915 19 2725547 1600 00 00587 Pullout (il> = 0 70 , <I'j^j5 = 0.75 ) Npn(lb) "'•Npn(lb) Nua(lb) Nua'*Npn 48032.00 2521680 400.00 0.0159 about :blank 8/30/201 Side-Face Bk>wout does not apply 9Pad=08) Shear Strengths Steel (* = 0 65 . >!' "I'V^^db) Vua(lb) V /il'V ua eq 30905 16070 60 195.66 0.0122 Concrete Breakoul (case 1) (* = 0 70 , * „ = 0 75 ] Vcbg.(lb) ^V^xdb) V V /<tV . uax cl)gx 27379 21 14374 08 175 00 0 0122 Vcbgy'lb) *Vcbgy(lb) i V (lb) uay' ' IV /OV _ ua cbg 2537585 13322.32 350.00 0.0263 0.0290 Vcbgx(lb) *v,^«(ib) IV (lb) uax' ' 1 V /"I'V uax cbgx 2737921 14374.08 360.00 0.0243 Vcbgy(lb) I'Vcbgydb) =^V,3,db) 'uay" 'cbgy 'ua '^'cbg 2537585 13322.32 700.00 0.0525 0.0579 Concrete Breakout (case 3) (* = c,, edge Vcbgy('b) uay cbgy 54758.42 28748 17 350.00 0.0122 Cy, edge Vcbgx(lb) *Vcbgxdb) ^V,3,(lb) uax' cbgx 50751 70 26644.64 175.00 0.0066 c,2 edge Vcbgydb) •"Vcbgyd") ^V„3ydb) uay cbgy 5475842 28748 17 350 00 00122 Cy2 edge Vcbgxdb) '"Vcbgxdb) ^V„3xdb) I V /* V ,, uax cbgx 50751.70 26644.64 17500 0.0066 0.0138 Pryout (* = 0 70 , <t>^ = 0.75 ) Vcpg('b) •OVcpgdb) 1V (lb) uax' ' i. V /il>V uax cpg 103830.38 5451095 350 0.0064 Vcpgdb) *V,pg(lb) ^V,3,(lb) IV /iI'V uay cpg 'ua cpg 103830.38 54510 95 700 00128 0 0144 Page 2 of2 Note: Ratios have been divided by 0.5 factor for brittle failure. Interaction check V Max(0 12) <= 0.2 and T.Max(0.12) <= 1.0 [Sec D.7 1] Interaction check: PASS Use 1" diameter F593 304/316SS Heavy Hex Bolt anchor(s) with 7 In. embedment about:blank 8/30/2011 Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Naine : Legoland 02 Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Page I of2 Dale/Time : 8/30/2011 8:18:20 AM Anchor Sleel # of Anchors Enibedmeni Depth (in) Category 1" Heavy Hex Boll F593 304/316SS 4 7 N/A Concrete Concrete Cracked •''c.v Normal weight Yes 4000 0 1 00 Condition Thickness (in) SuppI Edge Reinforcement B tension and shear 65 No Factored Loads Vuaxdb) Vuay(lb) (Ib-ft) (Ib-ft) 1600 700 350 0 0 e,(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads Nual (lb) Nua2 (lb) Nua3 (lb) Nua4 (lb) 400.00 400.00 400.00 400.00 e'Nxdn) «'Nyd"' 000 000 Individual Anchor Shear Loads ^ua! (lb) Vua2 (lb) Vua3 (lb) VuaO (lb) 195 66 195 66 195 66 195.66 e'vxd") e'vy(in) 0.00 000 Tension Strengths Steel (* = 0 75 ) Nsadb) LNJIb) Nuadb) N /(1>N ua sa 51510 38632.50 400 00 00104 Concrete Breakout has not been evaluated per user option Npndb) -fNp^db) Nuadb) Nua'^Npn 4803200 25216.80 400.00 0 0159 about :blank 8/30/201 Skle-Face Blowout does not apply Shear Strengths Sleel(*-065.*jp,^-08) V.,(lb) *V^(lb) Vuadb) V /<liV ua' eg 30905 16070 60 195 66 0.0122 Conaete Breakout (case 1) (<t> = 0 70 . * = 0 75 ] Vcbgxdb) *v,^(ib) ^v^.(ib) V i<w., ~ uax ctxjx 14514 04 7619 87 350 00 0 0459 "'^cbgydb) =^ ^uayCb) uay cbgy ua cog 12901 37 6773.22 175 00 00258 0.0527 Concrete Breakout (case 2) ('!> = 0.70 , •!> ^0.75) ^cbgxdb) ^V„ax(lb) 1 V /1>V uax cbgx 18245 29 9578 78 700 00 00731 Vcbgydb) O-Vebgydb) 5; V„aydb) 'uay' cbgy - 'ua cbg 17324 38 9095 30 350.00 00385 0.0826 Concrete Breakout (case 3) (<J> = 0.70 . <t>^,3 = 0 75 ) Cjj, edge Vcbgydb) •fVcbgydb) ^-V^y(lb) i: V /tv uay cbgy 32253 42 16933.05 175.00 00103 Cy, edge Vcbgxdb) "•VcbgxCb) -V,a,{lb) I V /I'V uax cbgx 28669 71 15051.60 350.00 0.0233 c^2 edge Vcbgy(lb) *Vebgy(lb) -V,ay(lb) V V /<I)V ,, uay cbgy 3225342 16933 05 175.00 0.0103 Cy2 edge Vcbgxdb) '"Vcbgxdb) ^v,3,(ib) uax ' cbgx i. V /V K ua cbg 28669 71 15051 60 350.00 0.0233 0.0254 Pryout (* = 0 70 , = 0 75 ) Vcpgdb) "•Vcpg(lb) - V,3,(lb) 1V /'t'V uax cpg 94646 46 49689.39 700 0.0141 Vcpgdb) •J'Vopgdb) -Vuay(lb) i; V /v uay cpg i: v /I'V ua cpg 94646 46 49689.39 350 0.0070 0.0158 Page 2 of2 Note: Ratios have been divided by 0 5 factor for brittle failure. Interaction check V.Max(0 17) <= 0.2 and T Max(0 03) <= 10 (Sec D.7.1) Interaction check: PASS Use 1' diameter F593 304/316SS Heavy Hex Bolt anchor(s) with 7 in, embedment about:blank 8/30/2011 Anchor Calculations Anciior Selector (Version 4.5.1.0) Job Name . Legoland d3 Calculation Summary - ACI 318 Appendix D For Cracked Concrete oar ACI 318-08 Anchor Page 1 of2 Datc/Tlmc ; 8/30/2011 8 19.14 AM Anchor Steel W of Anchors Embedment Depth (in) Category r Heavy Hex Bolt F593 304/316SS 4 7 N/A Concrete Concrete Cracked rc(psi) ^•c.V Normal weight Yes 40000 1 00 Condition Thickness (in) SuppI. Edge Reinforcement B tension and shear 15 No Factored Loads N^a (lb) Vuaxdb) Vuaydb) M^, (Ib-ft) M^y (Ib-ft) 1600 700 700 0 0 e,(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads Nual (lb) Nua2 (lb) Nua3 (lb) Nu*l (lb) 400.00 400.00 400 00 400.00 e'Nx('") e'Ny(in) 000 0.00 Individual Anchor Shear Loads Vual (lb) Vua2 (lb) Vua3 (lb) Vua4 (lb) 247.49 247 49 247.49 247 49 eV,(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (* = 0 75 ) Nsadb) *N,3(lb) NJib) N „, /*N., ua sa 51510 38632.50 400 00 0 0104 Concrete Breakout (O = 0 70 ,1'^gu = 0 75 ) Ncbg(lb) *Ncbg(lb) ^NJIb) - "ua cbg 51915 19 2725547 1600 00 00587 Pullout (<!' = 0.70 , a>„.= 0 75 ) Npndb) *Np„(lb) Nuadb) N„, /<f N„„ ua pn 4803200 25216.80 400 00 00159 aboutiblank 8/30/2011 Side-Face Bkjwoul does not apply Shear Strengths Steel(<l> = 0 65,.:'gp3^ = 08) Veqdb) t'V^^db) Vuadb) V /<IiV ua eg 30905 1607060 247.49 00154 Page 2 of2 Vcbgxdb) 1'V,^(lb) ^-v^(ib) uax cbgx 27379 21 14374 08 350 00 0 0243 Vcbgvd'^t *Vebgydb) 1V (lb) uay' ' 1 V /<1>V „_ - 'uay'^ 'cbgy -V^M'V^ 25375.85 13322.32 350.00 00263 0 0358 Concrete Breakout (case 2) (<l' - 0.70 . <!' •• 0.75 ) Vcbgxdb) •"Vcbgxdb) ^-v„3,db) 1. V /<t>V uax cbgx 2737921 14374.08 700 00 00487 Vcbgy(lb) •"Vcbgydb) ^V„aydb) 1 V /<t)V uay cbgy 1 V t<XN ^ 'ua cbg 2537585 13322 32 700 00 00525 0.0716 Concrete Breakout (case 3) (tJ) = ( c^, edge Vcbgydb) "'Vcbg/lb) ^V„3y(lb) I V /'I'V uay cbgy 5475842 28748 17 350 00 00122 Cyi edge Vcbgxdb) -"Vcbgxdb) ^V„axdb) IV W>V_,, uax cbgx 50751 70 26644.64 350 00 00131 c,2 edge Vcbgydb) '"Vcbgydb) ^V,3ydb) i. V /'tiV ., uay ct)gy 54758.42 28748 17 350 00 00122 edge Vcbgxdb) •"Vcbgxdb) lV„Jlb) 1 V /"I'V ., 'uax *^ cbgx - V /<1>V ua cbg 50751.70 26644.64 350 00 00131 00179 Pryout (1' = 0 70 . <t' , = 0.75 ) Vcpgdb) •"Vcpgdb) -V„3xdb) 1V /<t>V uax cpg 103830 38 54510.95 700 0.0128 Vcpgdb) '"V,pg(lb) ^ V^aydb) 1. V /<t'V uay' 'cpg 1V /<liV ua cpg 103830.38 54510.95 700 00128 0.0182 Note: Ratios have t>een divided by 0.5 factor for tMitUe failure. Interaction check V Max(0 14) <= 0.2 and T Max(0.12) <= 10 (Sec D.7.1] Interaction check: PASS Use 1" diameter F593 304/316SS Heavy Hex Bolt anchor(s) with 7 in. embedment about:bIank 8/30/2011 Anchor Calculations Anchior Selector (Version 4.5.1.0) Job Name : Legoland 04 Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Page 1 of2 Date/Time : 8/30/2011 8:21:17 AM Anchor Steel # ol Anchors Emt)edment Depth (in) Category 1 1/4- Heavy Hex Bolt F593 304/316SS 2 19 N/A Concrete Concrete Cracked rc(psi) '<c.V Normal weight Yes 4000 0 1 00 Condition Thickness (in) SuppI. Edge Reinforcement B tension and shear 28 No Factored Loads N„a (lb) Vuaxdb) Vuay(lb) M^ (Ib-ft) M„y (Ib-ft) 1600 1000 700 0 0 e^(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads Nuald") Nua2db) 800 00 800.00 e'Nxd") e'Ny(i") 0.00 0.00 Individual Anchor Shear Loads Vualdb) Vua2db) 61033 610.33 e'vxd") e'vy(in) 0.00 0.00 Tension Strengths Steel (tl) = 0.75 ) Nsadb) fN^(lb) NuaCb) N /N ua sa 82365 61773 75 800 00 00130 Concrete Breakout (<t> = 0.70 , <S>^ = 0.75 ) Ncbgdb) •"Ncbgdb) ^ NJIb) i; N /a>N ua cbg 85168 50 44713.46 1600 00 0 0358 Npn('b) I'Npndb) Nuadb) 'ua pn 71584.00 37581.60 800.00 0.0213 about:blank 8/30/201 Skle-Face Btowout does not apply Shear Strengths Steel (c|.-065, <l.gp^,j = 08) Vegdb) <^V^(lb) Vuadb) V /V ua eq 49420 25698 40 610 33 0 0237 Concrete Breakout (case 1) (* = 0.70 , ^ - 0 75 ) Vcbxdb) •"Vcb.(lb) v.axdb) uax ^ ' cbx 38626 84 20279 09 500 00 00247 Vcbgydb) '"Vcbgydb) -V^ydb) - 'uay'^'cbgy 5; V /*V .. ua cbg 112369 00 58993 72 700 00 0 0119 00274 Concrete Breakout (case 2) ( = 0 70 , '!> = 0.75 ) Vcbxdb) •"Vcbxdb) 1V (lb) uax' ' 1 V /OV uax' 'cbx 38626 84 20279 09 1000.00 00493 Vcbgydb) •I'Vcbgydb) ^V„aydb) I V /<liV uay cbgy ua cbg 112369 00 58993 72 700.00 00119 00507 Concrete Breakoul (case 3) (<!' = 0 70 , <t>^^^ = 0.75 ) c,, edge Vcbydb) •"Vcbydb) Vuaydb) V /<:>v ^. uay cby 95081 46 49917.77 350 00 00070 Cy, edge Vcbgxdb) '"Vcbgxdb) i. V (lb) uax''"' i. V /'I'V 'uax cbgx 76234 77 40023.25 1000 00 0.0250 Cj,2 edge Vcby(lb) •"Vcbydb) Vuaydb) V /V uay cby 95081 46 49917 77 350.00 0.0070 ^2 edge Vcbgxdb) •"Vcbgxdb) ^ V,ax(lb) I V /(I'V K uax ' ' cbgx IV /a>v ua cbg 224738 00 117987 45 1000.00 0 0085 0.0260 Page 2 of2 Vcpgdb) <J>V„„„(lb) cpg' ' I. V (lb) uax' ' 1V /<1>V uax cpg 170337 00 89426 92 1000 0 0112 Vcpgdb) •I'V (lb) ^ 'cpg'"'' Z V^y(lb) 1V /V ~ 'uay'^ 'cpg 1V /V - "ua'^ "cpg 170337.00 89426 92 700 0.0078 0.0136 Note: Ratios have been divided by 0 5 factor for brittle failure Interaction check V.Max(0 1) <= 0 2 and T Max(0 07) <= 10 (Sec D.7 1) Interaction check: PASS Use 1 1/4" diameter F593 304/316SS Heavy Hex Bolt anchor(s) with 19 In. embedment about:blank 8/30/2011 Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name l egoland H1-4 Calculation Summary - ACI 318 Aopcndlx P For Cracked C9P<;rgtg pgr ACI ? 18-98 Anchor Page 1 of2 Date/Time : 8/31/2011 10.44:55 AM Anchor Steel tt of Anchors Embedment Depth (in) Category r Heavy Hex Bolt F593 304/316SS 4 8 N/A Concrete Concrete Cracked r^ipsi) ^c.V Normal weight Yes 4000.0 1.00 Condition Thickness (in) SuppI Edge Reinforcement B tension and shear 34 No Factored Loads Nua(lb) Vuaxdb) Vuay(lb) Mux ('b*ft) (Ib-ft) 1600 300 600 0 0 e,(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads Nuat db) Nua2 (lb) Nua3 (lb) Nua. (lb) 400 00 400 00 400.00 400.00 e'Nxd") e'Nyd") 0.00 000 Individual Anchor Shear Loads Vual (lb) Vua2 (lb) Vua3 (lb) Vua4 (lb) 167.71 167 71 167.71 167.71 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel ( = 0 75 ) N«db) I'NJIb) N,adb) N /iJ'N ua sa 51510 38632 50 400 00 00104 Concrete Breakout has not been evaluated per user option. Pullout ( = 0 70 . tijg^ = 0 75 ) V'b) •"Npndb) Nuadb) Nua""Np„ 48032.00 25216.80 400.00 0.0159 about:blank 8/31/2011 Skle-Face Btowout does not apply Shear Strengths Steel (* = 0.65,1.gp3^ = 0.8) Veqdb) .I.V^(lb) Vuadb) V /<1>V ua eq 30905 16070 60 167 71 00104 Concrete Breakout (case 1) (* = 0.70 , <t>^ = 0.75 ) Vcbgx('b) •"Vcbgxdb) ^-Vu3.db) 1V I'l'V.^ uax ct.gx 23561 49 12369 78 150 00 00121 Vcbgydb) •"Vcbgydb) ^V^ydb) 1 V /4>V^ " 'uay cbgy ^v^/fv^ 23561 49 12369.78 300 00 00243 0 0271 Concrete Breakout (case 2) (* = 0 70<"«„s = 0 75) Vcbgxdb) '"Vcbgxdb) ^V„ax('b) i. V /<I'V K uax cbgx 28026 13 14713 72 300 00 00204 Vcbgydb) •"Vcbgydb) ^V,a,(lb) 1. V /<IiV u uay cbgy •- 'ua '^ 'cbg 28026 13 14713 72 600 00 00408 0.0456 Concrete Breakout (case 3) (<J> = Cj, edge Vcbgydb) •"Vcbgydb) ^V,3y(lb) I V /'I'V uay cbgy 52358 88 2748841 300 00 0.0109 Cy, edge Vcbgx('b) •"Vcbgxdb) ^V„ax(lb) 1V /<:>v. uax cbgx 52358 88 2748841 150 00 0.0055 c^2 edge Vcbgydb) "-Vcbgydb) ^ Vuaydb) I V /V „ - 'uay' * 'cbgy 52358 88 27488.41 300.00 0.0109 Cy2 edge Vcbgxdb) •"Vcbgxdb) ^V„3,(lb) ^V„a,/<"Vobgx 2^V^/*V,b, 52358 88 27488 41 150 00 0.0055 0.0122 Pryout (<D 0 70 , <I) ' 0 75 ) Vcpgdb) a>v (lb) cpg' ' ^v^.db) IV /cI>V uax cpg 114741 95 60239.52 300 0 0050 Vcpgdb) •"Vcpgdb) ^V^y(lb) L V /«I'V - 'uay cpg J. V„, /*V,.„„ ua cpg 114741.95 60239.52 600 0.0100 0.0111 Page 2 of 2 Note: Ratios have been divided by 0 5 factor for brittle failure. Interaction check V Max(0 09) <= 0.2 and T.Max(0.03) <= 1.0 [Sec D.7.11 Interaction check: PASS Use 1" diameter FS93 304/316SS Heavy Hex Bolt anchor(s) with 8 in. embedment about :blank 8/31/2011 OP~ [General Footing Fiki. J.\Jot)ii2011\201120(X)^PiDiecLlrii«rna(kxilCal(»\Leaolik^^ b ENEfKALC, INC 1963 2011. Build 6.11 6 23. VsrS 11.6.23 1 • Lic.#: i(W-06000287 % Licensee : GIWEF, ANHALT. SCHLOEMER Desoiption: S1-S3 General Infonnation Caiculalions per ACI 318-08. IBC 2009, CBC 2010, ASCE 7-OS Material Properties f c : Conaete 28 day strength ty Rebar Yiekj Ec: Ckmcrele Elastic Modulus Ckmaele Density ip Values Flexure Shear Analysis Settings Min Sleel X Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 4.0 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Width parallel to X-X Axis = 3.0 ft Length parallel lo Z-Z Axis = 3.0 ft Footing Thicknes = 15.0 in Pedestal dimensions.. px : parallel lo X-X Axis = pz : parallel to Z-Z Axis Z. Heighl Rebar Centerline to Edge of Conaete.. at Bottom of footing = 12.0 in 12.0 in 3.0 in Reinforcing Bars parallel to X-X Axis Numtier of Bars " 4.0 Reinforcing Bar Size = #5 Bars parallel lo Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = #5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Aik)wable Soil Be;tring Increase Bering By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Ftiction Coeff. Increases based on fixiting Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when fooling base is below = Increases based on fooling plan dimension Allowable pressure increase per foot of dept = when maximum length or width is grealer4 1.50 ksf No 300.0 pcf 0.350 ft ksf fl ksf fl 31 D' 'r'nTitovm-T w P: Column Load OB: Overburden M-xx M-zz V-x V-z 4.0 1.750 1.0 0.30 0.60 k ksf k-ft k-ft k k 7^ [General Footing Lie. # : KW-060002B7 Fas: J^MisJOl 1\201120(IOV>ioiact_lnlixmatlon\C«lcsVja90laidV^^ ENERCALC. INC 1963 2011, B«ik):611.623, V«r6116.23 Licensee : GRAEF, ANHALT, SCHLOEMER Description: S1-S3 DESIGN SUMMARY Wtm Design OK I Rein Applied Capacity Governing Load Combination PASS 0.6108 Soil Bearing 0.9162 ksf 1.50 ksf *O*0.750L*0,750S-K),5250E-4i PASS 11.654 Ovetluming - X-X 0.5250 k-fl 6.118 k-ft 0.6D-K)7E PASS 23 307 Overtuming - Z-Z 0.2625 k-fl 6.118 k-ft 0.6D^.7E PASS 6.798 Sliding • X-X 0210 k 1.428 k 0.6D-KD.7E PASS 3.399 Sliding - Z-Z 0.420 k 1.428 k 0.6D-»07E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01941 Z Flexure (-^X) 0.4222 k-ft 21.755 k-ft +1.20D^.50Lr+1.60L+1 60H PASS 0.01941 Z Flexure (-X) 0.4222 k-fl 21.755 k-fl -^1.20D-»0.50Lr-^1.60L-e1 60H PASS 0.02003 X Flexure (-^Z) 0 4356 k-fl 21.755 k-fl •^1.20D-»O.50L-.O.20S-^E PASS 0.01941 X Flexure (-Z) 0.4222 k-fl 21.755 k-ft +1.20D-K).50Lf-^1.60L-Kl 60H PASS n/a 1-way Shear (•^X) 0.0 psi 107.52 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (-^Z) 0.0 psi 107.52 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 107.52 psi n/a PASS n/a 2-way Punching 3.665 psi 107.52 psi -Hl.20D-tO.50Lri-1.60Lf1 60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Grots Allowable Xecc Zecc •Z •Z •X -X Ratio X-X, +D 1.50 n/a 0.0 0.6257 0.6257 n/a n/a 0417 X-X, H-D^-m 1.50 n/a 0.0 0.8201 0.8201 n/a n/a 0.547 X-X, +O-K).750Lr-^.750L-4l 1.50 n/a 0.0 07715 07715 n/a n/a 0514 X-X, -^O-tO.ZSGL-Kj.rsOS-^H 1.50 n/a 0.0 07715 07715 n/a n/a 0 514 X-X. -^O^O.70E•^H 1.50 n/a 0.9951 0.5884 0,8186 n/a n/a 0,546 X-X.+D-tO.750Lr•K).750L-^O.75OW+H 1.50 n/a 0.0 07715 07715 n/a n/a 0514 X-X.-^O-K).750L-K).750S-»0.750W-4H 1.50 n/a 0.0 07715 0.7715 n/a n/a 0514 X-X,-»O-^.750Lr-»0.750L^.5250E-+l 1.50 n/a 0.6326 0.7435 0,9162 n/a n/a 0.611 X-X.-MD-tO.75OL-^.750S->O.5250E-4H 1.50 n/a 0.6326 0.7435 0,9162 n/a n/a 0,611 X-X. fO.60D-K).70E-^H 1.50 n/a 1.545 0.3381 0.5683 n/a n/a 0 379 Z-Z, -^D 1.50 0.0 n/a n/a n/a 0.6257 0.6257 0.417 Z-Z, +D-H.+H 1.50 0.0 n/a n/a n/a 0.8201 0.8201 0.547 Z-Z, •KD-^.750Lr+O.750L-»H 1.50 0.0 n/a n/a n/a 0.7715 07715 0,514 Z-Z, -M3^.750L-K).750S-^H 1.50 0.0 n/a n/a n/a 0.7715 07715 0514 Z-Z. t{)-K).70E-^^^ 1.50 0.4975 n/a n/a n/a 0.6459 0.7610 0507 Z-Z.-*-»0 750Lf+O.750LtO.750W+H 1.50 00 n/a n/a n/a 0.7715 07715 0514 Z-Z.+D-K),750L-K).750S-K).750W-^H 1.50 0.0 n/a n/a n/a 0.7715 07715 0.514 Z-Z,+D-tO.750U+0.750L-K).5250E-4l 1.50 0.3163 n/a n/a n/a 0,7867 0.8730 0582 Z-Z. •^Oi{).750L-^0.750S-*0.5250E-fH 1.50 0.3163 n/a n/a n/a 0.7867 0.8730 0.582 Z-Z. -K).60D-K).70E-^fl 1.50 0.7723 n/a n/a n/a 0.3956 0.5108 0341 Overtuming Stability Rotation Axis & Load Combination... Oveituming Moment Resisting Ifoment Stability Ratio Status X-X,D None 0 0 k-ft Infinity OK X-X. D-fL None 0.0 k-ft Infinity OK X-X. 0,6D+L+O.7E 0.5250 k-ft 8.743 k-ft 16.654 OK X-X, 0 6D-0.7E 0.5250 k-ft 6.118 k-ft 11.654 OK Z-Z.D None 0,0 k-ft InfinKy OK Z-Z, DA. None 0,0 k-ft Infinity OK Z-Z. 0 6D•^L•^0.7E 0.2625 k-ft 8.743 k-ft 33.307 OK Z-Z. 0.6D-K).7E 0.2625 k-fl 6,118 k-ft 23.307 OK Sliding Stability All units k Force Application /Uis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,D 0.0 k 1.971 k No Sliding OK X-X. D-^L 0.0 k 2.583 k No Slidinq OK X-X. 0.6D-^L-«O.7E 0.210 k 2.040 k 9.715 OK X-X, 0.6D-^.7E 0.210 k 1.428 k 6.798 OK [General Footing Fir J:Uobs7011\2ail700CKPiTi|ed lntomvitian\Calc^ ^ ENERCAIC, INC 1983-2011. BuM.S 11.623, Va.611 6.23 | |Llc.#:iOAf-06000287 Licensee : GRAEF. ANHALT. SCHLOEMER | DesCTiplion. SI-S3 Sliding Stability Force Application /Vxis Load Combination.. Z-Z.D Z-Z. D*L Z-Z. 0 6D-^.^ 7E Z-Z, 0,6D-K).7E Footing Flexure All units k Sliding Force 0.0 k 0.0 k 0.420 k 0,420 k Resisting Force 1.971 k 2.583 k 2.040 k 1.428 k Sliding SafetyRatio NoSlidina No Slidino 4.857 3.399 Sutus OK OK OK OK Flexure Am & Load Combination Mu Which k-fl SMe? Tension @ BoL As Req'd or Top ? in*2 Gvm. At in»2 AdiMlAs Phl*Mn in*2 k-lt status X-X, -^1.40D 0.3111 •^Z Bottom 0.32 Bendlna 041 21.755 OK X-X, +1.40D 0.3111 -z Bottom 0.32 Bendina 041 21.755 OK X-X. f1.20DtO.50Lf*1.60L+1.60H 0 4222 *z Bottom 0.32 Bendinq 041 21.755 OK X-X. -^1.20D•^0.50Lr+1.60L+1 60H 04222 -z Bottom 0.32 Bendinq 041 21.755 OK X-X. +1.20D+1.60L-*{).50S-^1.60H 0,4222 +z Bottom 0,32 Bendinq 041 21.755 OK X-X. -^1.20D-^1.60L-K).50S-^1.60H 04222 -z Bottom 0.32 Bendinq 041 21.755 OK X-X. -^1 20D+1,60Lr-K).50L 03153 +z Bottom 0.32 Bendinq 041 21.755 OK X-X. -^1.20D-^1.60Lr-»O,5OL 03153 -z Bottom 0.32 Bendinq 041 21.755 OK X-X. -Hl.20D-K).50L+1.60S 03153 •^Z Bottom 0.32 Bendina 041 21.755 OK X-X. -^1.20D*O.50L-*1.60S 03153 •Z Bottom 0.32 Bendina 041 21.755 OK X-X. •^1.20D-K).50Lr+O.5OL-^1.60W 03153 -^z Bottom 0.32 Bendinq 041 21.755 OK X-X. +1.20D-H),50Lr^.50L+1,60W 03153 -z Bottom 0.32 Bendina 041 21.755 OK X-X. -^1.20D-H).50L-K).50S--1.60W 03153 -^z Bottom 0.32 Bendinq 041 21.755 OK X-X. -^1.20D-O,50L-K) 505-^1,60W 0,3153 -z Bottom 032 Bendina 041 21.755 OK X-X. •^1,20D+O,50L-K),20S+E 0,4356 *z Bottom 0.32 Bendinq 041 21.755 OK X-X. -^1 20D-K).50L->O.20S-*€ 0,306 -z Bottom 0.32 Bendinq 041 21.755 OK X-X, -»0,90D-^£-^1,60H 0.3204 *z Bottom 0.32 Bendinq 041 21.755 OK X-X. •K).90D-»£-^1.60H 0,1908 -1 Bottom 0.32 Bendinq 0.41 21.755 OK Z-Z. •.•1.40D 03111 -X Bottom 0.32 Bendinq 0.41 21.755 OK Z-Z. •^140D 0,3111 -^X Bottom 0.32 Bendinq 041 21.755 OK Z-Z, -^1,2OD-tO.50Lr-^1.6OL-^1.60H 0,4222 -X Bottom 0.32 Bendinq 041 21.755 OK Z-Z. -^1.20D40.50Lr-^1.60L-^1.60H 04222 +X Bottom 0.32 Bendinq 041 21.755 OK Z Z, -^1,20D-^1.60L-K).50S-^1,60H 0.4222 -X Bottom 0,32 Bendinq 041 21.755 OK Z-Z. -^1,20D-e1.60L-K).50S-^1 60H 0.4222 -•X Bottom 0.32 Bendinq 041 21.755 OK Z-Z. •^1 20D-Kl .60Lr-»O.50L 0,3153 -X Bottom 0.32 Bendinq 041 21.755 OK Z-Z.-^1.20D+1.60Lr-K)50L 03153 *x Bottom 0.32 Bendinq 0 41 21.755 OK Z-Z. -Kl.20D^ 50L-^1.60S 0.3153 -X Bottom 0.32 Bendina 041 21.755 OK Z-Z.-^1.20D+0,50L-^1.60S 0 3153 -^x Bottom 0.32 Bendina 041 21.755 OK Z-Z. •^1.20D+0.50Lr-^,50L-^1.60W 0,3153 -X Bottom 0.32 Bendina 041 21.755 OK Z-Z. •^1,20D-^.50Lr•K),50L-^1.60W 0,3153 +x Bottom 0.32 Bendina 041 21.755 OK 2-Z. •^1.20D-»0.50L-^.50S+1,60W 03153 -X Bottom 0.32 Bending 041 21.755 OK Z-Z. -•I .20D-tfl.50L-K).50S-^1 60W 03153 -^x Bottom 0.32 Bendina 041 21.755 OK Z-Z.-•I 20D+0.50L-K).20S+E 0.3384 -X Bottom 0.32 Bendinq 041 21.755 OK Z-Z.-^1 20D^.50L-K).20S-^£ 0.4032 -^x Bottom 0.32 Bendinq 0.41 21,755 OK Z-Z. +0.90D-^£+1.60H 02232 -X Bottom 0.32 Bendinq 0.41 21.755 OK Z-Z. -K),90D+£-^1.60H 0.288 -^X Bottom 0.32 Bendina 041 21.755 OK One Way Shear Load Combination... vue-x Vu@ «X Vu| S^. _Vu@ +Z Vu:Max PhiVn VufPhi*Vn Status ->-1,40D ODSI ODSI 0 DSi ODSI ODSI 107.52 DSi 0 OK •^1,20D+O,5OLr+1.60L-^1.60H Opsi ODSI 0 DSi 0 DSi Oosi 107.52 DSi 0 OK -^1.200-^1.60L-K) 503-^1,60H Oori ODSI 0 DSi 0 DSi Oosi 107.52 DSi 0 OK •^1 20D+1 60Lr+O,50L Opsi Oosi 0 DSi 0 DSi Oosi 107.52 DSi 0 OK -1-1 20D-K),50L-^1,60S OPS! Oosi 0 DSl 0 DSi Oosi 107.52 DSi 0 OK -^1 20D-K).50Lr+0.50L+1,60W Opsi Oosi 0 DSi 0 DSi Oosi 107.52 DSi 0 OK -^1 20Dt{).50L-K),50S-^1.60W Opd Oosi 0 DSi 0 DSi Oosi 107.52 DSi 0 OK -t-1,20D-»O.50L-K),20S-^ Opsi Oosi Oosi 0 DSi Oosi 107.52 DSi 0 OK •»O,90D-^E-f1,60H Opsi Oosi 0 DSi 0 DSi Oosi 107.52 DSi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi^n Status •^1.40D 2.701 DSi 215.03 DSi 001256 OK +1.20D^.50Lr+1.60L-^1.60H 3.665 DSi 215.03DSi 0.01704 OK -^1 20D-^1 60L^.50S-^1 60H 3.665 Dsi 215.03DSi 001704 OK •^1.20D-^1,60Lrifl.50L 2.737 DSI 215.03DSi 0.01273 OK [General Footing Lie. # : KW-060002B7 Ffe:J:UotK201t\2011200(moiectJntomM<kin\Cak;t\Le^^ k ENCRCAIC.INC 198:)-?011. BuHd 6 11 6 ?3. V»r6 11 6 23 | Licensee : GRAEF, ANHALT, SCHLOEMER Description: Si-S3 Punching Shear All units k Load Combination^ Vu Phl*Vn Vu/Phi^n Status -•1.20D^.50L-f1.60S 2 737 DSi 215.03p$i 0.01273 OK ••1.20D-K).50Lf^.50L*1.60W 2 737 DSi 21503DSi 001273 OK +1 20D-^50L-*0.50S-^1.60W 2.737 DSi 215.03DSi 0.01273 OK •^1.20D-K).50L-»0.20S-^ 3.227 DSi 215.03DSi 0.01501 OK -K).90D-^+1.60H 2.226 DSi 215.03DSi 001035 OK 1 General Footing F)le: J:Uot»201ltf0112000\Pnjiect lntoiTna()«i»^ h ENERCAIC, INC. 1983-2011, BuiM.6.11.6.23. V«:6.11.6.23 I • Lic.«: KW-06000287 Licensee : GRAEF, ANHALT. SCHLOEMER Descripta: L1 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties fc : Conaete 28 day strength fy: Rebar YIeW EC: Concrete Elastic Modulus Ckmcrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safely Factor Min Sliding Safety Factor Add Fig Wt for Soil Pressure Use ttg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 4.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0,00140 0.00180 1.50 1.50 Yes Yes No Width parallel lo X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0ft Footing Thicknes » 15.0 in Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis " Heighl Rebar Centerline to Edge of Concrete., at Bottom of fooling 12.0 in 12.0 in 3.0 in Reinforcing Bars parallel lo X-X Axis Number of Bars " 4.0 Reinforcing Bar Size = #5 Bars parallel to Z-Z Axis Numtier of Bars = 4.0 Reinforcing Bar Sizf = #5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil EJejiring Inaease Bearing By Footing Weight Soil Passive ResislaBice (for Sliding) Sotl/Conaele Fnction Coeff. Increases based on (cx)ting Depth Fooling base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base Is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater^ 1.50 ksf No 300.0 pd 0.350 ft ksf ft ksf ft 3!D' 4 (Sin '7P^ • Himailiiiii * '" 77'\ " 1- '7P^ w P: Column Load OB: Overburden M-xx M-zz V-x V-z 4.0 1.750 0.750 0.30 0.60 k ksf k-ft M. k k General Footing Lie. # : KW-06000287 "Tie: J:\JotB20l 1\2011200»Ptcjiict lnlofmalK)nC*3V.igoi««j^^ ta ENERCAIC, INC. 1983-2011. Buitd.6.11.6.23, Vet.6.11.6.i3 | Licensee ; GRAEF, ANHALT. SCHLOEMER Desalption: L1 DESIGN SUMMARY Design OK ^^^^H Min. i^tio Rem Applied Capacity Governing Load Combination PASS 06011 Soil Bearing 0.9016 ksf 1.50 ksf "™-lO-K)760L-K) 760S-»0.5250E-HH PASS 11.154 Overturning - X-X 0 5250 k-ft 5.856 k-ft 06D*O.7E PASS 22,307 Overtuming - Z-Z 0.2625 k-ft 5.856 k-ft 0.6D-O7E PASS 6.506 Sliding-X-X 0.210 k 1.366 k 0.6D^.7E PASS 3 253 Sliding - Z-Z 0.420 k 1.366 k O6D-t0.7E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01941 Z Flexure (-fX) 0.4222 k-ft 21 755 k-ft -^1,200-^ SOLr-t-I.eOL-^l 60H PASS 0.01941 Z Flexure (-X) 0.4222 k-ft 21.755 k-ft •^1,20D-K) 50Lr-^1 60L-^1 60H PASS 0.01941 X Flexure (+Z) 0.4222 k-ft 21.756 k-ft •^1.20D+O 50Lr+1.60L-^1 60H PASS 0.01941 X Flexure (-Z) 0.4222 k-ft 21.755 k-ft +1,20D-.O 50Lr-f1,60Lf1 60H PASS n/a 1-way Shear (-^X) 0.0 psi 107.52 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0 0 psi n/a PASS n/a 1-way Shear (+Z) 0,0 psi 107.52 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 107.52 psi n/a PASS n/a 2-way Punching 3.665 psi 107.52 psi ->-1.20D-^0 50Lr-^1.60L-^1 60H Detailed Results Soil Bearing Rotation Axis & i^ctual Soil Bearing Stress Actual / /Ulowable Load Combination... Gross Allowable XGCC ZCCC +Z +Z -X -X Ratio X-X.-^D 1.50 n/a 0.0 0.6257 0,6257 n/a n/a 0417 X-X. -^D•^L-+l 1.50 n/a 0.0 0.8201 0,8201 n/a n/a 0,547 X-X, +D-K).750Lr-K).750L-41 1.50 n/a 0.0 07715 0,7715 n/a n/a 0514 X-X. +D+0.750L+0,750S-4i 1.50 n/a 0.0 0.7715 07715 n/a n/a 0,514 X-X, +D^.70E-»H 1.50 n/a 1.023 0.5689 07991 n/a n/a 0,533 X-X,-^O-^0.750Lr-*O.750L-K3.750W-^H 150 n/a 0,0 07715 07715 n/a n/a 0514 X-X, •^D-^.750L-fO,750S-K).750W-fH 1.50 n/a 0,0 07715 07715 n/a n/a 0.514 X-X. 4-D-f0.750Lr-tO.750L-K).5250E-^H 1.50 n/a 0.6440 0.7289 0,9016 n/a n/a 0,601 X-X,-fD-K).750L->O.750S-»O.5250E+H 1.50 n/a 0.6440 0.7289 0.9016 n/a n/a 0,601 X-X. •tO.60D-K).70E-m 1.50 n/a 1.614 0.3186 0.5489 n/a n/a 0366 Z-Z,-^ 1.50 0,0 n/a n/a n/a 0,6257 0,6257 0,417 Z-Z. Ai-A-^H 1.50 0.0 n/a n/a n/a 0.8201 0.8201 0.547 Z-Z. -H3-tO.750Lr-M],750L+H 1.50 0,0 n/a n/a n/a 0,7715 0.7715 0514 Z-Z. •^O-^.750L-t0.750S-^H 1.50 0.0 n/a n/a n/a 07715 0,7715 0.514 Z-Z. +O^.70E-*-H 1.50 05117 n/a n/a n/a 0,6265 0,7416 0.494 Z-Z.+O-K).750Lr+0.750L->{),750W-4i 1.50 0.0 n/a n/a n/a 0,7715 0,7715 0514 Z-Z.-K)^.750L-KD.750S-K).750W-^H 1.50 0.0 n/a n/a n/a 07715 0,7715 0514 Z-Z.-HD-K).750Lr-^,750L-K),5250E-fH 1.50 0.3220 n/a n/a n/a 0.7721 0.8584 0.572 Z-Z. -K)-*0,750L+0.750S-K).5250E+H 1.50 0.3220 n/a n/a n/a 0.7721 0.8584 0.572 Z-Z. •K3,60D+O.70E-^H 1.50 0.8069 n/a n/a n/a 0.3762 0.4913 0.328 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D None 0 0 k-ft Infinitv OK X-X, D-4. None 0,0 k-ft Infinity OK X-X, 0.6D•^L-^O.7E 0.5250 k-ft 8.481 k-ft 16.154 OK X-X, 0,6D-iO.7E 0.5250 k-ft 5.856 k-ft 11.154 OK Z-Z.D None 0.0 k-ft Infinitv OK Z-Z. D-^L None 0,0 k-ft Infinitv OK Z-Z, 0,6D-M.-^.7E 0 2625 k-ft 8.481 k-ft 32 307 OK Z-Z. 0 6D^.7E 0.2625 k-ft 5.856 k-ft 22,307 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X.D 0.0 k 1.971 k No Slidinq OK X-X, D-^l 0,0 k 2,583 k No Slidinq OK X-X. 0.6D-H.-f0.7E 0.210 k 1.979 k 9423 OK X-X. 0.6D-^.7E 0.210 k 1.366 k 6-506 OK [General Footing nhKj:Vkils201112mi200(M^rc;eM.lnlomu<im k ENERCALCINC. 1983-2011, BuiM.6.11.6.23. Vei.611.6.23 1 |Lic.#: KW-06000287 Licensee : GRAEF, ANHALT, SCHLOEMER | Description: L1 Sliding Stability Force Application Axis Load Combination.. Z-Z.D Z-Z. D-H. Z-Z. 06D-^L-^.7E Z-Z. 0,6D-K),7E Footing Flexure Sliding Force 0.0 k 0.0 k 0.420 k 0.420 k Resisting Force 1.971 k 2.583 k 1.979 k 1.366 k Sliding SafetyRatio No Slidinq No Slidinq 4711 3.253 All units k Status^ OK OK OK OK Flexure Axis & Load Combination Mu Whkh kn Side? Tension @ BoL Req'd or Top ? in*2 Gvm. As in»2 Actual As in*2 Phl*Mn k-ft St^ US X-X, •^1,40D 0.3111 +Z Bottom 0.32 Bendinq 0.41 21.755 OK X-X, •^1.40D 0.3111 -Z Bottom 0.32 Bendinq 0.41 21.755 OK X-X, -^1.2OD-^O.50Lr-^1.60L-^1.60H 0.4222 *Z Bottom 0,32 Bendinq 041 21.755 OK X-X, i-1.20D-tO.50Lr+1.60L-^1.60H 0.4222 -Z Bottom 0,32 Bendinq 041 21.755 OK X-X. •^1.20D-^1.60L-^0,50S•^1.60H 0.4222 *Z Bottom 0,32 Bendina 0.41 21.755 OK X-X, -^1.20D•^1.60L^.50S+1.60H 0.4222 -Z Bottom 032 Bending 0.41 21.755 OK X-X, -^1,20D-^1.60Lr-tO.50L 0.3153 -^^z Bottom 032 Bending 0.41 21.755 OK X-X. •^1,2OD-^1.60Lr-^O.5OL 0.3153 -z Bottom 0,32 Bendina 0.41 21.755 OK X-X. -^1.20D+0.50L-^1.60S 03153 •^z Bottom 032 Bendina 041 21.755 OK X-X. -^1 20DtO.50L-^1.60S 03153 -z Bottom 032 Bendinq 041 21,755 OK X-X. +1.20D-tO,50Lr-K),50L-^1.60W 0,3153 *z Bottom 032 Bendinq 041 21.755 OK X-X, -Hl .20D-»0,50Lr-K).50L-^1.60W 0.3153 -z Bottom 032 Bendinq 0.41 21.755 OK X-X. -^1.20D-K).50L-K),50S-<-1,60W 03153 -^z Bottom 032 Bendinq 041 21.755 OK X-X. +1.20D-tO.5OL-K),50S-^1.60W 0.3153 -Z Bottom 0,32 Bendina 0.41 21.755 OK X-X. •^1.20D-tO.5OL+O,20S-^E 04217 *z Bottom 032 Bendinq 0.41 21.755 OK X-X. -^1.20D-K),50L-^,20S-^ 0.2921 -z Bottom 032 Bendinq 0,41 21.755 OK X-X. ••O.gOD-fE-Hl.OOH 0.3065 *z Bottom 032 Bendina 041 21.755 OK X-X, +0.90D-^E-^1.60H 0.1769 -z Bottom 0.32 Bending 041 21.755 OK Z-Z. -^1.40D 0,3111 -X Bottom 0.32 Bendinq 0,41 21.755 OK Z-Z. ->-1.40D 0.3111 -HX Bottom 0.32 Bendinq 041 21.755 OK Z-Z. --1.20D+0.50Lr-^1,60L-^1.60H 0.4222 -X Bottom 0,32 Bendinq 0.41 21.755 OK Z-Z. -f1.20D-^.50Lr-^1.50L-Hl .60H 0.4222 -^x Bottom 0.32 Bendinq 041 21.755 OK Z-Z. -^1.20D•^1.60L^0.50S-^1.60H 0.4222 -X Bottom 0.32 Bendinq 0.41 21.755 OK Z-Z, -^1.20D-^1.60L-^.50S-^1,60H 0.4222 +x Bottom 032 Bendinq 0.41 21.755 OK Z-Z, -t-1.20D-^1,60Lr-K).50L 0.3153 -X Bottom 0.32 Bendina 0.41 21.755 OK Z-Z, +1.20D-^1.60Lr-^.50L 0,3153 +x Bottom 0,32 Bendinq 041 21.755 OK Z-Z, •e1.20D-^0.50L-Kl.60S 03153 -X Bottom 0,32 Bendinq 041 21.755 OK Z-Z, -t^1,20D-»O.50L-t1.60S 03153 -^X Bottom 0,32 Bendina 041 21.755 OK Z-Z. -^1.20D-K),50L^-^O.50L•^1.60W 0,3153 -X Bottom 0,32 Bendinq 041 21.755 OK Z-Z, -^1.20D-K3.50Lr-K).50L-^1.60W 0,3153 +x Bottom 0,32 Bendinq 041 21.755 OK Z-Z, •^1.20D-K),50L-^.50S-^1 60W 0.3153 -X Bottom 0.32 Bendinq 0.41 21.755 OK Z-Z. -^1.20D-K}.50L-»0.50S-^1,60W 03153 -•X Bottom 0.32 Bendinq 041 21.755 OK Z-Z. -^1.20D+0.50L-K).20S-»£ 0.3245 -X Bottom 0.32 Bendinq 0,41 21,755 OK Z-Z. •f1.20D-K).50L-^0.20S-'£ 0.3893 -^X Bottom 0.32 Bendinq 041 21.755 OK Z-Z. +0.90D-'€-»-1.60H 0.2093 -X Bottom 0.32 Bendinq 041 21.755 OK Z-Z. -tO.90D-*->-1.60H 0.2741 •^X Bottom 0.32 Bendinq 0.41 21.755 OK One Way Shear Load Combination... Vu@-X Vu@«X Vu£ g-Z Vu@ +Z Vu:Max PhiVn Vu/Phl^n Status +1.40D ODSI ODSI ODSI ODSI ODSI 107.52 DSi 0 OK +1.20D-K).50Lr-^1.60L-i-1.60H Oosi ODSI ODSI 0 DSl Oosi 107.52 DSi 0 OK -^1.20D-^1,60L+O,50S-^1,60H Oosi ODSI 0 DSl 0 DSl Oosi 107.52 DSi 0 OK -^1.20D+160Lr-tO.5OL Oosi Oosi 0 Dsi 0 DSi Oosi 107.52 psi 0 OK -^1,20D-K).50L+1.60S ODSI Oosi 0 DSl Opsi Oosi 107.52 psi 0 OK -^1.20D-.O,50Lr-^0.50L-^1.60W ODSI Oosi ODSI 0 psi Oosi 107.52 psI 0 OK +1.20DK).50L-^.50S+1,60W ODSI Oosi Oosi Opsi Opsi 107.52 psi 0 OK -*-1.20D-tO.50L-K).20S-^E Oosi Oosi Oosi Opsi Oosi 107.52 DSi 0 OK -^0,90D-^E+1.60H Oosi Oosi 0 DSi 0 psi Oosi 107.52 DSi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status •^1.400 2.701 DSi 215.03Dsi 0.01256 OK -^1.20D•»O.50Lr-^1.60L-^1.60H 3.665 DSi 215.03Dsi 001704 OK •^1.20D+1.60L-K),50S-»1.60H 3.665 DSi 215.03 DSi 001704 OK •t-1,20D4-1,60Lr-H0,50L 2.737 DSi 215.03 DSi 001273 OK General Footing Fte: J:UQt>s2011120112000lPrDiedJnbmialion\Cak3\liigolandUego^ k ENERCAIC. INC. 19832011. Bua(l:6.11 6.23 Ver.6,11,e23 | 1 Lie. 0: KW-06000287 Licensee GRAEF. ANHALT, SCHLOEMER Description; L1 Punching Shear All units k Load Combination.^ Vu PhrVn Vu/Phi*Vn Status ••1,20D-^)50L-^160S •1.20D^50L/-^.50L*1.60W •1 20D-K),5a-K) 50S*160W •^1.20D^.50L-»0.20S-*£ 40.90D-^£-^1.60H 2.737 DSi 2.737 osi 2 737 Dsi 3.106 DSI 2.106 DSI 215.03 DSi 215.03osi 215.03DSI 215.03OSI 215.03PSI 001273 0.01273 0.01273 0.01445 0.009792 OK OK OK OK OK 5« General Footing F)i>:J:Vkite201t^112000tf>(Cjectiiifomtal«^ 1| ENERCAIC, INC 1983-2Q11, BuiM6 11 6 ?3, VwB 11 6 73 | iLlc.tf: KW-06000287 Licensee : GRAEF, ANHALT, SCHLOEMER Desaiption: L2 General Information Cateulations per ACI 318-08, IBC 2009. CBC 2010, ASCE 7-05 Material Properties fc: Conaete 28 day strength h: Rebar YiekJ Ec: Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf, Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wl for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 4,0 ksi 60.0 ksi 3.122,0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 : Yes Yes No Width parallel to X-X Axis Length parallel to Z-Z /Vxis Footing Thicknes Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine lo Edge of Concrete., at Bottom of footing = 3.0 ft 3.0 ft 15.0 In 12.0 in 12.0 in in 3.0 in Reinforcing Bars parallel to X-X /kxis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizt 5.0 « 5 5.0 # 5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Appiied Loads Soil Design Values Allowable Soil Beijring Inaease Bearing By Fooling Weight Soil Passive Resistance (lor Sliding) Soil/Concrete Friction Coeff Increases based on fDoting Depth Footing base depth below soil surface = Allowable pressure Increase per loot of deptt= when footing base is below = Inaeases based on fating plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater^ 1.50 ksf No 300.0 pcf 0.350 ft ksf ft ksf ft 310' w P: Column Load OB: Overburden M-xx M-zz V-x V-z 4.0 1.750 4.0 0.350 0.70 k ksf k-ft k-ft k k General Footing File:J:Uaba2011\2mi200aPiajectJnfonnadan\Ciicslle^ k ENERCALC. INC 19632011, Bulld:6.11,6.23. Vtf.6.11.6.23 | 1 Lie. #: KW-06000287 Licensee : GRAEF, ANHALT. SCHLOEMER | Description: DESIGN SUMMARY Design OK ^^^^H Min. Ratio Rem Applied Capacity Governing Load Combination PASS 0 7373 Soil Bearing 1.106 ksf 1.50 ksf ^0*0 750L-»O.750S+O.525OE-»W PASS 15.132 Overturning - X-X 0.6125 k-ft 9.268 k-ft 0.6D-K).7E PASS 30 263 Overtuming - Z-Z 0 3063 k-ft 9.268 k-ft 06D*0 7E PASS 8.827 Sliding - X-X 0.2450 k 2 .163 k 0.6D-^.7E PASS 4 413 Sliding - Z-Z 0.490 k 2.163 k 0,6D+0 7E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02129 Z Flexure (-^X) 0.5753 k-ft 27.017 k-ft -H1.20D-^.50L-.O.20S-* PASS 0.01850 Z Flexure (-X) 0.4997 k-ft 27.017 k-ft +1.20D-K).50L-^.20S-€ PASS 0.02269 X Flexure (-^Z) 0,6131 k-ft 27.017 k-ft +1 20D^.50L-tO.20S-t£ PASS 0.01710 X Flexure (-Z) 0,4619 k-ft 27.017 k-ft •^1.20D-»O.50L4O.20S-^E PASS n/a 1-way Shear (+X) 0.0 psi 107.52 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0,0 psi n/a PASS n/a 1-way Shear (•^Z) 0.0 psi 107.52 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 107.52 psi n/a PASS n/a 2-way Punching 4.675 psi 107.52 psi -^1.20D-»0.50L+0.20S+£ Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -x Ratio X-X,-K) 1.50 n/a 0.0 0.6257 0.6257 n/a n/a 0417 X-X. +D-»L-^H 1.50 n/a 0.0 0.8201 0.8201 n/a n/a 0547 X-X. -^D-^0.750Lr-^0.750L-^H 1.50 n/a 0.0 0.7715 07715 n/a n/a 0514 , X-X. -K3tO.750L-t{).750S-m 1.50 n/a 0.0 0.7715 07715 n/a n/a 0.514 X-X. -^D-^.70E-4H 1.50 n/a 0.8718 0.8025 1.071 n/a n/a 0714 X-X.+D-K).750Lr-K),750L-^,750W+H 1,50 n/a 0,0 07715 0.7715 n/a n/a 0514 X-X.-4)-^0.750L-t0.750S-K).750W-4i 1.50 n/a 0.0 0.7715 0.7715 n/a n/a 0,514 X-X.-fD-tO.750Lr^.750L-tO.525OE-^H 1.50 n/a 0.6095 0.9041 1.106 n/a n/a 0.737 X-X,-tO-K),750L-f0.750S-f0.5250E-iH 1.50 n/a 0.6095 0.9041 1.106 n/a n/a 0,737 ' X-X. •K).60D-f0.70E-4H 1.50 n/a 1.190 0.5522 0.8208 n/a n/a 0,547 Z-Z, *D 1.50 0,0 n/a n/a n/a 0.6257 0.6257 0.417 Z-Z. ^A.A\ 1.50 0,0 n/a n/a n/a 0 8201 0.8201 0.547 Z-Z. -^O->fl.750Lr-O.750L•^H 1.50 0,0 n/a n/a n/a 0,7715 0.7715 0.514 Z-Z. -fO-K).750L-K).750S-4H 1.50 0.0 n/a n/a n/a 07715 0.7715 0514 Z-Z, •fO-K).70E-^H 1.50 0.4359 n/a n/a n/a 0.8697 1.004 0.669 Z-Z.-^O>0.750Lr-K).750L-^.750W+H 1.50 0,0 n/a n/a n/a 0.7715 0,7715 0514 Z-Z,-K3-K).750L+0.750S-K).750W+fl 1.50 0,0 n/a n/a n/a 07715 0,7715 0514 Z-Z,-O-*0.750Lf^.750L-t0.5250E-4i 1.50 0.3048 n/a n/a n/a 0 9545 1.055 0,703 Z-Z.-^O-^0.750L»{),750S+0,5250E-^H 1,50 0,3048 n/a n/a n/a 0.9545 1.055 0.703 Z-Z. -K).60D-»O,70E-+l 1.50 0.5948 n/a n/a n/a 0.6194 0.7537 0.503 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D None 0,0 k-ft Infinitv OK X-X. D-M. None 0,0 k-ft Infinitv OK X-X. 0 6D-^L-t0.7E 0.6125 k-ft 11.893 k-ft 19417 OK X-X. 0,6D-»O.7E 0.6125 k-ft 9.268 k-ft 15.132 OK Z-Z.D None 0,0 k-ft Infinitv OK Z-Z. D-^L None 0,0 k-ft Infinitv OK Z-Z. 0.6D•^L-^.7E 0.3063 k-ft 11.893 k-ft 38.835 OK Z-Z. 0.6D-K),7E 0.3063 k-ft 9 268 k-ft 30.263 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X.D 0.0 k 1.971 k No Slidina OK X-X, D+L 0.0 k 2.583 k No Slidinq OK X-X. 0.6D-^L-tO.7E 0 2450 k 2.775 k 11.327 OK X-X, 0.6D->O.7E 0,2450 k 2.163 k 8.827 OK General Footing Pk: J:Uobs20t 1\20112000\P!aiect.lnibrmati(in^Cal(51UgolaniN^^ k ENERCAIC. INC 19832011, BuM:&1l.623, Vef:611.6.23 | 1 Lie.«: KW-06000287 Licensee : GRAEF. ANHALT, SCHLOEMER Description: L2 Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Z-ZD Z-Z. D-^ Z-Z. 0,6D-^i^.7E Z-Z. 0.6D-^3 7E Footing Flexure 0.0 k OOk 0.490 k 0.490 k 1 971 k 2.583 k 2 775 k 2.163 k NoSikJino No Slidinq 5.663 4.413 OK OK OK OK Flexure Axis & Load Combination Mu Which Tension® BoL As Req'd k-fl Side? or Top? in«2 Gvm. As ln*2 /totualAs Phi'Mn ln«2 k-ft status X-X, +1.40D 0,3111 +Z Bottom 032 Bendinq 052 27.017 OK X-X, --1.400 0.3111 -Z Bottom 032 Bendinq 052 27.017 OK X-X. -^1.20D-K).50Lr-^1.60L-^1.60H 0.4222 +Z Bottom 032 Bendinq 0,52 27.017 OK X-X, -^1.20D-ifl,50Lr-f1.60L-^1.60H 04222 -Z Bottom 0.32 Bendina 052 27.017 OK X-X. -^1,20D-^1.60L-K) 503+1,60H 04222 +Z Bottom 032 Bendinq 0.52 27.017 OK X-X. +1.200-^1.60L+0.50S-^1.60H 04222 -Z Bottom 0.32 Bendina 0.52 27.017 OK X-X. +1.200-^1.60Lr-^O.50L 0,3153 +z Bottom 0.32 Bendinq 0.52 27.017 OK X-X.-^1.20D-1.60Lr-HD.50L 03153 -z Bottom 0,32 Bendinq 0.52 27.017 OK X-X. -^1 20D->O.50L-^1.60S 0,3153 +z Bottom 0.32 Bendinq 0.52 27.017 OK X-X. -^1.20D-»0,50L-^1.60S 0,3153 -z Bottom 0.32 Bendinq 0.52 27.017 OK X-X. -^1.20D+O.50LrtO.50L+1.60W 03153 +z Bottom 032 Bendinq 052 27017 OK X-X, +1.20D^.50Lr-K).50L+1.60W 0.3153 -z Bottom 0.32 Bendinq 052 27.017 OK X-X, -^1.20D-K),50L-^,50S-1.60W 0.3153 +z Bottom 0.32 Bendina 052 27.017 OK X-X. +1.20D-»O,50L-K).50S-^1.60W 0.3153 -z Bottom 0,32 Bendina 0.52 27.017 OK X-X. -e1.20D-K).50L-»O,20S-^ 0.6131 +z Bottom 0,32 Bendina 0.52 27.017 OK X-X. •<-1.20D-»O.50L-K).20S+E 0.4619 •z Bottom 0.32 Bendinq 0.52 27.017 OK X-X, +0.90D+E+1.e0H 0.4978 +z Bottom 0.32 Bendinq 0.52 27.017 OK X-X, *o.mD^+^.60H 0.3466 -z Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z. -^1,40D 0.3111 -X Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z, +1,40D 0.3111 +x Bottom 0.32 Bendinq 0.52 27,017 OK Z-Z. -^1,20D-^,50Lr•^1,60L-^1.60H 0,4222 -X Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z, -^1,20D-»O.50Lr+1,60L-^1,60H 0,4222 +x Bottom 032 Bendinq 0.52 27.017 OK Z-Z. -^1.20D-^1 60L-K).50S-^1,60H 0,4222 -X Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z, +1,20D-^1,60L-K},50S+1,60H 0,4222 +X Bottom 0.32 Bendinq 0.52 27.017 OK Z-2, •«-1 20D+1,60Lr-K),50L 0.3153 -X Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z, -^1,20D-^1.60Lr-K).50L 03153 +x Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z. -1-1 20D+O 50L-H1.60S 0.3153 -X Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z. -^1.20D-K).50L-^1.60S 0.3153 +x Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z. -•1.20D-K) 50Lr-«{),50L-^1.60W 0.3153 -x Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z, +1.200-^0 50Lr->O.50L+1.60W 0.3153 +x Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z. -^1,20D-O.50L-^.50S-1.60W 0.3153 -X Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z, •<-1,20D^,50L-f0,50S-^1.60W 0.3153 +x Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z,-f1.20D-fO,50L-fO,20S-€ 0.4997 -X Bottom 0.32 Bendinq 0.52 27.017 OK Z-2. •^1,20D+0 50L+0,20S+E 0.5753 +x Bottom 0.32 Bendinq 0.52 27.017 OK Z-Z, -^,90D-^E-^1,60H 0.3844 -X Bottom 0,32 Bendinq 0.52 27.017 OK Z-Z, •H).90D-^e->-1,60H 0.46 +X Bottom 0.32 Bendinq 0.52 27.017 OK One Way Shear Load Combination... Vug-X Vu@«X Vu^ g-Z Vu@ *Z Vu:Max PhiVn Vu/Phi*Vn Status^ +1,400 ODSI Opsi Oosi 0 DSi ODSI 107.52 psi 0 OK +1,20D-K}..50Lr+1.60L+1.60H Oosi Opsi 0 DSi Opsi ODSI 107.52 DSi 0 OK +1,20D+1.60L-K),50S+1.60H Opsi Opsi 0 psi 0 psi ODSI 107.52 DSi 0 OK +1.20D+1.60Lr-K),50L Opsi Opsi Opsi 0 DSi Oosi 107.52 psi 0 OK +1,20D-^0,50L+1,60S Opsi Opsi 0 psi 0 psi Opsi 107,52 psi 0 OK +1,20D+0.50Lr+0.50L+1,60W Opsi Oosi 0 psi 0 psi ODSI 107,52 psi 0 OK -'1,20D-»O.50L-K).50S+1.60W Opsi Oosi 0 psi 0 psi Oosi 107,52 DSi 0 OK +1.20D-O.50L-O.20S+E Opsi ODSI 0 osi 0 DSi Oosi 107.52 psi 0 OK -0,90D+E+1,60H Oosi Oosi Opsi ODSI Opsi 107.52 DSi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1,400 2.701 DSi 215.03 DSi 0.01256 OK +1.20D-O.50Lr+1,6DL+1,60H 3.665 DSi 215,03Dsi 001704 OK +1.20D+1.60L-^,50S+1,60H 3.665 DSi 215.03 DSI 0.01704 OK +1.20D+1.60Lr-K).50L 2.737 psi 215.03 osi 0.01273 OK General Footing Fie:J:Vk)bs201t\20112000tPraiect.lnlbmia6«t\Calcs\L^ b ENERCAIC. INC 1983^2011. Bulld611,6,23 Vef:611623 | lLic.#: KW-06000287 Licensee GRAEF, ANHALT, SCHLOEMER Description: L2 Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phl*Vn Status +1 20D-^50L+1,60S •1.20O-^50Lr-»0 50L+160W 1-1 20D-050L+0.50S+1.60W +1.20D+O50L+O.20S+E -.O.90D+£+1,60H 2.737 DSi 2.737 DSi 2.737 DSi 4.675 DSi 3.674 OSI 215.03 DSi 215.03DSI 215.03DSi 215.03DSI 215.03 PSI 0.01273 0.01273 0.01273 0.02174 0.01709 OK OK OK OK OK j General Footing Fila: J:Ualis2011\20112(]00(Pioied.ln«arm8lan\CalcsU.egolanj\l^^ k ENERCALC. INC. 1983^2011. Bullcl.6.11.6.23, Ver.6.11.6.23 | lLic.#: KW-06000287 Licensee : GRAEF, ANHALT, SCHLOEMER Description: 03 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-03 Material Properties f c: Caiaete 28 day strength fy: Rebar Yiekl Ec Concrete Elastic Modulus Conwele Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 4.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 : Yes Yes No Width parallel to X-X Axis Length parallel lo Z-Z Axis Fooling Thicknes Pedestal dimensions... px: parallel to X-X Axis = pz : parallel lo Z-Z Axis " Heighl Rebar Centeriine lo Edge of Concrete., at Bottom of footing = 3.50 ft 3.50 ft 15.0 in 12.0 in 12.0 in 3.0 in Reinforcing Bars parallel lo X-X Axis Number of Bars Reinforcing Bar Size Bars parallel lo Z-Z Axis Number of Bars Reinforcing Bar Size 4.0 # 5 4.0 # 5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bering Increase Be^ng By Footing Waght Soil Passive Resistance (lor Sliding) Soil/Concrete Frictkwi Coeft. Increases based on f ooting Depth Fooling base depth befow soil surface = Allowable pressure increase per fool of deptt= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater* 1.50 ksf No 300.0 pd 0.350 ft ksf ft ksf ft SIB' |9 •0) mimiiimiitil ' II II w P: Column Load OB: Overburden M-xx M-ZZ V* V-z 11.50 1.750 2.S0 0.70 0.70 k ksf k-ft k-ft k k General Footing File:J:VJabs2011\2011200ffPrDjcclJrifomiation'CalciU£^^ b ENERCALCINC 1983 2011 auM6116.23, Ver611.623 | 1 Lie. #: KW-06000287 Licensee : GRAEF, ANHALT. SCHLOEMER { Description: 03 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combi PASS 0.9320 Soil Be^ng 1.398 ksf 1.50 ksf +O^.750L-K) 750S-K).5250E+« PASS 28.521 Oveituming - X-X 0.6125 k-ft 17 .469 k-ft 0.6O^7E PASS 28.521 Overtuming - Z-Z 0.6125 k-ft 17.469 k-ft 06D+O.7E PASS 7.130 Sliding-X-X 0.490 k 3.494 k 0.6D+O.7E PASS 7130 Sliding - Z-Z 0.490 k 3.494 k 0.6D+0 7E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06241 Z Flexure (+X) 1.168 k-ft 18.716 k-ft +1.20D+O.50L+O.20S+E PASS 0.05656 Z Flexure (-X) 1.059 k-ft 18.716 k-ft +1.20D+O.50Lr+1.6OL+1.6OH PASS 0.06241 X Flexure (+Z) 1.168 k-ft 18.716 k-ft +1,20D+O,50L-K),20S+£ PASS 0.05656 X Flexure (-Z) 1.059 k-ft 18.716 k-ft +1,20D+O.50Lr+1.60L+1.60H PASS 0.02113 1-way Shear (+X) 2.272 psi 107.52 psi +1.20D+O.50L+O,20S+E PASS 0.02113 1-way Shear (-X) 2.272 psi 107.52 psi +1.20D-tO.50L+O,20S+£ PASS 0.02285 1-way Shear (+Z) 2.457 psi 107.52 psi +1.20D+O.50L+O.20S+E PASS 0.02042 1-way Shear (-Z) 2.196 psi 107.52 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0,04654 2-way Punching 10.008 psi 215.03 psi +1.20D+0.50L+0.20S+€ Detailed Results Soil Bearing^ Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X Actual / /Ulowable •X Ratio X-X.-* 1.50 n/a 0.0 1.120 1.120 n/a n/a 0.747 X-X. +0+L+H 1.50 n/a ao 1.263 1.263 n/a n/a 0 842 X-X, +O-K).750Lr+0.750L+H 1.50 n/a 0.0 1.227 1.227 n/a n/a 0,818 X-X. +D+0.750L-K).750S+H 1.50 n/a ao 1.227 1,227 n/a n/a 0.818 X-X, +DiO.70E+H 1.50 n/a 0.4751 1.178 1,347 n/a n/a 0898 X-X. +O+O.750Lr-K).750L-K).750W+FI 1.50 n/a 0.0 1.227 1.227 n/a n/a 0,318 X-X, •*+0.750L-K).750S+0.750W-4H 1.50 n/a 0.0 1.227 1.227 n/a n/a 0,818 X-X. +O-iO.750Lr-K),750L+0.5250E+H 1.50 n/a 0.3373 1.271 1.398 n/a n/a 0,932 X-X. +D^{).750L-»O.750S-iO.5250E+H 1.50 n/a 0.3373 1.271 1.398 n/a n/a 0.932 X-X. •K).60D+O.70E+H 1.50 n/a 0.7363 0.7303 0,8994 n/a n/a 0.600 Z-Z,+0 1.50 0,0 n/a n/a n/a 1.120 1120 0,747 Z-Z. +D+L+H 1.50 0.0 n/a n/a n/a 1.263 1,263 0.842 Z-Z. +O-K).750Lr+O.750L+H 1,50 0,0 n/a n/a n/a 1,227 1,227 0818 Z-Z. +D-*O.750L-t<).750S+fl 1.50 00 n/a n/a n/a 1.227 1,227 0.818 Z-Z, +D>0.70E+H 1.50 0.4751 n/a n/a n/a 1.178 1.347 0.898 Z-Z. +D^.750Lr-tO.750L+O.750W+H 1.50 0.0 n/a n/a n/a 1.227 1.227 0818 Z-Z, +D-H3.750L-K).750S+O.750W+H 1.50 0,0 n/a n/a n/a 1.227 1.227 0.818 Z-Z. +D-««.750Lr+O.750L-»O.5250E-tH 1.50 0,3373 n/a n/a n/a 1.271 1.398 0.932 Z-Z. +O-t0.750L-^.750S-^.5250E+iH 1.50 0,3373 n/a n/a n/a 1.271 1 398 0932 Z-Z. +0,60D+O.70E+fl 1.50 0.7363 n/a n/a n/a 0.7303 0.8994 0,600 Overtuming Stability Rotation /kxis & Load Combination... Overtuming Moment Resisting Moment SUbillty Ratio Status X-X,D None 0,0 k-ft Infinitv OK X-X. D+L None 0,0 k-ft Infinitv OK X-X, 0.6D+L-K).7E 0.6125 k-ft 20.531 k-ft 33.521 OK X-X. 0.6D-K).7E 06125 k-ft 17.469 k-ft 28.521 OK Z-Z,D None 0.0 k-ft Infinitv OK Z-Z. D+L None 0.0 k-ft Infinitv OK Z-Z. 0.6D+L-K).7E 06125 k-ft 20.531 k-ft 33.521 OK Z-Z. 0.6D-'O.7E 0.6125 k-ft 17.469 k-ft 28.521 OK Sliding Stability All units k Force Application Ms Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Stahis X-X.D 0.0 k 4,802 k No Slidina OK X-X. D+L 0,0 k 5.415 k No Slidinq OK X-X. 0,6D+L+0.7E 0.490 k 4.106 k 8,380 OK X-X. 0,6D+0.7E 0.490 k 3.494 k 7 130 OK General Footing FilB:J:Vtobs2011\2011200aPrtijact.lni»inato>i\C8^ L ENERCALC, INC 1983-2011. Buil(l.6.11.623 Vef.6,11,6.23 | 1 Lie. # : KW-06000287 1 Licensee : GRAEF. ANHALT. SCHLOEMER | Description: D3 Sliding Stability Force /^plication Axis Load Combination.. Sliding Force Z-Z.D Z-Z. D+L Z-Z. 0 6D+L+0,7E Z-Z. 0.6D+O.7E Footing Flexure OOk OOk 0.490 k 0.490 k Jiesisting Force 4.802 k 5.415 k 4.106 k 3.494 k Sliding SafetyRatio NoSlKjtno No SIkjinq 8 380 7.130 All units k _ StatuiL OK OK OK OK Flexure Axis & Load Combination Mu Which k-ft Side ? Tension @ BoL As Req'd orlop? in*2 Gvm. As in*2 Actual As in»2 Phimn k-A Stalin X-X.+140D 1.027 +Z Bottom 032 Bendinq 0.35 18,716 OK X-X, +1.40D 1.027 -Z Bottom 032 Bendinq 0.35 18,716 OK X-X, +1.20D+O.50Lr+1.6OL+1.60H 1.059 +Z Bottom 0.32 Bendinq 0.35 18.716 OK X-X, +1.20D-4O.50Lr+1.60L+1.60H 1,059 -z Bottom 032 Bendinq 0.35 18,716 OK X-X, +1.20D+1,60L-K},50S+1.60H 1,059 +z Bottom 0,32 Bendinq 0.35 18.716 OK X-X. +1.20D+1.60L+O.50S+1.60H 1,059 -z Bottom 032 Bendinq 035 18.716 OK X-X, +1.20D+1,60Lr-K),50L 0.9358 +z Bottom 032 Bendinq 0.35 18716 OK X-X, +1,20D+1.60Lr-K).50L 0.9358 -z Bottom 0.32 Bendinq 0,35 18716 OK X-X. +1.20D-K).50L+1,60S 0.9358 +z Bottom 0.32 Bendinq 035 18.716 OK X-X. +1.20D-^.50L+1,60S 0.9358 -z Bottom 0.32 Bendinq 035 18.716 OK X-X. +1 20D-K).50Lr-^.50L+1.60W 0.9358 +z Bottom 032 Bendinq 0,35 18.716 OK X-X. +1 20D+0 50Lr-4),,50L+1 60W 0 9358 -z Bottom 032 Bendinq 035 18716 OK X-X, +1.20D^O.50L+O.50S+1.60W 0.9358 +z Bottom 0,32 Bendinq 0.35 18,716 OK X-X. +1.20D-^.5OL+O.5OS+1.60W 0.9358 -z Bottom 0,32 Bendinq 0.35 18.716 OK X-X, +1.20D-.fl.50L+0.20S+€ 1.168 +z Bottom 032 Bendinq 0.35 18.716 OK X-X. +1.20D-^.50L+0.20S+£ 1.022 -z Bottom 0,32 Bendinq 0,35 18.716 OK X-X. •K).90D+E+1.60H 08923 +z Bottom 0,32 Bendinq 035 18.716 OK X-X, •tO.90D+E+1.60H 0.7466 -z Bottom 032 Bendinq 0,35 18.716 OK Z-Z, +1.40D 1.027 -X Bottom 032 Bendinq 0,35 18.716 OK Z-Z, +1.40D 1.027 +x Bottom 032 Bendinq 035 18.716 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.059 -X Bottom 0,32 Bendinq 0,35 18.716 OK Z-Z. +1.20D-K).50Lr+1.60L+1.60H 1.059 +x Bottom 0,32 Bendinq 0,35 18.716 OK Z-Z. +1.20D+1.60L40,50S+1,60H 1.059 -X Bottom 0,32 Bendinq 0,35 18.716 OK Z-Z. +1.20D+1.60L+O.50S+1.60H 1.059 +x Bottom 0.32 Bendinq 035 18.716 OK Z-Z, +1.20D+1.60Lr+O.50L 0.9358 -X Bottom 0,32 Bendinq 0.35 18.716 OK Z-Z. +1.20D+1.60Lr*O.50L 0.9358 +x Bottom 0.32 Bendinq 035 18.716 OK Z-Z. +1.20D+0.50L+1.60S 0.9358 -X Bottom 0.32 Bendinq 0.35 18.716 OK Z-Z, +1.20D*O,50L+1,60S 0,9358 +x Bottom 0.32 Bendinq 0,35 18,716 OK Z-Z. +1.20D+O.5OLf+O.50L+1.60W 09358 -X Bottom 0.32 Bendinq 0,35 18.716 OK Z-Z. +1.20D40,50Lr-K).50L+1.60W 0.9,358 +x Bottom 0.32 Bendinq 0,35 18.716 OK Z-Z. +1.20D^,50L-t{),50S+1,60W 0.9358 -x Bottom 0.32 Bendinq 035 18.716 OK Z-Z, +1.20D+O,5OL+O.50S+1.60W 0.9358 +x Bottom 0.32 Bendinq 0,35 18.716 OK Z-Z. +1.20D-K),50L-K),20S+E 1,022 -X Bottom 0.32 Bendina 035 18.716 OK Z-Z. +1.20D+O.5OL+O.20S+£ 1,168 +X Bottom 032 Bendinq 035 18.716 OK Z-Z. +O.90D+E+1 60H 0,7466 -X Bottom 0.32 Bendinq 0,35 18.716 OK Z-Z, +0.90D+E+1.60H 0.8923 +X Bottom 0,32 Bendinq 0.35 18.716 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu< l-Z Vu@ *Z Vu:Max PhlVn VufPhl*Vn Status +1.40D 2.13 DSi 2 13 DSi 2.13 psI 2.13 psi 2.13 psi 107.52 Dsi 0.01981 OK +1 20D+0,50Lr+1.60L+1,60H 2.196 psi 2.196 DSi 2.196 DSi 2.196 psi 2.196 psi 107,52 DSi 0.02042 OK +1 20D+1.60L+O.50S+1.60H 2.196 psi 2.196 DSi 2.196 DSi 2.196 psi 2.196 psi 107.52 DSi 0.02042 OK +1,20D+1,60Lr-K3.50L 1.941 psi 1,941 DSi 1.941 DSi 1.941 DSi 1,941 DSi 107.52 DSi 0.01805 OK +1,20D+0.50L+1.60S 1.941 psi 1.941 Dsi 1.941 Dsi 1.941 psi 1.941 DSi 107.52 DSi 0.01805 OK +1,20D-»O,50Lr4O,50L+1.60W 1.941 psi 1,941 psi 1.941 DSi 1.941 psi 1,941 DSi 107.52 psi 0,01805 OK +1 20Di{},50L-K),50S+1,60W 1,941 psi 1,941 psi 1.941 DSi 1.941 psi 1 941 Dsi 107,52 psi 0 01805 OK +1.200-.{),50L-t0.20S+£ 2.272 DSi 2,272 psi 2.087 DSi 2.457 psi 2,457 DSi 107.52 psi 0,02285 OK +0.900-^+1.60H 1.7 DSi 1.7 psi 1.515 DSi 1.885 psi 1.885 DSi 107.52 DSi 0.01753 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phl*Vn Status +1.40D 9.382 psi 215.03 DSi 0.04363 OK +1.20D*O.50Lr+1.60L+1.60H 9.673 DSi 215.03Dsi 0.04498 OK +1.200+1.60L-K),50S+1,60H 9.673 psi 215.03psi 0.04498 CH< +1.20D+1.60Lr+O.50L 8.551 psi 215.03psi 0.03977 4r/ 1 General Footing Fact:J.Uote2011\20112000\Profect.lnlbrni^\Calcs\Lceoland^^ b ENERCALCINC 1W201I. Bufld:611 6 23. Ver6116 23 1 1 Lie. # : KW-06000287 Licensee GRAEF, ANHALT. SCHLOEMER Description: D3 Punching Shear All units k Load Combination... Vu PhrVn Vu / Phl*Vn SMM +1.20D-H),50L+1.60S +1,2)D+0.5aj-K).50L+1.60W +1 20D+0.50L-IO50S+1.60W +1.20D+O.50L+O.20S+E •K).90D+E+1.60H 8.551 DSi 8.551 OSI 8.551 DSl 1O008 DSI 7.488 PSI 215.03 DSi 21503DS. 215.03DS1 21503DSI 215.03osi 0.03977 0.03977 0.03977 0.04654 0.03482 OK OK OK [General Footing Fte:J:Uobs2011\201t2000\pTOject.lnl6m)allon\Calcs\Leg(^^ '\ ENERCALCINC 19632011, Bulld6 11 623 V»r6 11 623 | • Lie. #; KW-06000287 Licensee : GRAEF, ANHALT. SCHLOEMER Desciiption: 04 General information Cateulations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties fc Conaete 28 day strength fy RetJW YieW Ec Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min, Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wl for stability, moments & shears Include Pedestal Weight as DL Dimensions 4.0 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 :1 1.50 :1 Yes Yes No Soil Design Values Altowable Soil Bearing Increase Beanng By Footing Wei^l Soil Passive Resistance (for Sliding) Soil/Concrete Fnction Coieft. Increases based on footing Depth Fooling base depth below soil surface = Allowable pressure increase per foot of depll= when footing base is below = Increases based on ftxjting plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater* 1.50 ksf No 300.0 pcf 0.350 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z km Fooling Thicknes Pedestal dimensions... px: parallel to X-X Axis = pz parallel to Z-Z Axis Heighl Rebar Centeriine to Edge of Concrete., at Bottom of fooling = 5.0 ft 5.0 ft 12.0 in 12.0 in 12.0 in 3.0 in Reinforcing Bars parallel lo X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizt 5.0 # 5 5.0 # 5 Bandwidth Distribution Check (AC115.44.2) Direction Requiring Closer Separation n/a t Bars required within zone n/a # Bars required on each side of zone n/a Appiied Loads P: Column Load OB: Overburden W 11.50 1.750 M-xx M-zz V-x V-z 2.0 1.0 0.70 k ksf k-ft k-ft k k 4^/ General Footing Fil«:J:\Jabs2011t2011200(M^R]j«cl.lnfixrnaton\Cate b ENERCALC, INC. 1983-2011. BulM:6.11.6.23, Ver.6.11.6.23 | 1 Lie. #: KW-06000287 Licensee : GRAEF, ANHALT, SCHLOEMER | Description: D4 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combii PASS 04829 Soil Bearing 0.7244 ksf 1.50 ksf +D-0 75OL-^.750S+O.6250E+H PASS 53,444 Overtuming - X-X 0.490 k-ft 26.188 k-ft 0.6D+0.7E PASS 37411 Overtuming - Z-Z 0.70 k-ft 26.188 k-ft 0.6D+0.7E PASS 5,238 Sliding - X-X 0.70 k 3.666 k 0.6D+O.7E PASS 7.482 Sliding - Z-Z 0.490 k 3666 k 0.6D+O,7E P/VSS n/a Uplift 0.0 k 0.0 k No Uplift PASS 01148 Z Flexure (+X) 1.404 k-ft 12.237 k-ft +1,20D+O.5OL+O.2OS+E PASS 0,1085 Z Flexure (-X) 1.328 k-ft 12.237 k ft +1.20D-K3.50U+1.60L+1.60H PASS 01130 X Flexure (+Z) 1.383 k-ft 12.237 k-ft +1.20D-IO.50L+O.20S+E PASS 0.1085 X Flexure (-Z) 1.328 k-ft 12.237 k-ft +1.20D-iO.50Lr+1.60L+1.60H PASS 0,07276 1-way Shear (+X) 7.823 psi 107.52 psi +1.20D+O.50LtO.20S+E PASS 0.07276 1-way Shear (-X) 7.823 psi 107.52 psi +1.20D+O.50L+O.20S+E PASS 0.07550 1 -way Shear (+Z) 8.117 psi 107.52 psi +1.20D+O.5OL-K).20S+£ PASS 0.07243 1-way Shear (-Z) 7.788 psi 107.52 psi +1 20D-»fl.50Lr+1.60L+1.60H PASS 0.08928 2-way Punching 19.198 psi 215.03 psi +1.20DtO.50L-^.20S+£ Detailed Results Soil Bearing Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc *Z +Z -X -X Ratio X-X,+D 1.50 n/a 0.0 0.6050 0,6050 n/a n/a 0403 X-X, +D+L+H 1,50 n/a 0.0 0,6750 0,6750 n/a n/a 0,450 X-X, +D-K).750Lr^O.750L+H 1,50 n/a 0.0 0.6575 0,6575 n/a n/a 0.438 X-X, +D-^.750L+0.750S+H 1.50 n/a 0.0 0.6575 0.6575 n/a n/a 0.438 X-X. +D+0.70E+H 1.50 n/a 0.3558 0.6378 0.6842 n/a n/a 0,456 X-X. +D-K).750Lr-tO.750L+O,750W+H 1.50 n/a 0.0 0.6575 0.6575 n/a n/a 0438 X-X. +O+0.750L-K).750S+O.750W+H 1.50 n/a 0.0 0.6575 0.6575 n/a n/a 0.438 X-X. +D+O.750Lr+O.750L+O.5250E+Fl 1.50 n/a 0.2522 0.6821 07169 n/a n/a 0.478 X-X, +D+O.750L+O.750S+0.5250E+H 1.50 n/a 0.2522 0.6821 07169 n/a n/a 0.478 X-X. +O.60D+O.70E+H 1.50 n/a 0.5613 0.3958 0,4422 n/a n/a 0,295 Z-Z, +D 1.50 0.0 n/a n/a n/a 0,6050 0.6050 0,403 Z-Z, +D+L+H 1,50 00 n/a n/a n/a 0,6750 0.6750 0.450 Z-Z, +O-»O.750Lr-^.750L+H 1.50 0,0 n/a n/a n/a 0.6575 0.6575 0438 Z-Z. +O+0.750L-^.750S+H 1.50 0,0 n/a n/a n/a 0,6575 0.6575 0.438 ZZ. +O+0.70E+H 1.50 0.5083 n/a n/a n/a 0.6278 0.6942 0.463 Z-Z. +D+O.750Lr+O.750L+O.750W+H 1.50 0.0 n/a n/a n/a 0.6575 0.6575 0,438 Z-Z, +O+O.750L-f0.750S-K),750W+H 1.50 0,0 n/a n/a n/a 0.6575 0.6575 0438 Z-Z. +D-t{).750Lr^O.750LtO.5250E+H 1.50 0.3603 n/a n/a n/a 0.6746 0.7244 0.483 Z-Z. +O+O,750L-K).750S+O.5250E+H 1.50 0.3603 n/a n/a n/a 0.6746 0.7244 0.483 Z-Z. +0 60D+0,70E+H 1.50 0.8019 n/a n/a n/a 0,3858 0.4522 0.302 Overturning Stability Rotation Axis & Status Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status X-X,D None 0,0 k-ft Infinitv OK X-X, D+L None 00 k-ft Infinitv OK X-X, 0 60+L+0.7E 0.490 k-ft 30,563 k-ft 62.372 OK X-X. 0.6D^.7E 0,490 k-ft 26.188 k-ft 53.444 OK Z-Z,D None 0,0 k-ft Infinitv OK Z-Z, D+L None 0.0 k-ft Infinitv OK Z-Z. 0.6D+L-K3.7E 0,70 k-ft 30.563 k-ft 43.661 OK Z-Z. 0.60-^ 7E 0.70 k-ft 26.188 k-ft 37411 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Slidin g SafetyRatio Status _ X-X,D 0,0 k 5.294 k No Slidinq OK X-X. D+L 0.0 k 5.906 k No Slidinq OK X-X. 0,6D+L+O,7E 0,70 k 4.279 k 6.113 OK X-X. 0,6D-»O,7E 0,70 k 3.666 k 5.238 OK '. '^lh«lAU,'.?lil^-.' General Footing File: J,Uat>s2011\2011200aPi<^>tcnnalnnlCilcs\Legal^^ k ENERCALC. INC 1963-2011. BuiW6.11.623. Vef;6,11.6,23 1 lLlc.#: KW.06000287 1 Licensee : GRAEF, ANHALT, SCHLOEMER { Description: 04 Sliding Stability Force Application Axis Load Combination.. Z-Z.D Z-Z.D+i Z-Z, 0.6D+L+0.7E Z-Z, 0,6D+0,7E Footing Flexure Ail units k Sliding Force Resisting Force Sliding SafetyRatio Status OOk 0.0 k 0490 k 0.490 k 5.294 k 5.906 k 4 279 k 3,666 k NoSMuN NoSfidmq 8 732 7,482 OK OK OK OK Flexure Axis & Load Combination Mu Which k-ft Side ? Tension @ BoL As Req'd or Top? ln*2 Gvm. As in»2 Actual As in»2 Phi'Mn k-ft Status X-X. +1.40D 1.288 +Z Bottom 0,26 Bendinq 0.31 12.237 OK X-X. +1.40D 1,288 -Z Bottom 0,26 Bendinq 031 12.237 OK X-X. +1.20D-^.50Lr+1.60L+1,60H 1 328 +Z Bottom 0.26 Bendinq 0.31 12.237 OK X-X. +1.20D-O.50U+1.60L+1,60H 1,328 -z Bottom 026 Bendinq 031 12.237 OK X-X. +1.20D+1.60L+O 50S+1.60H 1.328 +z Bottom 026 Bendinq 031 12.237 OK X-X. +1.20D+1.60L+O.50S+1.60H 1.328 -z Bottom 0,26 Bendinq 0.31 12.237 OK X-X. +1.20D+1.60Lr40.50L 1.174 +z Bottom 0,26 Bendinq 031 12.237 OK X-X. +1.20D+1.60Lr+0.50L 1.174 -z Bottom 0.26 Bendinq 0,31 12.237 OK X-X, +1.20D+0,50L+1.60S 1.174 +z Bottom 0.26 Bendinq 0,31 12.237 OK X-X. +1.20D-K).50L+1.60S 1.174 -z Bottom 026 Bendinq 0,31 12.237 OK X-X. +1.2OD-K).50LrtO.50L+1.60W 1.174 +z Bottom 026 Bendinq 031 12.237 OK X-X. +1.20D*O.50Lr^.50L+1.60W 1,174 -z Bottom 0,26 Bendinq 031 12.237 OK X-X. +1.20D+O.50L+O.50S+1.60W 1,174 +z Bottom 026 Bendinq 0,31 12.237 OK X-X, +1.20D+0.50L+0.50S+1.60W 1,174 -Z Bottom 0,26 Bendinq 031 12.237 OK X-X, +1.20D-^.50L-^.20S+E 1,383 +z Bottom 0,26 Bendinq 0,31 12.237 OK X-X. +1.2OD+O.50L+O,20S+E 1.285 -z Bottom 026 Bendina 0.31 12.237 OK X-X. +0.90D+E+1.60H 1,037 +z Bottom 0.26 Bendinq 0.31 12.237 OK X-X. +0.90D+E+1.60H 0,9387 -z Bottom 0,26 Bendinq 0.31 12.237 OK Z-Z. +1.40D 1.288 -X Bottom 0,26 Bendinq 0.31 12.237 OK Z-Z. +1.40D 1.288 +x Bottom 026 Bendinq 031 12.237 OK Z-Z, +1.20D-O.50Lr+1.60L+1.60H 1.328 -X Bottom 0,26 Bendinq 0.31 12.237 OK Z-Z, +1.20D-K).50Lr+1.60L+1.60H 1.328 +X Bottom 026 Bendinq 0.31 12.237 OK Z-Z. +1 20D+1 6OL+O,50S+1.60H 1.328 -X Bottom 0.26 Bendinq 031 12.237 OK Z-Z. +1.20D+1.60L-K),50S+1 60H 1.328 +x Bottom 026 Bendinq 0.31 12.237 OK Z-Z. +1.20D+1,60Lr^,50L 1,174 -X Bottom 0.26 Bendinq 0,31 12.237 OK Z-Z, +1,20D+1.60Lr+O.50L 1,174 +x Bottom 0,26 Bendinq 031 12.237 OK Z-Z, +1.20D-K).50L+1.60S 1.174 -X Bottom 026 Bendinq 0.31 12.237 OK Z-Z. +1 200+0 50L+1.60S 1.174 +x Bottom 026 Bendinq 0.31 12.237 OK Z-Z. +1.20D+0.50Lr+0 50L+1.60W 1.174 -X Bottom 0,26 Bendinq 031 12.237 OK Z-Z, +1.20D+O.50Lr+O.50L+1.60W 1.174 +X Bottom 0.26 Bendinq 031 12.237 OK Z-Z. +1.20D+O,50L+O.50S+1.60W 1.174 -X Bottom 0.26 Bendinq 0.31 12.237 OK ZZ. +1.20D+0.50L+O.5OS+1 60W 1.174 +x Bottom 0.26 Bendinq 0.31 12.237 OK Z-Z. +1.20D+0 50L^O.20S+£ 1 264 -X Bottom 026 Bendinq 0.31 12.237 OK Z-Z. +1.200+0 50L-K).20S+E 1.404 +x Bottom 0.26 Bendinq 0.31 12.237 OK Z-Z. •K).900+E+1,60H 0,9176 -X Bottom 0.26 Bendina 0.31 12.237 OK Z-Z +0.90D+E+1.60H 1.058 +x Bottom 0.26 Bendinq 0.31 12.237 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu@-Z Vu@-^Z Vu:Max PhiVn Vu/Phi*Vn Status +140D 7.553 Dsi 7.553 psi 7.553 psi 7.553 Dsi 7.553 DSi 107.52 DSi 0.07025 OK +1,20D-*O50Lr+1.60L+1.60H 7.788 DSi 7.788 psi 7.788 psi 7.788 DSi 7.788 DSi 107.52 DSi 0.07243 OK +1.20D+1.60L+0.50S+1,60H 7.788 DSi 7,788 psi 7.788 psi 7.788 DSi 7.788 DSi 107.52 DSi 0.07243 OK +1.20D+1.6OLr+O,50L 6.885 DSi 6,885 psi 6.885 psi 6,885 DSi 6.885 DSi 107.52 DSi 0 06403 OK +1.20O+O.50L+1.60S 6.885 DSi 6,885 psi 6.885 psi 6,885 DSi 6.885 DSi 107.52 psi 0.06403 OK +1.20D+O.5OLr-{).5OL+1,60W 6 885 psi 6 885 psi 6,885 psi 6,885 psi 6,885 DSi 107.52 psi 0.06403 OK +1.20O-t{).50L-tO.50S+1.60W 6,885 psi 6 885 psi 6.885 psi 6.885 psi 6,885 DSi 107.52 DSi 0.06403 OK +1,20D-K),50L-K),20S+£ 7.823 psi 7.823 psi 7.529 DSi 8.117 psi 8117Dsi 107.52 DSi 0 0755 OK •^.90D+E+1.60H 5.794 DSi 5.794 Psi 5.5 DSi 6.088 DSi 6.088 DSi 107.52 DSi 0.05662 OK Punching Shear Ail units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 18.536 DSi 215.03osi 0.0862 OK +1 20D+O,50Lr+1.6OL+1,60H 19112 DSi 215,03Dsi 008888 OK +1.200+1.60L-^.505+1 60H 19 112 DSi 215,03DSI 0.08888 OK +1.20D+1.60Lr+O.50L 16 896 DSi 215.03Dsi 0.07857 OK 8*- General Footing FNcU:Uobs20tl\20112Q00lPn^ lnfomMtion\Calcsliigoland\^^ b ENERCALC. INC. 19&3-2011. BuW:6.11.6.23. V^:6.116.23 | |Lic.#: KW-0600028? Licensee GRAEF, ANHALT, SCHLOEMER D^cription: 04 Punching Shear AH units k Load Combination... VU Phi'Vn Vu/PhrVn Status +1.20D+0.50L*1,60S +1.20D+0.50Lr-^.50L+1.60W +1.20D-K)50L-K)50S+1.60W +1.20D+O50L+O.20S+E +0.90D+E+1.60H 16.896 DSi 16.896 tsl 16.896 DSl 19.198 DSI 14.219 DSl 215.03 psi 215.03 DSi 215.03 DSI 215.03 PSI 215.03psi 0.07857 0.07857 0.07857 0.08928 0.06612 OK OK OK Ok To specify your own special title block here. use the "Settings" screen and enter your title block information. Title : 02 without column Job# : ...New... Dsgnr: SAC Description.... Date: AUG2S.2011 Tills Wall in File: j:\jobs2011\20112000\project_lnformation\ Retain Pro 6.1f. 01-Octol)er-2004, (c)1989-2004 Registration « : RP-1134215 Cantilevered Retaining Wall Design Code: IBC 2003 j Criteria Retained Height " 5 41 ft Wall heigtil atwve soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water tieight over tied = 0.0 ft Wind on Stem = 0.0 psf I Soil Data Allow Soil Bearing = 1,500 Opsf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingliSoil Fnction Soil heighl to ignore for passive pressure 55.0 psf/ft 35.0 psf/ft 250.0 psf/ft 120.00 pcf 0.350 0.00 in l^ootin^^imensions^^ 5.00(1 2.50 750 12 00 in Toe Width Heel Width Total Footing Widtti Footing Thickness Key WIdtti = 0.00 m Key Depth = 0.00 in Key Distance ft^om Toe = 0.00 ft fc = 4,000 psi Fy = 60,000 psi Footing Conaete Density = 150.00 pcf fi4in. As% = 0.0018 Cover® Top = 2.00in @Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming [Axial Load Applied to Stem I [j^tera^^a^ppMed^^tem^^^ | Adjacent Footing Load Lateral Load ...Heighl to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Axial Dead Load = 0.0 lbs fioaa\ Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [ Earth Pressure Seismic Load Design Kh = 0.200 g •nil J Kae for seismic earth pressure Ka for static eartti pressure Difference: Kae - Ka Using Mononobe-Okabe / Seed-Whitman procedure Jj [ Stem Construction 0.595 0.409 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base /\t)ove/Below Soil at Back of Wall Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 fl 325.4 lbs = 0.186 [^esicji^ummar^^^^^^^^ Wall Stability Ratios Overtuming = 412 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 3.123 lbs 1.39 in 378 psf OK 455 psf OK 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 453 psf 546 psf 12.6 psi OK 6.8 psi OK 107.5 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = .. .for 1.5 : 1 Stability = 1,731.6 lbs 125.0 lbs 1,092.9 513.7 lbs /NG 1.379.4 Ib^ NG oP Design height ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allow/able psi = Lap Splice if Alwve in = Lap Splice if Below in = Wall Weight Rebar Depth 'd' in = Masonry Data —— Cm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. Masonry Block Type • Concrete Data f c psi = Fy psi = Top Stem Stem OK 0.00 Concrete 24.00 # 4 8.00 Edge 0.150 2,011.0 4,455.1 29,738.8 6.3 107.5 24.67 6.00 300.0 22.25 Medium Weight 4,000.0 60,000.0 To specify your own special title block here, use the "Settings" screen and enter your tiUe block Information. 25,2011 Title 02 without column Page Job# : ...New... Osgnn SAC Date: AUG Description.... This Wall In File: j:\iob82011\20112000\proiect_lnformation\ Retain Pro 6.1f, 01-October-2004, (c)1989-2004 RegistraUon » : RP-1134215 Cantllevered Retaining Wall Design Code: IBC 2003 ^ootin^Desigr^esult^ Toe Heel Factored Pressure 453 546 psf Mu': Upward 5,924 73 fl-# Mu': Downward 2.250 385 tt-# Mu: Design 3,674 312ft-# Actual 1-Way Shear 1262 6.82 psi /Mlow l-Way Shear 107,52 107.52 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in. I»5@ 20.50 in, »f6@ 29.00 In, Heel: Not req'd, Mu < S * Fr Key: No key defined #7@ 39.25 In. )»8@ 48.25 in. #9@ 4 Summary of Overturning & Resisting Forces & Moments 1 Item _ _ Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = OVERTURNING Force Distance Moment lbs ft ft-# Force RESISTING Distance Moment 1.423,7 -17.5 325.4 2.36 0.33 3.85 3,355.9 •6.8 1,251.3 Total = 1.731.6 O.T.M. = 4.601.4 Resisting/Overturning Ratio = 4.12 Vertical Loads used for Soil Pressure = 3,122.6 lbs Vertical component of active pressure NOT used for soil pressure lbs ft ft-# Soli Over Heel = 324.6 7,25 2.353.4 Sloped Soil Over Heel = Surcharge Over Heel = 50.0 7.25 362.5 Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) _ 1,623.0 6.00 9.738.0 Earth @ Stem Transitions. 1,623.0 9.738.0 Footing Weight _ 1,125.0 3.75 4,218.8 Key Weight 1,125.0 4,218.8 Vert. Component _ 305.9 7.50 2,294.4 Total • 3.428,5 lbs R.M.-18.967.0 To specify your own special title block here, use the "Settings" screen and enter your title block Information. Titte : 02 Cyo/PoPuy*>^. Job# : ...New... Os^ir. Description... Page Date: AUG25,2Al1 This Wall in File: j:\iobs2011\20112Q00\proiectJnformation\ Retain Pro 6.11. 01-Oclober-2004. (0)1989-2004 Registfation » : RP-1134215 Cantllevered Retaining Walt Design Code: IBC 2003 Criteria Retained Height ~ 5.41 ft Wall height atx)ve soil = 0.00 ft Slope Behind Wall = 0,00 : 1 Height of Soil over Toe = 0.00 In Water height over tieei = 0.0 ft Wind on Stem = 0.0 psf J Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Huid Pressure Method j ! Footin^^imension^^^tre^ Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingliSoil Friction Soil height to ignore for passive pressure 55.0 psf/tt 35.0 psf/ft 250.0 psf/ft 120.00 pcf 0350 0.00 in Toe Widtti Heel WidUi Total Footing Width = Footing Ttiickness = Key Width Key Depth = Key Distance from Toe = fc = 4,000 psi Fy = Footing Concrete Density = Min. As % = Cover® Top = 2.00 In @ 'j.OO ft 2.50 7.50 12.00 In 0,00 in 0,00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 In Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming ^ r^teran^adApplie^^tenr^^J [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 772.0 #/ft 5.41 ft 4,41 ft Axial Load Applied to Stem Axial Dead Load = 10500.0 lbs Axial Live Load = 1.750.0 lbs Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load Design Kh = 0.200 g Using Mononobe-Okabe / Seed-Whitman procedure Kae for seismic earth pressure Ka for static earth pressure Difference: Kae - Ka = 0.595 = 0.409 =~~0l86 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 325.4 lbs Design Summary Stem Construction Wall Stability Ratios Overturning = 8.94 OK Slab Resists All Sliding I Total Bearing Load = 15,373 lbs ...resultant ecc. = 18.24 in Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 4,595 psf NG Allowable = 1,500 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 5,723 psf Footing Shear @ Toe = 43.3 psi OK Footing Shear @ Heel = 15.0 psi OK Alloviable = 107.5 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 2,503.6 lbs less 100% Passive Force = - 125.0 lbs less 100% Friction Force = Top Stejm Added Force Req'd .. .for 1.5 : 1 Stability 4,767.9 0.0 lbs OK 0.0 lbs OK Design heighl ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Lap Splice if Atwve in = Lap Splice if Below in = Wall Weight Rebar Depth 'd' In = Masonry Data Stem OK 0.00 Concrete 24.00 # 4 8.00 Edge 0.277 2,783.0 8.245.6 29.738.8 10.9 107.5 24.67 6.00 300.0 22.25 psi: psi : fm Fs Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data f c psi = 4.(X)0.0 Fy psi = 60.000.0 To specify your own SF>ecial title block here, use the "Settings" screen and enter your title block information. Title {i2 C'^7PO7(/^'^' Job n : ...New... Dsgnr: Desaiption ... Page Date: AUG 23, I!3,A11 This Wall In File: J:\Jobs2011\20112000\proJect_lnformatlon\ Retain Pro 6.1f, O1-Octol>er-2004, (c)1989-2004 Registration 0 : RP-1134215 Cantllevered Retaining Wall Design Code: IBC 2003 L Footin^Desigr^esult^^^ Toe Factored Pressure = 0 Mu': Upward = 10,494 Mu': Downward = 2.250 Mu: Design = 8,244 Actual 1-Way Shear = 43 28 /Vllow 1-Way Shear = 107,52 Toe Reinforcing = # 4 @ 8.75 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Heel 5,723 psf 698 ft-# 385 fl-# 313ft-# 14.96 psi 107.52 psi Other Acceptable Sizes & Spacirigs Toe: #4® 8.25 in. #5® 12.75 in. #6® 18.25 in. Heel: Not req'd, Mu < S * Fr Key: No key defined #7® 24.75 in, #8® 32.50 in, #9® 41 Summary of Overturning & Resisting Forces & mioments OVERTURNING.. Force Distance Moment Force .RESISTING Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,423.7 2.36 3,355.9 Soil Over Heel = 324.6 7.25 2.353.4 Toe Active Pressure = -17.5 033 -5.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 50.0 7.25 362.5 Adjacent Footing Load = Adjacent Footing L oad = Added Lateral Load = 772.0 5.91 4,562.5 Axial Dead Load on Stem = 10.500.0 6.00 63,000.0 Load @ Stem Above Soil = Soil Over Toe _ Seismic Earth Load = 325.4 3.85 1,251.3 Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions. Footing Weighl _ Key Weighl 1,623.0 6.00 9,738.0 Total = Resisting/Overturning Ratio 2,503.6 O.T.M. = 9,163.9 8.94 Stem Weight(s) Earth @ Stem Transitions. Footing Weighl _ Key Weighl 1,125.0 3.75 4,218.8 Vertical Loads used for Soil Pressure = 15,372.6 lbs Vert. Component _ 305.9 7.50 2,294.4 Vertical component of active pressure NOT used for soil pressure Totel > 13.928.5 lbs R.M,-81.967.0 ^/^ 02 P,Pn 7Puy>,/V. 772.psl| Sliding Restraint Pp= 125.# lOO.psf DL= '^^H LL= 1750.#, Ecc= O.in 1423.7# ^4595.psf ~) V "^TpiPyr/ /fi/e^*^^ up/o PoP lOO.psf Sliding Restraint Pp= 125.# 1423.7# 377.79psf 454.91 psf GRaEF PROJECT . I'KOJECT NO. . BY: CHECKED BY: DATE: DATE: snEirr "^7^^ ^ ^ S^SPTy^C /!!P^p/y^^ /^7py ^app^. - /72'' ^"<^^ - /p''^0 pP7p^;c/P/^^ ^c72^C4y^ y^ = P^ ' ' ^y^ o yy ^^^^ P = /4.P ' yr}^ ^i77^(/^ji /n •/^7 7^,7P-( P^ 77 P \ GRaEF PROrECT PROIECr NO. BY: DATE SHttI GRaEF PROrECT CHECKED BY: DATE: y.yt> ^3f^uayty< FAay? - • - y P^ Sp^P^ ^y =P/p /".ZBSy/O) OtxJ " 3y'^'?K P^/ ^^'^y??6eA cP7^570 3'7yt) 7<r P Pi^ ^y^''0f ^4O^P^S/H4/P. GRaEF PROJECT . PROIECT NO. 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CHECKED BY: DATE: DATE SHEET ^J/ y7^P7y^ /fp6/ 'P7^^ S^^-^^y^"^-^ p bC^/y^^C o ^/)ci^'^^^^^'^^ 6)^^-7 ^^Fpi (Sk^Pi ^ /OS27~~ 0 /2s7^^^^ /^ap/ -^^^^^ V/SlPP^M^apj/s P^/f^ /^pt=-Pf3/^// ^SPY^/UM: ^ S9.i^^j= 'S4,4PP 7i<-- P"^ P-S ^ F^ - PPc - /£& Pu ^ ^-Pt r^SP^Fp Moment Design Project No: Project: 2011-2000.17 Legoland By: Citecked By: SAC Date: 10/20/2011 Date: Subject: Calculation For: Input Calculation Of Required Reinforcing Rebars Unload Platform Edge Beam M (DL)= 0 FT.KIPS Factor DL= 1.2 M (LL)= 0 FT.KIPS Factor LL= 1.6 Mu= 34.4 FT.KIPS fc= 4 KSI d= 15.6 IN fy= 60 KSI b= 18 IN As(prov)= 1.24 IN^ Output Moment (Mu)= 34.4 FT.KIPS A= 26.47 X= 31.32618 B= -842.4 0.497816 C= 412.8 &= 665930 Pi= 0.85 ACI (10.2.7.3) (A)As^•^{B)As•^(C)=0 p Min= 0.0033 ACI (10.5.1) p Max= 0.0214 ACI (10.3.3) As= 0.497816 IN^ p Actual= 0.0018 a= 0.49 IN Cc= 30 KIPS Required As= 0.50 IN^ T= 30 KIPS Min As= 0.94 IN^ Use ttie minimum of 1.33 Req'd As or As min Max As= 6.00 IN^ (t)Mn= 83.66 FT.KIPS Bar Selection: Final As (IN'')= 0.66 %of pMax= 11.0284 % PC / 7 #3 0.77 or #3@ 2.99 O.C. 4 #4 0.80 or #4@ 5.44 O.C. ^3 #5 0,93 or #S@ 8.43 O.C. 2 #6 0.88 or #6@ 11.96 O.C. 2 #7 1.20 or #7@ 16.31 O.C. 1 #8 0.79 or #8@ 21.48 O.C. 1 #9 1.00 or #9@ 27.19 O.C. 1 #10 1.27 Of #10 @ 34.53 O.C. 1 #11 1.56 or #11 @ 42.41 O.C. b &iearOesign Proje<:t No: Project: 2011-2000 17 Legoland By: Citecked By: SAC Date: Date: 10/20/2011 Calculation Of Required Shear Reinforcement Subject: Unload Platform Calculation For: Edge Beam Input V(DL)= KIPS Factor DL= 1.2 V(LL)= KIPS Factor LL= 1.6 Vu= 9 KIPS fc= 4 KSI d= 15.6 IN %• 60 KSI b«= 18 IN Av(prov)= 0.4 IN' Output Shear (Vu)= |)>Vc m,n= i))Vs = Comments: 9 KIPS 30.19 KIPS 0.0 KIPS No siiear reinf. req'd •Vs„«,^ S mm - s= 120.76 KIPS 7.80 IN 26.67 IN NO REINF. IN (ACI 11.5.6.8) (ACI 11.5.4.1) (AC111.5.5.3) (ACI 11-15) (ACI 11.5,4.3) Area of Shear Reinforcement= Spacing of Siiear Reinforcement^ 0.00 IN' N/A IN Page 1 o CM o CM O 01 (0 Q n Q O < CO CQ m o o o CM O CM o z T3 C J5 o cn a) o y S a. OB O) sub sub sub V V V M M Q. Q. »»• (O <o h-o + UJ CO « II II II u lU M C u c 00 o> o n o ^ T- o m eo - - - ,o M a • h- o> o « T- d in oo < c 00 < c < c '• 00 (M 00 n CD rs. (o K 00 00 II II —? CD — := II II II II II .-5 *? 5 ^ (A E <Q a OQ « 0) k. u c o o c o 3 o (0 o c o 0) £3 =^SS® 5"+-^ — s ^ u s (A 0) u c u c M (0 Q. a < c < c M a W (0 M a a a 00 00 iq u> OOO'tf'CMOOO O O C»4 5 O •»- o o • o ^0*^0 o (O o o j£ ji: j£ j< • I I I *; «: it: iC Ol ^ CO o> T- N II II II II II II II •a a. ^ s o E E n <o a 0) CQ CQ II II II II II II .. a (O II II II II II II " « > > « » • • .E S. ^ + ro S 2 ^ I 0) 3 Q « 2 S « « U U C C O O T- (M o o o CM (NOO II II II II a. ~ o < < r x: w + Q. U <n (0 w V £ Ji u u c _c o o o ^ ^ o o o d d II II II II a u tf) M M M 0 O » 0> U U U U C C C C IO in 00 o o 1- o o o o o d d d d II II II II n > > 5 .E • • s.« + ~ ^ *i Ti < ro I? 4- V I GRSEF PROIECT PROJECT NO. BV: DATE: SHEtl GRSEF PROIECT CHECnCED BY: DATE: ///^ -/mp) r/^^ -yT^-M 7P^^^ - 7^/^ ^ /o^ ^pp^S • d) /J ' 6^,'9'/P'pp77/pPP7l^ d) ^'cppT/yU c./ ^.4/ 'paF7/ '/if^^ (D h-2^'iA7^ Uy/ ^y92'p^P?/7/€^P^ /^a/^7i P^P€/7/^'7^/Pp/^^>^7^A 74p7A^7y) /Jt^ PaypT^'A^^^j ^ ^^-r.ff P'J Cyaf/^J ^ Cyi/a ^< epr?^^, ,/k7 rap/T^'^^^^ /?77i ><^^ /a^Tty^cu/ 7^o^fc/f. /7^iPtP^ l<i^c^ ^ /T^Vc GRIEF PROIFCT PROJECT NO. BV: DATK: SHEET GRIEF PROIFCT CHECKED BY; DATE: 7^ 7^ (P ~ ^^M- f/)^ ^ ^, 2/{/y/,)a^ ^/ J = ^A^"^ ^ UPMCP ^a^7>tP77<, 6) ^ 0^2/7^/pl^)f:^.97l) ^ ^'^^i^ (T) P^ /PP^fy -7:)-7PS^^ (y^yy/^yy^^) 2) V^/^^'^ p^P/(^y 'P? /^^P<7^ -i^y^P6> 'c><^^7^ a^/ -Z4fy97p^ /ec'7j^. - ^-^^P3 R.T. WHARTON & ASSOCIATES, INC 758 VIOLETA DR. PALM SPRINGS, CA 92262 760-327^237 rtwharton(gaol.com STRUCTURAL CALCULATIONS FOR LEGOLAND - PIRATE ISLAND PEDESTRIAN BRIDGE ONE LEGOLAND DR. CARLSBAD, CA 92008 TABLE OF CONTENTS PAGE DESIGN 2 DESIGN CRITERIA 5 FRAMING MEMBERS AND CONNECTIONS 17 GUARDRAIL DESIGN 19 SHIPS MAST AND MISCELLANEOUS DETAILS 21 LATERAL LOAD DETERMINATION 24 BRACED FRAME MEMBERS AND CONNECTIONS 28 BRACED FRAME DEFLECTION AND 2nd ORDER EFFECTS 29 BRACED FRAME ANCHORAGE 33 FOUNDATION REACTIONS ^0 OCT 2 5 2011 A 1 OF 33 Wiiarton and Associates Palm Springs, Ca CONSULTING ENGINEER R.T WHARTON & ASSOCIATES, INC 758 VIOLETA DR. PALM SPRINGS, CA 92262 760-327-4237 STRUCTURAL CONTRACTOR IVtAKO STEEL, INC. 5650 EL CAMINO REAL #235 CARLSBAD, CA 92006 760-446-1760 STRUCTURAL DESIGN LEGOLAND PIRATE ISLAND PEDESTRIAN BRIDGE ONE LEGOLAND DR. CARSBAD, CA 92008 MATHCAD DEFINED UNITS ARE 2 3 2 in = IL lb = IM si = in ci = in ft = 12 in sf = ft psf lb lb lb lb psi = — pcf := — pli := — Fy := 46000 psi Fu := 70-ksi .2 „3 in in ft ft lb pif = — ksi := lOOO psi ft E := 29500000 psi GENERAL INFORMATION BUILDING CODE 2010 CBC DESIGN SPECIFICATIONS AASHTO LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, 2009. AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 2007 WITH 2008 INTERIMS, AASHTO STANDARD SPECIFICATIONS FOR STRUCTURAL SU PPORTS FOR HIGHWAY SIGNS, 2008. GEOMETRY BRIDGE WIDTH: 10'-0" BRIDGE LENGTH: 110'-8" MAXIMUM SPAN: 30'-4" DEAD LOADS DLdeck := 51 psf DLboat := 25 psf DLwalk:= l^psf DLstair := 50 psf COMPOSITE DECK, 5" CONCRETE, 18 GA. W2 PANEL STEEL FRAMING: (BEAMS, CHANNELS 14 PSF), PIRATE TRIM 6.5 PSF, CO-LAT & MISC. 4.5 PSF STEEL FRAMING: (GIRDERS, ANGLES 9.8 PSF), FENCE-RAILS 5.5 PSR MISC. 0.7 PSF STEEL FRAMING: (CHANNELS 8.3 PSF), RAILS 4.0 PSF, TREADS 33.2 PSF, MISC. 4.5 PSF LIVE LOAD LLwalk- 90-psf LLstair:= lOOpsf LL gr-50plf Pgr:= 200-lb PEDESTRIAN WALKWAY AND BOAT STAIRS GUARDRAILS GUARDRAILS Wharton and Associates Palm Springs, Ca VEHICLE LOAD NONE, ACCESS IS PREVENTED BY FIXED PHYSICAL BARRIER, A 6 FT. TALL FENCE RUNNING DOWN THE CENTER OF THE WALKWAY WIND 85 MPH EXPOSURE C FIND WINDFORCE-RESISTING SYSTEM PRESSURES V := 85 BASIC WIND SPEED I := 1.15 IMPORTANCE FACTOR (AASHTO SIGNS TABLE 3-2) Kz := 1.0 HEIGHT AND EXPOSURE FACTOR (AASHTO SIGNS TABLE 3-5) Cd := 1.7 WIND DRAG COEFFICIENT FLAT MEMBERS (AASHTO SIGNS TABLE 3-6) G := 1.14 GUST EFFECT FACTOR Pz:= .00256 KzGV ICdpsf Pz = 41.22 psf HORIZONTAL (AASHTO SIGNS EQ. 3-1) Pv := 20 psf UPLIFT FOR PEDESTRIAN BRIDGES PERAASHTO 3.8.2, CONCURRENT WITH HORIZONTAL WIND SEISMIC SITE CLASS "D" IN LIEU OFA SOILS REPORT. SEISMIC SYSTEM B.4 (ORDINARY STEEL CONCENTRICALLY BRACED FRAMES). I := 1.25 IMPORTANCE FACTOR (CATEGORY III) R := 3.25 RESPONSE MODIFICATION COEFF QQ := 2 SYSTEM OVERSTRENGTH FACTOR. Cd:= 3.25 DEFLECTION AMPLIFICATION FACTOR. Ss := 1.26 S| := 0.476 MAX. GROUND MOTIONS 0.2 & 1.0 SEC. SITE CLASS B (ONLINE SOURCE) Fa:= 1.0 Fv:= 1.524 SITE COEFFICIENTS (TABLEs 11.4-1, 11.4-2 SITE CLASS D Sms := Fa-Ss-l S^s = 1-58 Sjs := j S^s Sjs = 1-05 DESIGN CAT D 7 Sn^l := Fv-S) ! 8^1=0.91 Sji := - Smi Sji = 0.6 DESIGNCATD Sds R I Cs:= Cs = 0.4 SEISMIC RESPONSE COEFFICIENT P:=1.3 REDUNDANCY FACTOR THEREFORE V := Cs V = 0.4 BASE SHEAR FACTOR Oe Eh Ev = V Qe = 0.4 EFFECT OF HORIZONTAL SEISMIC FORCE FACTOR USED IN LOAD CASES 5 & 8. = P Qe Eh = 0.53 HORIZONTAL SEISMIC FORCE FACTOR = .2-Sds Ey = 0 -1 VERTICAL SEISMIC FORCE FACTOR Wharton and Associates Palm Springs, Ca LOAD AND RESISTANCE FACTOR DESIGN APPLICABLE BASIC LOAD COMBINATIONS, FACTORS PERAASHTO LRFD TABLE 3.4.1-1. DC IS DEAD LOAD ON STRUCTURE. PL IS PEDESTRIAN LIVE LOAD. WS IS WIND ON STRUCTURE WL IS WIND ON LIVE LOAD.. EQ IS EARTHQUAKE EFFECT LIMIT STATE DC PL WS WL EQ STRENGTH I STRENGTH III EXTREME EVENT I SERVICE I 1.25 0.90 or 1.25 0.90 or 1.25 1.0 1.75 0 1.0 0 1.40 0.30 0 0 1.0 0 0 1.0 0 LOAD COMBINATIONS STRENGTH I STRENGTH III EXTREME EVENT I SERVICE I 1.25DC-I-1.75PL 1.25DC -H.4WS 0.90DC-I-1.4WS 0.90DC-1-1.0EQ 1.25DC-1-1.0EQ 1 .ODC -I-1 .OPL -I- 0.3WS -t- 1.0 WL AMPLIFIED LOADS PER AISC 341 SEISMIC PROVISIONS FOR STEEL STRUCTURES SECTION C14.1, THE AMPLIFIED LOAD CASE IS NOT REQUIRED FOR OSCB SYSTEM. MATERIAL SPECIFICATIONS STEEL HOT ROLLED WF SECTIONS PER ASTM A572 or 992 GRADE 50. HOT ROLLED C AND MC SECTIONS PER ASTMA36. GALVANIZED COMPOSITE METAL DECK PER ASTM A653 GRADE 33. HOLLOW PIPE ASTMA53 TYPE "E" GRADE "B". HOLLOW RECTANGULAR SECTIONS PER ASTM A500 GRADE "B". HOT-DIP GALVANIZING PERASTM A123/A123M - 09. FASTENERS BOLTS PER ASTMA307 ANDA325. SCREWS PER ASTMA548 GRADE 1013 to 1022. CONCRETE EXPANSION ANCHORS PER ICC ESR-1917, HlLTl KB-TZ. WELDING PER AMERICAN WELDING SOCIETY "STRUCTURAL WELDING CODE" HOT-DIP GALVANIZING PER ASTM A153/A153M - 09. CONCRETE CONCRETE PER AO 31 8-08, COMPRESSIVE STRENGTH = REINFORCING STEEL PERASTM A615 GRADE 60. 30 00 psi. RESISTANCE FACTORS, STEEL (t)f := 0.90 FLEXURE (j)v := 1.0 SHEAR (})£:= 0.9 AXIAL COMPRESSION (|)b:= 1.0 BEARING DEFLECTION & DRIFT LIMITS VERTICAL SPAN D-i-LL/240, LIVE ONLYL/360 VERTICAL CANTILEVER L/220 HORIZONTAL SPAN WIND, L/360 WIND DRIFT 0.005H = H/200 HORIZONTAL SEISMIC 0.020H = H/50 NOTE: FOUNDATION DESIGN BY OTHERS Wharton and Associates Palm Springs, Ca Q. 1. iff i Is .i: Wharton and Associates Palm Springs, Ca DECK DESIGN USE VERCOW2-18 GACOMPOSFTE DECK. 5" SLAB DEPTH TO SPAN 5'-0". Load:= 1.75LLwaik Load = 157.5 psf OK < 400 PSF ALLOWABLE SUPERIMPOSED LOAD PER MANUF. WELD COMPOSITE DECK DOWN WITH 1/2" DIA. PUDDLE WELDS AT 12". BUTTON PUNCH SIDELAPS AT 36" MARK "B-1" MIDDLE GIRDER DESIGI span := 30.33 ft GIRDER SPAN DC : (DLdeck + DLwalk) lO-ft PL:= LLwaik- lO-ft WL:= Pv-lO-ft DC = 335plf DEAD LOAD PL = 450 plf PEDESTRIAN LOAD WL = 100 plf WIND ON LIVE LINE LOAD STRENGTH 1 STRENGTH III SERVICE 1 Mr:= Wl (span) Wl := 1.25 DC -F 1.75 PL W3 := 1.25 DC -F 1.4 WL Wsi := l.O DC + [.O PL + 1.0-WL Wl = 1206.25 plf W3 = 558.75 plf Wsi = 885 plf Mr = 138705.01 ft lb REQUIRED FLEXURAL STRENGTH USE W 12x50 Zx:=64.7 in^ Ix:= 394 in'^ Fy := 50000 psi E ;= 29500000 psi CHECK BENDING STRESS Mn:=Fy-Zx M^ = 269583.33 ft lb NOM. FLEXURAL STRENGTH Mr <t>fMn 0.57 OK < 1.0 FIND DEFLECTION AT SERVICE 1 LOADING 4 5 • Wg 1 • span A:= A = 1.45 in 384 EIX span = 251.05 OK > 240 FIND DEFLECTION AT SERVICE 1 LIVE LOAD ONLY 4 A := 5 PL-span 384 EIX A = 0.74 in span = 493.73 OK > 360 FIND FUNDAMENTAL FREQUENCY IN THE VERTICAL MODE TO AVOID THE FIRST HARMONIC. FORMULA USES DEAD LOADDEFUECTION INFEET. MUST EXCEED 3 Hz. FIND DEFLECTION AT SERVICE 1 DEAD LOAD ONLY 4 A := 5 DC-span 384 EIX A =0.05 ft 37 7 f := 0.18- l-^ Hz 0.05 f = 4.57 Hz OK > 3 Hz Wharton and Associates Palm Springs, Ca MARK "B-2" SIDE GIRDER DESIGN span := 29.84 ft GIRDER SPAN 5 ft" DC := (DLdeck + DLwalk)- 5 ft PL:- LL\Yaik- ^ WS Pv-5ft V STRENGTH 1 STRENGTH III SERVICE 1 DC = 167.5 plf DEAD LOAD PL = 225 plf PEDESTRIAN LOAD WSy = 50 plf WIND LINE LOAD Wl := 1.25 DC + 1.75 PL W3 := 1.25 DC + 1.4-WL Wsi •= l.O DC -F l.O PL 4- 1.0-WL Wl = 603.13plf W3 = 349.37 plf Wsi = 492.5 plf Mr:= Wl (span) USE W 12x26 Mr = 67129.74 ft lb REQUIRED FLEXURAL STRENGTH Zx:=37.2 in^ Ix:= 204 in'* Fy := 50000 psi E := 29500000 psi CHECK BENDING STRESS Mii:=Fy Zx M^ = 155000 ft-lb NOM. FLEXURAL STRENGTH Mr FIND DEFLECTION AT SER/ICE 1 LOADING 4 5-Wsi span A := A = 1.46in 384 EIX (|)fMn 0.48 OK < 1.0 span 245.27 OK > 240 FIND DEFLECTION AT SEFWICE 1 LIVE LOAD ONLY 4 A := 5 PL-span 384 EIX A = 0.67 in span = 536.87 OK > 360 FIND FUNDAMENTAL FREQUENCY IN THE VERTICAL MODE TO AVOIDTHE FIRST HARMONIC. FORMULA USES DEAD LOADDEFLECTION IN FEET. MUST EXCEED 3 Hz. FIND DEFLECTION AT SER/ICE 1 DEAD LOAD ONLY 4 A := 5 DC-span 384 E Ix 32.2 A = 0.04 ft f := 0.18-l-^ Hz f = 5.11Hz OK > 3 Hz 0.04 Wharton and Associates Palm Springs, Ca MARK"B-3" MIDDLE GIRDER DESIGI span := 17 ft GIRDER SPAN DC = 335 plf DEAD LOAD DC := (DLdeck + DLwalk)-^^ PL := LLwalk- lO-ft WL := Pv-lO-ft PL = 450 plf PEDESTRIAN LOAD WL = 100 plf WIND LINE LOAD STRENGTH 1 STRENGTH III SERVICE 1 Wl := 1.25 DC + 1.75-PL W3 := 1.25 DC + 1.4-WL Wsi := l.O DC-F l.O PL-F 1.0-WL Wl = 1206.25 plf W3 = 558.75 plf Wsi = 885 plf Mr:= Wl (span) Mr = 43575.78 ft lb REQUIRED FLEXURAL STRENGTH USEW12x26 Zx:=37.2in^ Ix:= 204in'^ Fy := 50000 psi E := 29500000psi CHECK BENDING STRESS Mji := Fy Zx Mn = 155000 ft lb NOM. FLEXURAL STRENGTH M, 0.31 OK < 1.0 FIND DEFLECTION AT SERVICE 1 LOADING 4 5 Wsi span A := ^ A = 0.28 in 384 EIX span 738.18 OK > 240 FIND DEFLECTION AT SEFVICE 1 LIVE LOAD ONLY 4 5 PL-span 384 E-IX A = 0.14in span 1451.75 OK > 360 FIND FUNDAMENTAL FREQUENCY IN THE VERTICAL MODE TO AVOIDTHE FIRST HARMONIC. FORMULA USES DEAD LOAD DEFLECTION IN FEET. MUST EXCEED 3 Hz. FIND DEFLECTION AT SERVICE 1 DEAD LOAD ONLY 4 A := 5 DC-span 384 E1X A =0.01 ft f := 0.1? 32.2 Hz f= 10.21Hz OK > 3 Hz 0.01 USE W12 X 26 AT ALL OTHER GIRDER LOCATIONS Wharton and Associates Palm Springs, Ca MARK "B-4" CROSS BEAM DESIGN DC (DLdeck + DL^alk) lO-ft 34.33-ft PL:- LL\yalk lO-ft 34.33-ft WL: 2 2 Pyio-ft 34.33.ft span:= lO-ft BEAM SPAN DC = 5750.27 lb DEAD LOAD PL = 7724.25 lb PEDESTRIAN LOAD WL = 1716.5 lb WIND LINE LOAD STRENGTH 1 STRENGTH 111 SERVICE 1 Mr:= Pl- (span) Pl := 1.25 DC -F 1.75 PL P3 := 1.25 DC -F 1.4-WL PL:= l.O DC + l.O PL-F 1.0-WL Pl = 20705.281b P3 = 9590.94 lb PL = 15191.021b Mr = 51763.2 ft lb REQUIRED FLEXURAL STRENGTH USE W 12x26 Zx:=37.2 in^ Ix := 204 in'* Fy := 50000 psi E := 29500000 psi CHECK BENDING STRESS Mj, := Fy Zx Mn = 155000 ft-lb NOM. FLEXURAL STRENGTH M, ^f-Mn 0.37 OK < 1.0 FIND DEFLECTION AT SER/ICE 1 LOADING PL'Span^ A := A =0.09 in 48E-IX span 1320.52 OK > 240 FIND DEFLECTION AT SEFVICE 1 LIVE LOAD ONLY 3 A := PL-span 48Elx A = 0.05 in span 2597.02 OK > 360 USE W12 X 26 AT ALL OTHER CROSS BEAM LOCATIONS Wharton and Associates Palm Springs, Ca MARK "S-1" STAIR STRINGER DESIGN span := 13.66 ft SPAN DC : / \ 5 ft VDLstairj"^ PL := LL 5 ft stair' Pv-5ft WL:= 2 STRENGTH 1 STRENGTH III SERVICE 1 DC = 125 plf DEAD LOAD PL = 250 plf STAIR EXIT LOAD WL = 50 plf WIND LINE LOAD Wl := 1.25 DC -F 1.75 PL W] = 593.75plf W3 := 1.25 DC -F 1.4 WL W3 = 226.25 plf Wsi •= l.O DC-F l.O PL-F 1.0-WL Wsi =425plf Mr:= Wl (span) USE C12x 20.7 Mr = 13848.89ft lb REQUIRED FLEXURAL STRENGTH Zx:=25.4 in^ Ix:=129 in'^ Fy := 36000 psi E := 29500000 psi C^:= 112 m Sx:=21.5 in^ ly := 3.88 in'* CHECK BENDING STRESS, CONSIDERING CHANNEL FLANGES UNBRACED Fcr:= L/VCv 2 n E V^tsy r|s = 0.98in L], := span Li5= 163.92 in Lr:=7r rts- 0.7-Fy Lr = 105.84 in Per = 10506.17psi CRITICAL BUCKLING STRESS Mr Mn := Fcr-Zx Mn = 22238.05 ftlb (|)fMn 0.69 OK < 1.0 5Wsispan span FIND DEFLECTIONAT SEFVICE 1 LOADING A := A = 0.09 in — = 1873.57 OK > 240 384 EIX A FIND THERMAL EXPANSION 1 IQ.ft-.00065 = 0.86 in PROVIDE 1-3/8" SLOTTED HOLES IN ANGLES. ALSO AT RAMP GIRDER ANCHORAGE. J 5 ! J Ji—S.—I i y r.ir»i/r STRINGERS BASE ANCHORAGE RAMP BASE ANCHORAGE 10 Wharton and Associates Palm Springs, Ca CROSS CHANNEL SUPPORTING STRINGERS FOR A10 FOOT SPAN (span -F 6 ft) R := 2 Wi-R = 11673.121b L-I-D REACTION RlO-ft M r.- Mr = 29182.81 ft lb Mn := Fy Zx Mn = 76200ft lb 4 USE 012x20.7 Mr ^f-Mn = 0.43 OK < 1.0 FIND DEFLECTIONAT STRENGTH 1 LOADING R • span'^ A := A =0.28 in 48EIX span 582.37 OK > 240 .... .. / H4g»f#f^^ STRINGERS TO CROSS CHANNEL MARK "B-3" GIRDER SUPPORTING STAIR STRINGER IN CANTILEVER cant:=6-ft GIRDER CANTILEVER FIND UNIFORM LOADS TO GIRDER 10-ft" DC := (DLdeck + DLwalk)- PL:- LL\Yalk' lO-ft WL := Pv-lO-ft DC = 335 plf DEAD LOAD PL = 450 plf PEDESTRIAN LOAD WL = 100 plf WIND LINE LOAD STRENGTH 1 Wi := 1.25 DC-F 1.75 PL STRENGTHIII W3 := 1.25 DC-F 1.4.WL SERVICE 1 Wsi := l.O DC + l.O PL + 0.3-WL Wl = 1206.25 plf W3 = 558.75 plf Wsi = 815 plf 11 Wharton and Associates Palm Springs, Ca FIND POINT LOADS TO GIRDER DC := (DLstair) lO-ft 12.66 ft PL := LL lO-ft 12.66 ft stair' 2 2 Pv'lO'ft 12.66 ft WL := 2 2 STRENGTH 1 LIMIT STATE STRENGTH III LIMIT STATE SERVICE 1 LIMIT STATE (cant) Mr:= Wy- — -F Pi-cant DC = 1582.51b DEAD LOAD PL = 3 165 lb PEDESTRIAN LOAD WL = 633 lb WIND LINE LOAD Pl := 1.25 DC -F 1.75 PL P3 := 1.25 DC -F 1.4 WL Psi := l.O DC -F l.O PL -F 0.3 WL Pl = 7516.881b P3 = 2864.32 lb Psi = 4937.41b Mr = 66813.75 ft lb REQUIRED FLEXURAL STRENGTH USE W 12x26 Zx:=37.2 in Ix:= 204 in Fy := 50000 psi E := 29500000 psi CHECK BENDING STRESS Mn. := Fy Zx Mn. = 155000ft lb NOM. FLEXURAL STRENGTH FIND DEFLECTIONAT SERVICE 1 LOADING Mr 4 3 Wsi cant Psi-cant A := -F A = 0.14in 8 E Ix 3EIx cant <l>f'Mn. 514.33 0.48 OK < 1.0 OK > 220 FIND DEFLECTIONAT SERVICE 1 LIVE LOAD ONLY A := PL. cant"* PLcant^ 8E-Ix 3Elx A = 0.09 in cant 833.67 OK > 360 MARK"MC-1" BOAT AREA JOIST DESIGN 8.84.ft' DC: (DLboat + DLdeck)' PL:- LL^alk' 8.84 ft Pv'5ft WL:= 2 STRENGTH 1 STRENGTH III SERVICE 1 span:= 13,66 ft SPAN DC = 335.92 plf DEAD LOAD PL = 397.8 plf PEDESTRIAN LOAD WL = 50plf WIND LINE LOAD Wl := 1.25.DC -F 1.75 PL W3 := 1.25 DC -F 1.4-WL Wsi := 1.0-DC -F 1.0-PL -F 0.3-WL Wl = 1116.05 plf W3 = 489.9 plf WSI = 748.72 plf 12 Wharton and Associates Palm Springs, Ca Mr:= Wl (span) Mr = 26031.25 ft lb REQUIRED FLEXURAL STRENGTH USE MC 12 x 10.6 Zx:= 11.6 in^ Ix := 55.4 in'* Fy := 36000 psi E := 29500000 psi Mn := Fy Zx Mn = 34800 ft- lb NOM. FLEXURAL STRENGTH FIND DEFLECTIONAT SERVICE 1 LOADING 4 5Wsrspan A := A = 0.36 in 384 EIX Mr (t)fMn 0.83 OK < 1.0 span A 456.73 OK > 240 MARK "C-1" BOAT PERIMETER CHANNELAT REAR OF BOAT CHECK 6'- 3" CANTILEVER CONDITION 6.25 ft DCcabin := 21251b DEAD LOAD, FRP CABIN, PER MANUF AT THE REAR OF BOAT DC := (DLboat + DLdeck)' PL:- LL^valk' 6.25 ft DC = 237.5 plf DEAD LOAD, DECK PL = 281.25 plf PEDESTRIAN LOAD STRENGTH 1 LIMITSTATE Wi := 1.25 DC -F 1.75 PL Wi = 789.06plf USE C 12x20.7 Zx:=25.4 in^ Ix:=129 in'^ Mn ;= Fy Zx Mn = 76200 ft lb Fy := 36000 psi Mn:=Fy.Zx Mn = 76200 ft lb NOM. FLEXURAL STRENGTH Mr Wil3.66ft •(6.25-ft) -F DCcabin'1-25 (6.25 ft) Mr 2-6.25ft Mr = 37833.5 ft lb (|)fMn 0.55 OK < 1.0 FIND DEFLECTIONAT STRENGTH 1 LOADING W,13.66.ft.(6.25.ft)^ DCeabin'1.25 (6.25.ft)* 6.25.ft _ A;= -F -^^ — A = 0.22 in = 344.74 OK > 220 2-3E.IX 2.6.25 ft 8E.Ix AT LINE "G" BEAM SUPPORTING PERIMETER "C" USE W12 X 26. OK BY OBSERVATION ATA 24" CANTILEVER MARK "C-2" BOAT PERIMETER CHANNELAT FRONT OF BOAT CHECK 17'- 0" SPAN CONDITION DC : (DLboat + DLdeck) 7.5-ft 13.66-ft DC = 973.27 lb DEAD LOAD, DECK PL :- LLyvalk' 7.5.ft 13.66.ft 2 4 STRENGTH 1 LIMIT STATE PL = 1152.561b PEDESTRIAN LOAD Pl := 1.25 DC -F 1.75.PL Pi = 3233.58 lb 13 Wharton and Associates Palm Springs, Ca DC := (DLboat) 7.5-ft 4.84.ft 3.75 ft 4.84 ft ^ '''^^-^'—2 — DC = 189.06 lb DEAD LOAD, DECK ( 7.5 ft 4.84ft^ f3.75 ft 4.84ftA PL := I LLwalk— I + LL^alk'! —' '— I PL = 680.63 lb PEDESTRIAN LOAD STRENGTH 1 LIMITSTATE Pi := 1.25 DC -F 1.75 PL Pi = 1427.42 lb (Pl .8.08 ft) -F Pi-3.84 ft Ri:= 17 ft Rl = 1408.85 lb R2 := Pi + Pi,-Ri USE C 12x20.7 Zv := 25.4 R2 = 3252.151b . 3 Mr;= Ri-8.92.ft Mr = 12566.97 ftlb lx:= 129 in Mn := Fy Zx Mr 0.4 OK < 1.0 <l>f'Mn Mn:= 34800ftlb MARK "B-5" 7"- 6" CANTILEVER BEAM AT FRONT OF BOAT Mermaid := 1001b Spinaker := 200 1b 1.25 (Mermaid -F Spinaker) = 375 lb DEAD LOAD MERMAID & SPINAKER POLE Mr := [[(2 Ri) -F 3751b]-7.5 ft] -F Spinaker.5.ft Mr = 24945.3 ft lb Mr USE W 12x26 Mn. = 155000ftlb 'l>f'Mn. 0.18 OK < 1.0 CONNECTION DESIGN W12 x 50 TO W12 x 26 I STRENGTH REDUCTION, SHEAR Wl := 1200 plf FROM PREVIOUS BEAM DESIGN, STRENGTH 1 30.33 ft Vr:= Wl-Vr= 181981b REQUIRED SHEAR STRENGTH USE (3) 5/8" DIA. A325X BOLTS Fu:= 120 ksi Ab := .3068 in .3FuAb'1.25-.85 ¥„= 11735.1 1b ALLOWABLE SHEAR USE 9" X 1/4" WING PLATE Vr ^v'3'Vn 0.52 OK < 1.0 Vn:= (9 in - 3-.75 in)-.25 in-.4 Fy Vn = 243001b ALLOWABLE SHEAR Vr K'Vn = 0.75 OK < 1.0 14 Wharton and Associates Palm Springs, Ca USE 3/16" FILLIT WELDS BOTH SIDES Vn:= .45 Fu..l32 in Vn = 4158pli ALLOWABLE SHEAR Vr <j)vVnl8in = 0.24 OK < 1.0 11/16r? HCLES S/g"? A325X BOLTS 1* SLOT A- 1 1/2' / 3 t/fjisrjd/l" PW7E / 5^ i-W!?X» BEMt* / ./ COPE FUDGES ir, 1 1/r W12x50TOW12x26 CONNECTION DESIGN W12x26TOW12x26 C12x20.7TOW12x26 C12X10.6 TOC12x20.7 Vr:= Wl-13.66 ft Wl := 835 plf FROM PREVIOUS BEAM DESIGN, STRENGTH I Vr = 5703.05 lb REQUIRED SHEAR STRENGTH USE (2) 5/8" DIA. A307 BOLTS Vn:= .3-58 ksi.0.3 in -.85 Vr Vn = 4437 lb ALLOWABLE SHEAR <t)v'2Vn = 0.64 OK < 1.0 USE 8" X 3" X 1/4" WING PLATE Vn := (8 in - 2-.63 in)-.25 in-.4 Fy Vn = 24264 lb ALLOWABLE SHEAR Vr K'Vn 0.24 OK < 1.0 USE 3/16" FILLIT WELD ONE SIDE Vn:= .45Fu-.797-.187in Vn = 4694.73 pli ALLOWABLE SHEAR Vr (j)v-Vnl6in = 0.08 OK < 1.0 W12 X ZS o r C12X20.7 W12X26Dr rci2X20.7 or / C12X10.6 3/16 \/ W12 AND CI 2 STANDARD CONNECTION 15 Wharton and Associates Palm Springs, Ca DESIGN COLUMNS FOR STRENGTH I LOAD CASE. 1.25DC •H.75PL FIND DEADANDLIVE AXIAL LOADS TO COLUMNS / X 5 ft 35.16 ft / X 35.16 ft Rd:= 1.25(DLdeck + DL^alk)'" — + l-25(DLdeck + DL^alU'S'ft' 2.2 Rd= 7361.63 lb / V 5 ft 35.16 ft / X 35.16 ft Ri:= 1.75(LL^alk)-^ — + 1.75(LL«alk)'5'ft'^^ Rl= 13844.251b COLUMN DESIGN HSS 6" x 6" x 1/4" Fy := 46 ksi (t)c = 0.9 RESISTANCE, AXIAL COMP PROPERTIES A:=5.59in^ r:=2.33in k:= 1 h := 8.56 ft 2 71 -E k4i r Fe= 149804.06 psi .44-Fy = 20240 psi Fcr:=.658 Fy Pgr = 40452.08 psi CRITICAL BUCKLING STRESS Pn:= Fer-A Pn = 226127.13 lb NOMINAL ALLOWABLE AXIAL LOAD Pr := Rl -F Rd Pr = 21205.88 lb REQUIRED AXIAL LOAD Pr <^c'Pn 0.1 OK < 1.0 12" I I I I I I I TU TXT CHECK COLUMN FOR AN INITIAL OUT OF PLUMBNESS e := .002 h e = 0.21 in Me:= Pre Me = 4356.53 in lb B.ASE PLATE DETAIL GRIDS B-4, E-4, B-11, E-11 Ma:= 46ksill.9in'' Ma = 45616.67 ftlb Pr Me <l>cPn 'l>f'Ma 0.11 OK<1.0 16 Wharton and Associates Palm Springs, Ca 6 FOOT TALL GUARDRAIL- FENCE DESIGN, 50% BLOCKING FACTOR Pz = 41.22psf WIND HORIZONTAL y^:=1.4 LOAD FACTOR LLgr := 50 plf MIN. GUARDRAIL LOAD FIND BENDING STRESS TO STANCHIONS 6 FT TALL AT 4'- 6" SPACING. GUARDRAIL FENCE WILL HAVE A 50% AREA BLOCK, Mr:= LLgr-6ft-6ft 6 ft Mr:= YvvP-Pz—-fift^ft USE HSS 4" X 4" X 3/16 P := 0.50 BLOCKING FACTOR Mr = 1800 ft. lb REQUIRED MOMENT GUARDRAIL Mr = 3116.39 ft- lb REQUIRED MOMENT, WIND Zx:=3.91.in^ Ix := 6.59.in'^ d := 4 in Mn := 46 ksi Zx Mn = 14988.33 ft lb Mr Mr = 0.23 OK < 1.0 Tr:= 2-4in (t)fMn Tr = 4674.58 lb REQUIRED BOLT TENSION <j)t := 1.0 STRENGTH REDUCTION, TENSION . 2 Tr USE (4) 5/8" DIA. A307 Tn := .56-58 ksi-.3 in Tn = 97441b ALLOWABLE IS/IS* H01£S <l't'Tn 0.48 OK < 1.0 5/a" AJ25X a)LTS r SLOT eMO'xS/fif PLATE — Fy=SC <SI HSS 4»4)a/16r AT 6' OC 'i^ W12X28 aEAM (4) b/ST AJ07 1 1 1 r-i-n /r * 1^ Jf I I S/ir FIAWGE STIR USE 1/4" FILLET WELD AT BASE fw:=0.25 in Vn := .45 Fii-.707 fw Vn = 5567.63 pli ALLOWABLE SHEAR Mr FIND DEFLECTIONAT UNFACTORED WIND LOAD (^v'Vn-d = 0.42 OK < 1.0 A:=p.l.0.P,^.6.ft.l^ 2 3Elx A =0.24 in 6 ft 303.24 OK > 220 USE 5/8" BASEPLATE. 6" x 10", Fv = 50 KSI 3 10in(0.625in)^ ^ Z := — Z= 0.98 in Mn := Z.50.ksi Mn = 4069.01 ft lb Mr (j>f Mn = 0.85 OK < 1.0 17 Wharton and Associates Palm Springs, Ca 3.5 FOOT TALL GUARDRAIL- FENCE DESIGN, 40% BLOCKING FACTOR Pz = 41.22psf WIND HORIZONTAL y^^ := ] .4 LOAD FACTOR LLgr := 50-plf MIN. GUARDRAIL LOAD FIND BENDING STRESS TO STANCHIONS 3.5 FT. TALL AT 4'- 6" SPACING. GUARDRAIL FENCE WILL HAVE A 40% AREA BLOCK, P := .40 BLOCKING FACTOR Mr:= yw'pPz'4.5ft (3.5 ft) Mr = 636.26 ft-lb REQUIRED MOMENT WIND Mr - Pgr'3.5 ft Mr = 700 ftlb REQUIRED MOMENT GUARDRAIL USE HSS 2-1/2" X 2-1/2" x 3/16 B:=2.5 in D:=2.5 in 81 ;= 2.125 in Dl := 2.125 in Sx: BD'^-BIDI^ 3 - Sx=1.24in 60 B D^ - Bl Dl^ Zx= 1.51 in BD^-BIDI^ 4 Ix := Ix = 1.56 in 12 Dl -B1- Mr Mn := 46 ksi Zx Mn = 5778.08 ft lb <t>fMn 0.13 OK < 1.0 Mr 2.4.in USE (4) 1/2" DIA.A307 =0.11 OK < 1.0 Tr= 10501b REQUIRED BOLT TENSION (t)t:=1.0 STRENGTH REDUCTION, TENSION Tn = 9744 lb NOMINAL ALLOWABLE BOLT TENSION <t>t'Tn USE 3/16" FILLIT WELD AT BASE fw:= 0.187 in Vn := .45 Fu-.707 fw Vn = 4164.58 pli ALLOWABLE SHEAR Mr HSS 2 !/2»2 1/2x3/16 (t)vVn(B).(B) = 0.32 OK < 1.0 1/4" PUTE CaiKRETE STW FIND DEFLECTIONAT UNFACTORED WIND LOAD ,4 A := p i.0 Pz-4.5 ft (3.5 ft) 24 E Ix A =0.02 in 3.5 ft 2404.73 OK > 220 USE 1/4" BASEPLATE. 6" x 6" AMD 1/4" STIF. PLATE C 121(20-7 3/1617 18 Wharton and Associates Palm Springs, Ca DESIGN MASTAND MASTSPUCE CONN. MAST IS 12" IN DIA. AVG. WIDTH, HEIGHT IS 24 FT ABOVE THE WALKWAY, SAIL AND SAIL SUPPORT HAVE AN AREA OF 20 S.R ATA HT OF 15 FT FIND BENDING MOMENT Pz = 41.22psf ,2 Mr (24.ft) 12in -F 20-ft •15 ft USE HSS 6" X 6" X 1/4" 1.4Pz Mr = 33933.98 ftlb Mr Ma = 45616.67ftlb 3 = 0.83 OK < 1.0 Pz-6in(24ft)'^ Pz-20ft'^.(15ft) A := -F 8E-30.3in 3E-30.3in (|)f Ma A = 0.22 in OK NOT EXCCESSIVE TIE INTO DECK SLAB W/#4 EACH WAY USE 100 PSI BOND STRENGTH Ftie- [(34 ft-1-ft) -F 20 ft'^].1.4-Pz Ftie = 3116.391b FORCE Fbond- 2 0.2 in-Tt-100-psi-42-in Fbond = 5277.88 lb RESISTANCE Ftie K'Fbond 0.59 OK < 1.0 SIZE BOLTS AT SPLICE Mr -4' f —1^ I ^ Pf fifij... ...tMb... >{ _ 'IF'*' _ rit.,. »aW 5»*« i -fsA. w»|^ 1 di3 cr .J = 15081.771b USE 3/4" A325 AS SHOWN 3-9-in Tn:= .56 120 ksi-.44-in Tn = 29568 lb Mr 3-9-in = 0.51 OK < 1.0 USE 1.0" BASEPLATE. 12" x 12". Fy = 36 KSI Mpi:= 113881b-1.5-in Mpj = 17082 inlb PLATE BENDING AT 1-1/2" CANTILEVER Mpi 3-in-(lin) 3 Z := — Z= 0.75 in Mn:=Z-36-ksi Mn = 27000 in lb (1)1-Mn = 0.27 OK < 1.0 19 MISCELLANEOUS DETAILS Wharton and Associates Palm Springs, Ca 7 'P JUL. SPINNAKER DETAIL AQUAZOOKA, ANCHORAGE DETAIL Guardrail HSS6"x6'!x1/4" E/S" Thru-Bolts- HSS Ex5x12ga FRP Rocks Pool Slab ort Grade S.S. Exp. Anchor 4x4x1/4 Plate at 24" FRP HULL SUPPORT DETAIL 20 Wharton and Associates Palm Springs, Ca LATERAL DESIGN FOR STEEL CONCENTRICALLY BRACED FRAMES NOTE: AMPLIFIED SEISMIC DESIGNIS NOT REQUIRED FOR OCBF FIND WIND LOADS TO BRACED BAYS AT LINES 2, 6, 9,13 AND 16 0 0 0 0 0 0 0 ••— • ~——• • —~* • i-.o i.^ SIDE ELEVATION -iyt,0V^ Hyi0 u U w 0 0 REAR ELEVATION 0 0 J I 0 FROM ELEVATION SHOWING VERTICAL PROJECTEDAREAS Line2w Line6w - Linegw := Linei3w := Linei6w := 90-ft^ -F 346-ft^ -F 20-ft^ 346-ft^ -F 20 ft^ -F 195 ft^ 328-ft^ -F 20-ft^ -F 195 ft^ 328-ft^ -F 20 ft^ -F 166-ft^ 166 ft^ -F 134-ft^ -P. Line2w = 9398.62 lb Line^w = 11562.781b Line9w = 11191.781b Linei3w = 10594.061b Linei6w = 6183.31 lb 21 Wharton and Associates Palm Spnngs, Ca FIND WIND LOADS TO BRACED BAYS AT LINES D, F, AND G FROM ELEVATION SHOWING VERTICAL PROJECTEDAREAS Lineow: Linepw - Lineow: ( 2^ 165-ft V 2 J 165-ft^ + 150-ft^ 150-ft^ -F 150 ft^ -F 175 ft^ -F 75-ft^ Lineow = 13706.331b Linepw = 6492.47 lb Lineow = 6183.31 lb FIND DEAD LOAD WEIGHT DISTRIBUTION TO BRACED BAYS AT LINES 2, 6, 9,13 AND 16 FROM COMPUTATIONS, THE AREAS ARE 2 2 Aboat:= 500 ft EACH BOAT Ajtrs := 137 ft STAIRS Awalk:= 707 ft WALKWAY Line2s (DLstair'Astrs) [(OLboat + DLdeck)'^boat] [(OL^alk + DLdeck)'Ayvalk] (15.66-ft)^ 2 2 110.58 ft 2-9.66ft Line2s = 27862.43 lb Line6s Line6s = 24639,47 lb [(DLboat + DLdeck)'Aboat] [(OLwalk + DLdeck)'Awalk] 26.33 ft 2 110.58 ft 2 Line9s := Line9s = 24639.471b [(DLboat + DLdeck)'Aboat] [(PLyyalk + DLdeck)'Awalk] 26.33-ft 2 110.58 ft Linei3s : Linei3s = 23782.741b [(DLboat + DLdeck) Aboat] [(DLyyaik + DLdeck) Awalk] 22.33-ft 2 110.58-ft 2 Line 6s : [(DLwalk •^- DLdeck) Ayyalk] 40.33-ft 110.58-ft Linei6s = 8638.05 lb 22 Wharton and Associates Palm Springs, Ca FIND DEAD LOAD WEIGHT DISTRIBUTION TO BRACED BAYS AT LINES D, F, AND G FROM ELEVATION SHOWING VERTICAL PROJECTEDAREAS Lineos (DLgtair'Agtrs) [(OLfaoat + DLdeck)'Aboat] (25 ft)^ {^U\a\k + DLdeck) Aw alk 2-2 Lineos = 43242.25 lb 40-ft 210 ft 2-2 Lineps:= Lineo (DLstair'Astrs) [(DLboat + DLdeck)'Aboat] (25.08 ft)^ (DLwalk + DLdeck) Awalk 2-2 40-ft 210 ft 2-2 LineFs = 43432.551b (DLboat + DLdeck) Aboat (15.08-ft)' s •-40-ft 2-8.84-ft LineGs= 12219.241b THE MAXIMUM EFFECTIVE SEISMIC WEIGHT TO ANY X-BRACE BAY IS AT LIN E "F" Ws := Lineps Wg = 43432.55 lb CHECK COMPOSITE DECK DIAPHRAGM SHEAR 2205 PLF ALLOWABLE PER MAN. FOR WELDED DOWN DECK 2'Ws-Eh 110-ft 414.58 plf OK < ALLOWABLE Line2s'Eh 10-ft = 1462.78 plf OK < ALLOWABLE & ©- ©- © ® © © PLAN VIEW BRACED FRAME LOCATIONS 23 Wharton and Associates Palm Springs, Ca ,^ W2 X 18 ga COMP DECK j . ,-ax6-ioxiomvF — HSS 6x6x1/4 SECTION .AT BRACED FRAME DESIGN BRACED BAY MEMBERS AND CONNECTIONS. CHECK W12x26 FRAME & COLLECTORS FOR LOAD CASE 1.25DC -H 1 .OEQ DESIGN PER AISC360-05 k:= 1 rv := 5.17-in 1 := 30,33-ft . 3 70.4 fy := 1.51-in Zx := 37.2-in 241.03 >200 PROVIDE MID-SPAN C12 BLOCKING k-1 120.52 7 ;t'E ry-2^ Fe = 20046.03 psi ELASTIC CRITICAL BUCKLING STRESS .44-50-ksi = 22000 psi THEREFORE Fcr:= .877-Fe Fgr = 17580.37psi CRITICAL BUCKLING STRESS Pn:= Fcr-6.4in Pn = 112514.351b MOMINAL COMPRESSIVE STRENGTH OF MEMBER AREA REDUCED FOR BOLT HOLES Pr:= Ws-Eh Pr = 22802.09 lb COLLECTOR LOAD •^c'Pn 0.23 24 Wharton and Associates Palm Springs, Ca Mn:= 50-ksiZx Mn = 155000ftlb NOMINAL ALLOW. BENDING MOMENT .2 , X 5-ft (30.33 ft) Mr - (DLwalk + DLdeck)'—' 8 CHECK FOR COMBINED STRESSES, 1.25DC -^ 1 .OEQ Mr= 19260.59ft lb REQUIRED FLEXURAL STRENGTH <' 1.25Mr^ <t)c'Pn <t>f'Mn 0.4 OK < 1.0 USE (8) 5/8" DIA. A307 BOLTS AT BEAM TO BRACED FRAME Vn:= .3-58-ksi-0.3 in^ Vn = 52201b ALLOWABLE SHEAR 8-(t)hVn 0.55 OK < 1.0 t3f --K* G-K lea-, (2) 3/4''A32EX •— P J_ HSS 4-1/2x4-1/2x1/4 DESIGN BRACED FRAME COLUMNS FOR EXTREME EVENT LOAD CASE. 1.25DC -^ 1.0EQ FINDAXIAL LOADS TO COLUMNS DUE TO I.OEh Rs := Ws 9.06 ft 10-ft •Eh Rs = 20658.691b Rd = 7361.63 lb AXIAL LOADS TO COLUMNS DUE TO 1.25DC FOUND PREVIOUS COLUMN DESIGN HSS 6" x 6" x 1/4" Fy := 46 ksi <j)c = 0.9 STRENGTH REDUCTION, AXIAL COMP PROPERTIES A:=5.59-in^ r:=2.33-in k := 1 h := 8.56 ft kji r Fe = 149804.06 psi .44- Fy = 20240 psi Fcr:=.658 Fy Pgr = 40452.08 psi CRITICAL BUCKLING STRESS 25 Wharton and Associates Palm Spnngs, Ca Pr, := Fgr-A Pn = 226127.13 lb NOMINAL ALLOWABLE AXIAL LOAD Pr Pr:=Rs-FRd Pf = 28020.32 lb REQUIRED AXIAL LOAD =0.14 OK<1.0 ^c'Pn NOTE: COLUMN FORMS PART OF TWO INTERSECTING SFRS. FROM ABOVE THE AXIAL LOAD IS LESS THA 20% CAPACITY AND THEREFORE PER ASCE SEC. 12.5.4 IS NOT SUBJECT TO MOST CRITICAL LOAD EFFEC DESIGN BASE PLATE Pr = 28020.321b 2 2 2 TRY 12" X 16" PLATE A] := 12-in-16 in Ai = 192in A2 := (12-in) -7i A2 = 452.39in CHECK CONCRETE COMPRESSIVE STRESS AREA OF 24" DIA. PI ER A2 [AI Pr — =2.36 Pn:= .85-3000-psi Ai- — P^ = 751531.13 lb =0.06 OK < 1.0 Ai P 'JA, P .6-Pp 16-in - .95-6 in FIND PLATE THICKNESS REQUIRED n := n = 5.15 m tp: ''r 2 n Al (t)b-36ksi tp = 0.46 in USE 12" x 16" x 5/8" BASE PLATE Pr CHECK PLATE FOR WEAK AXIS BENDING Mrp := 1.5-in Mjp = 21015.24 in lb 12-in-(.625in)^ 3 Sv := '- Sv = 0.78 in ^6 ^ Mrp Mnp:= 1.35-36 ksi-Sy Mnp = 37968.75 inlb ^=0.61 OK<1.0 (|)f-M np DESIGN DIAGONAL BRACE FOR COMPRESSION OR TENSION PER AISC 341-05 SECTION 14.4 THE MAXIMUM FORCE THAT CAN BE DEVELOPED BY THE SYSTEM Fr := Lineps-Eb Fr = 22802.09 lb MAX. BRACED FRAME LOAD 1.494Fr Pr:= Pr = 17033.161b REQUIRED AXIAL LOAD, SIN 42 DEG. = 1.494 2 USE HSS 4-1/2" X 4-1/2" x 1/4" r:=1.72 in k := 1 h := 12.75 ft Fy := 46-ksi <j)c = 0.9 STRENGTH REDUCTION, AXIAL COMP PROPERTIES A:=4.09 in^ A„ := A - .405-in^ Ao = 3.68in^ AREA-BOLT HOLES 26 Wharton and Associates Palm Springs, Ca 2 71 -E kji r Fe = 36795.59 psi .44-Fy = 20240 psi Fpr := .658 Fv Fcr = 27259.19 psi CRITICAL BUCKLING STRESS Pn := Fcr'Ag Pn = 100450.12 lb MOM. ALLOW. AXIAL LOAD Pr 0.19 OK < 1.0 (COMPRESSION) ^c'Pn p„:=.9.Fy.Ag Pn= 1525591b NOM. ALLOW.TENSILE LOAD Pr <^c'Pn 0.12 OK < 1.0 (TENSION) SPLICE & END-CONNECT DIAGONALS WITH (2) 3/4" A325 BOLTS Vn:= .3-120-ksi-.31in 1.25-2 Vn = 279001b ALLOW. IN DOUBLE SHEAR — =0.61 OK < 1.0 Vn (2)3/4'Dia.A325X CHECK BEARING Pr 2-.9Fu-.81-in-.25in 0.39 OK < 1.0 i'xlffxl/r S*UC£ PUTE iOlH SIOS HSS 4-1/2x4-1/2x1/4 27 Wharton and Associates Palm Springs, Ca FRAME DEFLECTION AND 2ndORDER ANALYSIS PER THE FOLLOWING ENERCALC 2-D FRAME ANALYSIS FOR THE LINE "F" LOAD CASE 0.9DC + 1.0EQ 2-D Frame Analysis M«tnft«f Ppmt Loads ..E.jd Di!i:at 'r from Load Magnitude Jc nt ! Kro-1™* itw imm Ssisirm wma csitu S®nb«r Disir,Sut8d toads., Mensbcr 1 IM ftlmtt iud SdHjrttijil* 1'^ !l &tMl Boalbrwi Uv* tooM Sennit Wtaa Earth 0'} irnvm i'33 y. ->r e'tiM.=<3 2,.» i-om Cotabiiiatjons... Imi C jr ill! i! OtKf ption 0(1 X t DP3II R»fl.w0 Li¥6 Sficw Sc^irc fsrti • : - 1 ! .:« • i i 1 Juin' JI .3iJ nbi ution . J«WCiialic«<Ti«tt Jaifit fJsat-tisM X T 2 n y I i 1 .ij ,. • L .'.1 1 . 1 . • • • .'11 • .:,u . ' .'ll J.U^J -iM- Mi-rt>5 frfFnr (s 'Of Lcsd S:;'rbnjtion Jam • «. .oirl' J M tllli fV.'.i SI-sat '«|jit- rft « ll - , "- . 1 n 11 i~j -i5.i.i1 15/«n •'^'4.5? ••( i7;« '138S6" A153771 WIS ••cm 5.88 k BASE REACTION IN SHEAR = 11580 LBS. CLOSE TO THE 11401 LBS FOUND ABOVE. BASE REACTION IN PULLOUT = 15870 LBS. CLOSE TO THE 15358 LBS FOUND ABOVE. THE DEFLECTION FOUND IS 0.036" I 23 kip/ft J I 1^ 11.58 k i 15.87 k Results are close to my hand calculations. Deflection = 0.036" 2^ 11.41k T 25.58 k USE AISC SIMPLIRED METHOD OF 2nd ORDER ANALYSIS Rd= 7361.631b DEAD R| = 13844.25 lb LIVE 2-(RJ-F R|) = 42411.751b FRAME GRAVITY LOAD Fr = 22802.09 lb FRAME LATERAL LOAD 2'(Rd + Rl) — = 1.86 RATIO OF FRAME GRAVITY/FRAME LATERAL LOAD FROM TABLE FOR ABOVE RATIO AT H/200 DRIFT LIMIT P2 := 1.0 THEREFORE, 2nd ORDER EFFECTS ARE NOT A CONCERN. AND 1st ORDER STRESSES FOR COLUMN AND BRACING IS < 50%. 28 Wharton and Associates Palm Springs, Ca DESIGN BRACED FRAME BASE PLATE USE 1/4" SLEEVE-PLATES AREA OF PLATES Ap := .25 in-(l l in)-2 Ap = 5.5in Pv := .6-36000-psi Ap Pv= 1188001b NOMINAL. SHEAR STRENGTH Pr K'Pv 0.14 OK < 1.0 USE 16" OF 3/16" FILLIT WELD PER PLATE TO COLUMN & BASE PLATE fv := .45 Fu .707-.18-in fy = 4008.69pli ALLOWABLE SHEAR DESIGN ANCHOR AGE AT 36" DIA. PIERS Rs = 20658.69 lb SEISMIC UPLIFT Rj = 7361.63 lb AXIAL LOADS TO COLUMNS DUE TO 1.25DC FOUND PREVIOUS FIND0.9DC LOAD Rd : 1.25 -•.9 Rd = 5300.37 lb PullOut := Rs - Rd PullOut = 15358.321b Shear := Ws'Eh Shear = 11401.051b PER ATTACHED ANCHOR CALCULATIONS USE (4) 7/8" DIA. HEAVY HEX HEAD BOLTS F593 304/316 STAINLESS STEEL EMBED 12" MIN. PROVIDE WASHER AND TACK WELD NUT IN-PLACE INTERACTION RATIO IS 0.92 2-18-in-fv 0.12 OK < 1.0 BASE PLATE DETAIL GRIDS D-2, D-6, D-B, D-13, F-2, F-6, F-9, F-13 29 Wharton and Associates Palm Springs, Ca Anchor Calcylations .:)a-,a^4 -Sana r>* P«I '•"iaiiSm&^TOOE.- ACUtttAiBaKMtiijatof UiBsaslHftSMSSSt > 0 y *''>:^i:r& It fl© . 1. i» - (*( ll -t Ijfrf d« Ll*L_ 1 r. '•'»»< ir • •• fa ifft H -ss: W ^ lil-S. •> 1 >!•... .. <:< Si _^ ; % \ J- < id.'" t • ' :.. .• ••• i . ^ - •• 1 ,lv • f.' "," • "v. 211 1 j- .. 4'4 „,,/»•' j-- 1 A - m <)iqrr s. 1 • L * .., > 1 ,: -3 5 iStT MjulO 35i • V M*«.n 5'! >. ."5 «.}<-« 3 'Sse T 7 5i Us* 7JV mm»amrm3 WiKSS Msav^' H*)C Bait anihorlsj witfi 12 in. ssjiswiimMl 30 Wharton and Associates Palm Spnngs, Ca DESIGN ANCHOR AGE AT 24" DIA. PIERS FROM PREVIOUS WORST CASE IS LINE G Lineos = 12219.241b 9.06-ft Rs := Lineos Eh Rs = 5812.08 lb lO-ft Rd := 6924^lb AXIAL LOADS TO COLUMNS DUE TO 1.25DC FOUND PREVIOUS FIND0.9DC LOAD Rd Rd := 1.25 -.9 Rd= 4985.28 lb PullOut := Rs - Rd PullOut = 826.81b Linecs'Eh Shear := Shear = 3207.55 lb PER ATTACHED ANCORCALCULATIONS USE (4) 7/8" DIA. HEAVY HEX HEAD BOLTS F593 304/316 STAINLESS STEEL EMBED 12" MIN. PROVIDE WASHER AND TACK WELD NUT IN-PLACE INTERACTION RATIO IS 0.29 BASE PLATE DEIAIL GRIDS G-2, G^, G-9, G-13, D-16, F-16 31 Wharton and Associates Palm Springs, Ca Anchor Calculations *0t Vcflfif* 4 11 ; ; , 1 -'••^ e - • K •• •I ^ ' 'i • • h 1 • • 1 • i 1 1 **< - .' f" • .. •• •'. 1 .1 is.-l r XW.I L r-,'>SSrfK« ,.-^' 1'-^ : r-.r .i.-vi ^-..-if ^1 ^ 11 t' a s i:^ •"ill* »•>••< d ftfW Q -« i i. . • 344! 11 > m» 1 32 Wharton and Associates Palm Springs, Ca SHOW REACTIONS AT CONCRETE PIERS ALL VALUES SHOWN ARE UNFACTORED AND IN KIPS D - 4.6 K L = 6.64 K D = 6.25 K L = 7.93 K \V = 5.6 K EQ = +/-5..37K W = *i- 3.1 K " EQ = *l- 3.24 K WORST CASE LOADS 24" UN:BRA.CED PERS Vi/ORST CASE LOADS 24" DIA. PIERS SUPPORTING BRA.CED FRAMES D = 9.52 K L = 13.E.K W = -*-/-10.4SK EQ = -^Z- 20.85 K D = 1.7 K OUTSIDE GIRDERS L=25K " D = 3.3 K MIDDLE GIRDER L = 4.5 K " _W = -^/-5.78K EQ = -^,;-11.51 K LOADS AT RAMP.ABUTtj1ENT iVORST CASE LOADS 36' DIA. PIERS SUPPORTING BRACED FRAMES D= 0.55 K OUTSIDE STRINGER L= 1.3 K " 0 = 1.3 K MIDDLE STRINGER L = 4.6 K •' END OF DESIGN LOADS AI BASE OF STAIRS 33 Leighton and Associates, Inc. November 1, 2011 To: LEGOLAND California One LEGOLAND Drive Carlsbad, California 92008 Project No. 960151-035 Attention: Mr. Chris Romero Subject: Geotechnical Review of Foundation Plans for Proposed Pirate Island Ride and Bridge, IVIaintenance Building and Aquatics Structures, LEGOLAND Theme Park, Carlsbad, Califomia, California In accordance with your request, we have performed a geotechnical review of the foundation plans (DSI, 2011 and WTI, 2011) for the proposed Pirate Island Ride and Bridge, Maintenance Building and Aquatics Structures. Based on our review of these plans and project geotechnical report (Leighton, 2011), the plans have been prepared in general accordance with the project geotechnical recommendations with the following comments: • Drawing Number S3.1, Details 3 and 8 for the Maintenance Building Pit area: As recommended in the soils report, the details show the inclusion of a retaining wall drain. Provisions to connect the wall drain system to the storm drain or to a sump should be incorporated in the design. Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and/or tests. Such infonnation is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. 3934 Murphy Csnyon Road. Suite B205 m San Diego, CA 92123-4425 858.292.8030 » Fax 858.292.0771 • www.lsightongncMip com 960151-035 If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer Attachment: Appendix A - References Distribution: (1) Addressee ^ A i (1) R.W. Apel Landscape Architects, Inc, Attention: Richard Apel (1) Dunn Savoie, Inc. Attention: Rhett Savoie APPENDIX A REFERENCES Dunn Savoie, Inc. (DSI), 2011, Pirate Island. LEGOLAND California. Sh^ete: ^i^^O'^J^^^^ S2.0, S2.1, S2.2, S2.3, S3.0, S3.1, and S3.2, Project Number 11-141, dated November 1,2011. Leiqhton and Associates, Inc.. 2011, Geotechnical Investigation. Proposed Pjrate Island Attraction. LEGOLAND Theme Park, Carlsbad. California, Project No. 960151-035, dated August 12.2011. Water Technology. Inc. (WTI), 2011. Pirate Island. LEGOLAND California Sheets: PLI 00. PL1.01, PL1.10. PL1.11. PL1.12, PL1.13, and PL3.01. Project Number WTI #00483.03, dated August 31, 2011. A-l CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: LEGOLAND "PIRATE ISLAND" RIDE CB11 1977 1 LEGOLAND DR 211-100-09-00 MERLIN ENTERTAINMENT GROUP THEME PARK RIDE AND 635 SF ADDITION TO MAINT BLDG NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial: 645 Net Square Feet New Area MAINT BLDG City Certification of c r Applicant Information, (y^LUM^S-f^^UkXi . Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) • Vista Unified School District 1234 Arcadia Dn've Vista CA 92083 (760-726-2170) n San IMarcos Unified School District 255 Pio Pico Ave Ste 100 San Marcos, CA 92069 (760-290-2619) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union Scliool District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 X1166) 1 1 San DIeguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the Initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: B-34 Date: / - Z^? ^ 2- O I 2- Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) ***************************«**************************^ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building pemfiits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Qa^ H^yL (CAT CARLSBAD UNIREO SCHOOL DISTRICT 622$ EL CAMINO RFAI. CARLSBAD, CA 92009 ]\\o fees ^ Kvy^osTvaHA o-^ct ^ Cock B-34 Page 2 of 2 Rev. 03/09 INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Dateft'^' Business Name L€1?<)CAW^ ^firl^t Pt^UjJi A-^ Street Address I l>^t^<? Vpu\UE7 Email Address CH ^IS » RQK€^.0 (? LlEl^LAN<> » CyQ M PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) | | Check all below that are present at your facility: Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuel Manufacturing Biotech Laboratory Bulk Chemical Storage Car Wash Chemical Manufacturing Chemical Purification Dry Cleaning Electrical Component Manufacturing Fertilizer Manufacturing Film / X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining / Milling Manufacturing Membrane Manufacturing (i.e. water filter membranes) Metal Casting / Forming Metal Fabrication Metal Finishing Electroplating Electroless plating Anodizing Coating (i.e. phosphating) Chemical Etching / Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/ Vitamin Manufacturing Painting / Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing / Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap/Detergent Manufacturing Waste Treatment / Storage SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations):, Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of Industrial wastewater to be discharged (gal / day): ^fOOO ^dJl List hazardous wastes generated (type / volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Qes> No If ves, when: ^ISTim/ ^BS^NULT Site Contact . C\^U f^^t^f^i/r? Title d\(yAor <gp Maii/ilcem/icer Signature ENCINA WAS C/kn^ £?nA/^yo Phone No. '\[<i.^^10 HORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760)438-3941 F/0<; (760)476-9852 ^ PLUMBING, Development Services <^(gP^ ELECTRICAL, Building Department ^'S^ CITY OF MECHANICAL 1535 Faraday Avenue r^Ani CDAr\ WORKSHEET 76O6022719 V^AKLODAU g 18 www carlsbadca gov Project Address: ( {J^;ei>OLnVO ^p—. Permit No.: ^[Ij 9 7 "7 Information provided below refers to worb being done on the above mentioned permit only. This form must be completed end returned fo the Building Deparfment before the perniit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ^ \ Nevw building sewer line? Ves No y Number of new roof drains? j Install/alter water line? Number of new water heaters? O Number of new, relocated or replaced gas outlets? Q Number of new hose bibs? Upgrade existing panel? Ves No. From ^Amps to ^Amps Number of new panels or subpanels? / Single Phase Number of new amperes Three Phase Number of new amperes /O ^ Three Phase 480 Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)? Ves No ^ Number of new furnaces, A/C, or heat pumps? 0 New or relocated duct worb? Ves No 0 Number of new fireplaces? ^ Number of new exhaust fans? ^ Relocate/install vent? :.. ^ Number of new exhaust hoods? P Number of new boilers or compressors? Number of HP 0 B-18 Page 1 of 1 Rev. 03/09 SAN DIEGO REGIONAL HAZARDODS MATERIALS QUESTIONNAIRE OFFICE HV# BP DATE. Busfciess Name Sysiness Ciantact USifaLAfJO CAMP-^ . CHAi& «i?MSP.O Project Address ' City _ ^ ^ . State Zip Code APm - Maing Address City State %rrM<S 2ap Code Plan File# Telephone «f _ , _ „«_^, . The following questions represent ttie facility's activities, NOT tlie specific project description. SMI will us jurisdiction prior to plan sMbmiftia). 1. Explosive or Blasting Agents . .., ,. IIBE D|P^^TM£HT - W*l^RgQ«S Mftf |RIA|S DItftSiOS: CfCCyAMCY ClftSSiytCATtOW; Indicate by circling the Item, whether your business will use. prooBSS. w sfore ari^ Of the followtng hazantous rrtatoiials. If any of Bie items are eWed, applicant must contact the Fire Protection Agency with 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids 5. Organic Peroxides ^^Oxldizers 7^ Pyrophorics 8. Unstable Reactives 9. Water Reactives 10. Cryogenics 11. Highly Toxic or Toxic Materials 12. Radioactlves ^^j? Corrosives 14. Other Health Hazards 15. None of These. PAfIT II; SftN DIIGD eOUMTr DEPABTMjNT Of EWVtflOHMEMTAL HEALTH - HAMRDOUS MATERIALS mtflSIQMS (tiMDjt If the answer to any of the que«uons » yes, appfiMnl must «>rtaet the County of San Diego Hazariious Materials Division, 1255 (mperiai Avenue, 3'" floor. San Diego. CA 92101, Call (619) 338-2222 prior to the Issuance of a building permit. FEES ARE REQUIRED. Expected Date of Occupancy; YES NO 1 • 2 • IS 3 • 4. • 5. • xs 6. • 'amoufOATl J I to or ^^rmr^ Is your ijusiness listed on the reverse side of this form? (check all that aWS^. Will your business dispose of Hazardous Substances or Medical Waste in any Will your business store or handle Hazardous Substances in cfUanaaeslequal 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive tox|« In any quantity? Will your business use an existing or Install an underground storage tanl|? i ,-\ jvi <j |^ Will your business store or handle Regulated Substances (CalARP)? | , - ? Will your business use or Install a Hazardous Waste Tank System (Title • CalARP Complete • CalARP Exempt Date Initials • CalARP Required J Date Initials appllcWit must contact the Air Tprior to the issuance of a building or demolition |>enn!t. Note: if the answer to tpestions 3 or 4 Is yes. applied tiiust also siibrnit an asbestos notification form to the APCD at least 10 working days prior to conwwnehia deimUlion or renovatiOTt, except demoHtien or nanovatlon of residential structures of four units or less. Contact the APCD for more information. YES NO 1. • 2. • • 3. • IS 4, • IS Will the sut^i facfWy or construction activities include opemtes or equipment that emit or are capable of emitting an air contaminant? (See the APCD facteheet at littp:/ftwiw.sdape<>.orci/lnMiBCta/D9rrnit8.Ptff. and the list of typical equipment requiring an APCD permit on the reverse side of this fi'om. Contact APCD if you have any Qtiestons). imSINm mLy if ClUeStlON 1 is mn the sgbject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Ptiljite aw piriyate SchodS may be found after search of the California School Directory at httD://vww.cde.ca.Qov/re/sd/: or contact the apmmprtafe sHiiTOo! d!stri«*), WIS IhefS lj8 renovattbn tlisi Involves handling of any friable asbestos materials, or disturbing any material that contains non-frlab|e asbestos? Will there be demolition Involving the removal of a load supporting structural member? Briefly describe business activities: THsme f Ai^i<- Briefly describe proposed project: 1 declare under pensAty of perjury that to the best of my knowledge and bet GttP-VS MNCIKO 1 t thetisponses herelnsre true and correct. FOR OFFlCIAt USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY: ^ ^ DATE; EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO APCD APCD APCO HM-9171 {own County of San Di(%o - DEH - Hazandous Mateiiais 0ivi5ion ; o