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1 LEGOLAND DR; ; CB151259; Permit
City of Carlsbad 1635 F"'raday Av Carlsbad, CA 92008 09-11-2015 Commercial/Industrial Permit Permit No: CB151259 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title.: Applicant: 1 LEGOLAND DR CBAD COMMIND Sub Type: COMM Lot#:. 0 Construction Type: 5B. 2111000900 $1,940,477.00 Reference# LEGOLAND: NINJAGO DARK RIDE: Status: ISSUED Applied: 04/27/2015 Entered By: JMA Plan Approved: 09/11/2015 Issued: 09/11/2015 Inspect Area Plan Check #: 3,643 SF TEMPLE BLDG// 1,260 SF COVERED Ql,JEUE AREA// FOUNDATION ONLY FOR 12,490 $F METAL BLDG. (DEF!=RRED) PER ESGIL Owner: SCOTT HOLCOMB LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/0 PROPERTY TAX SERVICE CO 24542 CREEKVIEW DR LAGUNA HILLS CA 92653-4209 949-607-8001 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $5,406.10 $0.00 $3,784.27 $86.00 $0.00 $543.33 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $78.00 $1,172.50 PO BOX 543185 DALLAS TX 75354 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF: (4305540) License Tax (3104193) Licen,se Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOT AL PERMIT FEES $0.00 $0.00 $0,00 $2,715.13 $8,755.26 $Q.OO $0.00 $0.00 $0.00 $0.00 $82.00 $2,535.00 $136.77 $0.00 $0.00 $0,00· $0.00 $0.00 $25,294.36 $25,294.36 Total Payments To Date: $25,294.36 8alance Due: $0.00 FINAL APPROVAL Date: /I) ·27--1~ Clearance: _____ _ NOTICE: Aease ta<e !',OTICE thct ~ ri ya.r ptject irdu:les tt-e "lrrµ:siticn" ci fees, cirla:tioos, resEWciicns, er cther exoctioos taeafter ooledively refared to as 'feES'exoctioos." You haw 00 days frantre date tlis µ:JTTitv.as issued to prctest irrµ:siticn ri tJ-ese feES'exoctioos. If ,o.i prctest tren ,o.i rrust fdlcmtt-e prctest i:nxm..res Set forth in Go.ie!iTrert Oxle Sooicn ffil20(a), cn:I file tt-e prctest cn:I ITT/ cther recJ.ired irtooraticn wth treaty ~fer p-ocessi~ in a:xxn:la1re Vlith Qrf~ M.rid~ Oxle Sooicn 3.32.030. Falu-etotirrelyfdlcmthct µ-cx::oo.reVlill l:a" ary subsa:µrt legal cdion to attcd<, re.,iew, Set aside, vcid, er ani their irrµ:siticn. ' -/ .,. / ' THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: JtlPLANNING !21ENGINEERING IZJBUILDING !Z1FiRE _QliEALTH 0HAZMAT/APCD - Cotyof Building Permit Application Plan Check No. ffi 1c:;. l 2 5'1 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value ~iL/// 2.-:¼ Ph: 760-602-2719 Fax: 760-602-8558 Pian Ck. Deposit . / Carlsbad email: build1ng@carlsbadca.gov www.carlsbadca.gov Date 4. '2-7, I~, lsWPPP f ! ., '~b JOB ADDRESS 1 Legoland Drive, Carlsbad, CA 92008 SUITE#/SPACE#/UNIT# IAPN 211 -100 -09 -00 CT/PROJECT# I LOT# _ .I PHASEil r o~u;;s I# BED;;s #BATHROOMS I TENANT BUSINESS NAME I CONSTR. TYPE I occ. GROUP Chris Romo N/A .. Legoland 111-B A-5 DESCRIPTION OF WORK! Include Square Feet of Affected Area(s) New Ninjago dark ride and associated courtyard and activities. The main building comprises of a 12,490 S.F. pre-fabricated metal building (as a deferred approval item), and a 3,643 S.F. conventional woe>d frame building, for a total gross square footage of 16,133 S.F. The dark ride has a pre-show area, loading platform, exit shop, and 3D glasses washing facilities. The food and beverage truck and games unit in the courtyard are deferred approvals. /2-t,,OsF C!>,J)~~ EXISTING USE I PROPOSED USE I GARAGE (SF) PAT_I0S (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS Tent structure / Storage . . Dark Ride N/A 12,315 N/A vesO: No[Zj YES[£1NoO YES(£1NoO APPLICANT NAME ,.Jama; snn11M1 s xdt-i-lofc, P~hERTY OWNER NAME Chris Brzezicki / Legoland 3 We.Y·.&Pfil<ID "" . ADDRESS ADDRESS 24542 Creekview Drive 1 Legoland Drive CITY STATE ZIP CITY STATE ZIP Laguna Hills CA 92653 Carls.bad CA 92008 PHONE 'FAX PHONE 'FAX 949-607-800 ~ -. 760-429-8942 EMAIL -EMAIL I ·,.l~~~hosarch.com Chris.Brzezicki@merlinentertainments.biz DESl«?N PROFESSIONAL Scott holcomb CONTRACTOR BUS. NAME ADDRESS ADDRESS 24542 Creekview Drive CITY STATE ZIP CITY STATE ZIP Laguna Hills CA 92653 PHONE rAX PHONE 'FAX 949-607-8001 EMAIL EMAIL scotthf@ethosarch.com ISTATEUCC 31801 . STATE UC.# ICLASS I 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 tfiat he ls 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 applicantfor a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). Workers' Compensation Declaratlon: I hereby affirm under penalty of peljury one of the following declarations: 0 I have and will malntafn a certificate of consentto self.fnsure for workers' compensation as provided by Section 3700 of the Labor Cede, for the performance of the work for which this permit is issued. D I have and will maintain workers! compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this pennit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co~---------~----~--Policy No. __ ~---------Expiration Date ________ _ This section need not be completed if the permit is for one hundred dollars ($100) or less. D Certificate of Exemption: t certify thatin the performance ofthe workforwhich this pennlt 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. JiS CONTRACTOR SIGNATURE 0AGENT DATE I hereby affirm that I am exempt from Contractor's License law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec_ 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does sµch work himself orthrougtrhis own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold v.ithin one year of completion, the owner-builder will have the·burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The 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). I am exempt under Sectlon ____ .Business and Professions Code for this reason: 1. I per~onally plan to provide the major labor and materials for construction of the proposed property improvement 0Yes 0No 2. I (have / have not) signed an application for a building pennit for the proposed work. 3. I have contracted with the follov.ing person (finn) to provide the proposed construction Onclude name address !phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone/ contractors' license number): 5. I will provide some ofthe work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone I type of work): JiS PROPERTY OWNER SIGNATURE 0AGENT DATE ,, Is the applicant or future building occupant required to submit_ a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Acr? Yes ti No Is the applicant or future building occupant required to obtain a pennit from the air pollution control disbict or air quality management disbict? Yes ,/ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ti No IFANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certifythatl have read the appUcation and state that the above infonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all Cit;yonlinances and State laws relating to building construction. l hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property for inspection purposes. I Al.SO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES 'MilCH MAY IN MN WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA:An OSHA permit is required for excavations over 5'0' deep and dernol"itioo or construclion of slructures over 3 stories in height EXPIRATION: Eve,y permit issued by the Building Official under the provisions of this Code shall expire by limitation and become nuU and void if the buikf111g or WOik authorized by such permit is not commenced within 180 days from the date of such pennit or if the building or work authorized by such permit is suspended or abandoned at any time afferthe WOik is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code) • .J6 APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY fCommercial Projects Only! Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above} OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above} ASSOCIATED CB# . OCCUPANT (Listed above} CONTRACTOR (On Pg.1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION ~APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB151259 Type: COMMIND COMM _Q~~~-Inspection Item ____ _ 10/27/2016 89 Final Combo 10/27/2016 89 Final Combo 10/25/2016 89 Final Combo 10/25/2016 89 Final Conibo 10/19/2016 51 O Finals 04/26/2016 85 T-Bar 04/25/2016 85 T-Bar 04/14/2016 21 Underground/Under Floor 04/13/2016 23 Gas/T esURepairs 04/12/2016 18 Exterior Lath/Drywall 04/12/2016 23 Gas/T esURepairs 04/06/2016 23 Gas/Test/Repairs 03/30/2016 17 Interior Lath/Drywall 03/29/2016' 84 Rough Combo 03/29/2016 89 Final Combo 03/24/2016 84 Rough Combo 03/24/2016 84 Rough Combo 03/23/2016 84 Rough Combo 03/21/2016 84 Rough Combo 03/18/2016 84 Rough Combo 03/17/2016 84 Rough Combo 03/16/2016 12 Steel/Bond Beam 03/09/2016 13 Shear Panels/HD's Inspector Act PB AP RI RI p·s CA RI PB CA PB NR PB AP PB PB PB PB PB PB PB WF WF WF WF PB PD PB PB AP AP NR NR AP AP AP PA PA PA co NS co PA AP 03/03/2016 15 Roof/Reroof PB AP 02/29/2016 11 Ftg/Foundation/Piers PB AP 02/09/2016 11 Ftg/Foundation/Piers PB AP 02/03/2016 21 Underground/Under Floor PB AP 01/11/2016 14 Frame/Steel/Bolting/Weldin PB PA 01/05/2016 16 Insulation 01/05/2016 17 Interior Lath/Drywall PB PB PA PA 12/21/2015 14 Frame/Steel/Bolting/Weldin PB PA 12/09/2015 11 Ftg/Foundation/Piers PB AP 12/02/2015 12 Steel/Bond Beam PB AP 12/01/2015 11 11/30/2015 11 11/19/2015 11 .11/12/2015 11 11/05/2015 11 Ftg/Foundati6n/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Friday, October 28, 2016 PB PB PB PB PB NR NR PA PA NR LEGOLAND: NINJAGO DARK RIDE: 3,643 SF TEMPLE BLDG// 1,260 SF COVE Comments AM PLEASE AM PLEASE REQUESTED CM&I FINAL INSPECTION framing /vents walls only hold downs not done No answer to phone call at site, 9:05, 9:20 Page 1 of 1 · ESI/FME,lnc. • SiRUCTURAL ENGINEERS. & CONSULTANTS PROJECT MEM.O \ PROJECT: "NINJAGO" TEMPLE BUILDING \ DATE PROJECT NO FILE NO SHEET 1 OF 1 at Legoland Carlsbad, Ca CLARIFICATION/PLAN OVERRIDE X FIELD AL TERNA TE/CHANGE FIELD FIX SUBJECT: STRUCTURAL OBSERVATION REQUIREMENTS 03-04-16 E553 E553_pm1 OTHER The occu·paht load of the tem~le building is 207 and is therefore considered Risk Category II per CBC Table 1604.5. In accordance with CBC Section 1704.5, buildings with Risk Category II do not require structural observations by the engineer of record. · Prepared by: ES I/FM E, I Structural E 1800 E. 16th Street; Santa Ana, CA 92701 • (714) 835-2800 • Fax (714) 835-2819 EsGil Corporation In Partnersliip witli (Jovernment for (JJuiCain9 Safety DArE: August 19, 2015 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1259 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Ninjago Dark Ride SE:T: III CJ ABPLICANT ~/JURIS. CJ PLAN REVIEWER CJ FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until co~~ected plans are submitted for recheck . . D The applicant's copiof the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Scott Holcomb ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Scott Holcomb Telephone#: 949-607-8001 Date contacted: (by: ) Em~il: Mail Telephone Fax In Person ~ REMARKS: Set Ill "Owner" is Set II with slipsheets. By: Eric Jensen EsGil Corporation 1:8'.1 GA ~ EJ O MB O PC Enclosures: 8/13 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersliip witli government for <Bui{ain9 Safety DATE: June 29, 2015 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1259 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Ninjago Dark Ride SET: II Legoland lJ _..APP!..ICANT A JURIS. lJ PLAN REVIEWER lJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. · D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ts] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ts] The applicant's copy of the check list has been sent to: James Smathers D 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: James Smathers Telephone#: 949-607-8008 ~ate C911tacted: ~ (by: ~mail: ScottH@ethosarch.com I jamess@ethosarch.com b Mai!V Telephone Fax In Person D REMARKS: By: Kurt Culver EsGil Corporation 0 GA 0 EJ O MB O PC Enclosures: 6/22/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' Carlsbad 15-1259 June 29, 2015 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 (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS 3. All sheets of the plans ~nd tble.firstsheetof.the·,calctilaUoh~ are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. THE CALCULATIONS HAVE NOT BEEN SIGNED. STRUCTURAL 26. 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 info the plans (required by the soil report). NO LETTER HAS BEEN PROVIDED. Carlsbad 15-1259 June 29, 2015 ADDITIONAL 37. Please see the following sheets for MEP corrections. To speed up the review process, please 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: 1:1 Yes 1:1 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. · ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 42. Include the site pole light fixture height and the structural base detailing. What height is the pole? 44. Check the egress lighting at rooms 115 as well as the exterior landings on the north side of the building ride area·s. How is the egress lighting provided in these locations? 45. Has an exit sign design be submitted? Review CBC 411 for requirements. Include under the deferred items on the Title Sheet compliance with CBC 411. 7 "exit marking" for the ride areas. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (85.8) 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 15-1259 June 29, 2015 PLUMBING AND MECHANICAL CORRECTION$ PLAN REVIEWER: Glen Adamek PLUMBING (2013 CALIFORNIA PLUMBING CODE) 59. Provide the gas line sizing calculations for the existing plus new gas lines for the existing plus new gas loads. Please include gas pressures, piping types, gas demands, pipe lengths, and pipe sizing method used. CPC 1216.0. What I'm looking for is the gas capacity for the existing system, the existing gas load, and the new gas load to verify that the existing gas system will support the new gas ioads. How was this determined? Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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 (l'artnersli.ip witli <]overnment for (JJui{aing Safety DATE: May 6, 2015 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1259 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Ninjago Dark Ride SET: I Legoland · !:Y,PLICANT ~:_~RIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans .transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to: James Smathers D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Smathers Telephone#: 949-607-8008 /Date col)tacted:6 /(R (by~Email: ScottH@ethosarch.com D "5v,ail il'relephone Fax In Person } t{ M-l-,~ s CD ~th~ tl rch. C.OY\'\. REMARKS: 0 By: Kurt Culver EsGil Corporation [8J GA [8J EJ O MB O PC Enclosures: 4/28/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-1259 May 6, 2015 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-1259 OCCUPANCY: A-5 TYPE OF CONSTRUCTION: III-B ALLOWABLE FLOOR AREA: OK SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/27/15 DATE INITIAL PLAN REVIEW COMPLETED: May 6, 2015 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Amusement Ride ACTUAL AREA: 16133? STORIES: 1 HEIGHT: OCCUPANT LOAD: 439 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/28/15 PLAN REVIEWER: Kurt Culver This plan review is limited to the technical requirements contained in the California version of 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 2013 CBC, which adopts the 2012 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 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) .where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to. enclose the marked up list when you submit the revised plans. Carlsbad 15-1259 May 6, 2015 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please provide a construction cost estimate for this project. • PLANS 3. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 4. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). 5. On the cover sheet of the plans, specify any items that will have a deferred submittal (metal building, fite sprinklers/alarms, etc:). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. 1he deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Carlsbad 15-1259 May 6, 2015 • LOCATION ON PROPERTY 6. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 705.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a si_ngle building. If this exception is used, show how the building(s) will comply. Section 503.1.2. 7. When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing - building shall be such that the exterior wall and opening protection of the existing building meets the criteria of Sections 705.5 and 705.8. Section 705.3. • TYPE OF CONSTRUCTION 8. The plans shall demonstrate compliance with the unique requirements for each Type of Construction. See Sections 601, 602 and 603. The following specific area(s) should be addressed: a) Per Section 602.3·, the exterior walls must be of non-combustible construction (the entire wall assembly). Exception: Fire-retardant treated wood may be used within the assembly. b) Per Table 601, the exterior bearing walls must be of 2-hour construction. This governs over Table 602. c) In California, Table 601 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, by modifying Footnote 'b' so as to require fire protection for the structural frame. • ROOFS 9. Specify on the plans the following information for the roof materials, per Section 1506.3: a) Manufacturer's name and Product name/number. b) ICC approval number or equal. • ACCESSIBILITY 1 0. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. Carlsbad 15-1259 May 6, 2015 • NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) The California Building Standards Commission 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 following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 11. Storm water pollution prevention. Note on the site plan that for projects which disturb less than one acre of land shall prevent the pollution of storm water runoff from the construction activities through one or more of the following measures (Section 5.106.1 ): a) Best management practices (BMP). Prevent the loss of soil through wind or water erosion by implementing an effective combination of erosion and sediment control and good housekeeping BMP. See Section 5.106.1.2 for specifics. b) Local ordinance. 12. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 13. Grading and paving. Note on the plans that the site grading or a drainage system will manage all surface water flows to keep water from entering buildings. CGC Section 5.106.10. 14. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. 15. Waste management. Note on the plans that the contractor must 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 5.408.1.1. 16. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 17. Waste reduction. Note on the plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. Carlsbad 15-1259 May 6, 2015 18. Recycling. Note on the plar)s that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. 19. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. 20. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. 21. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 22. Pollutant control. Note on the plahs that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. 23. Pollutant control. Note on the plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504. 7. 24. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. • STRUCTURAL 25. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. 26. 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 (when required by the soil report). 27. It appears that this building should be classified as Risk Category Ill (occupant load= 439). As such, the lateral calculations must be revised to use a higher Importance Factor. Carlsbad 15-1259 May 6, 2015 . 28. Structural Observations for SOC D, E, and F Structures. Structural observation should be provided and noted on the plans because of one of the followir:1g conditions. (Section 1704.5) a) The structure is classified as Risk Category 111 or IV. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300. 29. If Structural Observation is required, note on the plans: "The owner shall employ a registered design professional to perform structural observations. Deficiencies shall be reported in writing to the owner and the building official. At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved." Section 1704.5. 30. In the lateral calculations, seismic forces must be increased by a factor of 1.3 to account for redundancy (Seismic Design Categories D through F), per ASCE 7- 10, Section 12.3.4.2. 31. On sheet S-1, please specify rebar for the 26" footing near grid G/9. 32. Specify the size of the pad footing near grid G.5/10.9. 33. There are some footing details referenced on S-1 that haven't been provided (7/FD1, 8/FD1, etc.). 34. Please verify that the 9' height specified for the Hardy Frames is correct. 35. On sheet S-3, why are some of the steel columns offset from the actual footing line (on Line A)? • ADDITIONAL 36. On sheet A-1.2, please clarify the reference to Section 30§.1 and the statement that spaces with occupant loads less than 100 are A-5 occupancies. This isn't a church. 37. Please see the following sheets for MEP corrections. 38. To speed up the review process, please 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. · 39. 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: D Yes D No Carlsbad 15-1259 May 6, 2015 40. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 41. The mechanical electrical schedules and the mechanical mechanical schedule don't match. Please review. (Single line is okay, however) 42. Include the site pole light fixture height and the structural base detailing. 43. Plan Notes are not completed on the sheets. 44. Check the egress lighting at rooms 117 and 115 as well as the exterior landings on the north side of the building ride areas. 45. Has an exit sign design be submitted? Review CBC 411 for requirements. 46. If compliance with CEC 110.26(C) is necessary, revise the door swing and specify panic hardware. (Check room 106 as well) 47. Describe, on the Title Sheet, when the ride electrical (control, lighting, and power) will be permitted and installed. CEC Article 522 48. Are there any "wet'' locations requiring GFCI protection for receptacles per CEC 210.8(8) on this ride? If so please identify. ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) 49. Both building types have identical construction assemblies? One is field assembled, the other "premanufactured". Please explain. 50. Include the LTG energy forms. 51. Demand control ventilation is required for single zone systems when: • They are installed with an outdoor air economizer. • The systems serve a space with an occupant load of 40 square feet per person. • Note on the plans and detail appropriate controls. Note: If you have any questions regarding this Electrical 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 15-1259 May 6, 2015 PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad ' + PLAN REVIEW NUMBER: lS-1259 PLAN REVIEWER: Glen Adamek DATE: 5/6/2015 SET: I GENERAL AND ARCHITECTURAL PME ITEMS 52. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 53. The incidental use area laundry room over 100 square feet floor area (Wash Room #111 seems to be a Laundry Room), shall be separated from the remainder of the building by a (fire barrier or horizontal assembly) or be provided with an automatic fire extinguishing system installed in construction that is capable of resisting the passage of smoke. CBC, Section 509.0: "the incidental accessory occupancies shall be separated form the remainder of the building by construction capable of resisting the passage of smoke. The walls shall extend from the floor to the underside ceiling that is a component of a fire-resistance- rated floor assembly or roof assembly above or to the underside of the floor or roof sheathing, deck or slab above. Doors shall be self-or automatic closing upon detection of smoke in accordance with_ Section 716.5.9.3. Doors shall not have air transfer openings and shall not be undercut in excess of the clearance permitted in accordance with NFPA 80. Walls surrounding the incidental accessory occupancy shall not have air transfer openings unless provided with smoke dampers in accordance with Section 710.7." 54. The required mechanical energy design seems to be missing. Please provide. 55. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per CBC, Sections 1013.6 & 1013.7: Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 56. Provide calculations to show compliance with CPC Section 422 & Table 422.1. (Minimum Plumbing Facilities). 57. Please provide riser or isometric drawings for the gas lines from the public gas meter to the new gas fired equipment. 58. Detail the gas regulator requirements: An accessible shut-off valve installed upstream of the regulator and vented to the exterior. CPC 1209. 7 & 1211.10. Cadsbad 15-1259 May 6, 2015 59. Provide the ga~ line sizing calculations for the existing plus new gas lines for the existing plus new gas loads. Please include gas pressures, piping types, gas demands, pipe lengths, and pipe sizing method used. CPC 1216.0 60. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. CPC 1211.8. 61. Please provide cut-sheets, listing data, and installation instructions for the three Washers in the Wash Room #111. (Laundry Room?) 62. Show the required floor drains in the laundry rooms in commercial buildings, as per CPC. Section 418.3.3. 63. For backwater valve review, please show the upstream sewer manhole rim elevation (manhole cover elevation) and finished floor elevations. CPC 710.0 Backwater valves are: a) Mandatory: Fixtures installed on a floor level below the next upstream manhole cover elevation require backwater protection. b) Optional: Fixtures installed on a floor level below the next upstream manhole cover elevation however they (the fixtures) are not below the manhole cover. c) Not Allowed: For waste systems with fixtures installed on a floor level above the next upstream manhole cover elevation. · 64. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. 65. Provide complete drain, waste and vent plans. 66. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5 67. Provide the following information concerning the water heater: a) Show water heater type, size, and location on plans. CPC 501.0 b) Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 507.2 c) Show P & T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 608.5 d) An expansion tank or other approved device is required downstream of a water pressure regulator, check valve, or backflow preventer. CPC 608.3. Carlsbad 15-1259 May 6, 2015 68. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1106.0 MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 69. Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. No mechanical energy design found in the plan package. 70. Please provide the NRCC-MCH-3-E forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. Title 24 121(b)2 & (d). 71. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CMC 304.2. Please provide. 72. Roof access ladders require landings at no greater a separation of 18', measured from floor level. CMC 304.2.1.2 73. Provide the exhaust and make-up air design for the occupancy type listed in Table 403.7. 74. l::nvironmental exhaust duct terminations may be no closer than 3' from a property line or 3' from openings back into the building. Revise the duct layout or clearly note on the plans that the exhaust termination will be no closer than 3' to the window. CMC 504.5 75. Product conveying exhaust terminations may be no less than 1 0' above grade, to the property line, or from openings back into the building or 3' from an exterior wall or roof. CMC 506.9 76. Plans show washer but no dryers. Please explain. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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 15-1259 May 6, 2015 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2013 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. 1. Please justify having a stair (instead of ramp), as shown outside of Door 109A. 2. Provide 18" strike-side clearance at Door 103A 3. Show that handrails extend ~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. The extensions of handrails shall be in the same direction of the stair flights. Section 11 B- 505.10. THE EXTENSIONS DON'i SEEM TO BE SHOWN PROPERLY ON SHEET A-3.1. 4. Please revise the handrail height shown in detail 1/A-2.10 (30" to 34" hasn't been in the code for more than a decade). 5. Provide a note on the plans stating that the audible and visual alarms will comply with the provisions of Title 24 Section 907. End Carlsbad 15-1259 May 6, 2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A-5 PLAN CHECK NO.: 15-1259 DATE: May 6, 2015 BUILDING AREA Valuation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. Ride 16133 110.52 1,783,019 Air Conditioning 16133 6.03 97,282 Fire Sprinklers 16133 3.73 60,176 TOTAL VALUE 1,940,477 Jurisdiction Code-cb By Ordinance Bldg. Permit Fee by Ordinance EJ $5,406.101 Plan Check Fee by Ordinance I • I $3,513.971 Type of Review: 0 Complete Review D Structural Only D Repetitive Fee · 1..-1 Repeats D Other 0 Hourly EsGil Fee ----!Hr.@' $3,027.421 ,, «~ ~ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: W Building Permit O Right-of-Way Permit [J My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Project Storm Water Threat Assessment Criteria* Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge No Threat Assessment Criteria 0 My project qu·alifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on .the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier 1 -Low Threat Assessment Criteria 0 My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results iri some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 -Moderate Threat Assessment Criteria 31 My project does. not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area orihe Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of. a storm drain inle~ an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 -Significant Threat Assessment Criteria 0 My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance.areas: and/or 0 My project is pc;1rt ofa phased development plan thatwlll cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and mafntenance-areas~or, 0 My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are-true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of.the Carlsbad Municipal Code and to Citv Standards. Project Address: Assessor Parcel No. l L..~o~Q, cAIZ.L...~~o Tille: Date: ~\S-04·:2.7 *The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. 8-24 Page 1 of 1 Rev.03/09 ... ~~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I.· iNSTRU~llONS: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in .advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. · '' ', $TEP1 ., " '' TO BE COMPLETED FORALL PROJECTS _.,,,' ,. . -·-.... To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: ( 1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulfcally disconnected from X paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets ciuidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are X designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant informati9n. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of3 Effective 6/27/13 I «~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov --STEP2 ---'to aE COMPl-ETED _FOR ALL NEW OR REDEVELOPMENT PROJECTS : ,_ -- To determine if your project is a priority development project, please answer the following questions: YES 1. Is your project a new development that creates 10,000 square feet ot more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public X development projects on public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, X industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant'? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumotfon. 4. Is your project a new or redevelopment projectthat creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural $lope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used·persona/fy for business or for commerce. 6. Is your project a new or reqevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA}? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the ,:,roiect to the ESA (i.e. not commin_qles with flows from adjacent lands).* 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles ,:,er day. 10. ls your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expectec! to generate pollutants post construction? 11. ls your project located within 200 feet of the Pacific Ocean and ( 1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? NO X X X X X X X X X If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Mamigement Plan (SWMP) must be submitted with your application(s} for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements'' box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP} is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page2of3 Effective 6/27/13 J «~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov . STEP3 . · . . · · TO BE COMPLETED FOR ijEDEVELOPMENT .PROJECTS Tt,JAt ARE PRIORITY btzyELOPEPt1ENT PROJECTS ONLY Com lete the uestions below re ardin our redevelo ment ro·ect: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in·an amount of less than x 50% of the surface area of the reviousl existin develo · ment? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "m ro · ect meets PDP-re uirements" box and com lete a licant information. STEP4 CH~CK Tl:(E APPROPR,IATI;'. BOX AND COMPLETE APPLICANT INFORMATION, ·. • 3:1 My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project Refer to SUSMP for details. 0 My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Accessor's Parcel Number(s): Applicant Title: .'.::) . n,,.J: C: C. r~ L.. Date: This Box for City Use Only City Concurrence: NO By: * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board 0N ater Quality Control Plan for the San Diego Basin ( 1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program withln the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copennittees. · E-34 Page 3 of3 Effective 6/27/13 PLAN.CHECK REVIEW TRANS MITT AL DATE:07/08/2015 PROJECT NAME: LEGOLAND NINJAGO·NEW RIDE PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1 LEGOLAND DRIVE Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB151259 APN: 211-100-09-00 SLUATION: Q -~ '1,.. This plan check review is complete and has been APPROVED by the ENGINEERING C\. ~ ~-/J Division. ~ . ' (}r~ ,¢. y: VALRAYNEL$ON rf:'f'-O? A Final-Inspection by the ENGINEERING Division is required ./ Yes No \? X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 1 X1 NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: JAMES@ETHOSARC_H.COM You may also have corrections from one or more of the divisions listed below. Approval from tht;se divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisi.ons. For questiorts or clarifications on the attached Ghecklist pleas·e contact the following reviewer as marked: .,. ' ... PLANNING E·NGINEERING :p1R:E PREVENTION· . •. . 760~602-46-10 . 760-602-2750 . 7'60-(?02-4665 .. · ' .. Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy \/\.long 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ,/ ValRay Marshall Dominic Fieri 760-602-2773 760-602-4664 ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: 2 E-36 Set# 1 Any outstanding issues will be marked with X . Make the necessary corrections for compliance with applicable codes and standards. Submit con-ected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit' requirements are marked with ,/ 1. SITE PLAN Provide a fUlly dimensi_oned site plan drawn to scale. Stiow: l:=J 1 ] North arrow [:] : I Existing & proposed structures D l I Existing street improvements D l I Property lines (show all dimensions) D D f:asements CJ· ! I Right-of-way width & adjacent streets Show on site plan: I I r-, Drainage patterns c=J C::.=: Driveway widths I __ J l.. __; Existing or proposed sewer lateral [=! [_j Existing or proposed water service I -] 1.:=._J Submit on signed approved plans: DWG No. D D Building pad surface drainage must maintain a minimum slope Qf one percent towards an adjoining street or an approved drainage Gourse. · D DADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". D O Existing & proposed slopes arid topography c:J Osize, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. o· D Sewer and water laterals should·not be located within proposed driveways, per standards. Include on title sheet LJ D Site address CJ L_J Assessor's parcel number r . I D Legal description/lot number D 1-7 For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. D D Show all existing use of $F and.new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6/01/12 CDP 15-19 NIA N/A E-36 Set# 2-. D1$CR.ETIQNARY APPROVAL COMPLIANCE l X I D Project does not comply with the following engine·ering conditions of approval for project no.: I WILL BE ABL.E TO FURTHER REVIEW THIS BUILDING PERMIT ONCE THE CPD IS APPROVED. 3. DEDiCATION. REQUiREMENTS D D Dedication for all street rights-of-way adjacent to the buil\iling site an\il any storm drain or utility easements on the builcling site is required fbr all new buil0ings and f9r remodels with a value at or exceeding $ 24,000 , pursuMt to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost$ I 15,00. i .l D Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS D L] All n~eded publi? i.mprovements. wjjon and adjacent to the building site mwst b~ constructed at time of building construction whenever the value of the construction exceeds $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. D D Public improvements required as follows: sidewalk, underground utilities L .. J 1 · ·1 Construction of the public improvements must 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 $ 444-W-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. Processing fee $157.00. f=--= i ·1 Future public improvements required as follows: Page 3 of6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 2 E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. O Qlnadequate information available on site plan to make a determinatioh on grading requirements. lnGlude accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" . [=] c__--:--1 Grading Permit required. NOTE: rhe grading permit must be issued and rough grading approvai 0btained prior to issuance of a building permit. C:1 ::=_-] Graded Pad Certification required. (N0te: Pad certification may be required even if a grading permit is not required.) All required documentation mwst be pro'v'ided to your Engineering Construction Inspector . The inspector will then pr.ovide the engineering counter with a release for the building permit. D D No grading permit required. o· D Minor Grading Permit required. See attached' marked-up submittal checklist for project- specific requirements. 6.. MISCELLANEOUS PERMITS i--·-, ,-----tRIGHT-OF-WAY PERMIT is required to do work in city right-bf-way and/or private work 1---t ___ ..,__.._J - adjacent to the public right-of.way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into .public storm drain, sewer and water utilities. D D Right-of-way permit required for: Driveway Page 4 of6 REVS/01/12 2 E-36 7. STORM.WATER Construction Compliance r·-i ; 7-Project Threat Assessment Porm complete. _____ J ._I i=J Enclosed Project Threat Assessment Form incomplete. Set# 1 1--1 !/ Requires Tier 1 Storm Water Pollllltion Prevention Plan. Please complete attached form -···' ___ ] and return (SW 15-186 ) D LJ Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-bev.eloptnent {SUSMP} Compliance Cl. [ZJ Storm Water Standards Questionnaire complete. CJ I J Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. [ =] r-···1 Project is subject to Standard Storm Water Requirements. See city Standard Urban --Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/buildinq/Documents/EngStandsw-stds-vol4-ch2.pdf r· ; r 7 Project needs to incorporate low impact development strategies throughout in one or more of the following ways: 0 Rainwater harvesting (rain barrels or cistern) I I Vegetated Roof [J Bio-retentions cell/rain garden LJ Pervious pavemenUpavers l · I Flow-through planter/vegetated or rock drip line· L.] Vegetated swales or rock infiltration. swales D Downspouts disconnect and discharge over landscape D Other: Page 5 of6 REV 6/01/12 2 Attachments: E·36 Set# 1 9. WATER METER REVIEW Domestic (potable) Use D D What size meter is required? r--J I FYU Wher.e a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity Charge and the water treatment capacity charge will be base<::! on the size of the meter necessary to meet the water use te(!uirements, LJ lfYI l For resiaential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one (!Uarter (1/4) acre wherE? the meter size shall be¾". 8. FEES 1---·7 ,--! ----.! DC l DD DD Required fees have been entered in building permit. Drainage fee applicable Added square fe'et over soo Added square footage in last two years? Dyes [J no Permit No. Permit No. Project built after 1'980 0 yes D no Impervious surface > 50% Dyes Ono Impact unconstructed facility Dyes Ono Fire sprinklers required Dyes Ono (is addition over 150' from center line) Upgrade O yes O~o No fees required 1 o. Additional Com men.ts . Engineering Application . Storm Water Form Page 6 of 6 ; Right-of-Way Application/Info. Reference Documents D REV 6/01/12 + .. Fee Calculation Worksheet E:NGINEERING DIVISION Prepared by: 07/08/2015 Date: 07/08/2015 GEO DATA: LFMZ: / B&T: Address: 1 LEGOLAND DRIVE Fees. ~pdate by: Date: 07/08/2015 Fees Update by: Bldg. Permit#: CB151259 Date: . EDU CALCULATIONS: List types and square footages for alf uses. Types of Use: Sqlt./Units EDU's: Types of Use: Sq.Ft/Units EDU's: Types of Use: Sq.Ft/Units EDU's: Types of Use: Sqlt./Units EDU's: AOT CALCULATIONS: List types and square footages for all uses. 'fypes of Use: Sq.Ft/Units ·AD1's: Types of Use: Sq.Ft/Units ADT's: Types of Use: Sq.Ft/Units ADT's: Types of Use: Sq:Ft./Units ADT's: · FEES REQUIRED: Within CFD:OYES (no bridge & thoroughfare fee in District #1, re-duces Traffic Impact Fee) ONO 1. PARK-IN-LIEU FEE:ONW QUADRANT flJ NE QUADRANi OSE QLJADARANT QSW QUADRANi ADT'S/UNITS: 2.TRAFi=IC IMPACT FEE: I X FEE/ADT: I =$ D ADT'S/UNln X FEE/ADT: • . I 3. BRIDGE & THOROUGHFARE FEE: CJ DIST. #1 I=$ ODIST.#2 ADT'S/UNITS: FEE/ADT: 1=$ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: I=$ I=$ I=$ . 5. SEWER FEE EDU's BENEFIT AREA: EDU's. 6. DRAINAGE FEES: ACRES: 7. POTABLE WATER PEES: I IX FEE/EDU: 1x PLDA: 1x FEE/EDU: OHIGH. FEE/AC: 0MEDIUM I=$ D ODIST.#3 0L.OW D D D D D UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL ---- :i., «~ ¥ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov DATE: Aug 19, 2015 PROJECT NAME: NINJAGO PROJECT ID: SDP 96-14 PLAN CHECK NO: CB 15-1259 SET#: 2 ADDRESS: 1 Legoland Dr APN: 211-100-09-00 . IZI This plan check review is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Planning Division is required IZI Yes D No. You m·ay a/so have corrections from one or more of the divisions listed below. Approval from ·these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or ihcorrect are listed on the attached_ checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: scotth@ethosarch.com For question~ or clarifications on the attached checklist please contact the following reviewer as marked: '· ' __ :. ,:;pl.ANNING · · 76~60~:.J6!10 _.. . ,. ... , . D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov · Van Lynch. 760-602-4613 Van Lynch@carlsbadca.gov ENGIN.EERING · 760-602-2750 D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov D ValRay Marshall 760-602-2741 ValRay.Marshall@carlsbadca.gov · D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: Subject to approval of the· SDP and CDP. ;FtR1tPR-EV~Nt19;~r. ; :: :.·:;1 . 760-6Q;2,-4665_: , · ,. . . . .,. ',,, •, -.. ' ',•· . ' D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov REVIEW#: 1 2 3 [8:100 0 0 t8l [8] D D Plan Check No. CB 15-1259 Address 1 Legoland Dr Date 08/19/15 Review#~ Planner Van Lynch Phone (760) 602-4613 APN: 211-100-09-00 Type of Project & Use: LEGOLAND Ninjago attraction Net Project Density:n/a DU/AC Zoning: C-T-Q General Plan: TR Facilities Management Zone:~ CFO (in/out) #_Date of participation:out Remaining net dev acres:Q (For non-residential development: Type of land use created by this permit: theme park) · Legend: [8] Item Complete Environmental Review Required: DATE OF COMPLETION: 0 Item Incomplete -Needs yoµr action YES [8] NO O TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Ap.proval: Discretionary Action Required: YES [8] NO 0' TYPE Minor SOP/CDP APPROVAL/RESO. NO. DATE 07/29/15 PROJECT NO, 15-11/CDP 15-19 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES ,[8], NO D CA Coastal Commission Authority? YES O NO ,[8], ff. California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, $an Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Required Habitat Management Plan N/A Data Entry Completed? YES O NO 0 ,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!) lnclusionary Housing Fee required: YES O NO [8] (Effective date of Inclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES O NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) [8] D O Housing Tracking Form (form P-20) completed: YES O NO O N/A [8] P-28 Page 2 of 3 07/1 1 . . Site Plan: ~DD ~DD DOD IZl DD ~DD ~DD gi D D IZl D D DOD Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES O NO ~ 2. Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 300' Shown >300' Required~ Shown >35' Required __ Shown __ Required __ Shown_·_ Required--. Shown __ 2. Accessory structure setbacks: N/A Front: Required __ Shown __ Interior Side: Required __ Shown __ Street Side: Required __ Shown __ Rear: Required __ Shown __ Structure separation: Required __ Shown __ 3. Lot Coverage: Required N/A Shown __ 4. Height: Required :s; 35' Shown 32'2" 5. Parking: Spaces Required __ _ Shown __ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ Additional Comments OK TO ISSUE AND ENT~RED APPROVAL INTO COMPUTER VL DATE 08/19/2015 P-28 Page 3 of 3 07/11 , .. July 29, 2015 Chris Brezicki ('Cityof .Carlsbad Merlin Entertainment Group l Legoland Drive Carlsbad, CA 92008 SUBJECT: MINOR SITE DEVELOPMENT PLAN SOP 15w11/MINOR COASTAL DEVELOPMENT PERMIT CDP 15-19 -LEGOlAND NINJAGO. BUILD . A BOAT AND SEALIFE MAINTENANCE BUILDING -Request for approval of a Minor Site Development Plan and Minor Coastal Development Permit (SOP 15-11/CDP 15-19) for the demolition of exl;Stlng improvements to build a ne~ 16,133 square foot dark ride attraction building with retail shop, adjacent queue line, courtyard with interactive games and food and beverage truck, a 2,479 square foot build a boat interactive exhibit and a 2,300 Sealife maintenance building within the Legoland California Theme Park on property generally located north of Palomar Airport Road, ·south of Cannon Road, east of Armanda Drive and west of The Crossings Drive in the Mello ii Segment of the Local Coa,stal Program and in Local Facilities Management Zone 13. Dear Mr. Brezicki, The City Planner has completed a review of your appliccition for a Minor Site Development Plan and Minor Coastal Development Permit (SDP 15-11/CDP 15-19) for the demolition of existing. improvements to build a new 16,133 square foot dark ride attraction building with retail shop, adjacent queue line, courtyard with interactive games and food and beverage tn-1ck, a 2,47'9 square foot build a boat interactive exhibit and a 2,300 square foot Sealife maintenance building within the Legoland California Theme Park on property generally located north of Palomar Airport Road, south of Cannon Road, east Qf Armanda Drive and west of The Crossings Drive in the Mello II Segment of the Local Coastal Program and [n Local Facilities Management Zone 13. A notice was sent to property owners within a 100' radius of the subject property requesting comments regarding the above request. No comments were received within the fifteen day notice p~riod {ending on July 29, 2015). After careful consideration of the circumstances surrounding this request, the City Planner has determined that the findings required for granting a Minor Site Development Plan and Minor Coastal Development Permit can be made and th~refore, APPROYES this request based on the following findings and conditions. Findings: 1. That the requested use is properly related to the site, surroundings and environmental settings, is consistent with the various elements and objectives of the General Plan, will not be detrimental to existing uses or to uses specifically permitted in the area in which the prQposed use is to be located, and will not adversely impact the site, surroundings or traffic circulation, i'n that the project is consistent .with the Travel Recreation General Plan Land Use designation and development will be Community & Economic Development Planning Division I 1635 Farac!ay Avenue Carlsbad, CA 92008-7314 I 760-602-4660 I 760-.602-8560 f I www.carlsbadca.gov SDP 15-11/CDP 15-19-LEGOLAND NINJAGO, BUILD A BOAT ANO SEALIFE MAINTENANCE. BUILDING July 29, 2015 Pa e 2 required to comply with the· development standards of the Carlsbad Ranch Specific Plan which is found to be consistent with the various elements of the General Plan and that the project design complies with the requirements of the Carlsbad Ranch Specific Plan. Development of the proposed area will not encroach Into the required building and landscape setbacks for the perimeter of the site. The required building and landscape setbacks provide an appropriate buffer between the LEGOLAND Park and existing, as wel! as future, commercial tourist development. There is not a" significant traffic increase associated with the proposed attraction ahd any additional traffic would not exceed the original projected traffic generation for the project. · 2. That the site for the intended use is adequate in size and shape to accommodate the use, In that all applicable code requirements have been met. All required parking has been constructed and the Infrastructure needs of the inner park development were planned for with the Initial park construction. 3. That all yards, setbacks, walls, fences, landscaping, and other features necessary to adjust the· requested use to exfsting or permitted future uses in the neighbo'fhood will be provided and maintained, in that screen wal_ls, berming and landscaping have been constructed to screen service areas for t~e park. The proposed attraction is an Inner park attraction and will not be readily visible from the perimeter of the park. Adequate vehicle and cus parkin~ and turning movements were included on-site with the construction of Initial lr,provements. A service road was constructed around the perimeter of the Inner Park for operational needs and emergency vehicle access. Several access points were provided to the service road for emergency vehicles. Pedestrian connections were also constructed to the overall pedestrian circulation system of the Carlsbad Ranch. 4, That the street system serving the proposed use is adequate to properly handle all traffic generated .by the proposed use, in that the proposed i~ner park development improvements were included in the original circulation analysis prepared for program EIR 94-01 for the Carlsbad Ranch Specific Plan. The circulation analysis considered the bulldoyt of the park and the corresponding ' attendance levels with park buildout. 5. The City .Planner has determined that: a. the project is a subsequent activity of a project for which a program EIR was prepared, and a notice for the activity has been given, which iricludes statements that this activity is within the scope of the program approved earlier, and that the program EIR adequately describes the activity for the purposes of CEQA) [15168(c)(2} and (e}]; b. this project is consistent with the project cited above; c. Program Environmental Impact Report {EIR 94-01) for Carlsbad Ranch Specific Plan Amendment was certified in connection with the prior project or plan; d. the project has no new significant environmental effect not analyzed as significant in the prior EIR; e. none of the circumstances requiring a Subsequent EIR or a Supplemental EIR under CEQA Guidelines Sections 15162 or 15163 exist. ,, .. • SOP 15-11/CDP 15·1~ -LEGOLAND NINJAGO, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING July 29, 201s Pa e 3 6. The City Planner finds that the project, as conditioned herein, is in conformance with the Elements of the City's General Plan and Carlsbad Ranch Specific Plan SP 207 in that the project is consistent with the Travel Recreation General Plan land Use designation and development will b~ required to comply with the development standards-of the Carlsbad Ranch Specific Plan which is found to be consistent with the various elements of the General Plan and that the project design complies with the requirements of the Carlsbad Ranch Specific Plan. 7. The project_ is consistent with the Citywide Facilities and Improvements Plan, the Local Facilities Management Plan for Zone 13 and all City public facility policies and ordinances. The project includes elements or has been conditioned to construct or provide funding to ensure that all. facilities and improvements regarding sewer collection and treatment; water; drainage; circulation; fire; schools; parks and other recreational facilities; libraries; government administrative facilities; and ·open space, related to the project will be installed to serve new development prior to or -concurrent with need, Specifically, · a. The project has been cond!tioned to provide proof from the Carlsbad School District that the project has satisfied its obligation f9r school facilities. b. A ·growth management park fee of 40 cents per square foot of non-residential development will be collected at the time of building permit Issuance. This fee will be used to construct recreational facilities to offset the demand created by employees Within Zone 13. c. Park-in-lieu fees are required by Car:lsbad Municipal Code Chapter 20.44, and will be collected prior to issuance cif building permit. d. The Public Facility fee is required to be paid by Council Policy No. 17 and will be collected prior to the issuance of building permit. 8. The project is consistent with the adopted Airport Land. Use Compatibility Plan for the McClellan- Palomar Airport (ALUCP)., dated October 2004, in that the-project is compatible With. the projected noise levels of the ALUCP; and, based on the noise/lanq use compatibility matrix of the ALUCP, the proposed land use is compatible with the airport·in that areas of the site are within the 60 and 65 CNEL noise contours and the park was .considered a compatible land use at these noise levels. 9. That the project is consistent with the City's Landscape Manual (Carlsbad Municipal Code Section 14.28.020 an·d Landscape Manual Section I B). 10. That the proposed development is in conformance.with the Certified Local Coastal Program and all applicable policies in that the P,roject consists of the con.sttuction of a new 16,133 square foot dark ride attraction building with retail shop, adjacent queue line, courtyard with interactive ga1T1es and foocf and beverage truck, a 2,479 square foot !,ulld a boat interactive attraction and a 2,300 square foot Sealife maintenance structure within the Legoland California theme park on ,a lot designated as Travel Recreation Commercial (TR), by the Mello II Land Use Plan. The proposed water attractions will not obstruct' views of the coastline as seen from public lands or the public right-of-way, nor otherwise damage the visual beauty of the coastal zone. No agricultural uses currently exist on the site, nor are there ·any sensitive resources located on the property. In addition, the proposed i;lttraction is not located In an area of _known geologic Instability or flood hazards. Since the site does not have frontage along the coastline, no public opportunities for "coastal shoreline access are avallable from-the subject site. Furthermore, the Travel Recreation Commercial-designated site is not suited for open water-oriented recreation activities. SDP 15-11/CDP 15~19 -lEGOLAND NINJAGO, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING· July 29, 2015 Pa e4 · 11. The proposal is in conformity with the public access and recreation policies of Chapter 3 of the Coastal Act in that the site ls not located adjacent to the shore, Therefore, the project will not interfere with the public's right to physical access to the sea and. the site is not suited for open water-oriented recreation activities. 12. The project is consistent with the provisions of the Coastal Resource Protection Overlay Zone tr-(Chapter 21.203 of the Zoning Ordinance) In that the project will adhere to the City's Master Drainage Plan, Grading Ordinan~e, Storm Water Ordinance, Standard Urban Storm Water Mitigation Plan (SUSMP), and Jurisdictional Urban Runoff-Management Program (JURMP) to avoid Increased urban runoff, pollutants, and soil erosion; no development is proposed In areas of steep natural slopes (~ 25% gradient); no native vegetation is_ located on the subject property; and, the site is not located in an area prone to landslide~, or susceptible to accelerated erosion, floods or liquefaction. 13. The City Planner has reviewed each of the exactions imposed on the Developer contained in this approval letter, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree of the exaction is in rough proportionality to the impact caused by the project. Conditions: l. Approval is granted for SOP 15-11/CDP 15-19 -LEGOLAND NINJAGO, BUILD A BOAT, AND SEALIFE MAINTENANCE BUILDING as shown on Exhibits 1'A" --"ZZ" dated July 22, 2015 on file In the Planning Division and incorporated herein by. reference. Development shall occur substantially as shown unless otherwise noted in these conditions. 2. If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of SJJCh conditions fail to be so implemented and maintained according to their terms, the City shall have the righ"tto revoke or modify all approvals herein granted; deny or further condition issuance of all future building permits; deny, revoke, or further condition all certificates of occupancy issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation. No vested rights are gained by Developer or a successor in interest by the City's approval of this Minor Site Development Plan and Minor Coastal Development Permit. 3. Staff is authorized and directed to make, or require the Developer to make; all corrections and modifications to the SOP 15•11/CDP 15-19 -LEGOlAND NINJAGO, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING documents, as necessary t9 make them internally consistent and in conformity with the final-action on the project. Development shall occur substantially as shown on the approved Exhibits. Any proposed development different from this approval shall require an amendment to this approval. 4. The Developer/Operator shall and does hereby agree to indemnify, protect, defend and hold harmless the City of Carlsbad, its Council members, officers, employees, agents, and representatives, from and against any and all liabilities, losses, damages, dem~nds, claims and costs, includin·g court costs and attorney's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this Minor Site Development Plan and Minor Coastal Development ·., ,, SDP 15-11/CDP 15-19 -LEGOLAND NINJAGO, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING July 29, 2015 Pa es Permit, (b) City's approval or lss1,1ance of any permit or action, Whether discretionary or non~ discretionary, in connection with the use contemplated herein, and {c) Developer/Operator's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities arising from the emission by the facility of electromagnetic fields or other energy waves or emissions.· 5. The Developer shall comply with all applicable provisions of federal, state, and local ordinances in · effect at the time of building permit Issuance. 6. This project shall comply with all conditions and mitigation· measur~s, wh!ch are required as part of the Zone 13 Local Facilities Management Plan and any amendments r:nade to that Plan prior to the issuance of building permits. ' 7. Prior to the issuance of a permit, the Developer shall provide proof to the Director from Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities. 8. Developer shall submit and obtain City Planner approval of a Final Landscape and Irrigation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape Manual. Developer shall construct and install all landscaping as shown on the approv~d Final Plans, and maintain all landscaping in a healthy and thriving condition, free from weeds, trash, and debris. 9. The first submittal of Final landscape and Irrigation Plans shall be pursuant to the landscape planche'ck process on file In the Planning Department and accompanied by the project's building, improvement, and grading plans. · 10. All roof appurtenan_ces, including air conditioners, shall be architecturally integrated and concealed from view and the sound buffered from adjacent properties and streets, in substance as provided in Building Department Policy No. 80-6, to the satisfaction of the · Director of Community and Economic Oevelopment and the City Planner. 11, If any condition for construction of any public improvemen~ or facilities, or the payment of any fees in-lieu thereof, imposed by this approval or imposed by law on this residential housing project are challenged this approval shall be suspended as provided in Government Code Section 66020. If any such condition is determined to be invalid this approval shall be invalid unless the City Council determines that the project without the condition complies with all requirements of law. 12. This approval shall become null and void if building permits are not issued for this project within 24 months from the date of project approval. 13. Developer shall report, in writing, to the City Planner within 30 days, any address change from that which Is shown on the permit application. · Engineering: NOTE: Unless specifically stated in the condition, all of the following conditions, upon the approval of this proposed development, must be met prior to approval of a building or grading permit whichever occurs first. SDP 15-11/CDP 15-19 -LEGOLAND. NINJA<;,O, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING July 29, 2015 Pa e 6 Agreem~nts ~ De"'.eloper shall cause property-owner to submit an executed copy to the city engineer for recordation a city standard Permanent Stormwater Quality Best Management Practice Maintenance Agreement. · Grading ® Based upon a review of the proposed grading and the grading. quantities shown on the site plan, a minor grading permit for this project is required. Developer shall process grading plans via the building permit process. Technical studies/reports may be required subject to the city engineer's review, Developer shall pay all applicable grading plan check and permit, fees per the city's latest fee schedule. i6. Developer shall comply with the city's Stormwater Regulations, latest version, and shall implement best management practices at all times. Best management practices Include but are not limited to pollution control prc;ictices or devices, erosion control to prevent silt runoff during construction, general housekeeping pra~ices, pollution prevention and educational practices, maintenance procedures, and other management practices or devices to prevent or reduce the discharge of . ' . pollutants to stormwater, receiving water or stormwater conveyance system to the maximum extent practicable. Developer shall notify prospective owners and tenants of the above requirements. @This p~oject is subject to 'Priority Development Project' requlre01ents. Developer shall prepare and process a Storm. Water Management Plan (SWMP), subject to city engineer approval, to demonstrate how this pr9ject meets new/current storm water treatment requirements per the city's Standard Urban Storm Water Management Plan (SUSMP), latest version. In addition to new treatment control BMP selection criteria in the SUSMP, the developer shall use low ·impact development (site design) appro<'!ches to ensure that runoff from impervious areas (roofs, pavement, etc.) are drained thr:ough landscaped (pervious) areas prior to discharge. Developer shall pay all applicable SWMP plan review and inspection fees per the city's latest fee schedule. @oeveloper shall complete and ~ubmit to the city engineer a 0 Project Threat Assessment Form (PTAF) pursuant to City Engineering Standards. Concurrent with the PTAF, developer shall also submit the appropriate Tier level Storm Water Compliance form and appropriate Tier level Storm Water Pollution Prevention Plan (SWPPP) as determined by the completed PTAF all to the satisfaction of . the city engineer. Developer shall pay all applicable SWPPP plan review and inspe~tion fees per the city's latest fee schedule 19. Developer Is responsible to ensure that all final design plans (bllildlng plans, etc.) incorporate all source control, site design, treatment control' BMP, and Low Impact Design (LID) facilities. Utilities . . 20. Developer shall meet with the fire marshal to determine if fire protection measures (building sprinklers, etc.) are required to serve the project. SDP 15-11/CDP 15-19 -LEGOLAND NINJAGO, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING July 29, io1s Pa e7 21. Prior to Issuance of building permits, develop~r shall pay au fees, deposits, and charges for connection ~o public facilities. 22. Developer shall install potable water and/or recycled water services locc1tions approved by the district engineer. 23. The develop~r shall install sewer laterals and clean-outs at locations approved by the city engineer. The developer shall design and construct public water:, sewer, and recycled water facilities substantially as shown on the site plan to the satisfaction of the district engineer and city engineer. Code Reminders: The project is subject to all applica_ble provisions of local ordinances, including but not limited to the following: 24. Approval of this request shall not excuse compliance with ~II applicable sections of the Zoning Ordinc1nce and all other applicable City ordinances in effect at time of building permit issuance, except as otherwise specifically provided herein. 25. Developer shall exercise special care during the construction phase of this project to prevent offslte siltation. Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction of the City Engineer. 26. Prior to the issuance of a building permit, Developer shall pay a Public Facility fee as required by Council Policy No. 17. 27. Prior to the issuance of a building permit, Developer shall pay the Local Facilities Management fee for Zone 13 as required by Carlsbad Municipal Code Section 21.90.050. 28. Developer shall pay traffic impact and sewer impact.fees based on Section 18.42 and Section 13.10 of t~e City of Carlsbad Municipal Code, respectively. The Average Daily Trips (ADT) and floor area shown on the site plan are for planning purposes only. 29. Any signs proposed for this development shall at a minimum be designed in conformance with the City's Sign Ordinance and shall require review and approval of the City Planner prior to installation of such signs. SOP 15-11/CDP 15-19 -LEGOLAND NINJAGO, BUILD A BOAT AND SEALIFE MAINTENANCE BUILDING July 29, 2015 Pa e 8 NOTICE Please take NOTICE that approval of your project includes the "imposition" o·f fees, dedications, reservations, or other exactions h~reafter collectively referred to for convenience as "fees/exactions." You have 90 days from date offinal approval to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedure ~et forth ·jn 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 3,3f .030. Failure to tir:nely 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· charges, nor planning, zoning, grading or other similar application processing or service fees in connection with this project; NOR DOES IT APPLY to any. f~es/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, This·decision may be appealed by you or any other memt;,er of the public to the Planning Commission within ten days· of the date of this letter. Appeals must be submitted in writing to the Planning Department at 1635 Faraday Avenue in Carlsbad, along with a payment of $661.00. the filing of such appeal within such time limit.shall stay the effective date of the order of the City Planner until such time as a final decision on the appeal is reached. If you have any questions regarding this matter, please feel free to contact Van Lynch at (.760) 602-4613. Sinc;erely, VAN LYNCH Principal Planner VL:fn c: Scott Holcomb, Ethos Architecture, 24542 Creekview Drive, Laguna Hills, CA 92653 Don Neu, City Planner Tecla Levy, Project Engineer File copy Data Entry OMS Error Information -Please Notify Accela, Inc. Customer Support This error information has been Written to C:\Program Files (x86)\PermPlus32\PermEr'r.Log Running Program: C:\Program Files (x86)\PermPlus3~\Permplus .. EXE Version: 5.3.6 Date: 10/31 /200q 9:43:06 AM Size: 16,441,344 USER: LONTI . Date: 08/12/2015 2:45:28 PM Error Location: modTXfile.sbRestorePrinter Er.ror Number: #484 Error Desc: Error Line: 2, Problem getting printer information from the.system. Make sure , the printer is set up correctly. 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Main_Menu DDE_Cmd APO.Get APDJ3ar Your 'PERMITS' Plus Login Id is LONTI Logged in: August 12,2015 02:43 ·PM Your_ Name is LINDA ONTIVEROS Your Office is Your Department is ENGR Your Division is @@ Your .INI file is C:\Windows\PERMPLUS.INI DB OPTION: SQL SERVER-AT SQL Type: SQL Server using Attached Tables with Sql Pass Through UseTableJoins = True Us~DynamicRows = False UseMoveMethod = True UseCOLLECTIONdo9Prepare = True UseOptimizedQueries = true BlockNativeSql = True BalanceAPDonVoid = True LIVE~Mai.n Database: c:\Program Files (x86)\permplus32\Permsql.MDB attached to: ODBC;DSN=PERMITSSQL;UID=PERMADM;PWD=********;APP='PERMITS' PLUS;WSID=3942C C Running Program: C:\Program Files (x86)\PermPlus32\Permplus.EXE Version: 5.3.6 Date: 10/31/2006 9:43:06 AM Size: 16,441,344 '£ «?<Jp) ~ CITY OF CA-RLSBAD PLAN CHECK REVIEW TRANSMITTAL PROJECT ID: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov DATE: 08/2,15 PROJECT NAME: nlnjago PLAN CHECK NO: cb151259 SET#: Ill ADDRESS: 1 legoland APN: 12SJ This plan check review is complete and ·has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ~ Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached -checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to scotth@ethosarch.com &USPS You may also have corrections from one or more of the divisions listed below. Approval from these. divisions may be required· prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: Pl.ANNING ENGINEERING FIRE PR'EVENTION 760-602-,46j,0 760-602-2750 760-602-4665 . . . . - D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawren!:le@carlsbadca.gov Gregory.R~an@carlsbadca.gov D Gina Ruiz D Linda Ontiveros ~ Cindy Wong 760-602-4675 760-602~2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: · p---* .. SJit7m-~-A:~e-o-n-~e-,:r,~1Ser.O;n-·e--rs-e_t-1_l __ l_;_c=o=--mp--~1e~l **APPROVED: Page 1 of2 THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS .APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 7/9/15 ***Bubble All Comments*** 1. Sheet C-O9: Is yard hydrant located in a planter? 2. Sheet C-O9: FDC #15 -move across away from building near other FDC. 3. Sheet AO2 : Rear Access near employee lunch area -food truck not shown -is it being eliminated? 4. Sheet AO.3-127 Queue rail on west side. Is this rail fixed? 5. Add notes as requested by R Salgado to Owner and City Set. 6. There does not seem to be access to electrical room from exterior. Is there a way to secure services from adjacent electrical area? 7. U/G will also be a deferred submittal. What is the soil type (Leighton and Associates) to determine thrust block size? 8. Building Data deferred submittals state that they are to be routed to AOR then forwarded to the so~ BO does not review AS, FA or U/G plans. These shall be reviewed by Fire Department or designated reviewer prior to commencement of work. 7/7/15 ***Bubble All Changes*** 1. Show that fire department access is not impeded by extension of canopy. Pagel of2 Carlsbad Fire Department Plan Review Requirements Category: COMMINb , COMM Date of Report: 08-28-2015 Name: Address: SCOTT HOLCOMB 24542 CREEKVIEW DR LAGUNA HILLS CA 92653-4209 Permit#: CB151259 Job Name: Job Address: LEGOLAND: NINJAGO DARK RIDE: 1 LEGOLAND DR CBAD Reviewed by: INCOMPLETE The item you have submitted for review i ...,,,.,,,....., ... , At this time, this office cannot / ce with the applicable codes and/or standards. Please review Conditions: Cond: CON0008407 [NOT MET] ***Bubble All Comments*** 1. Sheet C-09: Is yard hydrant located in a planter? lans and/or specifications, with changes "clouded", 2. Cheet C-09: FDC #15 -move across away from building near other FDC. 3. Sheet A02 : Rear Acces$ near employee lunch area -food truck not shown -is it being eliminated? 4. Sheet A0.3-127 Queue rail on west side. Is this rail fixed? 5. Add notes as requested by R Salgado to Owner and City Set. 6. There does not seem to be access to electrical room from exterior. Is there a way to secure services from adjacent electrical area? 7. U/G will also be a deferred submittal. What is the soil type (Leighton and Associates) to determine thrust block size? 8. Building Data deferred submittals state that they are to be routed to AOR then forw1;1rded to the BO. BO does not review AS, FA or U/G plans. These shall be reviewed by Fire Department or designated reviewer prior to commencement of work. Entry: 07/09/2015 By: cwong Action: CO Cond: CON0008S26 , -[MET] ¼-*-*-S-1ip·of-A0:--2-and-A:0:-2a-to-b'e-doneon"el'r-y .. s--et---0wner·set-Ill-is-9omplete*·*-ll.<-*-=:::>- L~~~~p~ED: _ . : .. -J . THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CON:pITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entnr:Q:8Z2:S]20,L$._,B:v..-c;:..w;;;g. ~t~ .~-=:,;--J -----..I BLDG. DEPT COPY CORRECTION LIST Daryl K. James & Associates, Inc. PRIMARY APPLICANT: James Smathers, Primary Applicant Ethos Architects (949.) 607-808; jamess@ethosarch.com Page: 1 of 10 Checked By: .Robert Salgado Plan Check Date: 5/12/2015 JURISDICTION: Carlsbad Fire Department, Fire Prevention .PROJECT-NAME: NEW NINJAGO DARK RIDE PROJECT ADDRESS: 1 Legoland Drive, Carlsbad PROJECT DESCRIPTION: CB151259 -The new Ninjago Dark Ride project consists of the following: A-5 occupancy, Type 11I-B.fire-resistive construction, courtyard, pre-fab metal building, pre-show area, loading platform, exit shop, and 3D washing facilities. The overall project area of the new amusement rides is approximately 16,133 SQ/FT, with an occupant load of 349. The submittal package includes civil, landscape, structural, and plans for new mechanical;. electrical, and plumbing (MEP) systems. Civil drawings for U/G water supply, fire alarm and detection system~, fire sprinkler systems, or other types of fire protection systems will be submitted separately as deferred submittal items. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department applicable to the scope of work. · The items below require correction, clarification or additional information before this plan check can be approved for permit issuance . .RESUBMITTAL INSTRUCTIONS TO AVOID DELAY IN EXPEDITED RECHECK SERVICES: • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • Provide a written response following each comment, On This Correction List, explaining how and where you've addressed each plan review comment. · • Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Department plan check. • Please direct any questions regarding this review directly to: Robert Salgado at: (951) 541-4380, or to his email address at: flsreview_inspection@roadrunner.com COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWING ADDRESS TO AVOID DELAY: Attn: Robert Salgado 27 425 Blackstone Road Temecula, CA 92591 1. FLS COMMENTS (non-structural plan .review): D Please provide a copy of Building Department (EsGil) comments with the revised drawings at time of 1st BACK CHECK and input fire revisions onto the Building Department plan check. SHEET GN-1, PROJECT DATA: (1) The new amusement project is a·mixed use building. Please revise the Code Analysis, as follows: D Include the 1,184 SQ/FT, 'B' occupancy (Exit Shop, Shop Counter, and Photo Booth). D Include the 1,677 SQ/FT, 'S-1' occupancy (Dark Ride Storage and adjacent Workshop, Photo Storage, and Retail Storage). D Indicate the 1-Hour separation provisions, as required by the 2013 CBC, Table 508.4 (between the A-5 and B/S-1 occupancies). D The code analysis should illustrate how the "Sum of Ratios" for the grouped mixed occupancies does not exceed one. CBC 506.5 (2) Delete references to the Uniform codes. (3) Please indicate on plan, the height and the number of stories. (4) Please indicate on plan, whether sprinklers are used in lieu of one-hour construction. (5) Add NFPA Standards to the list of code references, as applicable: NOTE: NFPA and other Consensus Standards are listed in the 2013 CFC, Chapter 80, Referenced Standards. Please list all codes, regulations, and standards that are applicable to this project: Example: NFPA STANDARDS: D NFPA 13, Standard for the Installation of Sprinkler Systems as amended, 201.3 Edition. D NFPA 14, Standard for the Installation of Standpipe and Hose Systems, 2013 Edition D NFPA 72, National Fire Alarm and Signaling Code as amended; 2013 Edition. (6) Add a separate box onto the Project Data Sheet; label it: "FIRE DEPARTMENT DEFERRED SUBMITTAL$" and insert the following "TEXT" [verbatim]. Deferred Submittal Items: D Fully-Automatic Fire Sprinkler System, designed in accordance with 2013 CFC, Section 903, and NFPA 13, 2013 edition. NOTE: The AOR should consult with the city of Carlsbad Fire Code Official to obtain specific design criteria for aboveground fire sprinkler system (hazard class/density) and the underground piping plans (for hydraulically calculated systems). D Standpipe System, designed in accordance with 2013 CFC, Section 905.3, and NFPA 14, 2013 edition. 2 D Fire Alarm and Detection System, 2013 CFC, Sections 907.1 through 907.9 (which includes all other uses and occupancy groups associated with this project), and NFPA 72, 2013 edition. Specify type of system: Manual or automatic, combination automatic/manual alarm and detection system. SHEET GN-3, GENERAL NOTES: (1) Please delete all references to the Orange County Fire Author_ity (OCFA). The notes listed under the "Fire Authority Notes" block must reference the applicable California Codes, adopted NFPA standards, and the City of Carlsbad Municipal Fire Prevention Code, as applicable, typical. SHEET C-041 DEMOLITION PLAN: (1) Clarify the location of the (E) PIV, as listed in Note Tag #23. SHEET C-091 WET UTILiTIES PLAN: (1) Please define the function/use of note tag #5. (2) Clarify the location of the Tee Connection with thrust block. See note tag #17. (3) Please provide a copy of the approved CIVIL DRAWINGS. The approved U/G piping plan for on-site fire protection must adhere to the following: · D Requirement 1: Underground piping plans for onsite fire protection must comply with State Codes, National Standards [NFPA Standards 13 and 24, 2013 Editions], and the City of Carlsbad Municipal Fire Prevention Code-Chapter 17.04. · D Requirement 2: The Civil drawings must have the imprinted seal of the Professional Engineer (PE) responsibl~ for the design of the U/G piping plan (on-site fire protection). In addition, the Civil drawings must have imprinted stamp of the City of Carlsbad Fire Marshal (FM) or his/her designee. Refer to 2013 CFC, Section [A] 105.4.1. NOTE: The imprinted PE seal and FM stamp must have the wet signatures of the persons/officials duly authorized to approve the design and construction of U/G piping plan. D Requirement 3: Determine the required fire flow and provide a current letter, from the water department, in order to verify adequate fire flow and duration. Letter must be dated within 6 months of the flow test. Any reduction in required fire flow or amount of fire hydrants shall be approved by the Carlsbad Fire Marshal (FM) or his/her designee. D Requirement 4: Denote locations of current and proposed fire hydrants. Include dimensions between hydrants. Show all underground fire lines, diameter and lengths, from the main source to within 5 feet of the building. Denote locations of all thrust blocks. Provide details and calculations based on 1500 psf undisturbed soil bearing capacity. D Requirement 5: Denote FDC and PIV locations. Locate the FDC downstream from the PIV or other shut off valves for the building/structure beihg served. Locate the FDC within 40 feet of a public hydrant located on the same side of the street and driveway and on the same street as the building is addressed., Show clearance dimensions around all fire protection equipment. Coordinate with landscaping site plan. 3 SHEET A-0.2, SITE PLAN: (1) To ensure that the fire apparatus access roadways are designed and constructed, and/or maintained in accordance with the city of Carlsbad municipal requirements; please add the following notes [1 a., 1 b., 1 c., 1d., 1e., and 1f.] onto the plans, as applicable: 1a. Carlsbad Municipal Fire Prevention Code, 17.04.220 Section 503.2.1. Fire apparatus access roads shall have an unobstructed width of not less than 24 feet (7,315 mm) exclusive of shoulders, except for approved security gates in accordance with section 503.6 and an unobstructed vertical clearance of "Clear-to-sky". 1b. Carlsbad Municipal Fire Prevention Code, 17.04.260 Section 503.2.3 Fire apparatus access roads shall be designed and maintained to support not less than 75,000 lbs. (unless authorized by the Fire Code Official) and shall be provided with an approved paved surface to provide all-weather driving capabilities. 1c. Carlsbad Municipal Fire Prevention Code, 17.04.300 Section 503.4.1 Fire access roadway design features (speed-bumps, speed humps, speed control dips, etc.) which may interfere with emergency apparatus response times shall not be ·installed on fire access roadways, unless they meet design criteria approved by the Fire Code Official. 1d. Carlsbad Municipal Fire Prevention Code 17.04.320 and the CFC 505.1. · Approved numbers and/or addresses shall be placed on all new and existing buildings and at appropriate locations as to be plainly visible and legible from the street or roadway fronting the property from either direction of approach. 1e. Carlsbad. Municipal Fire Prevention Code 17.04.350 Chapter 5, 505.5. Provide an. emergency response map showing new structures, hydrants, roadways, or similar features. Map updates must be in a format approved by the fire department will be provided. The responsible party shall be charged a reasonable fee for updating the City emergency response maps. 1f. Carlsbad Municipal Fire Prevention Code 17.04.31 O and the CFC 503.6.1 All gates or other structures or devices, which could obstruct fire access roadways or otherwise hinder emergency operations are prohibited unless they meet standards approved by the Fire Code Official, and receive plan approval by the Fire Code Official. All automatic gates across fire access roadways and <;lriveways shall be equipped with an approved emergency key-2 operated switch, which overrides all command functions and opens the gate(s). (2) Provide a complete Fire & Life Safety Site Plan. The drawing must illustrate compliance with CMC 17.04.220 through CMC 17.04.370, FIRE PREVENTION CODE. (3) Add the following note onto the site plan [verbatim]: "All property lines, separation distances to exterior walls of all adjacent buildings, easements and buildings, both existing and proposed, are shown on this site plan." (4) The· swing of the access gate that opens onto the asphalt fire access ramp (note tag #132) must be reversed s6 that it opens in the direction of egress travel. Refer to Sheet A-0.3, the 1,227 S.F. area identified as the "Covered Queue." (5) In reference to the above requirements [1a. through 1f.], has the City of Carlsbad Fire Marshal (FM) or his/her designee reviewed and approved the .required fire protection documents and fire service features listed in sub-comments 5a., 5b., and 5c.? [o Yes or o No] o Sa. FIRE FLOW REPORT: Provide a letter from the local water department stating that the available water supply is capable of supplying the required fire flow and pressure for the new ' 4 Hoehn Audi dealership scheduled to be built under this Building Permit Application. Clarify provisions for a new fire pump where the available water supply (GPM/psi) cannot meet the system demand of the combination fire sprinkler/standpipe system. NOTE: Any reduction in fire flow or in the amount of on-site fire hydrants required in 2013 CBC Appendix B & C will need to be approved by the City of Carlsbad Fire Marshal (FM) or his/her designee. o Sb. HYDRANT AND FDC PLAN: Please provide documentation and/or letter with the CB Application # ....... ]; and the date in which the following items were approved: Civil drawings and underground fire protection plans showing the locations of current (existing) and proposed (new) fire hydrants, back flow prevention devices, sprinkler control valves, and FDC locations. The Fire Flow requirements for the total square footage of this site must be determined by the City of · Carlsbad Fire Marshal (FM) or his/her desigriee, in accordance with the Carlsbad Municipal Fire Prevention Code Section 17.04.370. · D Sc. FIRE DEPARTMENT ACCESS PLAN: Please provide doQum~ntation [drawing] and/or letter with the CB Application # ...... ]; name of the approving fire code official; and date when the Fire Department Acces$ Plan was approved. The site plan must demonstrate that the approved emergency access and fire apparatus access roads meet the 150'-0" requirement, in accordance with 2013 CFC, Sections 503.1.1; and 504.1. The Fire Department Access Plan must incorporate the City of Carlsbad Fire Prevention Code requirements identified in the sub-comment notes shown above (1a., 1b., 1c., 1d., 1e., and 1f.) (6) Please provide a -copy of the approved CIVIL DRAWINGS with CB Application # ....... ] for reference. The approved Civil drawing must comply with the following requirements: D Requirement 1: Underground piping plans for onsite fire protection must comply with State Codes, National Standards [NFPA Standards 13 and 24, 20·13 Editions], and the City of Carlsbad Municipal Fire Prevention Code-Chapter 17.04. NOTE #2: The "AS-BUil T" Civil drawings, Sheets 3 of 4 and 2 of 2, both show a 6-inch diameter water supply line for the entire site, which includes four hydrants, and a combo sprinkler/standpipe system. Sub-note: In order to meet the fire-flow (5,000 GPM) and flow duration (4-hours) requirements, a 5th fire hydrant is. needed. Additionally, the diameter of the U/G water supply line may need to be increased in order to accommodate the demands of each fire protection system. D Requirement 2: The Civil drawings must have the imprinted seal of the Professional Engineer (PE) responsible for the design of the U/G piping plan (on-site fire protection). In addition, the Civil drawings must have imprinted stamp of the City of Carlsbad Fire Marshal (FM). Refer to 2013 CFC, Section [A] 105.4.1. NOTE #2: The imprinted PE seal and FM stamp must have the wet signatures of the persons/officials duly authorized to approve the design and construction of U/G piping plan. SHEET A-1.2, CODE ANALYSIS PLAN: (1) In addition to the word "Code," the Sheet Title (at the right margin) should also include the word "EXIT" since there are.no other drawings that reflect the means of egress provisions. (2) The new amusement project is a mixed use building. Please revise the Code Analysis, as follows: D Include the 1,184 SQ/FT, 'B' occupancy (Exit Shop, Shop Counter, and Photo Booth). Note: The Exit Shop is not an A-3 occupancy. 5 D Include the 1,677 SQ/FT, 'S-1' occupancy (Dark Ride Storage and adjacent Workshop, Photo Storage, and Retail Storage). Note: The workshop is not an A-3 occupancy. D The code analysis should illustrate how the "Sum of Ratios" for the grouped mixed occupancies does not exceed one. CBC 506.5 D Indicate on plan, the 1-Hour separation provisions, as required by the 2013 CBC, Table 508.4 (between the A-5 and B/S-1 occupancies). (3) Please indicate on plan, the height and the number of stories of the new building. (4) Please indicate on plan, whether sprinklers are used in lieu of one-hour construction. (5) Add NFPA Standards to the list of code references, as applicable: NOTE: NFPA and other Consensus Standards are listed in the 2013 CFC, Chapter 80, Referenced Standards. Please list all codes, regulations, and standards that are applicable to this project: Example: NFPA STANDARDS: I] NFPA 13, Standard for the Installation of Sprinkler Systems as amended, 2013 Edition. D NFPA 14, Standard for the Installation of Standpipe and Hose Systems, 2013 Edition D NFPA 72, National Fire Alarm and Signaling Code as amended, 2013 Edition. (6) Add a separate box onto the Project Data Sheet; label it: "FIRE DEPARTMENT DEFERRED· SUBMITTAL$" and insert the following "TEXT" [verbatim]. Deferred Submittal Items: D Fully-Automatic Fire Sprinkler System, designed in accordance with 2013 CFC, Section 903, and NFPA 13, 2013 edition. NOTE: The AOR should consult with the city of Carlsbad Fire Code Official to obtain specific design criteria for aboveground fire sprinkler system {hazard class/density) and the underground piping plans (for hydraulically calculated systems). D Standpipe System, designed in accordance with 2013 CFC, Section 905.3, and NFPA 14, 2013 edition. D Fire Alarm and Detection System, 2013 CFC, Sections 907.1 through .907:9 (which includes all other uses and occupancy groups associated with this project), and NFPA 72, 2013 edition. Specify type of system: Manual or automatic, combination automatic/manual alarm and detection system. (7) For areas including, but not limited to, stor~rooms and maintenance areas, describe storage conditions including, but not limited to, storage items, packaging materials, commodity classifications, storage configurations and layout such as racks, shelf storage and pallets. D Denote the maximum height to the top of storage, ceiling height and aisle widths. (8) The Exit System depicted on Sheet A-2.8 does not comply with the provisions specified in Chapter 10 of the 2013 CBC. Comments (8) through (17), below, will identify the non-compliant conditions that .need to be corrected. 6 (9) Delineate and outline the path of travel, as measured frorn the most remote point within the various use/occupancy groups along the natural and unobstructed path of egress travel to the required exit, and then out to the exit discharge, terminating at the pubic way [include dimensions]. (10) Panic Hardware is required on all other doors or gates in the path of egress from any occupiable point in the building, to a required exit, to an exit discharge; and then to a public way. This includes the interior and covered queues. · (11) The swing of the access gate (S-F) that opens.onto the asphalt fire access ramp (note tag #132) must be reversed so that it opens in the direction of egress travel. Refer to Sheet A-0.3, the 1,227 S. F. area identified as the "Covered Queue." · (12) Personnel door number 108A serving Electrical Room #108 must swing in the direction of egress travel and must be equipped with Panic Hardware. Refer to 2013 CEC, Section 110.26(C)(3) and CBC, 1008.10 . . (13) Clarify the width of the "Main Switch Board (MSB)" in room #108. Provide a copy of the manufactures specification cut sheet, which shows the dimensions of the MSB. D NOTE: If the width of the MSB is more than 6 feet wide, a 2nd exit for egress purposes must be provided. Refer to 2013 CEC, Section 110.26(C)(2). (14) Call-out 1-Hour wall and opening protection provisions at the large opening that allows communication between the A-5 and S-1 occupancies (Dark Ride Storage). · (15) The two areas on plan designated as the "Exit Path #112" and Egress #115," must be reconfigured due to the following: D Door or gate #115B encroaches into the required means of egress with. Refer to 2013 CBC, Sections 1005.7 and 1005.7.1. · (16) The exit system layout depicted on plan creates a condition such that if one exit or access to one exit is lost, the available capacity is reduced by more than 50%. Refer to 2013 CBC, Sections 1004.1.1.1 and 1005.5. D NOTE: There are no exits at the south side of the building; which means the occupants must egress through the Exit Shop (B occupancy) or the Exit Path/Egress (corridor/hallway). (17) Call-out 1-Hour walls and opening protection provisions at the large opening that allows communication between'the A-5 and B occupancies (The opening that leads to the Exit Shop). (18) Add a wall legend onto the Code Analysis and/or t~e Floor Dimension plans. D NOTE: The wall legend must identify the architectural features and the type of fire-rated assembly (i.e._floor/roof assembly, fire wall, fire barrier, partition, etc.). Additionally, the legend must call-out the sheet and detail number where the rated assembly can be found. All rated conditions must reference an approved assembly number (U.L., Gyp W.B. Association, CBC, etc.). (19) Provide Fire Extinguishers (FE). Revise the floor plan(s) as follows: D Show FE locations on plan. D Specify FE classes/ratings, types, and sizes appropriate for the individual hazards involved. 7 D Specify the type(s) of FE cabinet(s) and fastening/mounting criteria [recessed, semi-recessed, or surface mounted, etc]; include details, heights, and applicable notes. (20) The code provisions identified in comments (1) through (19) above, must be incorporated into the floor plan design of the following drawings: D Sheet A-2. 7 -Temple Key Plan D Sheet A-2.8 -West Dark Ride Key Plan D Sheet A-2.9 -East Dark Ride Key Plan D Sheet A-3.1 -Enlarged Plans D Sheet A-3.2 -Enlarged Plans D Sheets A-7.1 through A-8.4 -Wall and Building Sections D Sheet a-9.1 Schedules. SHEETS A-5.2 THROUGH A-5.51 TEMPLE.ROOF PLAN: (1) Clarify the "Roof Class," as required by 2013 CBC, Chapter 15. SHEET A7 .1 1 DOOR SCHEDULE: (1) Add a separate column labeled "FIRE RATING" onto the door schedule, and call-out 60 minute fire- rated opening protection, where required (refer to the comments on Sheet A-1.2. NOTE: Refer to 2013 CBC, Table 716.5 (2) Add a "FINISH SCHEDULE" onto the plans and include the following notes, as applicable: D Provide specifications and California State Fire Marshal listings and other acceptance criteria for flame · D spread and smoke developed index for new carpet, padding and carpet base, 2013 CFC, Section 804. D Provide specifications and California State Fire Marshal listings and other acceptance criteria for flame D spread and smoke developed index for wall finish material and corner guards, 2013 CBC, Section 803.1.2. D Denote all furnishings and evidence of compliance with 2013 CFC, Section 808. D Provide specifications and other acceptance criteria for flame spread and smoke developed index for furniture. D Denote all decorative materials and trim, and evidence of compliance in accordance with 2013 CFC D 807.2. 8 . . SHEET M0.1, LEGEND, SCHEDULES, & NOTES: (1) The "REMARKS" column on the A/C Unit Schedules must identify which of the air-moving units will be equipped with Duct Smoke Detectors (DSD's) to accomplish the automatic shutdown function [based on individual or aggregate CFM]. Refer to 2013 CMC, Section 608 for specific requirements, and CFC, Section 907.3.1 for duct detector information. Coordinate with the mechanical plans, details, and mechanical roof plans. NOTE: Refer to the following link http://osfm.fire.ca.gov/codeinterpretation/pdf/2008/08 065.pdf SHEET M4.1, MECHANICAL DETAILS: (1) Clarify combo smoke/fire damper (CSFD) requirements, at locations where mechanical air ducts penetrate fire-rated assemblies. Coordinate with the architectural and mechanical floor plans. (2) Provide a detail of a schematic which illustrates how the duct smoke detectors (DSD's) will close the ~FD~ . SHEET E-1.1, NOTE SHEET: (1) Revise notes #4 and #20 to specifically call-out: 2013 California Electrical Code (CEC) Part 3, Title 24, California Code of Regulations (CCR). SHEET E0.2, FIXTURE SCHEDULE & DETAILS: (1) Add the following note onto Sheet: E0.2 • Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with not less thari 90-minute battery backup, 2013 CBC, Section 1006. • Exit signs shall be illuminated at all times and equipped with not less than 90-minute battery backup. 2013 CBC, Section 1011.6.3. (2) Provide pipe penetration details for the various types of conduit/wiring penetrations. The fire-stopping details must depict the construction features of each fire-rated assembly. Refer to 2013 CBC, Sections 714.1 through 714.5, and 2013 CEC, Section 300.21. SHEET E1.1, SITE LIGHTING PLAN: (1) Provide a fixture for exit illumination at end of the "Egress Path," north east of the Workshop, where the exit discharge intersects with the public way. · SHEET E1 .1, LIGHTING TEMPLE FLOOR PLAN: (1) The Exit Sign fixtures identified as 'X' on the fixture schedule {Sheet E0.2) are not shown on Sheets E2.2 through E2.4. D NOTE: Exit signs should be placed along the path of egress travel to safely direct all occupants through exit system (from the most remote area inside the building all the way out to the public way). 9 SHEET E3.3, POWER WEST DARK RIDE FLOOR PLAN: (1) Personnel door number 108A serving Electrical Room #108 must swing in the direction of egress travel and must be equipped with Panic Hardware. Refer to 2013 CEC, Section 110.26(C)(3) and CBC, 1008.10. (2) Clarify the width of the "Main Switch Board (MSB)" in room #108. Provide a copy of the manufactures specification cut sheet, which shows the dimensions of the MSB. D NOTE: If the width of the MSB is more than 6 feet wide, a 2nd exit for egress purposes must be provided. Refer to 2013 CEC, Section 110.26(C)(2). SHEET E4.1, SINGLE LINE DIAGRAM, PANEL SCHEDULES: (1) Show circuits for the following: o Emergency egress lighting. o All fire alarm and detection system and equipment. o Smoke/fire damper actuator power. o Any other fire safety function not listed above. NOTE: Refer to 2013 CFC, Sections 907 .1.3 through 907 .3.4 END OF COMMENTS 10 4 .. ~ ... - RECEIVED APR 2 7 2015 CITY OF CARLSBAD BUILDING DIVISION E S I / F M E INC. S TR UCTURA L £NGIN EERS i f ES I PROJECT: Structural calculations for the Legoland 11Ninjago11 temple/shade Date:. building and pre-fab bldg foundation in Carlsbad, Ca. TEMPLE/SHADE BUILDING AND PRE-FAS BLDG FDN (PER 2013 CBC) Client: 04-21-15 l;THOS ARCHITECTURE Revisions:(> Client Job No • . I .. 5-h-ip_p_ed_: __________ ... I I Job .No. E553 I 1800 E, 16th Street, Unit B, Santa Ana, CA 9i101 / Tel: (714) 835-2800 / Fax: (714) 835-2819 1 Page: 2 ------i t E s I / F M E Inc. Date: 4-21•1S ES I STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project-Name: NINJAGO Plan #: TEMPLE BLDG LOAD CONDITIONS : (2012 IBC / 2013 CBC) ROOF: Not Used Tile co jui~U] C!] Slope <6:12 Flat <6:12 Live Load 20:0 psf 20.0 psf 20.0 psf Roofg Mt'I 4:0 4.0 10.0 Sprinklers 1.0 1.0 1.0 Sheathing 1.5 2.0 2.5 Roof Rafters 2.5 2.5 4.0 2x6 Overframing 0.0 0.0 2.0 Drywall 2.5 2.5 2,5 Miscellaneous 2.5 2.0 _ 2.0 Total D.L. 14.0 psf ""'f.4.0 psf '""24:0psf Total load 34.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans-. Architect or designer -is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified --contractors: 2. The structural catculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically showh otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. Ali changes made to the subject project shall be submitted to E S I / F M E, -Inc. inwriting for their review and comment. These calculations are meant to be used by a design prof€)ssional, omissions are intended. 5. Copyright ©-1994 by ES I/FM E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of E S I/ F M E, Inc. 44.0 psf FLOOR: C!J [I] Temple "Floor'' Not Used for upper level Live Load 20.0 psf 60.0 psf 0.L. of F.F. 0.0 5.0 Sprinklers 1.0 0.0 Miscellaneous 2.0 1.5 Sheathing 2.0 2.5 Floor Joists 1.5 3.5 Drywall 2.5 2.5 Total D.L. 9:0 psf 15.0 psf Total Load 29.0 psf 75.0 psf LOAD CONDITIONS : CD [TI IT] PROJECT DESCRIPTION: Job Name NiNJAGO City CARLSBAD Client ETHOS PROJECT ENGINEER: SCOTT W ROSS CALCS BY: SWR DATE: 4·21-15 .ASSOC. CHECK: DATE: BACK CHECK: . DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: PIT FOUND. Rev.: DATE: . PLAN ·cRECK: DATE: REVISIONS: 0..;;.s'-a:.~T.;..;S;.;.: ________ ---'----"D.;..A.;..JE_: ___ --11 ~ lnit.: ~SHTS:. DATE: ~ lnit.: "1/--e:S.;..;,HT.;..;S:c.: __________ _..;;:D.:..A:.:..JE=:----1 ~ lnit.: ~-SHTS: -DATE: ~ !nil.: "lf-S_HT_S_: ___ -'----,-----D.:..A~JE~: ___ _ /".>,._ !nit.: ~-S'""HT.;..;S;.;.:"--_________ __;,D.:..A:.:..JE;;o;: ___ __ ~ lnit.: ~~S~H.:..TS~: __________ __;D:.:..A~J=8'-----I !nit.: ES I/ F M·E, Inc. -Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: A r-,_,. ~ 26., I':) ....... · Page: 3 • ES I/ FM E Inc. Date: 4·21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name; NINJAGO Plan#: J'Ef,\PLEBLDG - DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2013-CALIFORNIA BUILDING CODE REV. 11/04/2013 In all-cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch -·19% max. moisture content 4x6,8 #2/#1: Fb= 1170/1300 psi; fv=180 psi; E=1.6/1.7 2x4 #2: Fb= 1315/1552 psi; fv=180 psi; E=f.6 4x10 #21#1: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb::;: 1170/1345 psi; fv=180 psi; E=1.6 4x12 #21#1: Fb= 990/1100 psi; fv=180 psi; E=1.6/1.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1. 7 2x10 #2: Fb= 990/1138 psi; fv=180 psi; E=1.6 4x16 #2/#1: Fb= 900/1000 psi; fv=180 psi; E=1.6/1.7 2x12 #2: Fb::;: 900/1150 psi; fv=180 psi; E=1.6 6x10 #1/SS: Fb= 1350i1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb= 810/931 psi;·fv=18,0 psi; E=1.6 6x12 #1/SS: Fb= 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSI. 2.0E . Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. ADD, Grade: Fb=2400 Dsi;Fv=240 Dsi;E=1.8E6 Dsi MICROLLAM LVL: Fb=2600Dsi;Fv=285Dsi;E=1.9 CONCRETE 1. Drypack shall be i:::omposed of one part Portland Cement to not more than three parts sand. 2. All structur~I concrete ........................................................................ fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ............................. fc.= 2500 psi w/o inspection. All concrete-shall reach minimum compressive streriQth at 28-davs. REINFORC,ING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars arid.smaller, A-615-60 for #5 bars and larger. WE!lded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Development length of Tension Bars shall be calculated per ACl318-08 Section 12.2.2 .. Class B Splice= 1.3 x / d· Splice Lengths fot 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6.Bars (60K) = 47" · · ·(30 dia: for compression):···· . ... .. . . . .. .. . . .. Masonry reinforcement shall have lappings of 48 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed·before pouring concrete, or grouting masonry. 4. Concrete.protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast-in-place concrete shall ·be· as follows, U. N. 0.: A. Concrete cast against &.permanently exposed to earth ...................................... 3" 8. Concrete exposed to earth or weather < =#5.B.ars ......................................... 11/2" #6 => #18 Bars 2" c. Concrete not exposed to weather or in contact with ground Slabs, walls, joists, < =·#:11 Bars .................................................... 3/4" Beams & Columns: Primary reinforcement, ties, stirups, spir~ls .................... 11/411 STRUCTURAL STEEL 1. Fabrication and erection of structural steel shail be in.accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. R6L!nd pipe columns shall conform·to ASTM A53, Grade B. Square/Rectangular steel tubes AStM A500, Grade B. 2. A!I welding shall be performed by certified-welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. ContinLJous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish Is attached to structural·steel, provide 1/2110 bolt holes@ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawinQs for finishes (Nelson studs 1/2" x 3" CPL mav replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). VER2014.0 1 Page: 4 Project Name: NI_NJAGO E S I / F M E Inc. STRUCTURAL ENGINEERS LATERAL SHEAR NOTES (rev.12116/13) Client: ETHOS Plan #: TEMPLE BLDG (CBC 2013, SDPWS-2008: SEISMIC DESIGN CATEGORY D & E) {TABLE 4.3A, AFPA SDPWS-2008} Date: 4•21-15 Job#: ESS3 VERTICAL.: FRAMING MEMBERS DOUG FIR-LARCH @1611 0.C. & -3/8" Wood Structural Panel w. 8d common nails@ 6" o.c@ edges & 12110.c. @ field. & -0 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c@ edges & 12110.c. @ field. & --3/8" Wood Structural Panel w. 8d common nails @ 3" o;c@ edges & 12"o.c. @ field. ~ -3/8"Wood Structural Panel w. 8d common nails @ 2" o,c @-edges & 12';o.c. @ field. & --1/2" (or 15/32") Wood Structural Panel with 10d comn'lon-nails@2" o.c at edges and 121' o.c. at field ~ --1/2" (or 15/32") Structural I Wood Panel with 10d common.nails@2" o.c at edges and 12" o.c. at field NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO orPittsburgh Testing Laboratories These values are for Doug-Fir Larch or Southern Pine, either lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and ·nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values-greater than 350plf, provide a min. of a single 3x member at all framing members receiving-edge nailing from abutting panels. d. Where anchor bolts are-provided at shear walls a 3"x3''x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) H O R I Z O N TA L : All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING< 24" o.c.: 15/32" Wood Sfruct. Panel Pll 24/0, with 8d's@6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing< 16~' o.c.: 19/32"-Wood Struct. Panel T&G*, Pl 32/16, w/10d's@6" o.c. at edges & bound., 10" o.c. field. Joist Spacing< 20" o.c.: 19/32" Wood Struct. Panel T&G*, Pl 40/20, w/10d's@6" o.c. at edges & bound., 10" o.c. field. Joist Spacing< 24" o.c.: 23/32" Wood Pane!T&G* shtg, Pl 48/24, w/10d's @6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall.be supported with blocking. Not required when lightweight concrete ,is placed over subfloor. 260 plf 350 plf 490 plf 640 plf 770 plf 810 p(f VERSION: 2014.1 ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #8 Santa Ana, Ca 92701 Project Title: NINJAGO-LEGOLAND En9ine(3r: SWR Proiect Descr: Project ID: E553 l Wood ,Beam · .. ,_:·!_,_,;:_,,::·,:,;;~:-,--~-<::;;;_-:::;;:,::,-::.,:>:'.;.:;;) .. ;f;.;;s~·;.,~'/;;~;::'.~,;~-:.'{\;:,,:_;-:,:-:~,,;;; .. ,\:.~;-:::S:L) .. :>.:;:.~-~},:'.:,}):,;,~D;:~.:)~~·~~6~i.c;:,~{~-;~i~1i-~~~Cit~~J~N~~!~t~J.t.~~ I, 1111 • _ BM #1 -MAIN CANT RR AT UPPER TEMPLE ROOF CODE REFERENCES Calculations per NOS 2005, !BC 2009, CBC 2010, ASCE 7-05 Load Combination S~t :ASCE 7-10 ... Material Pr.~<.>"""p_e_rt_ie_s~_ ---~------~-----~--~------------ Analysis Method : Allpwable Stress Design Load Combination 1\SCE 7-10 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced (_ 6x8 Span=4.50ft ( ) 6 Fb-Tension Fb-Compr Fc-.Prll Fc-Perp Fv Ft 1,350.0psi 1,350.0psi 92!5.0psl 625.0psi 170.0psi 675.0psi 6X8 E: Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend-xx 580.0ksi Density 31.20pcf Span = 5.50 ft I I I I '-------~-----------~-----~-------~----------·---' Applied Loads .Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... VaryinA Uniform Load : D(SJ:) = 0.0240->0.260, Lr(S,E) = 0.020->0.220 k/ft, El(tent = 0.0--» 10.0.ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable = 0.8551 6x8 = 1,439.69psi = 1,684.03psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination +D+Lr+H, LL Comb Run (*L) Load-Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward'Transient Deflection Max DownwardTotal Deflection Max Upwarq Total Deflection Vertical Reactions Load Combination Support 1 · Overall MAXimum -1.221 Overall MINlmum 0:113 +D+H -0.605 +D+L-tH, LL Comb Run ('L) -0.605 +D+L-tH, LL Comb Run (L *) -0.605 +D+L-tH, LL Comb Run(LL)· -0.605 +D+Lr-tH, LL Comb Run ('L) -1.221 +D+Lr-tH, LL Comb Run (L ') -0.492 +D-flr-tH, LL Comb Run (LL) -1.108 +O+S+H -0.605 +0.;{).750Lr-t0.750L-tH, LL Comb Run (*-1.067 = 0.000Jt = Span#2 0.249 in Ratio = -0.020 in Ratio= 0.545 in Ratio= -0.043 In Ratio = Location of maximum on span Span # where maximum occurs 528 2664 242 1265 Support notation : Far left_ls #1 support2 3.818 0.180 2.114 2.114 2.114 2.f14 3.638 2.294 3.818 2.114 3.257 Support3 = 1)4-11•111•); 0.320: 1 6x8 = 67.94 psi = 212.50 psi -tD+Lr+H, LL Comb Run (LL) = 4.500ft = Span#1 Values In KIPS a 5 ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Descrtption: Vertical Reactions Load Combination Support 1 Support 2 Support 3 Projec!Ti(le: NINJAGO-LEGOLAND EnQineer: SWR Pr6Ject Descr: Project ID: E553 Support notati_on :·Far left is #1_ . Values in KIPS ·t{}1O.750Lr-t0.750L+H; LL Comb Run (L-0~,5=20~-~2.=24=9~------------,-----~--------- +O-t0.750Lr-t0.750L +H, LL Comb Run (L-0.983 3.392 +O-t0.750L-t0.750S+H, LL Comb Run (•L-0.605 2.114 +O-t0.750L-t0.750S+H, LL Comb Run (L'-0.605 2.114 +O-t0.750L-t0.750S+H, LL Comb Run (Ll-0.605 2.114 +O-t0.60W+H -0.605 2.114 +O-t0.70E+H -0.605 2.114 +O-t0.750Lr-t0.750L-t0.450W+H, LL Corr-1.067 3.257 +O-t0.750Lr-t0.750L-t0.450W+H, LL Corr-0.520 2.249 +O-t0.750Lr-t0.750L-t0.450W+H, LL Corr-0.983 3.392 +O-t0.750L-t0.750S-t0.450W+H, LL Com-0.605 2;114 +O-t0.750L-t0.750S-t0.450W+H, LL Com-0.605 2.114 +D-t0.750L-t0.750S-t0.450W+H, LL Com-0.605 2.114 +O-t0.750L-t0.750S-t0.5250E+H, LL Con-0.605 2.114 +O-t0.7.50L-t0.750S-t0.5250E+H, LL Con-0.605 2.114 +D-t0.750L-t0.750S-t0.5250Ei:H, LL Con-0.605 2.114 -t0.60D-t0.60W-t0.60H -0.363 1.268 -t0.60D-t0.70E-t0.60H -0.363 1.268 D Only -0.605 2.114 LrQnly, LL Comb Run ('t) -0.616 1.524 LrOnly,LLCombRun(L•) 0.113 0.180 Lr Only, LL Comb Run (LL) -0.504 1.704 L Only, LL Comb Run (•L) L Only, LL Comb Run (L') L Only, LL Comb Run (LL) sonly WOnly EOnly HOnly ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Project Tille: NINJAGO-LEGOLAND EnQineer: SWR · Project ID: E553 =!- Description: BM #2 -TEMPLE HIP BEAM CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design -Load Combination ;A.SCI;: 7-10 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced ProJect Descr: Fb-Tension fb-Compr Fc-Prll Fe-Perp Fv Ff 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E: Modulus of Elasticity Ebend-xx 2,000.0ksi Ernlnbend -xx 1,016.54ksi Density 45.050pcf , ·------------------------~~__,~---~------------ I r I ~ J 7x9.5 Span= 8.0 ft ··-·-·--··-·---------~~~--- 7x9.5 Span =6.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Varvin!I Uniform Load: D(S,E) = 0.0480.->0.2640, Lr(S,E} = 0.040->D.220 k/ft, Extent= 0.0-» 14.50 ft DESIGN SUMMARY. •IMi-1,i•U Maximum Bending Stress Ratio Section lj_sed for this span fb; Actual FB : Allowable = 0.438 1 7x9.5 = 1,575.42psi = 3,614.45psi Maximum Shear Stress Ratio Sectio11 used for this span fv: Actual .Fv: Allowable Load Combination +O+Lr+H, LL Comb Run {LL) = 0.000ft Load Combination Location of maximum on span Span-# where.maximum occurs Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward.Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Support 1 Overall MAXImum -1.798 Overall MINimum 0.217 +D+H -0.878 +D+L +H, [L Comb Run ('l) -0.878 +D+L+H, LL Comb Run (L*) -0.878 +D+L +H, LL Comb Run (LL) -0.878 +D+Lr+H, LL Comb Run('L) -1.798 +D+Lr+H, LL Comb Run (L *) -0.661 +D+Lr+H, LL Comb Run (LL) -1.581 +D+S+H -0.878 +Dt0.750Lrt0.750L+H, LL Comb Run ('-1.568 = Span#2 Support2 6.029 0.305 3.442 3.442 3.442 3.442 5.725 3.747 6,029 3;442 5.154 0.350 in Ratio = -0.028 In Ratio = 0.788 in Ratio= -0.061 in Ratio= 548 2765 242 1287 S!,Jpport notation : Far left is #1 Support3 = 0.183: 1 7x9.5 = 66.30 psi = 362.50 psi +D+Lr+H, LL Comb Run {*L) = 6.500ft = Span# 1 Values In KIPS ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #8 Santa Ana, Ca 92701 Project Title: NlNJAGO-LEGOLAND Enijineer: SWR Pro1ect Descr: Project ID: E553 vvooci Beam., __ ; _ _. ... )· _.,,..:: .. :.::_;'· . .-_): ::_,.·,.:; .. .-,· .. ·),_.>~·-= / ,.-.~,<;,.-_~::=·~:·.~ . .-,: .. _,;_::i:··,.-;·.-. ·.,, ... • .. ,:,!.:·.:·:·.::·!',·</\:_--:,.-.--'. ·-+_· _; {;:.,_>·':;::·,·E~~R611i.t,' iNcS~ai~;s, ~~fid~::1~~~f tt~~~~;t;~~-., I ,I 111 Description.: BM #2 -TEMPLE HIP BEAM Vertical Reactions Load Combination Support 1 +D-i-0.750Lr-i-0.750L+H, LL Qomb RIJO (L-0.715 +D-i-0.750Lr·t{l:750L+H; LL Comb Run (L-1.405 . +D-i-0.750L-i-0.750S+H, LL Comb RI.in (·L-0.878 +Dt0.750L t0.750S+H, LL Comb Run (L1-0.878 +D-i-0.750L-i-0,750S+H, LL Comb Run (L~0.878 +D-i-0.60W+H -0.878 +D-i-0.70E+H -0;878 +D-i-0.750Lr-i-0.750L-t-0.450W+H; LL Corr-1.568 +D-i-0.750Lrt0.750Lt0.450W+H, LL Corr-0.715 +D-i-0.750Lr-i-0.750L-t-0.450W+H,LL Corr-1.405 +Dt0,750L t0.750St0.450W+H, LLCom-0.878 +D-t-0.750l-t-0.750S-t-0.450W+H, LL Com-0.878 +D-i-0.750L-t-0.750S-t-0.450W+H, LL Com-0.878 +Dt0.750Lt0.750St0.5250E+H, LL Con-0.878 -tD-i-0.750L-t-0.750S-t-0.5250E+H, LL Con-0.878 +Dt0.750L-i-0.750S-i-0.5250E+H, LL Con-0.878 -i-0.60D-i-0.60W-i-0,60H -0.527 t0.60D-i-0.70E-t-0.60H ;().527 D Only -0.878 Lr Only, LL Comb Run ('L) -0.920 Lr Only, LL Comb Run (L') 0.217 Lr Only, LL Comb Run (LL) -0.703 L Only, LL Comb Run ('L) L Only,.LL Comb Run (L') L Only, LL Comb Run (LL) sonly WOnly EOnly HOnly Support notation : Far left Is #1 Values in KIPS Support2 Support3 3.670"-----~------------~----- 5.382 3.442 3.442 3.442 3.442 3.442 5.154 3.670 5.382 3.442 3.442 3.442 3.442 3.442 3.442 2.065 2.065 3.442 2.283 0.305 2.588 E S I / F M E Inc. STRUCTURAL .ENGINEERS Project Name: NINJAGO NDS 2012, cec-2013 & SDPWS-08 (ASD) QeM BETWEEN GRID Pl,4 & Kl,4 Member Span = 29,0 ft Pl= 0 lbs from P2= 0 lbs from TOTAL PSF TRIBUTARY (ft) ROOF= ( 44 )x( 4.5 + o.o WALL= ( 5 )X( 3.0 + o.o FLOOR= ( 55 )x( o.o + o.o DECK = ( 10 )X( o.o + o.o @Ll"' 0.0 ft DL= o lbs @L2"' o.o ft DL= o lbs PLF )= 198 )= 15 )= 0 )= 0 Page: 9 Date: 4-21-15 Job#: E553 Client: ETHOS Plan #: TEMPLE BLDG L2 p2 Dead Load 22 psf ==> 99 plf 5 psf==> 15 plf 15 psf ==> 0 plf 10 psf ==> 0 plf SELF WEIGHT = 30;6 30.63 psf ==> 30.6 plf ALTERNATE BEAM= DESIGN: TOTAL LOAD= 243.6 PLF TOTAL D;L, = n= 0.1111 PSl/VL/6xSAWN Size Factor, Cr= 0.98 [If d>12, Cr= (12/d)'"JJ +-""' 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Fv= Mmax = 25611.0781 ft-lb::;: 307,33 in-K R1= 3533 lbs R2= 3533 lbs R10,L,= 2097 lbs R2n.L,= 2097 lbs R1L,L, = 1436 lbs Ru,L,= 1436 lbs S,equrrec1= Mmax/(Fb*Cd)= 86,24 in3 1.5*Vmax/(Fv*Cd)= 13.4 · in2 Allowable Def,= L/ 240 = 1,45 In. n= 0.092 lSL 290 Vmax= Cd= psi E::; 2.00 Rmax-(w*d)= 4-Roof = 1.25 -Sprovlded= 228,7 in3 Aprovlded= Actual Def.= 98.0 Jn2 1,21 In. Dead Load Def.= 0.72 in. GLB camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 144.6 PLF d= b= 14.000 7 x106 psi 3248 lbs USED CAPACITY 37.7% O.K, 13.7% O.K. O.K. 287 in. in. VER:2014.0 Page: /t) E S I / F M E Inc. Date: 4·21·15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO Plan #: TEMPLE BLDG NDS 2012, CBC 2013 & SDPWS-08 (ASD) GHDR SUPPORTING BM 3 Member·Span = 6.0 ft Pl= 3533 lbs from BM3 P2= 0 lbs from l2 @Ll"' 3.0 ft DL= 2097 lbs @U= 0.0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF=.( 44 )x( 2.5 + o.o )= 110 22 psf ==> WALL= ( 5 )x( 1,0 + o.o )= 5 s psf==> FLOOR= ( 55 )x( o.o + 0.9 )= 0 15 psf==> DECK = ( 70 )x( o.o + o.o )= 0 10 psf==> SELF WEIGHT= 14.1 14.06 psf==> TOTAL LOAD= 129,1 PLF TOTALD.L, = 0 0 ·-· OR•~-· • ALTERNATE BEAM= DESIGN: Size Factor, Cr = 1.00 [If d>12, Ci= (12/d)'"l] ,.__ n= 0.1111 PSIJVL/6xSAWN n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 Fb= 1350 x Cfx Cr= 1350 psi Fv= Mmax= 5880,25 ft-lb= 70.56 in·K R10.L,= 1271 lbs R20.L.= 1271 lbs R1u.= 883 lbs R2u.= 883 lbs Srequrrec1= Mmax/(Fb*Cd)= 41,82 ln3 1.S*Vmax/(Fv*Cd)= 14.3 1n2 Allowable Def.= L/ 240 = 0.30 In. n= 0.092 LSL 170 Vmax= Cd= psi E= 1.60 Rrnax-(w*d)= 4·Roof = 1.25 Sprovlded= 121,2 in3 Aprovlded= 63.3 in2 Actual. Def.= 0.03 In. Dead-Load Def.= 0.02 In. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 55 plf 5 plf 0 plf 0 plf 14.1 plf 74,1 PLF d= b= 11.500 5.5 xl06 psi 2030 lbs USED CAPACITY 34.5% O.K. 22.7% O.K. O,K. 2107 in. in. VER:2014.0 Page: II E S I / F M .E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Project Name: NINJAGO NOS 2012, CBC 2013 & SOPWS-08 (AS!;>) QeM SUPPORTING UPPER TOWER RIDGE Member Span = 9.0 ft ciient: ETHOS Plan #: TEMPLE BL.DG L2 p2 Pi= ·1800 lbs from BM2 @Ll= 4,5 ft DL= ·900 lbs P2= 0 lbs from @L2= o.o ft DL= o lbs TOTAL PSF ROOF= ( 44 )X( WALL= ( 5 )x( FLOOR= ( 55 )x( DECK = ( 70 )x( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) 0.0 + o.o )= o.o + o.o )= 0;0 + 0,0 )= o.o + o.o )= SELF WEIGHT = TOTAL LOAD= PlcF Dead Load 0 24 psf==> 0 plf 0 5 psf==> 0 plf 0 15 psf ==> 0 plf 0 10 psf==> 0 plf 9.2 9.167 psf ==> 9.2 plf 9.2 PLF TOTALD.L. = 9.2 PLF n= 0,1111 PSLNl/6xSAWN Size Factor, Cr = 1.00 [If d> 12, Cr= (12/d)'0>J +-n= 0,136 LVL d= b= 7.500 5.5 xl06 psi Repetitive Member; Cr=> No => Cr= 1 Fb= 1200 x Cf-x Cr= 1200 psi Fv= Mmax = -3957.1875 ft-lb= -47.49 ln-k ·859 lbs R~= ·859 lbs R1 o;L,= ·409 lbs R20.L,= ·409 lbs R1 u. = ·450 lbs R:a,L,= ·450 lbs Mmax/(Fb*Cd)= -31.66 1n3 1.5*Vmax/(Fv*Cd)= -6.1 in2 Allowable Def.= L/ 240 = 0.45 In. n= 0,092 LSL 170 Vmax= Cd= psi E= 1.60 Rmax-(w*d)= 4-Roof = 1,25 -864 lbs USED CAPACITY Sp,ovlded= 51,6 !n3 -61.4% O,K. Aprovlded= 41.3 fn2 ·14.8% O.K. Actual Def.= -0,19 In. O.K, Dead Load, Def.= -0.09 In. GLB Camber= D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ -579 in. in. VER:2014,0 Page: J,i. E s .I / F M E Inc. I Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NDS 2012, CBC 2013 & SDPWS-08 (ASD) QeM SUPPORTING TOWER FRAMING L2 p2 Member Span = 19,0 ft Pl= 3500 lbs from @Ll= 3,0 ft DL= 1900 lbs P2= 3500 lbs from @L2= 16;0 ft DL= 1900 lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 44 )X( 4.5 t 5,0 )= 418 24 psf ==> 228 plf WALL= ( 14 )X( 5.0 + o.o )= 10 14 psf ==> 70 plf FLOOR= ( 55 )X( o.o + o.o )= 0 15 psf ==> 0 plf DECK = ( 7Q )X( o.o + o.o )= 0 10 psf ==> 0 plf SELF WEIGHT = 30,6 30.63 psf ==> 30.6 plf TOTAL LOAD= 518.6 PLF TOTALD,L. = 328.6 PLF ALTERNATE BEAM:;: DESIGN: n= 0.1111 PSl/VL/6xSAWN Size Fcictor, Cr= 0.98 [If d>12, Cr= (12/d)<">J ._ n= 0,136 LVL d= b= 14.000 7 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf x Cr= 2851 psi' 493.05 in~K Fv= Mmax = 41087.1637 ft-1.b= R1 o.L. = 5022 lbs R1L,i.. = 3405 lbs Srequlred= Allowable Def;= R20.L.= 5022 lbs Ru.L. = 3405 lbs Mmax/(Fb*Cd)= 138,36 in3 1.S*Vmax/(Fv*Cd)= 32,4 in2 L/ 240 = 0,95 in. -n= 0.092 LSL 290 psi E= 2.00 xl06 psi Vmax= Rmax-(w*d)= 7822 lbs Cd= -4-Roof = 1.25 USED CAPACITY Sprovfded= 228,7 ln3 60.5% O.K. 98,0 in2 33.0% O.K. Actual Def.= 0,83 In. Dead Load Def.== 0.50 In. GLB camber == D.L. Def,x.1.5 = N.A. in. Actual Def.= L/ O.K. 273 in. in. VER:2014.0 l.; __ S J / FM. E Inc. STRUCTURAL ENGINEERS Project Name: NINJAGO NOS 2012, CBC 2013.& SDPWS-08 (ASD) QBM SUPPORTING TOWER FRAMING Member Span = Pl= 0 P2= 0 TOTAL PSF ROOF= ( 44 WALL= ( 14 FLOOR= ( 55 DECK = ( 70 9.0 lbs from lbs from ft TRIBUTARY (ft) )X( 4.5 + 5.0 )x{ 5.0 + o.o )X( OiO + o.o )X( o.o + o.o @Ll= 0.0 ft DL= o lbs @L2= o.o ft DL= o lbs PLF )= 418 )= 70 )= 0 )= 0 Page: /3 Date: 4~21-15 Job#: E553 Client: ETHOS Plan #: TEMPLE BLDG L2 p2 Dead Load 24 psf==> 228 plf 14 psf ==> 70 plf 15 psf ==> 0 plf 10 psf ==> 0 plf SELF WEIGHT = 23.0 22.97 psf ==> 23.0 plf ALTERNATE BEAM = DESIGN: TOTAL LOAD= 511.0 PLF TOTALD.L.:;:: n= 6.1111 PSl/VL/6xSAWN Size Factor, Cr= 0.98 [If d> i2, Cr= (12/d)<"'] ....., n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x·Cf X Cr= 2851 psi Fv= Mmax = 5173.55859 ft-lb= 62.08 in·K R1 o.L. = 1444 lbs R20.1:.= 1444 .lbs 855 Arequlrea=· Allowable Def.= lbs R2 LL.= 855 lbs Mmax/(Fb*Cd)= 17.42 in3 1.5*Vmax/{Fv*Cd)= L/ 240 = 7.0 ln2 0.45 -in. n= 0,092 LSL 290 psi E= 2.00 Vmax= Cd= 4-.Roof Rmax-(w*d)= = 1.25 Sprovlded:::: 171,5 in3 73,S ln2 Actual Def,= 0.03 In. Dead Load-Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 321.0 PLF d= b= 14.000 5.25 x106 psi 1703 lbs USED CAPACITY 10.2% O.K. 9.6% O,K. O.K. 3438 in. in. VER:2014.0 E S I / F M E Inc. STRUCTURAL ENGINEERS Project Name: NINJAGO NDS 2012, CBC 2013 & SDPWS-08(ASD) QeM SUPPORTING TOWER FRAMING Member Span = 19.0 ft Pi=· 2300 lbs from P2= 2300 lbs from TOTAL PSF TRIBUTARY (ft) ROOF= ( 44 )X( 5.0 + 5.0 WALL= { 14 )x{ s.o +, o.o FLOOR= ( 55 )X{ o.o + o.o DECK = ( 70 )X( o.o + o.o @U= 3,0 ft Dl.= 1500 lbs @l2= 16,0 ft DL= 1500 lbs PLF )= 440 )= 70 )= 0 )= 0 Page: 1 Date: 4-21-15 Job#: E5S3 Client: ETHOS Plan #: TEMPLE BLDG L2 p2 Dead Load 24 psf ==> 240 plf 14 psf ==> 70 plf 15 psf ==> 0 plf 10 psf==> 0 plf SELF WEIGHT= 30.6 30.6~ psf ==> 30.6 plf ALTERNATE BEAM= DESIGN: TOTAL "LOAD = 540.6 PLF TOTALD,L. = n= 0.1111 PSI./VIJ6xSAWN Size Factor, C, = 0,98 [If d> 12, Cr= (12/d)'nl] +.-n= 0.136. LVL Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL Fb= 2900 X Cf X Cr= 2851 psi Fv= 290 psi E= 2.00 Mmax = 36016,7558 ft-lb= 432,20 in·K Vmax::: Rmax-(w*d)= Cd= 4-Roof = 1.25 R1 o.L.= 4736 lbs R20.L.= 4736 lbs RlL,L,= 2700 lbs Ru.L.= 2700 lbs Mmax/(Fb*Cd)= 121,2? fn3 Sprovlded= 228.7 In3 1.5*Vmax/{Fv*Cd)= 28,2 fn2 98.0 fn2 Allowable D"ef,= L/ 240 = 0,95 in. Actual Def.= 0.73 In. Dead Load Def.= 0.47 in. GLB Camber= D;l.. Def.x 1.5 = N.A. in. Actual Def.= L/ 340.6 PLF d= b= 14.000 7 x106 psi 6805 lbs USED CAPACITY 53.0% O.K. 28.7% O.K. O.K. 312 In. in. VER:2014.0 Page:_ ....... / __ _ E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NDS 2012, CBC 2013 & SDPWS-08 {ASD) QeM SUPPO~TING MAIN TOWER FRAMING BEAMS L2 Member Span = 14.0 ft Pi= 0 lbs from @L1= 0.0 ft DL= o lbs P2= 8500 lbs·from BM6 @U= 7,0 ft DL= 5100 lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 44 )X( WALL= ( 14 )xE FLOOR=( 55 )X( DECK = ( 70 )X( ALTERNATE BEAM= DESIGN: 4,5 5,0 o.o o.o + 5,0 )= + o.o )= + o.o )= + o.o )= SELF WEIGHT= TOTAL LOAD= 418 24 psf==> 70 14 psf ==> 0 15 psf==> 0 10 psf==> 30.6 30.63 psf ==> 518.6 PLF TOTALD.L. = n= 0.1111 PSL{VL/6xSAWN Size Factor, Cr= 0.98 [If d>12, Cr= (12/d)'nl] ,.......: n= 0.136 LVL Repetitive Member, Cr=> No =>·Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Fv= Mmax = 42456.3125 ft-lb= 509.48 in·K R:1. D,L, = 4850 lbs Ra,L, = 3030 lbs Srequ1rec1= Allow~ble Def.= R2D,L,= 4850 lbs R2u.= 3030 lbs Mmaxf(Fb*Cd)= 142,97 · tn3 1.5*Vmax/(Fv*Cd)= 30.1 ln2 L/ 240 = 0.70 In. n= 0,092 LSL 290 psi E= 2.00 Vmax= Rmax-(w*d)= Cd= 4-Roof = 1.25 Sprovlded::;: 228,7 tn3 98.0 tn2 Actual Def.= 0,47 In. Dead Load Def.= 0.29 in. GLB Camber = D.L. Def.x 1.5 = N.A. In; Actual Def.= L/ 228 plf 70 plf 0 pff 0 plf 30.6 plf 328.6 PLF d= b= 14.000 7 x106 psi 7275 lbs USED CAPACITY 62.5% O.K. 30.7% O.K. O.K. 359 in. in. VER:2014.0 Page: J(p E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG . NOS 2012, CBC 2013 & SDPWS-08 (ASD) . QeM SUPPORTING MAIN TOWER FRAMING BEAMS l2 p2 Member Span= 14.0 ft P1= 0 lbs from @LI= 0,0 ft DL= 0 lbs P2= 8500 lbs from BM6 @L2= 7,0 ft DL= s100 lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 44 )X( WALL= ( 14 )X( FLOOR= ( 55 )X( DECK = ( 70 )X( ALTERNATE BEAM= DESIGN: 4.5 s.o o.o o.o + 5.0 )= + o.o )= + o.o )= + o.o )= SELF WEIGHT = TOTAL LOAD= 418 24 psf ==> 70 14 psf ==> 0 15 psf ==> 0 10 psf==> 30.6 30.6~ psf ==> 518.6 PLF TOTALD.L. = -· .. ~ _,_. . . . -. n= 0.1111' PSl/VL/6xSAWN Size Fac;tor, Cr= 0.98 [If d>12, Cr= (12/d,C0l] ..-n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 n= 0.Q92 LSL Fb= 2900 X Cf X Cr= 2851 psi Fv= 290 psi E= 2.00 Mmax :;: 42456.3125 ft-lb= 509.48 in-K Vmax= Rmax-(w*d)= Cd= 4-Roof = 1.25 R1 o.i.. = 4850 lbs R20.t.= 4850 lbs R1 u.= 3030 lbs R2u.= 3030 lbs Srequired= Mmax/(Fb*Cd)= 142.97 in3 Spmvlded= 228,7 fn3 1.5*Vmax/(Fv*Cd)= 30.1 fn2 98.0 in2 Allowable Def.= L/ 240 = 0.70 In. Actual Def.= 0.47 In. Dead Load Def.= 0.29 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= 1./ 228 plf 70 plf 0 plf 0 plf 30.6 plf 328.6 PLF d= b= 14.000 7 x106 psi 7275 lbs USED CAPACITY 62.5% O.K. 30.7% O.K. O,K. 359 In. in. VER:2014.0 Page: E S I / F M E Inc. I? Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Project Name: NINJAGO NDS 2012, CBC 2013 '& SDPWS-08 {ASD) QeEAM ON GRID LINE X3 AND Xl Member Span= 10.5 ft Pi= 0 lbs from @Ll= 0,0 ft P2= 0 lbs from @L2= o.o ft TOTAL PSF ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 34 )x( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) PLF 1.0 + 5.0 ):::: 264 4.0 + o.o )= 56 o.o + o.o )= 0 5.0 + o.o )= 170 SELF WEIGHT = 23.0 TOTAL LOAD= 513.0 Size Factor, Cr = 0.98 [If d> 12, C,= (12/d)<"l] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Mmax = 7069.35059 ft-lb= 84.83 in•K I R1= 2693 R10,L,= 1538 R1L,L,= 1155 S,equ1rec1= Arequlrec1= lbs R2= 2693 lbs lbs lbs R20.L,= lbs Ru,L,= lbs 1538 1155 Mmax/(Fb*Cd)= 1.S*Vmax/(Fv*Cd)= 23.81 8.7 Client: ETHOS Plan #: TEMPLE BLDG L2 p2 DL= o lbs DL= o lbs Dead Load PLF Fv= ln3 in2 24 psf::::=> 14 psf==> 15 psf ==> 14 psf ==> 22.97 psf ==> TOTAL D,L, = n= 0.1111 PSL/Vl/6x$AWN n= 0,136 LVL n= 0.092 LSL 290 Vmax= Cd= psi E= 2.00 Rmax-(w*d)= 4·Roof = 1.25 Sprovlcied= 171.5 in3 Aprovlded= 73.5 ln2 144 plf 56 plf 0 plf 70 plf 23.0 plf 293.0 PLF d= b= 14.000 5.25 x106 psi 2095 lbs USED CAPACITY 13.9% O.K. 11.8% O.K. 0.53 in. Actu.al Def.= 0.06 Allowable Def.= L/ 240 = in. Dead, Load Def.= 0.03 in. GLB camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 2156 in. in. VER:2014,0 E .S .I / F M E Inc. STRUCTURAL ENGINEERS Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08(ASD) QeEAM AT GRID LINE 7 & 10.9 Member Span = 11.0 ft P1= 0 lbs from P2= 0 lbs from TOTAL PSF TRIBUTARY (ft) ROOF= ( 44 )x( 1.0 + 2.0 WALL= ( . 14 )x( 0.0 + o.o FLOOR= ( 55 )x( 0,.0 + o.o DECK = ( 34 )X( o~o + o.o. @Ll= 0.0 ft DL= O lbs @L2= 0,0 ft bL= o lbs PLF )= 396 )= 0 )= 0 )= 0 Page: /'$ Pate: 4-21-15 Job#: E553 Client: ETHOS Plan #: TEMPLE BLDG l2 p2 Dead Load ~4 psf =:==> 216 plf 14 psf==> 0 plf 15 psf ==> 0 plf 14 psf ==> 0 plf SELF WEIGHT = 15.8 15.83 psf ==> 15.8 plf ALTERNATE BEAM = DESIGN: TOTAL LOAD= 411.8 PtF TOTALD.L. = n= 0.1111 PSl./Vl/6xSAWN Size Factor, Cr = 1.00 [If d> 12, Ct= (12/d)'">J +-n= 0.136 LVl Repetitive Member, Cr=> No => Cr= 1 Fb= 1200 X Cf X Cr= 1200 psi Fv= Mmax = 6228.97917 ft-lb= 74.75 in•K R1= 2265 lbs R1 o.t.= 1275 lbs R20.1..= 1275 lbs R1L,L.= 990 lbs R2u.= 990 lbs S,equired= Mmax/(Fb*Cd)= 49.83 ln3 1.5*Vmax/(Fv*Cd)= 12;9 in2 Allowable Def.= L/ 240 = 0.~5 In. n= 0.092 LSL 180 Vm.ax= Cd= psi E= 1.60 4·Roof Rmax-(w*d)= 1.25 Sprovlded= 112,8 in3 71,3 in2 Actual Def.= 0,16 In. Dead Load Def.= 0.09 in. GLB camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 231.8 PLF d= b= 9.500 7.5 x106 psi 1939 lbs USED CAPACITY 44.2% O.K. 18.1% O.K. O.K. 834 in. in. VER: 2014.0 E S.J./ FM E Inc. STRUCTURAL ENGINEERS Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) QeEAM AT GRID LINE 4.9 Member Span = 15.5 ft Pl= 0 lbs from P2= 0 lbs from TOTAL PSF TRIBUTARY (ft) ROOF.= { 34 )x( 9.0 + o.o WALL= ( 14 )x( o.o + o.o FLOOR= ( 55 )x( 0,0 + o.o DECK = ( 34 )x( o.o + o.o @Ll= 0.0 ft DL= o lbs @L2= o.o ft DL= o lbs PLF )= 306 )= 0 )= 0 )= 0 Page: Jq Date: 4-21-15 Job#: E553 Client: ETHOS Plan #: TEMPLE BLDG L2 p2 Dead Load 14 psf==> 126 plf 14 psf ==> 0 plf 15 psf ==> 0 plf 14 psf==> 0 plf SELF WEIGHT = 23.0 22.97 psf ==> 23.0 plf ALTERNATE BEAM= DESIGN: TOTAL LOAD= 329.0 PLF TOTALD.L, = n= 0.111! PSL/Vl/6XSAWN Size Factor, Ct = 0.98 [If d>12, Ct= (12/d)<">J +-· n= o.136 LVL Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x CfxCr= 2851 psi Fv= Mmax = 9879.34277 ft-lb= 118,55 in·K R1 o,L,= 1155 lbs R1 LL,= 1395 lbs A,equired= Allowable Def,= R20,L,= 1155 lbs R2L,L,= 1395 lbs Mmax/(Fb*Cd)= 33.27 in3 1.5*Vmax/(Fv*Cd)= L/ 240 = 9,0 in2 0,78 in. n= 0.092 LSL 290 Vmax= Cd= psi ·E= 2.00 Rmax-(w*d)= 4•Roof = 1.25 Sprovtded= 171.5 ln3 73.5 in2 Actual Def,= 0,18 In. Dead Load Def.= 0;08 in. GLB Camber = D,L. Def.x 1.5 = N.A. In. Actual Def.= L/ 149.0 PLF d= b= 14.000 5.25 x106 psi 2166 lbs USED CAPACITY 19.4% O.K. 12.2% O.K. O.K. 1045 in. in. VER: 2014.0 Page: '2,f) .E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: ES53 Project Name: NINJAGO NDS 2012, CBC 2013 & SDPWS-08 (ASD). QeEAM AT GRID LINE 4.9 MemberSpan = 8.5 ft Pl= 0 lbs from @L1= O;O ft P2= 0 lbs from @[2= o.o ft TOTAL PSF TRIBUTARY (ft) PLF ROOF= ( 34 )x( 6.0 + o.o )= 204 WALL= ( 14 )x( o.o + o.o )= 0 FLOOR= ( 55 )x( o.o + o.o )= 0 DECK = ( 34 )x( o.o + o.o )= 0 SELF WEIGHT = 23.0 ALTERNATE BEAM= DESIGN: TOTAL LOAD= 227.0 Client: ETHOS. Plan #: TEMPLE BLDG L2 DL= o lbs DL= o los Dead Load 14 psf ==> 84 plf 14 psf==> 0 plf 15 psf==> 0 plf 14 psf ==> 0 plf 22.97 psf ==> 23.0 plf PLF TOTALD,L. = 107.0 PLF n=s 0.1111 PS!/VL/6xSAWN Size Factor; Cr= 0;98 [If d>12, C,= (12/d)<">] .._ n= 0.136 LVL d= b= 14.000 5.25 x106 psi Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 xc;fxCr= 2851 psi Mmax= 2049.81152 ft-lb= 24.60 in·K R1= 965 lbs R2= 965 lbs R10,1..= 455 lbs R20,L.= 455 lbs R1u.= 510 lbs R2L,L.= 510 lbs Srequlred= Mmax/{Fb*Cd)= 6.90 Arequlred= 1.5*Vmax/(Fv*Cd)= 2,9 Allowable Def;= 1.:/ 240 = 0.43 Fv= ln3 ln2 In. n= 0,092 LSL 290 Vmax= Cd= psi E= 2.00 Rmax-(w*d)= 4•Rciof = 1.25 Sprovided= 171.5 in3 Aprovided= 73,5 ln2 Actual Def.= 0,01 In. Qead Load Def.= 0.01 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 700 lbs USED CAPACITY 4.0% O.K. 3.9% O.K. O.K. 9187 in. in. VER:2014.0 E S I ./ _F M E Inc. STRUCTURAL ENGINEERS Project Name: NINJAGO NOS 2012, CB'C 2013 & SDPWS-08 (ASD) QeEAM AT GRID LINE 4 Member Span = Pl= 0 P2= 0 TOTAL PSF ROOF= ( 34 WALL= ( 14 FLOOR= ( 55 DECK = { 34 8.5 lbs from lbs from ft TRIBUTARY (ft) )x( 20.0 + 0.0 )x( o.o + o.o )x( o.o + o.o )x( 0;0 + 0.0 @Ll= 0.0 ft DL= o lbs @l2=o 0.0 ft DL= o lps PLF )= 680 )= 0 )= 0 )= 0 Page: Z,/ Date: 4-21-15 Job#: E553 Cllent: ETHOS Plan #: TEMPLE BLDG L2 p2 Dead Load 14 psf==> 280 plf 14 psf==> 0 plf 15 psf ==> 0 plf 14 psf==> 0 plf SELF WEIGHT = 23.0 22.97 psf ==> 23.0 plf ALTERNATE BEAM= DESIGN: TOTAL LOAD= 703.0 PLF TOTALD.L. = n= 0.1111 PSl./Vl/6xSAWN Size Factor, C, = 0. 98 [If d> 12, Cr= (12/d)<"~ +-n= o.136 LVL Repetitive Member; Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2851 psi Fv= Mmax = 6348.68652 ft-lb= 76.:i.8 iit-K I R1= 2988 R10.L.= 1288 R1u.= 1700 Arequlred= Allowable Def.= lbs R2= 2988 lbs lbs. lbs R20,L.= Ru.L.= 1288 lbs 1100 lbs Mmax/(Fb*Cd)= 21,38 Jn3 1.5*Vmax/(Fv*Cd)= L/ 240 = 9,0 in2 0.43 In. n= 0.092 LSL 290 Vmax= Cd= psi E= 2.00 Rmax-(w*d)= 4-Roof = 1.25 Sprovided= 171.5 in3 73.5 in2 Actual Def.= 0.03 in. Dead Load Def.= 0,01 in. GLB camber, = D.L. Def;x 1.5 = N.A. in. Actual-Def.= L/ 303.0 PLF d= b= 14.000 5.25 x106 psi 2167 lbs USED CAPACITY 12.5% O.K. 12.2% O.K. O.K. 2966 In. in. VER: 2014.0 • I Page: 22. ESI I F M E Inc. I Date: 4-21-15 STRUCTURAL -ENGINEERS lob#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG I k~~!~iN~~tl~i:Rbl~~UA"ifiiffi~,~Yi!s:«[A\~E~);'iti"!i.~6lfj'l(qe"J:fi-M:~iir(l't~Ql,~e\rJl~lr.,~.~:~~$\MJJ .:;:-,>t&;~-i:.~~ "~t~~~ .... ~;.._.,.,..,, ~· ~..,.:,:: .. ,.,, .... ,.,,.,,,. •• .'<.,.,.c,• .... :.i,--.,....,.~ i;:~:;.r .... ,.,_.,,'.,._Ci.1,*~ ... =.o-,~-....... "' ... ~"' ,4:...,. ... ._,,,. 'ft..~.,;~ ... ~ :i.: ,_,Ii. ,.,,,; ...... = ...... .. ..... "'-~~ ..... .J'~i:tl\':: .. :).::--ik:i:~~ + LONGIT /TRANSVERSE LOCATION: TEMPLE TOWER 2nd STORY RoofD.L =( 24 )psfx( 23 )ft = 552 plf I-I: /'\ Floor D.L. =( 0 )psfx( 0 )ft = 0 plf WallD.L. =( 8 )psfx( 14 )ft = 112 plf F2-t TOTAL= 664 plf H2 1st STORY F1-t "" RoofD.L. =( 24 )psfx{ 20 )ft = 480 plf Floor D.L. =( 9 )psfx( 14 )It = 126 plf Hi WallD.L =( 16 )psfx( 25 )ft = 400 plf a TOTAL= 1006 plf .ASCE 7-10 EQUIVALENT LATl;BAI. f.QRtE M[IHQD ; {ASCE 7-10 Sec. 12.8) ZIP CODE: LATITUDE: 33.127000 LONGITUDE: -117.311000 FROM USGS WEB SITE: Ss = 1,123 SMs= FaxSs= 1.179 R= 6,5 (T:12.2-1) .. S1 = 0.432 Fa= 1,05 Fv= 1.57 SM1 = FvxS1 = 0.678 p= 1 !Site Soil Class = ·D SDs= 2/3 X SMS = 0.786 Risk cat.II, I. = 1.0 Seismic Design Category= D SD1= 2/3XSr,i1 = 0.452 . h0=Height of the Structure Ct X Cs= _sos 0.79 0.121 (12.8.2) Ct= 0,02 Steel Moment Res.Frame 0,028 0.8 = = R/I 6.5 ~-= 0.75 Concrete Moment Res. Frame 0.016 0.9 But not greater than (12.8,3) hn = 26,0 Ecc. Braced Steel Frame 0,03 0.75 5D1 0.45 0.302 (12.8.3) Ta=Ctx-hnx = 0,23 . All Other Structural Systems 0.02 0.75 Cs=-= 1.s· = TxR/l Cs SHALL NOT BE LESS THAN 0.01 (12.8.3) GOVERNING Cs= 0.1209 IFS1 > 0.60g Cs= 0.5x51 0.22 0.03 TiT = --= 6.5 Qe = V = Cs X W =>.Eh= p X 0.7 X Qe = If;;.~,:;~-~ ~~~i'n "'· .~ )1}]=,, ~lt': ;1;-, -~ ~ i ;~ ASCE 7.-10 SIMPLIFIEDWIND.DE~G~ : {ASCE 7-10 Sec. 28.6.3) CO= 1,3 (CBC-1605.3) Mean Roof Height= 26.00 ft< 60ft Wind Velocity = 110 mph Exposure= C Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 X m X}. X Kzt X Ps30 XI Risk Cat.II, I. = 1.0 i= 1,36 {From ASCE 7-10 Figure 28.6·1) ZONES . : ...... I . Horizontal Pressures Vertical Pressures .Overhangs •fi,ttfi11~ • :~ .;.1fl A B C D E F G H . EoH GoH . ,. --~-<· r"··r;,~ . / .-'• .,, Y.· . Ps3o (psf) 26.6 •7,0 17._7 •3.9 ~23,1 -16,0 -16,0 -12.2 -32,3 -25,3 ~-r\' it::(,.::, ·-l·..?-r--" ~~ Ps(Psf) 28,2 -7,4 18.8 -4,1 ·24.5 · -17.0 017.,0 · -12.9. •34.3 -26.8 1'1 ·'J~! ~ LEVEL .Wi hi· Wixhl Fx Story Shear USE Wl~D ZONE=> C CONTROLLING (plf) (ft:} (ft-lb) (plf) (plf) .. (plf) FORCE(plf) ROOF 6ti4 24 15936 74 ---( 8 -2,5 JXP1= 103 ·~ ~P.Ji?.Ylt,f~--~p.w, '" ,Jlj;l;';, ~ ~".,~'5'.1/>'Cil.&-~" ~:@ ;5, 1 1006 14.5 145117 68 141.4 -{ 26.S -7.0 )xP.= 366 ''ili.~l'iP.J~·~~&"t\ ~; -;,.;<1~·<v;-w ,,.~.~~--t.t:-.1, I" .... ~ ~ -~,· ... 1~=... _....,_. .... ,.., 11>70 D .:,u"'~"' 141.4 Fust floor vvma = 263 VERSION: 2014.0 • Page: ~ I ESI I F M E Inc. I Date: 4·21·15 .STRUCTURAL· ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAG.O Plan.#: TEMPLE-BLDG ,~~i'il!~4ii~sro.1i·~1Elffi1Wil1l(L¥,sts,·1so1;1{t1.'.li'o'ii.~Jlfa~~§l'11YA1J«.t?fjje.t1~Jiiettt:,n~11{ti,~"''·i~--;'il ::. ,,.i:.;:,-~ ..... "h.-t.~'~~-~~,,.,,? ·-•• .: fit .. i. ,.,,.,,, ,. ",.~,...,., .... ,\ ,;, • , ... _.._.,i.\, -•• ..:...., ,.,.:,.; "*'""y""'"~· ~.,_ , -.."!> .r .:s~ ,.,,, · ... =L~L ,., ,., ..., ~;,w,;...,.,.,~...J-i:1-,,g.::_Jir~;;rxr.~=,1~ LOCATION: LASER MAZE ! TRANSVERSE 1st STORY /\ RoofD.L ={ 14 )psfx{ 27 )ft 378 plf Deck· D.L ={ 0 )psfx{ 0 )ft = 0 plf Hr Wall D.L =( 10 )psfx( 27 )ft = 270plf TOTAL= 648 plf Fl "7 -LONGITUDINAL 1st STORY HI RoofD,L ={ 14' )psfx( 33 )ft = 462 plf Deck D.L =( 0 )psfx{ 0 )ft = 0 plf WallD.L. =( 10 )psfx( 33 )ft = 330 plf ~ ,, TOTAL= 792 plf ASCE 7•1Q EQUIVAL~NT FORCE MfiHQD : {ASCE 7•10 Sec, 12,8) ZIP CODE; LATITUDE: 33,127000 LONGITUDE: -117,311000 FROM USGS WEB'SITE: Ss = 1.123 SMs = FaxSs = 1,123 R= 6.S (T:12,2-1) S1 = 0,432 Fa= 1,0 Fv= 1,5 SH1 = FvxS1 = 0,648 p= 1 /~ite Soil Class = D I SDs= 2/3 x SMs = 0.749 Risk Cat.II, 1. = 1.0 Seismic Design Category= .. D SD1= 2/3 X SM1 = 0,432 n0=Nergm or me ;:,irucrure Ct X Cs=~ 0,75 0.115 (12.8.2) Ct= 0,02 Steel Moment Res.Frame 0.028 0.8 = = Concrete Moment Res. Frame R/I -6;5 X= 0,75 0.016 0,9 But not greater than (12,8,3) hn = 12,0 Ecc. Braced Steel Frame 0.03 0.75 SD1 0,43 0.515 (12.8.3) Ta=Ct X h/ = 0,129 All Other Structural Systems I 0.02 0.75 Cs=-= o.i" = TxR/I Cs SHALL NOT BE LESS THAN 0,01 (12.8.3} GOVERNING Ca= 0.1162 IFS1 >0,60g Cs::: 0,5XS1 0,22 0~03 R/I = 6.5 = Qe = V = Cs x W => Eh = p x 0.7 x Qe = e~:~1~~tYitsB1f'i~I "J-,:,,~~1~~:f~~ •..,,.::...-..!: " ..... ~~;: ,!;~ ASCE 7-1g SIMPLIFIED WI~D QEiI§~ i (ASCE 7•10 Sec, 28.6.3) Ol= 1,3 (CBC-1605,3) Mean Roof Height= 11,00 ft<60ft: Wind Velocity = ~10 mph Exposure= C Kz1:= 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps= 0.6x 0) X 11.X Kztx Ps30 XI Risk cat.II, I..= 1,3 1,,:::: 1.21 (from ASCE 7-10 Figtlre 28.6-1) ~,:(i . ,.,,. ' ZONES "? . ••11 .,. ,·,··1r.1t!l Horizontal Pressures Vertlcal Pressures Overhangs . '>?, .,,···1 I '"!"''"'['.' I A a C D E F G H EOH GOH ~ . :/wr~~:,. . i' ... / _(.; --=·, ~ ._. •. 1-i~ ,. t:· : , ·t-~ P,30{psf). 19,2 -10.0 12,7 •5,9 -23,1 •13,1 -16.0 -10.1 -32,3 ·25.3 , ... _ n' r·;, ........ ;:----. ...... .,,.,.. P,{psf) 24,1 ·12,6 16.0 :7,4 ·29.0 -16,5 -20.1 :12.,: •40,6 ·31.8 · .. X,.r-1 ··":..-.. LEVEL WI Fx . Story Shear USE WIND·ZONE=> C CONTROLUNG TRANSVERSE (plf) (plf) (plf) (plf) FORCE(plf) ROOF 648 52 52 ( 12,5 -5.5 )xP,= 112 '~(W!~PJ~&.~~ LEVEL WI Fx Story Shear USE WIND ZONE=> C CONTROLUNG LONGITUDINAL (plf) (plf) (plf) --(plf) FORCE{plf} ROOF 792 64 64 ( 12,5 -5.5 )xP.= 112 wKWJ!iQl¾l'i\.~~~r.: VERSION: 2014.0 • Page: -bA--- I ESI I F ME Inc. I Date: 4·21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS. Project Name: NINJAGO Plan-#: TEMPLE BLDG . 1R'""'"""'-~'~sr.n-.rK!.!l:eiiL~s1s:·r:D1t~t'~"i'f~l"'~--,E11t"'·-··-ow1l!Et11r~·"·-•· .... , ·"-···11;1i;"'I""'' .... ,."'il .,,, ""0l.tl~.iJ, ·-:, .. : .. 1,,;,~ 'J,/. .. _,:_,:, __ p •• ,!" · !:i"-· ~, tdl!. !11!!:·J>· ... J.:IS}t,~Jlt,;,.,; .~;-~ · ~H~. ll:!iO~~ 'iiit ... ~~.ti.ift LOCATION: EXIT SHOP ! TRANSVERSE 1st STORY I Roof D.L. =( 14 )psfx( 40 )rt = 560 plf Deck D.L. =( 0 )psfx( 0 )rt = 0 plf Hr Wall D.L. =( 10 )psfx( 40 )ft = 400 plf TOTAL= 960 plf Fl -t -LONGITUDINAL 1st STORY H1 Roof D.L. =( 24 )psfx( 18 )rt = 432 plf Deck D.L. =( 14 )psfx( 50 }rt = 700 plf Wall D.L. =( 10 }psfx( 50 )rt = 500 plf ~ ' TOTAL= 1632 plf ASCE 7-10 EQUIVAbl;NT FOB!;;;!; MllHQD : (ASCE 7·10 Sec. 12,8) ZIP CODE: LATITUl>E: 33.127000 LONGITUDE: -117,311000 FROM USGS WEB SITE: Ss = 1,123 SMs= FaxSs= 1,123 R= 6.5 (T:12.2-1) S1 = 0,432 Fa= 1.0 FY= 1.6 SM1= FVXS1 = 0,648 p= 1 I Site Soil Class= D I SDs= 2/3 X SMs = 0,749 Risk Cat.II, I. = 1.0 Seismic Design Category = D 5D1= 2/3 x SM1 = 0,432 -h,=HeTgnt ot the Structure ct X Cs=~ 0,75 0,115 (17.8.2) Ct= 0,02 Steel Moment Res.Frame 0.028 0.8 = = Concrete Momeni Res. Frame Rf I 6.5 X= 0.75 0.016 0,9 But not greater than (12,8.3) h0 = 12,0 Ecc. Braced Steel Frame 0.03 0,75 SD1 0,43 0.515 (12.8.3) . T1=Ct x hf = 0;129 All Other Slructural Systems I 0.02 0.75 Cs=___.. = o.a = TxR/I Cs SHALL'NOT BE LESS THAN·0,01 (12.8.3) GOVERNING Cs= 0.1162 IFS1 >0.60g Cs= 0,5XS1 0.22 0.03 'TTf" = 7:5' = Qe = V = Cs x W => Eh = p x 0,7 x Qe = etii:l:1•:ll''1i'"6st·-'1"'~i"J; t~l,,.J;~%1.~Tu ~ l"~l<.o--~~:~;,l' ~~ ASCE 7-10 ~IMPl,,IFIEQ Wl~D DE~ (ASCE 7-10 Sec. 28,6.3) CO= 1,3 (CBC-1605,3) Mean Roof Height= 12.00 ft<60ft Wind Velocity = 110 mph Exposure= C Kzt= 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps= 0.6xrox,.xKztxP530 xI Risk Cat.II, I. = 1.3 A,= 1.21 (From f,SCf. 7-10 Agure 28.6-1) · ,,·:,.' ~-·~·'] ., ZONES l"'ll 1i:·1 ,,11 ' . ;. : ..... :.~·.i·ii1 "' . '-,-;; _,,,, r·~ . ·Horizontal Pressures Vertical Pressures Overhangs ~~-~\ri;:i)' ·:: I :t_5 ,: : ::~~~ A B C. D E F G H EOH GOH P,3o(Psf) 19,2 -10.0 12,7 · -5,9 -23.1 -13,1 •16.0 -10.1 -32.-3 ·25.3 ,_,_ ,. r";'·, ... :::---,:_. ~ ,i . j!i'r .':-P,(psf) 24,1 •12,6 16.0 -7,4 -29,0 -16.5 -20;1 ·12,7 -40.6 •31.8 LEVEL WI Fx . Story Shear USE WIND ZONE=> C CONTROLLING TRANSVERSE lalfl (plfl ' (pin (plf) FORCE(plf) RqOF 960 77_ 7-7 ( 13· -5.5 )xP,= 120 iit.Wll!fm)!JJlti~)JjJ.; LEVEL WI Fx Story Shear USE WIND ZONE=> C CONTROLLING LONGITUDINAL -(plf) (~If)• (pin (plf) FORCE(plf) ROOF 1632 132 132 ( 14 -5.5 )xP,= 136 \flJW!!'il;))j~~f]ij)i VERSION: 2014.0 i 'I ES I E S I / F M E Inc. STRUCTURAL ENGINEERS Date: 4-21-15 Job#: E553 Client: ETHOS · · · ·Project Name: NINJAG() Plan #: TEMPLE .BLDG ··sHEAR WALL DESIGN (/BC 2012/ CBC 2013 I SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S01= 0.76 (CBC ALTERNATE BASIC LOAD COMBINATiONS) 0 WALL(S) @ . GRID LINES {WALL 1= 21.00 ft OPENING= o.oo PLATE HT= 10 ft ft WALL3= ft Walll != 21.00 ft} WALL2= o.oo o.oo ft WALL 4= o.oo ft LOAD =( 112 plf ( 33.0 ft/2+ 0 )= 1848 lbs. TOTAL WALL LENGTH = 27 ,00 ft LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = o lbs. LOAD =( 0 plf ( o.o ft/2+ 0 )= o lbs. LOAD =( 0 plf ( o.o ft/2+ 0 )= 0 lbs. SHEAR= T, LOAD / L = 1848 lbs/ 27;00 ft = 68 lbs/ft ANCHOR/STRAP? ANCHOR 68 lbs/ft,------,-----, GOV.FORCE= WIND _;;U:__;:;S __ E;;;....,;._:;;:.;a...~~W;..</.;:.5:..;/8:.."...;D;.;;ia;;;.x:.:..=.10;;;..'...;' A~.B:;;.;•;.,:'S;.,:®::;..__.:..72=---="o=c __ __,1 ___ -l-_..!:A::::B:.!.7.::.2-----1 UPLIFT: L(Wall)= 27.0 ft · LOAD= 1848 lbs. Q.T.M.= 18480 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.XTrlb.Width+Floor D.L.xTrlb,Width]x(S.W. Length)2 /2 WALL WT= 18 psf x 10 ft = 180 lbs ROL= 14 psf TrbW= 1 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 47378 lbs UPUFr=(O.T.M.-R.M.)/Lwa11 UPLIFT= -1070 lbs PROVIDE SJ:MPSON: NOT REQUIRED PER POST, CAPACITY= N,A. lbs O.K Dia hra m Len th= 27 ft .Provide A35's or Hl's @ 48 Inches O.C. V= 68 If (v WALL(S)@ GRIDLINEM PLATE HT= 10 ft {WALLl= 14.50 ft OPENING= o.oo ftWalll!= 14,50 ft} WALL2= o.oo ft WALL3= 0,0D ft WALL4= o.oo ft LOAD=( 112 plf ( 33.0 ft/2 + 0 )= 1848 lbs, TOTAL WALL LENGTH = 14.50 ft LOAD=( 0 plf{ o.o ft/ 2 + 0 )= 0 lbs. LOAD,;:( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf.{ 0.0 ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1848 lbs/ 14.50 ft 1~7 lbs/ft ANCHOR/STRAP? ANCHOR 127 lbs/ft GOV.FORCE= WIND USE 72 110 C AB72 UPl:.IFT: L (Wall)= 14,5 ft LOAD= 1848' lbs. O.T.M.= 18480 ft-lbs RESISTING.MOMENT= 0,67 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Fioor D,L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RDL= 20 psf TrbW= 1 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 14087 lbs UPLIFr={O.T.M.-R.M,)/Lw.11 UPLIFT= 303 lbs PROVIDE SIMPSON: HTT5 PER POST, CAPACITY= 4350 lbs O,K Dia hragm Len th= 18 ft . Provide A35's:or Hi's @ 48 inches 0.C. V= 103 If @wALL{S)@ GRIDLINEP PLATE HT= 11.5 ft {WALLl= 4,00 ft OPENING= 0,00 ftWalll,l:= 4,00 ft} WALL,2= 4.00 ft WALL3= o.oo ft WALL4= 0,00 ft LOAD=( 120 plf ( 29,0 it/2+ 0 )= 1740 lbs. TOTAL WALL LENGTH = 8.00 ft LOAD=( 0 plf( o.o ft/ 2+ 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1740 lbs/ 8.00 ft 218 lbs/ft ANCHOR/STRAP? ANCHOR 218 lbs/ft GOV.FORCE= WIND USE 11 W/5/8" Dia.x 10" A,B,'S@ 60 "o/c AB60 UPLIFT: L (Wall)= 4.0 ft LOAD= 870 lbs. O.T.M.= 10005 ft-lbs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D.L.xTrib.Wldth+Floor D.L.xTrib. Width]x(S, W, Length)2 /2 WALL wt= 14 psf x 12 ft = 161 lbs . RDL= 24 psf TrbW= 4 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 1377.5 lbs UPLIFr=(O.T.M.-R.M,)/lwa11 UPLIFT= ~157 lbs PROVIDE SIMPSON: HTT5 PER POST, CAPACITY= 4350 lbs O,K Diaphragm Length= 32 ft Provicje·A35's or Hi's@ 48 Inches O.C. V= 54 plf VERSION 2014,2 i '1 ES I E S I / F M E Inc. STRUCTURAL ENGINEERS Page: ,Z,f;, Date: 4·21-15 Job#: E553 Client: ETHOS ... Project Name: NINJAGO Plan #: TEMl1!-E B.LDG SHEAR WALL DESIGN {/BC 2Q12/CBC 2013/SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER = 0.9-0.14S0,= 0. 76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 ft 0 WALL(S) @. GRID LINE K {WALL 1= 4.00 ft OPENING= o.oo plf ( plf ( ftWalll I= 4.oo ~} WALL2= a.oo ft WALL 3= o.oo ft WALL 4= o.oo ft LOAD=( 120 44.0 ft/2+ 0 )= 2640 lbs. TOTAL WALL LENGTH= 12.00 ft LOAD=( o· LOAD=( 0 LOAD=( 0 SHEAR = T. LOAD / L = plf ( plf ( 2640 0,0 ft/2+ 0 )= o lbs. o.o ft/2+ 0 }= O lbs. o.o ft/2+ 0 )= o lbs. lbs/ 12.00 ft = 220 lbs/ft ANCHOR/STRAP? ANCHOR 220 lbs/ft,-------,,------, GOV.FORCE= WIND ...;:U:.....:;:;S;...:;:.E_,_""1;,;;,;1.....,.__...;:.w::.,/.=5L.:8::;.."...:D:.:.ia::::•::.X.::.10::;..'...:' A..=•::;,B•:...:'S:....:@:a:...... __ 6=.;0:...__~"o::t:/.=C __ --1 ___ -+_..!A==:B:.:6~0--l UPLIFT: L (Wail)= 4.0 ft LOAD= 880 lbs. O.T.M,= 8800 ft-lbs RESISTING MOMENT= 0,67 x [Bearing Wall Weight] +~oof D.L.xTrib,Wldth+Floor D.LxT"rib.Width]x(S.W. Length)2 /2 WALL WT= 18 psf X 10 ft= 180 lbs ~DL= 14 psf TrbW= 1 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 1039.8 lbs UPUFT=(O.T.M.-R.M.)/lw,11 UPLIFT= 1940 lbs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O.K Dia hra m Len th= 60 ft Provide A35's or Hl's @ 48 lncheso.c. V,;: 44 If © WALL(S)@ BETWEEN GRID LINE H & G PLATE HT= 10 ft {WALLl= 17.00 ft OPENING= o.oo ftWalllI= 11.00 ft} WALL2= o.oo ft WALL3= O.DO ft WALL4= o.oo ft LOAD=( 120 plf ( 33.0 ft/ 2 + 0 )= 1980 lbs. TOTAL WALL LENGTH= 17.00 ft LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1980 lbs/ 17.00 ft 116 lbs/ft ANCHOR/STRAP? ANCHOR 116 lbs/ft GOV.FORCE= WIND USE 72 110 C AB72 UPLIFT: L (Wall)= 17;0 ft LOAD=· 1980 lbs. O.T.M.= 19800 ft-lbs RESISTING MOMENT= 0.67 X [Bearing Wall Weight] +Roof D.L.xTrib.Wldth+Floor D.L.xTrib.Width]x(s.w. Length}2 /2 WALL Wf= 18 psfx 10 ft= 180 lbs RDL= 20 psf' TrbW"' 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 25172 lbs UPUFT=(O.T.M,-R,M.)/Lw.11 UPLIFT= ·316 lbs PROVIDE SiMPSON: NOT REQUIRED PER POST, CAPACITY= N,A. lbs O.K Dia hra m Len = 40 ft Provide A35's or Hl's @ 48 lncheso.c. V= 50 ff @WALL(S)@ GRIDLINEF PLATE HT= 10 ft {WAlL1= 15.00 ft OPENING= o.oo ftWallll:= 1s.oo ~} WALL2= o.oo ft WALL3= 0.00 ft WALL4= o.oo ft LOAD=( 120· plf { 13,0 ft/ 2 + 0 )= 780 lbs. TOTAL WALL LENGTH= 15.00 ft LOAD=( 0 plf ( o.p ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/2+ 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + Q )= 0 lbs. SHEAR = T. LOAD / L = 780 lbs/ 15.00 ft 52 lbs/~ ANCHOR/STRAP? ANCHOR · 52 lbs/ft GOV.FORCE= WIND USE 10 W/5/S"Dia.~ 10" A,B,'S@ 72 "o/c AB72 UPLIFT: L (Wall)= 15.0 ft LOAD= . 780 lbs, O.T.M.= 7800 ft-lbs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D,L.xTrib.Wldth+Floor O.L.xTrlb.Wldth]x(S.W. Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RDL"' 24 psf TrbW= 1 ft FDL= 0 psf TrbW= 0 ft RES.MOM= .15377 lbs UPUFT=(O,T.M.-R.M.)/Lw.11 UPLIFT= . -sos lbs PROVIDE SIMPSON: ·NOT REQUIRED PER POST, CAPACITY= N,A, lbs O.K Diaphragm Length= 25 ft Provide A35's or Hl's @ 48 inches o.c. V= 31 plf VERSION 2D14.2 i ' ES I/FM E Inc. Page: ------''-1--- D ate: 4•21·15 ES f STRUCTURAL ENGINEERS Job#: E553 Client: ETHO/; Project Name: NINJA~O . . Plan #: TEMPLE BL!)G· SHEAR WALL DESIGN (IBC 2012 I CBC 2013 I SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S0,= 0.76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 ft 0 WALL(S) @ GRID LINE 1 {WALL 1= 32.00 ft OPENING= 0.00 plf ( plf ( ft Wall1 != 32.00 ft} WALL2= o.oo ft WALL 3= o.oo ft WALL 4= o.oo ft LOAD=( 136 40.0 ft/2+ 0 )= 2720 lbs. TOTAL WALL LENGTH= 32.00 ft LOAD=( 0 o.o ft/ 2 + 0 ) = o lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 ) = o lbs. LOAD=( 0 plf ( o.o ft/2+ 0 )= o lbs. SHEAR = t. LOAD / L = 2720 lbs/ 32.00 ft = 85 lbs/ft ANCHOR/STRAP? ANCHOR 85 lbs/ft.------,------, GOV.FORCE= WIND U S E 72 ."o c AB72 ..::...=..=.....:.....;;=-->----=.:L.::.<.:..-==.=.::....:.::.=-:..:::..:..---=-=--..:.1..:... __ ...L-___ +-._!=!:'._-1 UPLIFT: L (Wall)= 32.0 ft LOAD= 2720 lbs,' O.T.M.= 27200 ft·lbs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D.L.xTrlb.Wldth+Floor D,LxTrlb.Wldth]x{S.W. Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RDL= 14 psf TrbW= 14 ft FDt= 0 psf TrbW= 0 ft RES.MOM= 128983 lbs UPUFT=(O.T,M.-R.M.)/Lw.. UPLIFT= -3181 lbs PROVIDE SIMPSON.: NOT REQUIRED PER POST, CAPACITY= N,A. ibs O.K Dia hra m Len th= 40 ft Provide A35's or Hl's @, 48 lnches.o.C. V= 68 If @ WALL(S) @ GRID LINE 4,9 {WALL 1= 13.00 ft OPENING= o.oo ft Walll :t= 13.00 ft} WALL2= o.oo LOAD =( 136 plf ( 40.0 ft/2+ 0 )= LOAD =( 0 plf ( o.o ft/2+ 0 )= LOAD =( 0 plf ( o.o ft/2+ 0 )= LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = SHEAR = T, LOAD/ L = 2720 lbs / 13.00 ft ft WALL3= 2720 lbs. o lbs. o lbs. ·o lbs. 209 lbs/ft PLATE HT= 10 ft o.oo ft WALL 4= o.oo ft TOTAL WALL LENGTH= 13.00 ft ANCHOR/STRAP? ANCHOR 209 lbs/ft.--------,-----, GOV.FORCEe WINP ..::U~S:..:E=-"-=l~l~_..:;W:.i./.::;SL.:8:.."..;:D:.:;la=.x=l0:..'..:' A.;::;B::.:•c.:'S;..:@,.___6::..4:....._...:"o:::!./.::;C __ ---1. ___ --l-_~A=B:::6;::..4----1 UPLIFT: L (Wall)= 13.0 ft LOAD= . 2720 lbs. O.T.M.= 27200 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +RoofD.L.xTrlb.Width+FloorD.L.xTrlb.Width]x(S.W. Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RDL= 14 psf TrbW= 12 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 19702 lbs UP11FT=(O.T.M,·R.M,)/Lwa11 UPLIFT= 577 lbs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O.K Dia hragm Len th=~ 44 ft Provide A35's or Hi's @ 48 lnchesO.C. V= 62 If ® WALL(S)@ GRIDLINE·S PLATE HT= 10 ft {WALL!= 6.00 ft OPENING= o.oo ftWalll l:= 6,00 ft} WALL2= o.oo ft WALL3= o.oo ft WALL4= o.oo ft LOAD=( 112 plf ( 21.0 ft/ 2 + 0 )= 1512 lbs. TOTAL WALL LENGTH= 6.00 ft LOAD=( D plf ( o.o ft/ 2 + 0 ).= 0 lbs. LOAD=( 0 plf ( 0,0 ft./ 2 + 0 )= 0 lbs. LOAD=( 0 plf( 0,0 ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1512 lbs/ 6.00 ft 252 lbs/ft ANCHOR/SIBAP? ANCHOR 252 lbs/ft GOV.FORCE= 'WIND USE 11 W/5/8" Dia,x 10" A.e·.•s@ 52 "o/c AB52 UPLIFT: L (Wall)= 6.0 ft LOAD= 1512 lbs. O.T.M.= 15120 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.xTrib.Wldth+Floor D.L.Xfrlb.Wldth]x(S.W, Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RDL= 14 psf TrbW= 13 ft FDL= 0 psf TrbW= D ft RES.MOM= 4365.7 lbs UPLIFT=(O.T.M.-R.M,)/Lw,11 UPLIFT= 1792 lbs PROVIDE SIMPSON: HTT5 PER POST, CAPACITY:;: 4350 lbs O,K Diaphragm Length= 6 ft Provide A35's or Hl's@ 16 Inches O.C. V= 252 plf VERSION 2014.2 i t ES I E S I l F M E Inc. STRUCTURAL ENGINEERS Date: 4-21-15 Job#: E553 Client: ETHQS ··Project Name: NINJAGO Plan #: -T!:.~PJ,.~ _BJ,.D(; SHEA~ WALL ·DESIGN {/BC ~012/CBC 2013/SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER = 0.9-0.14S01= 0. 76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 ft @wALL(S)@ GRID.LINE 10 {WALL 1= 8,oo ft OPENING= o.oo ft Wall1 l:= 8,00 ft} WALL2= .o.oo LOAD =( 64 plf ( 38.0 ft/ 2 + 0 ) = ft WALL3= 1216 lbs. 0,00 ft WALL 4= o.oo ft TOTAL WALL LENGTH= 8.00 ft LOAD =( 0 plf ( o.o ft/2+ 0 )= LOAD =( O plf ( o,o ft/ 2 + o. ) = LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = SHEAR = T, LOAD / L = 1216 lbs/ 8.00 ft = o lbs. o lbs. 0 152 lbs. lbs/ft ANCHOR/STRAP? A_NCHOR 152 lbs/ftr-----,,------, GOV.FORCE= WIND ..;u;...;as ...... E ..................... _ __,_.-=-'-';;....;;;.;.;.;:=.=;:;....;;==.:::;.__.:.,7;::;,2 _ ___;"0:ct..:C __ .....J ___ -l-_..;.A.::B:.:.7.::.2_-1 UPLIFT: L (Wall)= 8.0 ft LOAD= 1216 lbs. O.T.M.= · 12160 ft-lbs RESISTING.MOMENT= 0.67 X (Bearing Wall Weight] +Roof D,L,xTrib.Width+Floor D,LxTrib.Width]x(S.W, Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RD!.,= 14 psf TrbW= 11 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 7161 lbs UPUFT=(O,T.M.-R.M,)/Lw.i UPLIFT= 625 lbs PROVIDE SIMPSON: HTTS PER POST,CAPACITY= -4350 lbs O.K Provide A35's or Hl1s·@ 43· Inches n.c. V= 94. If @wALl(S}@ GRID LINE 12 PLATE HT= 10 ft {WALLl= 32,00 ft OPENING= 0.00 ftWalllI= 32,00 ft} WALL2= O,OD ft WALL3= 0,00 ft WALL4= 0.00 ft LOAD=( 112 plf ( 21;0 ft/ 2 + 0 ) == 1512 lbs. TOTAL WALL LENGTH= 32.00 ft LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o fl:/2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o fl:/2 + 0 )= 0 lbs. SHE/\R = T. LOAD/ L = 1512 lbs/ 32.00 ft 47 lbs/ft ANCHOR/STRAP? ANCHOR 47 lbs/ft GOV.FORCE= WIND USE 72 "o C AB72 UPLIFT: L (Wall)= 32.0 fl: LOAD= 1512 lbs. O.T.M.= 15120 fl:·lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +RoofD.L.xTrib.Wldth+Floor D;L.xTrib,Width]x(S.W. Length)2 /2 WAil. WT= 18 psfx 10 ft·= 180 lbs RDL= 14 psf TrbW= 9 ft FOL= 0 psf TrbW= 0 fl: RES.MOM= 104970 lbs UPUFT=(O,T,M,-R.M,)/lwa11 UPLIFT= -2808 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O,K Dia hra m,Len th= 32 ft Provide A35's·or H1's @ 48 inchesO.C. V= 47 If @WALL(S)@ GRIDLINEY1 PLATE HT= 16 ft {WALL!= 9,50 ft OPENING= 0.00 ftWallU;= 9150 ft} WALL2= 9,50 ft WALL3= 0,00 ft WALL4= o.oo fl: LOAD=( 366 p(f ( 25.0 fl:./2+ 0 )= 4575 lbs. TOTAL WALL LENGTH= 19.00 ft LOAD=( 0 plf( o.o fl:/ 2+ 0 )= 0 lbs. LOAD=( 0 plf( o.o fl:/2+ 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= () lbs. SHEAR = T, LOAD/ L = 4575 lbs/ 19.00 ft 241 lbs/ft ANCHOR/STRAP? ANCHOR 241 lbsifl: GOV.FORCE= WIND USE 11 W/5/8" Dia.x 10" A,B.'S·@ 52 "o/c AB52 UPLIFT: L (Wall)= 9,5 ft LOAD= 2288 · lbs, O.T.M.= 36600 fl:·lbs RESISTING MOMENT= 0.67 X [Bearing Wall Weight] +RoofD.LxTrib.Wldth+Floor D.L.xTrlb,Width]x(S.W. Length)2 /2 WALL WT= 14 psfx 16 ~ = 224 lbs RDL= 24 psf TrbW= 8 fl: FDL= 0 psf TrbW= 0 ft RES.MOM= 12577 lbs UPLIFT=(O,T.M.-R,M.)/lwa11 UPLIFT= 2529 lbs PROVIDE SIMPSON: HUS PER POST, CAPACITY= 4350 lbs O.K Dic!phragm ·Length= 6 it Provide A35's or H1's-@ NG lnches·O.C. V= 763 plf VERSION 2014.2 i f ES I E S I / F M E Inc. STRUCTURAL ENGINEERS P!!ge: . ::::?0 Date: 4·21·15 Job#: E553 Ciient: ETHOS ,Project Name: NINJAGO Plan #: TEMPLE BLDG SHEAR WALL DESIGN (/BC 2012 I CBC 2013/ SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S0.= 0. 79 (CBC .ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 17.5 ft @wALL(S)@. . GRID LINE Y4 {WALL 1= 13.00 ft OPENING= o.oo ft Walll I= 13.oo ft} WALL2= o.oo LOAD =( 366 plf ( 26.0 ft/ 2 + 0 ) = ft WALL3= 4758 lbs. o.oo ft WALL 4= o.oo ft TOTAL WALL LENGTH= 13.00 ft LOAD =( 0 plf ( Q,O ft/2+ 0 )= o lbs. LOAD =( 0 plf. ( o.o ft/2+ 0 )-= o lbs. LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = 0 lbs. SHEAR = T. LOAD / L = 4758 lbs/ 13;00 ft = 366 lbs/ft ANCHOR/STRAP? ANCHOR 366 lbs/ft,.......----,----.... c;ov.FoRCE= WIND ""'U ___ S_E=---------....... ----a.,..;;."""'".....;;.==--..:.;.;.a.;;...;......, __ 3-'6----""'"o'-"--c __ __.,-'-' __ --+_..:.A.;;;B;;;3-=-6~ UPLIFT: L (Wall)= 13.0 ft LOAD= 4758 lbs. o:T.M.= 83265 ft-lbs RESISTING MOMENT= 0.67 X [Bearing Wall Weight] +Roof D.L.xTrlb.Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)2 /2 WALL WT= 18 psfx 18 ft= 315 lbs RD~= 14 psf TrbW= 11 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 26552 lbs UPLIFf=(O.T.M.-R.M.)/Lwau UPLIFT= 4363 lbs PROVIDE SIMPSON: HDUB PER POST, CAPACITY= 6970 lbs O.K Provide A35's or Hl 's @ 8 Inches O.C. V= 366 If @WALL(S)@ GRID LINE X1 & X3 PLATE HT= 9 ft {WALL!= 1.10 ft OPENING= .o.oo ftWall1 I= LOAD=( 366 plf ( 25.0 1.10 ft} WALL2= 1;10 ft/2 + 3 )= ft WALL3= 5673 lbs. o.oo ft WALL 4= o.oo ft TOTAL WALL LENGTH= 2,20 ft LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf( 0;0 ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 5673 lbs/ 2.20 ft 2579 lbs/ft 2579 lbs/ft GOV.FORCE= . 4 "o/c 3x SILL AB4 . N/A • USE HFX UPLIFT: L (Wall)= 1.1 ~ LOAD= 2837 lbs: O.T.M.= 25529 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof p.L.xTrlb.Wldth+Floor D.L.xTrib.Wldth]x(S,W. Length)2 /2 WALL Wf= 15 psf x 9 ft=; 135 lbs RDL= 24 psf TrtlW= 10 .ft FOL= 0 psf TrbWc O ft RES.MOM= 152,01 lbs UPUFf=(O.T.M.-R.M.)/L.v.11 UPLIFT= 23070 lbs USE (2) HFX-21x9 1-1/8 STD PROVIDE SIMPSON: NA PER POST, CAPACITY= NA lbs O.K ON CONCRETE ALLOW V = 2x 3050#=6100# Dia hra m Len th= 24 ft l'rovide A35's or Hl's @ 16 Inches O.C. V= 236 If .@WALL(S)@ UPPER TOWER PLATE HT= 5 fl {WALL1= 9.50 ft OPENING= o.oci ftWall1 l:= 9.50 ft} WALL2= o.oo ft WALL3= 0.00 ft WALL4= o.oo ft LOAD=( 103 plf ( 14.0 ft/ 2 + 5 )= 1236 lbs. TOTAL WALL LENGTH= 9.60 ft LOAD=( 0 plf ( o.o ft/2 + 0 )= 0 lbs. LOAD=( 0 plf( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf( o.o ft/ 2 + 0 )= 0 lbs. SHEAR= T. LOAD/ L = 1236 lbs/ 9.50 ft 130 lbs/ft ANCHOR/STRAP? STRAP M 130 lbs/ft GOV.FORCE= WIND us E W/16d S,P.N.@ 10 "o/c I SPN10 UPLIFT: L(Wall)= 9.5 ft LOAD= ~236 lbs. O.T.M.= 6180 ft-lbs RESISTING MOMENT= 0.67 X [Bearing Wall Weight] +Roof D,L.xTrib.Width+Floor D:L.xTrlb.Wldth]x(S.W. Length)2 /2 WALL WT= 14 psfx 5 ft= 70 lbs RDL= 24 psf TrtlW= 7 ft FDL= 0 psf TrtlW= 0 ft RES.MOM= 7195.6 lbs UPLIFT=(O.T.M,-R.M.)/L,.,111 UPLIFT= •107 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N,A, lbs O,K Diaphragm.Length= 9,5 ft Provide A35's or Hl's @ 32 Inches O.C. V= 130 plf VERSION 2014.2 . ,-; ~-. ,. : ·:: . . .: '=: '. :··~ E S J / F M E , ·I n c . ·sheet 3t? STRUCTURAL ENGINEERS Date 4~'2,f, /~ ,____ __ ---,-_ ___,_ ___ ---'-_____ _j JN. {? 5~5 f:°~~ _f.'o(crAL W\ND Af/A-L\.\~t S -WIND fMfAG.T ~'f=.-A ~cPe.L 1/JtiJ p f' =-2-5. '1.. ps+ (A~CJ: T. ·z:=,-. <o -, ) p(A~t>) "' ~5. '2../i.-r-== I B.D rsf ;::::;--- JE,.o I llbZ.~J )',f;f.J.I. I z:»1AL ZoZ~ z.-,<. 2&.zo°* .. i;vt-c# > 1i5~ p\~ • ;::::: - ES//FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Oescripiion : Gode References . . Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7°10 General 1.nformation Material Properties . fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density q> Values Flexure Shear Analysis Sef:!:ings, Min.steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use fig wt for stability,.moments &shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis . Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... px : parallel to X-X Axis : pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete .. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = # Bars parallel to Z-Z Axis Numberof Bars = Reinforcing Bar Siz1 # Bandwidth Distribution Check (ACI 15.U.2) = = ... = = = = = = = 6.0 ft 6.0ft 30.0 in 50.0 in 50.0 in 8.0 in 3.0 in 8.0 5 8.0 5 Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each.side of zone n/a Applied Loads D P : Column Load = 2.0 OB : Overburden = M-xx = M-zz = V-x = V-z = 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 1.10: 1 1.10; 1 Yes Yes Yes Yes Lr ProjectTltle: NINJAGO-LEGOLAND Enijineer: SWR Pro1ect Descr: Soil Design Values Allowable Soll Bearing Increase.Searing By Fooling Weight Soll Passive Resistance (for Sliding) Soil/Concretefrlction Coeff. = = = Increases based on footing Depth Footing base depth. below soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based oh footing plan dimension Allowable pressure Increase per foot of dept = when maximum length or width is greater=½ L .S w E 18.80 1.40 Project ID: E553 3 J 2.670 ksf No 250.0 pcf 0.30 H ft ksf ft ksf ft k ksf k-ft k-ft k k ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 I, 1111 Description : ENTRY.PORTAL FOOTING DESIGN SUMMARY Min.Ratio Item PASS Q.3166 Soil Bearing PASS n/a · Overturning -X-X PASS 2.160 Overturning -Z-Z PASS 3,585 Sllding-X-X PASS nla Slldlng-Z-Z PASS nfa Uplift PASS 0.009413 Z Flexure(+X) PASS .0.005426 Z Flexure (-X) PASS 0.001816 X Flexure ( +Z) PASS 0.001816 X Flexure (-Z) PASS n/a 1°way Shear (+X) PASS n/a 1-way Shear {-X) PASS n/a 1-way Shear ( +Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Project Title: NINJAGO-LEGOLAND En$lneer: SWR Proiectoescr: Project ID: E553 .. . -·iMMii•1' ___ Applied Capacity Governing Load Combination 0.8454 ksf-2.670 ksf +D;-0.60W+H about Z-Z axis 0.0 k-ft 0.0 k-ft No Overturning 13,940 ksft 30.111 k-ft -+0.60D;-0.60W+0.60H 0.840 k 3.011 k +0.60O+0,60W+0.60H 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 0.3114 k-ft 33.078 k-ft +0.90D+W+0.90H 0.1795 k-ft 33,078 k-ft +1.20D+0.50Lr+0.50L +W+1.60H 0.06008 k-ft 33.078 k-ft ""1.40D+1.60H 0.06008 k-ft 33,078 k-ft +1.40D+1.60H 0.0 psi 85.0 psi n/a 0.0 psi 85.0 psi n/a 0.0 psi 85.0 psi n/a 0.0 psi 85.0 psi n/a 0.0 psi 85.0 psi n/a ESI/FME,.lnc. Structural Engineers 1800 l:. 16th /st. #8 Santa Ana, Ca 92701 Project Title: NINJAGO-LEGOLAND EnQineer: SWR Proiect Descr: Project ID: E553 [ General ·:t=o'rit,'o~:r ;\:'~i>?·,\,:::·?\'-'):/j'.•;:l-i'.;~'J•:~:/.~~·;_:_~:'W'~·:C:~.::~>Y·':: ?;'.z:;f'<;.;):s .{;'.,~;-~:;::::·:~?~~:'.~;::;:~-?~~;;;',::t~~~t1~g:\~~:· ~~K;cii~:·-~~iill.~f:~:~i~t~;.1.\i1.1~ · · · 1,1111 • - Description : COLUMN 1 FOOTING AT PRE-FAB BLDG Code References Calculations per AC! 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations l:Jsed: ASC~ 7-10 General_ lnformati<m Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee :·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 Fig Wt for Soi_! Pressure Use ftg wt for stability, moments& shears Add Pedestal Wt for.Soil Pressure Use eedestalwt'for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Fooling Thicknes = Pedestal dimensions ... px : parallel to x~x Axis = pz : parallel to Z-Z Axis ~ Height - Rebar Centerline to Edge of Concrete .. at Bottom of fooling = = = = = = = ,= = = = 5.0 ft 5.0 ft 24.0 in in in in 3.0.in 2.50 ksl 40.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.850 1.10: 1 1.10: 1 Yes Yes Yes Yes Reinfo~~!..!19, __________ _ Bars. parallel to X-X Axis Number of Bars Reinforcing Bar .Size Bars parallel toZ-ZAxis Number of Bars Reinforcing Bar Sizt = = = 6.0 # 5 6.0 # 5 Bandwidth Oistribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 20.0 OB : Overburden = M0xx = M-zz = V-x = V-z = Lr 21.0 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = = Increases based on footing Depth Footing base depth.below soil surface = Allowable pressure increase.per foot of deptl= when fooling base is below = lncreases·based on footing plan dimension Allowable pressure Increase per foot of dept = when maximum length or width is greater:t l .S w E 4.0 2.0 ksf No 250.0 pct 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701' Project Title: NINJAGO-LEGOLAND Engineer: SWR ProJect Descr: * Project ID: E553 [ G~n eraliFOotin g_(-!·.;\\!_::x:~-)<\.;~;,~-i--,::,:,;:·:;-:,;;,~·,·.--;.-'/;·,~; :/:,,.: .;:;.;::):::::;:!,· ::-.:,>/'"\/ .. _,_:--._.--: ·_::,e .:----:,_:.';;·/.:;:· 'i"rl~~~JK/~81~~~'261~~-~~~;:~!~~~~~~~~~~~{~~ -.:- . • I .I II I • •• · • Description : COLUMN 1 FOOTIN~ AT PRE~FAB BLDG DESIGN SUMMARY -·t#W•H•U.._ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9650 Soil Beartng 1.930 ksf 2.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning •• X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 8.516 Overturning • z.z 4.80 k-ft 40,875 k-ft . -+0.60D-+0.60W-+0.60H PASS 2.044 Sliding -X~X 2.40 k 4.905 k -+0.600-+0.60W-+0.60H PASS n/a Sliding -2-Z 0.0 k 0.0 k NqSliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3289 Z Flexure (+X) 7.6() k-ft 23:110 k-fl +1.200+1.60Lr-+0.50W+1.60H PASS 0.3115 Z Flexure (·X) 7.20 k-ft 23.110 k-ft +1.200+1.60Lr-+0.50L+1.60H PASS 0.3115 X Flexure (+Z) 7.20 k-ft 23.110 k-ft +1.200+1.60Lr-+0.50L +1.60H PASS 0.3115 X Flexure ( ·Z) 7.20 k-ft 23.110 k-ft +1.200+1.60Lr-+0.50L +1.60H PASS 0.08067 1-way Shear ( +X) 6.857 psi 85.0 psi +1.20D+1.60Lr-+0.50L +1.60H PASS 0.08067 1-way Shear (-X) 6.857 psi 85.0 psi +1.20D+1.60Lr-+0.50L +1.60H PASS 0.08067 1-way-Shear(+Z) 6.857 psi. 85.0 psi +1.200+1.60Lr-+0.50L +1.60H PASS 0.08067 1-way Shear (-Z) 6.857 psi 85.0 psi +1.20D+1.60Lr-+0.50L +1.60H PASS 0.1663 2-Way Punching 28.263 psi 170.0 psi +1.20D+1.60Lr-+0.50L +1.60H ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Project Title: NINJAGO-LEGOLAND En9ineer: SWR PrQJect Descr: Project ID: E553 [ Gert~taJ ,.Eo.o.ti n g._;tii)',~t,ii:,dt::;.ithh:\)/~).-s·;;,;i:<t\;i;:;\i:/Y. ·':'. -;:i?·f-Ai\.'::: i.'-J,tEA\f·i:··'..'ii}iiNi~c¼t1{iNc:/;;~t2~1'~::~ic1::.1!!!:f l~t!t}t!1~ , .. Id Ill Description : COLUMN 2 FOOTING AT PRE-FAB BLDG Code References Caiculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-10 General Information Material Properties 2.50 ksi re : Concrete 28 day strength = fy : Rebar Yield = 40.0 ksi Ee : Concrete Elastlc Modulus = 3,122.0 ksl Concrete Density = 145.0 pct cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min.Steel % Bending Reinf. = Min Allow% TempReinf. = Min. Overturning Safety Factor = 1.10: 1 Min. Sliding Safety Factor = 1.10: 1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears Yes Add Pedestal Wt for Soil Pressure Yes Use Pedestal wt for stability, mom,& shear Yes Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-ZAxis = 4.0 ft Fooling Thicknes = 24.0 in Pedestal dimensions ... px : parallel.to X-X Axis : in pz : parallel to Z-2 Axis _ in Height -in Rebar Centerline to Edge of Concrete .. at Bottom of footing = 3.0 in Re_inforcing Bars parallel IQ X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallelto Z-Z Axis Number of Bars = 5 Reinforcing Bar Siz1 = # 5 ~andwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads . D Lr P: Column.Load = 11.0 12.0 · OB : Overburden = M-xx = M-zz = V0x = V-z = Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friqtion Coeff. = = = Increases based on footing Depth Footing base depth berow soil surface = Allowable pr~ssure increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of d!lpl = when maximum length or width is greater4 z L s w E 2.50 2.0 ksf No 250.0 pct 0.30 H ft ksf ft ksf ft k ksf k-ft k-ft k k ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #8 Santa Ana, Ca 92701 Project Title: NINJAGO-LEGOLAND En$ineer: SWR ProJect Descr: Project ID: E553 r G~rj~,r.~1., F.;QQ~i.n.g ..,_:,::;;;;;;/,(,:, ·:,:;·,;:.:/~.::i;~·~/r; i~:.::::{::;:~::~>~;~;i:;~_;::Y~i;;.:.:~::_:X'.,:;·;,;·~;-;_'.;;:~~>~~·::~::'.::::::::: ~'.r:; :,,;:EN1E~~Li;iNc; l~a;2o~s.:~~~ii1~~~;~~~~~\~:.~~ ··,, • I .I 111 • • • • • Description : COLUMN 2 FOOTING AT PRE-FAB BLDG DESIGN SUMMARY -·MiMii•U.._ Min.Ratio Item Applied Capacity Governing Load Combination 'PASS 0.8735 Soil.Bearing 1.747 ksf 2.0 ksf +Dt-0.750Lrt-0.750L+0.450W+H about z-: PASS n/a Overturning -X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 6,256 Overturning -Z-Z 3.0 k-ft 18.768 k-ft· t-0.60Dt-0.60W+0.60H PASS 1.877 Slidirig-X-X 1.~0 k 2.815 k t-0.60Dt-0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k o:o k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1813 .Z Flexure (+X) 4.362 k-ft 24.059 k-ft +1.20D+1.60Lr+0.50W+1,60H PASS 0.1683 z Flexure (-X) 4.050 k-ft 24.059 k-ft +1.20D+1.60Lr+0.50L +1.60H PASS 0.1683 X Flexure (+Z) 4;050 k-ft 24,059 kcft +1.20D+1.60Lr+0.50W+1.60H PASS 0.1683 X Flexure (-2) 4.050 k-ft 24.059 k-ft +1.20D+1.60Lrt-0.50W+1.60H PASS 0.02521 1-way Shear (+X) 2.143 psi 85.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.02521 1,way Shear (-X) 2.143 psi 85.0 psi +1.20D+1.60Lrt-0.50W+1.60H PASS 0.02521 1-way Shear (+Z) 2.143 psi 85.0 p$1 +1.20D+1,60Lr+0.50L +1.60H PASS 0.02521 1-way Shear (-2) 2.143 psi 85.0 psi +1.20D+1.60Lr+0.50L +1.60H PASS 0.08776 2-way Punching 14.918 psi 170.0 psi +1.20D+1.60Lr+0.50L +1.60H i '1 Page: -:S __ ..___ .... E S I / F M E Inc. Date: 4-21-15 ES I STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NiNJAGO Plan #: TEMPLE BLDG ----------,.---'------ SOILS REPORT BY: LEIGHTON & ASSOC. JOB NO: DATE: ALLOWABLE 'SOIL BEARING PRESSURE = SOIL SITE CLASSIFICATION = D SLAB DESIGN: 2000 psf USE 5" THICK SLAB W/# 4 BARS @ 18 "O.C. @ MIDDLE EACH WAY, OVER 2 "SAND/ OVER 10 MIL VAPOR RETARDER, OVER 2" SAND. CONTINUOUS FOOTING DESIGN: Wt. L Roof: ( 34 )( 20) == 680 plf Wall : ( 14 )( 10 ) = 140 pif Deck : { 0 H 0 2 = 0 elf TOTAL LOAD= 820 plf Requited Min. Foundation Width = ( 820 ) / ( 2000 -50 ) = 0.42 ft. EXTERIOR FOOTINGS: 1-STORY FOOTING: USE 15 in. wide x l8 in. deep with 2-#5 bar T/B cont. INTERIOR FOOTINGS: 1-STORY FOOTING: USE 15 in. wide x 18 in. deep with 2-#5 barT/B cont. P lbs POINT LOAD CHECK: POST 4x min. EXTERIOR: P max= Allowable x S x W / 144 Pmax ( 1-Stor.y) -= 11667 -----------1 =t-:"± lbs,..--J I~ ~ INTERiOR: P max = Allowable x S x W / 144 S=(D+B")x2+4" Pmax ( 1-Stoiy ) = 11667 lbs. VERSION: 2014.0 i ~ ES I E S I / F M E Inc. STRUCTURAL ENGINEERS Page: 3g,, Date: Job#: 4·21-15 E553 Client: ETHOS -----------1 Project Name: N.INJAGO Plan #: TEMPl,.E BL_DG SOILS REPORT BY: LEIGHTON & ASSOC. JOB NO: DATE: ALl,.OWABLE SOIL Bl;ARING PRESSURE : 2000 psf OVERBURDEN WEIGHT = 100 psf SOIL SITE CLASSIFICATION = ·D Pad_ Design: DEPTH OF PAD = 18 inches Minumum Reinforcement %: o.ooi8 Pad No: 1 : P = R ( L/R ) = 14000 lbs FROM BM 10 Area = ( 14000 ) / ( 2000 ~ 150 ) = 7.57 sq. ft., hence= 2.75 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT= 1.17 in2 =>As.REQUIRED PER FT OF WIDTH= 0.39 ln2 * Use pad 36 11 square x 18 "deep, w/# 4 · Bars@ 6 "o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.39 in2 Pad No: : P = R ( ) = 0 lbs Not Used Area == ( o ) / ( 2000 -150 ) = O sq. ft., hence= O ft. ( minimum ) MIN. REQUIRED REINFORCEMENT= 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 " square x 18 "deep, w/# 5 Bars@ 8 "o.c. E.W.@ bottom =>As USED PER FT OF WIDTH= 0.46 in2 Pad No: : P = R ( ) = O lbs Not Used Area = ( 0 ) / ( 2000 -150 ) = o sq. ft., hence= o ft. ( minimum ) MIN. REQUIRED REINFORCEMENT = 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 11 squarex 18 "deep, w/# 5 Bars@ 8 "o.c. E.W.@ bottom =>As USED PER FT OF WIDTH= 0.46 in2 Pad No: : P = R ( ) = O lbs Not Used Area = ( O ) / ( 2000 -150 ) = 0 sq. ft., hence= 0 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT= 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 " square x 18 "deep, w/# 7 Bars @ 6 11 o.c. E.W. @ bottom Pad No: . : p = R( Area = C ) = O lbs 0 .)/( 2000 - = O sq, ft., hence= =>As USED PER FT OF WIDTH= 1.20 in2 Not Used 150) O ft. ( minimum ) MIN. REQUIRED REINFORCEM!:NT =· 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 " square x 18 "deep, w/# 7 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.60 In.! VERSION: 2014.0 ,, f I l, >o· eCHNICAL UPDATE REPORT PROPOSED NINJAGO LEGOLAND THEME PARK CARLSBAD, CALIFORNIA Prepared for: MERLIN ENTERTAINMENT GROUP/ US HOLDING, INC. One Lego Drive Carlsbad, California 92008 Project No. 10075.006 February 13, 2015 ----Leighton and.Ass.ocla.tes.; Inc.--~ .. , Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY To:: Attention: February 13, 2015 Merlin Entertainment Group/US Holding, Inc~. c/o LEGOLAND California, LLC One Lego Drive Carlsbad, California 92008 Mr. Chris Brzezicki Project No. 10075.006 Subject: Geotechnical Update Report, Proposed Ninjago, LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed Ninjago that is planned for the LEGOLAND Theme Park in Carlsbad, California (Figure 1). This report presents the results of our review of pertinent geotechnical documents, previous laboratory testing, limited geotechnical analyses, and provides our conclusions and recommendations for the proposed redevelopment area. Based on the result of our current geotechnical study, the proposed redevelopment project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our r~port, please do not hesitate to contact this office. We appreciate this opportunity to be of service. - Respectfully submitted, ;,/#L-IJ.(JL William D. Olson, RCE 45289 Associate Engineer Distribution: (4) Addressee 3934 Murphy Canyon Road, Suite 8205 111 San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10075.006 TABLE OF CONTENTS Section 1-.0 INTRODUCTION ...................................................................................................... 1 1.1 PURPOSE AND SCOPE ............................................................................................. 1 1.2 SITE LOCATION AND DESCRIPTION ............................................................................ 1 1.3 PROPOSED DEVELOPMENT ...... , ............................................................................... 2 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS .................................................... 3 2.1 GEOLOGIC SETTING ........................................ ; ....................................................... 3 2.2 SITE-SPECIFIC GEOLOGY ........................................................................................ 3 2.2.1 Undocumented Artificial Fill (Not Mapped) .................................................... 4 2.2.2 Artificial Fill Documented (Map Symbol -Af) ................................................ 4 2.2.3 Quaternary-Aged Terrace Deposits (Map Symbol -Qt) ................................ 4 2.2.4 Santiago Formation (Map Symbol -Tsa) ...................................................... 4 2.4 LANDSLIDES ........................................................................................................... 5 2.5 SLOPES ......................... , ......................................................................................... 6 2.6 ENGINEERING CHARACTERISTICS OF ON-SITE SOIL ................................................... 6 2.6.1 Soil Compressibility and Collapse Potential .................................................. 6 2.6.2 ·Expansive Soils ............................................................................................. 7 2.6.3 Soil Corrosivity .............................................................................................. 7 2.6.4 Excavation Characteristics ............................................................................ 7 2.6.5 Infiltration Characteristics .............................................................................. 7 3.0 FAUL TING AND SEISMICITY ................................................................................. 9 3.1 FAULTING ............................................................................................................... 9 3.2 SEISMIC DESIGN PARAMETERS ................................................................................ 9 3.3 SITE-SPECIFIC GROUND MOTION ANALYSIS ............................................................ 10 3.4 SECONDARY SEISMIC HAZARDS ............................................................................. 10 3.4.1 Shallow Ground Rupture ............................................................................. 11 3.4.2 Liquefaction ................................................................................................. 11 3.4.3 Tsunamis and Seiches ................................................................................ 11 4.0 CONCLUSIONS ..................................................................................................... 12 5.0 RECOMMENDATIONS .......................................................................................... 14 5.1 . EARTHWORK ........................................................................................................ 14 5.1.1 Site Preparation ........................................................................................... 14 5.1.2 Excavations and Oversize Material ............................................................. 15 5.1.3 Cut/Fill Transitions ....................................................................................... 15 5.2 FOUNDATION DESIGN CONSIDERATIONS ................................................................. 16 5.2.1 Conventional Foundations ........................................................................... 16 -i -Leighton l 10075.006 5.2.2 Drilled Pile Foundations ............................................................................... 17 5.2.3 Mat Slab ...................................................................................................... 18 5.3 FLOOR SLAB CONSIDERATIONS .............................................................................. 18 5.4 RETAINING WALL DESIGN······················································································· 19 5.5 SURFACE DRAINAGE AND EROSION ........................................................................ 20 5.6 CONCRETE.FLATWORK ...................................•...................................................... 20 5.7 PLAN REVIEW ....................................................................................................... 21 5.8 CONSTRUCTION OBSERVATION .............................................................................. 21 6.0 LIMITATIONS ................................................................................................. 22 Tables Table 1 -2013 Mapped Spectral Accelerations Parameters -Page 1 O Table 2 - L Pile Model Parameters -Page 18 Table 3 -Static Equivalent Fluid Weight (pcf) -Page 19 Figure Figure 1 -Site Location Map -Rear of Text Figure 2 -Geotechnical Map -Rear of Text Appendices Appendix A .,. References Appendix B -CIDH Pile Capacity Curves Appendix C -General Earthwork and Grading Specifications -ii -Leighton 10075.006 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our updated geotechnical study for the proposed Ninjago attraction that is to be constructed in the southern portion of LEGOLAND Theme Park in Carlsbad, California (Figure 1 ). The purpose of our update report was to identify and evaluate the existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed development. Our scope of services included: • Review of pertinent documents regarding the geotechnical conditions at the site (Appendix A). • A site reconnaissance to observe existing site conditions. • Two shallow field percolation tests were performed for the preliminary evaluation of storm water management. • Limited geotechnical evaluation arid analysis of existing data. • Preparation of this report presenting our findings, conclusions, and geotechnical recommendations with respect to the proposed geotechnical design, site grading and general construction considerations. 1.2 Site Location and Description The LEGOLAND Theme Park is located north of Palomar Airport Road and west of College Boulevard in Carlsbad, California (Figure 1). The location of the proposed Ninjago attraction is in th~ southern portion of the LEGOLAND Park. The conceptual site plan prepared by Commercial Development Resources (COR, 2015) was utilized as the base map for the Geotechnical Map (Figure 2). Currently, the site is occupied by a large tension fabric structure, small support structures, and a utility/maintenance yard area with several shipping containers. Topographically, the site grades slope to the towards the south with elevations ranging from appr:oximately 159 feet above mean sea level (msl) at the northern perimeter of the site to approximately 152 feet at the southern perimeter. -1-Leighton 10075.006 1.3 Proposed Development It is our understanding that the proposed development will consist of a large building that will house the new Ninjago attraction with an exit retail shop. In addition, an exterior "Laser Maze" area and a paved courtyard will be constructed at the western end of the building. We anticipate the site earthwork will consist of remedial grading to account for disturbed fill and general grading (i.e., cuts and fills) to reach the proposed site finish grades. We anticipate the foundation system for the proposed building will be shallow conventional footings or mat- type foundations and potentially some shallow isolated pole foundations. Preliminary grading and foundation plans or struct1,1ral loads were not available prior to the preparation of this report. Currently, it is our understanding that there are two potential locations for the proposed storm water management system. As shown on Figure 2, the potential locations for the proposed storm water Low Impact Development (LID) are in the northwest and southeast corners of the site. -2-Leighton 10075.006 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS 2.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic province With a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 2.2 Site-Specific Geology Based on our previous subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), and review of pertinent geologic literature and maps, the geologic units underlying the site consist of documented artificial fill soils, Quaternary-aged Terrace Deposits and Tertiary-aged Santiago Formation. Specifically, the site of the proposed Ninjago attraction is overlain by 10 to 45 feet of documented Artificial Fill (Af). A brief description of the geologic units present on the site are presented in the following sections. The approximate aerial distributions of those units are shown on the Geotechnical Map (Figure 2). -3-Lelghton 10075.006 2.2.1 Undocumented Artificial Fill (Not Mapped) Areas of undocumented fill up to approximately 3 feet in thickness may be encountered in planters and landscape areas. The fill was derived from on- site excavations that were placed following the rough grading operations which occurred in the late 1990's. The existing slopes along the northern and western perimeters should be evaluated during site grading for adverse geological conditions and for competency of fill soil. 2.2.2 Artificial Fill Documented (Map Symbol -Af) The artificial fill consists of moist, red-brown, dense, silty sands. The fill was derived from on-site excavations that was placed and compacted during the rough grading operations in the late 1990's. The fill soils were compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 (Leighton, 1998). The upper 3 to 5 feet of previously placed documented fill is weathered or disturbed by existing improvements and should be removed and reprocessed prior to the placement of additional fills or construction of new improvements. 2.2.3 Quaternary-Aged Terrace Deposits (Map Symbol -Qt) Quaternary Terrace Deposits are present in the eastern portion of the site beneath _the artificial fill. These Terrace Deposits consist of brown to reddish brown, dry to moist, medium dense to very dense, silty fine-to medium-grained sandstone. It should be noted that the top 3 to 5 feet of Terrace Deposits that were weathered and/or disturbed by previous agricultural use were removed and replaced by compacted fill during grading operations (Leighton, 1998). Sand lenses within the Terrace Deposits are known to contain layers that transmit water seepage. If cut slopes are planned they should be evaluated by the geotechnical consultant. 2.2.4 Santiago Formation (Map Symbol -Tsa} Santiago Formation is present in the western portion of the site beneath the artificial fill. Santiago Formation consists of gray-brown to off-white damp, very dense, silty fine to medium sandstone. We do not anticipate that Santiago Formation will be encountered during site grading with the \. -4-Leighton 10075.006 exception of deep foundation (drilled pile) associated with the proposed improvements. 2.3 Ground Water No indication of surface water or evidence of surface ponding was observed during our site reconnaissance. However, surface water may drain as sheet flow across the site during rainy periods. Ground water was not observed in the original exploration borings or during the site grading (Leighton, 1998). Perched ground water levels may develop and fluctuate during periods of precipitation. Based on our experience and given the approximate elevation of the site, we anticipate the ground water to be at a depth of 75 feet or more. However, it should be noted that previous nearby investigations have encountered perched ground water accumulated on the geologic contact between the Santiago Formation and the Terrace Deposits observed at the site. These conditions will need to be evaluated on a case-by-case basis during site grading and within sandy layers in the Terrace Deposits. Therefore, based on the above information, we do not anticipate ground water will be a constraint to the construction of the project. 2.4 Landslides Landslides are deep-seated ground failures (several tens to hundreds of feet deep) in which a large arcuate shaped section of a slope detaches and slides downhill. Landslides are not to be confused with minor slope failures (slumps), which are usually limited to the· topsoil zone and can occur on slopes composed of almost any geologic material. Landslides can cause damage to structures both above and below the slide mass. Structures above the slide area are typically damaged by undermining of foundations. Areas below a slide mass can be damaged by being overridden and crushed by the failed slope material. Several formations within the San Diego region are particularly prone to landsliding. These formations generally have high clay content and mobilize when they become saturated with water. Other factors, such as steeply dipping bedding that project out of the face of the slope and/or the presence of fracture planes, will also increase the potential for landsliding. Based on our site reconnaissance and geologic mapping, the materials on site are generally massive with no distinctive structure. -5-Leighton 10075.006 No active landslides or indications of deep-seated landsliding were noted at the site during our field reconnaissance, site grading, or our review of available geologic literature, topographic maps, and stereoscopic aerial photographs. Furthermore, our field reconnaissance and the local geologic maps indicate the site is underlain by favorable oriented geologic structure, and no nearby slopes. Therefore, the potential for significant landslides or large-scale slope instability at the site is considered low. 2.5 Slopes If grading of the site includes the construction of new slopes, we recommend that permanent slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be benched to produce a level area to receive fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. If cut slopes are proposed to reach site grades, they should be evaluated by the geotechnical consultant during grading plan review and grading. All slopes may be susceptible to surficial slope instability and erosion given substantial wetting of the slope face. Surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of slopes. Diversion structures should be provided where necessary. 2.6 Engineering Characteristics of On-Site Soil Based on the results of our previous geotechnical investigations and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 2.6.1 Soil Compressibility and Collapse Potential Based on the dense nature of the on-site documented fill, Terrace Deposits and Santiago F'ormation, it is our opinion that the potential for settlement and collapse at the site is low. Existing undocumented fills and disturbed soils that are present are considered compressible but are expected to be removed by planned grading and/or remedial grading. -6-Leighton 10075.006 2.6.2 Expansive Soils Laboratory tests carried out on selected soil samples collected during our previous explorations and grading activities (Appendix A) indicate the soils at the site possess a very low to low expansion potential. Locally, soils may have a low to medium potential expansion. Soils generated from excavations in the Terrace Deposits are also expected to possess a very low to low expansion potential. Laboratory testing upon completion of remedial and fine grading operations for the proposed building pad is recommended to determine actual expansion potential of finish grade soil at the site. 2.6.3 Soil Corrosivity Laboratory tests carried out on selected soil samples collected during our previous explorations and grading activities (Appendix A) indicate the soils possess a low soluble sulfate content, neutral pH, low soluble chloride content, and low electrical resistivity. These findings indicate that the corrosive effects to buried ferrous metal are expected to be moderate to severe. Affects to properly designed and placed concrete are considered low. Laboratory testing upon completion of remedial and fine grading operations for the proposed building pad is recommended to determine actual soluble sulfate content of finish grade soil at the site. 2.6.4 Excavation Characteristics It is anticipated the on-site soils can be excavated with conventional heavy-duty construction equipment. Localized loose soil zones and friable sands, if encountered, may require special excavation techniques to prevent collapsing of the excavation. 2.6.5 Infiltration Characteristics Two field percolation tests were conducted at the proposed storm water locations (see Figure 2). The results of field percolation tests FPT-1 and FPT-2 indicate that the near surface soils have a percolation rate on the order of 0.96 to 1.20 inches minutes per hour, respectively. However, -7- Leighton 10075.006 based on our experience, we anticipate that the underlying undocumented fill consisting of a mixture of soils and the underlying formation will have permeable and impermeable layers can transmit and perched ground water in unpredictable ways. Therefore, Low Impact Development (LID) measures may impact down gradient improvements and the use of some unlined LID measures may not be appropriate for this project. All Infiltration and Bioretention Stormwater Systems design should be reviewed by geotechnical consultant. -8-Leighton 10075.006 3.0 FAUL TING AND SEISMICITY 3.1 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Geological Survey, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and most recently revised in 2007 (Bryant and Hart, 2007). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic l!terature (Appendix A) indicates that there are no known major or active faults on or in the immediate vicinity of the site. The nearest active regional fault is the offshore segment of the Rose Canyon Fault Zone located approximately 4.6 miles (7.4 kilometers) west of the site. 3.2 Seismic Design Parameters The site can be considered to lie within a seismically active region, as can all of Southern California. The effect of seismic shaking may be mitigated by adhering to the California Building Code and state-of-the-art seismic design practices of the Structural Engineers Association of California. Provided below in the Table 1 are the risk-targeted spectral acceleration parameters for the project determined in accordance with the 2013 California Building. Code (CBSC, 2013a) and the USGS Worldwide Seismic Design Values tool (Version 3.1.0). -9-Leighton Table 1 2013 CBC Mapped Spectral Acceleration Parameters Site Class D Site Coefficients Mapped MCER Spectral Accelerations Site Modified MCER Spectral Accelerations Design Spectral Accelerations Fa= 1.051 Fv= 1.568 Ss = 1.123g S1 = 0.432g SMs = 1.180g SM1 = 0.678g Sos= 0.787g So1 = 0.452g 10075.006 Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCEG). The mapped MCEG peak ground acceleration (PGA) is 0.445g for the site. For a Site Class D, the FPGA is 1.055 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) is 0.469g for the site. 3.3 Site-Specific Ground Motion Analysis The site is not located in a Seismic Hazard Zone, an Alquist-Priolo Earthquake Fault Zone or in a moderate or high hazard zone designation in the City of Carlsbad Geotechnical Hazards Analysis and Mapping Study (1992). In addition the site is not assigned to a Seismic Design Category E or F. Therefore, per Section 4-31 ?(e) of the California Administrative Code the development of a site- specific ground motion analysis is not required per Section 1616A.1.3 of the 2013 CBC. 3.4 Secondary Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects·of seismic shaking are discussed in the following sections. -10-Lelghton 10075.006 3.4.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 3.4.2 Liquefaction Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey material are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be manifested at the ground surface by settlement and, possibly, sand boils where insufficient confining overburden is present over liquefied layers. Where sloping ground conditions are present, liquefaction-induced instability can result. Based on the results of our previous studies, reports (Appendix A), and geotechnical analysis it is our professional opinion that the site is not considered susceptible to liquefaction resulting from ground shaking at the design ground motion. 3.4.3 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be very low. -11-L01ghton 10075.006 4.0 CONCLUSIONS Based on the results of our geotechnical review of the site, it is our opinion that the proposed development is feasible from a geotechnical viewpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the significant geotechnical factors that we expect may affect development of the site. • The location of the proposed improvements is within an area underlain by existing documented fill placed as part of the original mass grading of the park and by Quaternary-aged Terrace Deposits and Tertiary-aged Santiago Formation. • Areas of undocumented fill and disturbed soils up to approximately 3 to 5 feet in thickness may be located in areas of existing improvements and landscape areas. These materials, if encountered, should be removed prior to the placement of additional fills or construction of improvements. • The upper 1 to 2 feet of previously placed documented fill is weathered and should be removed and reprocessed prior to the placement of additional fills or construction of improvements. Additional overexcavation or undercutting may be needed, if cut to fill transitions are encountered. • Existing underground utilities and construction debris (i.e., existing footings) should be anticipated during future grading and construction. The depths and location of these utilities are unknown at this time. It should be noted that backfill associated with utility trenches should be evaluated on a case-by-case basis and may require complete removal prior to placement of additional fill or construction of foundations. • We anticipate that the soils present on the site will be generally rippable with conventional heavy-duty earthwork equipment. • Although foundation plans have not been .finalized and building loads were not provided at the time this report was drafted, we anticipate that a lightly loaded conventional foundation system, consisting of continuous and spread footings with slab-on-grade flooring supported by competent documented fill materials or Terrace Deposits, will be utilized for the site structures. Additionally we understand that some of the structures may utilize drilled piles, and/or mat foundations to compensate for overturning forces. -12- Lelghton 10075.006 • Based on previous laboratory testing, the soils on the site generally possess a very low to low expansion potential. Nevertheless, there may be localized areas across the site and between our exploration locations having a higher expansion potential. • Based on previous ·laboratory testing, the soils present on the site have a negligible potential for sulfate attack on normal concrete, and are moderately to severely corrosive to buried ferrous metals. These tests should be confirmed upon completion of the grading activities where appropriate. A corrosion consultant should be consulted. • The existing onsite soils are suitable material for fill construction provided they are relatively free of organic material, debris, and cobbles or rock fragments larger than 8 inches in maximum dimension. • Ground water was not encountered during the site investigation or grading. Therefore, ground water is not considered a constraint on the proposed project development. However, perched ground water and seepage may develop within sandy layers and along the less permeable clay and silt layers within the Terrace Deposits and along the fill and Terrace Deposit contact during periods of precipitation or increased landscape irrigation. • Active faults are not known to exist on or in the immediate vicinity or project toward the site. However, the proposed project is located in the seismically active region of southern California and can expect to be subjected to seismic shaking during its design life. • Our review of the geologic literature (Appendix A) along with the results of our study, indicate that the probability of geologic hazards including, tsunamis and seiche, landsliding, liquefaction, and seismic induced settlement are considered low for the site. • Low Impact Development (LID) measures may impact down gradient improvements and the use of some unlined LID measures may not be appropriate for this project. -13-lt:;lghton 10075.006 5.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. A review of the grading and foundation plans should be performed prior to construction. 5.1 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the undocumented fill and disturbed documented fill for new site improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill operations. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix C. In case of conflict, the following recommendations shall supersede those in Appendix C. 5.1.1 Site Preparation The areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstructions, including any existing debris and undocumented or loose weathered fill soils, and stripped of vegetation. Removals beneath the proposed building and/or structures should extend at least 2 feet below the proposed footing bottoms into the competent documented fill soils and laterally approximately 5 feet beyond the building/structure footprint. Removals beneath the proposed surface pavements should extend at least 2 feet below the proposed subgrade elevation into the competent documented fill soils. -14-Leighton 10075.006 Removed vegetation and debris should be properly disposed off site. Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 8 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test M~thod D1557. If clayey soils that are more expansive (El> 70) are encountered, increased moisture and revised recommendations may be needed. 5.1.2 Excavations and Oversize Material Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized heavy ripping may be required if cemented and concretionary lenses are encountered in deeper excavations. Shallow, temporary · excavations, such as utility trenches with vertical sides, in the engineered fill and formational materials should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions or seeps. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to if workers are to enter such excavations. Temporary sloping gradients should be determined in the field by a "competent person" as defined by OSHA. For preliminary planning, sloping of surficial soils at 1 :1 (horizontal to vertical) may be assumed. Excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a California registered civil engineer. 5.1.3 Cut/Fill Transitions In order to minimize potential differential settlement, we recommend that proposed buildings and settlement sensitive structures be entirely underlain by a layer of properly compacted fill. Cut portions of areas planned for structures should be overexcavated to a minimum depth of 2 feet below lowest footing bottom elevation and replaced with properly compacted fill. The overexcavated areas should be graded with a 1 percent gradient sloping towaro the deeper fill areas, if possible. -15- Leighton 10075.006 5.2 Foundation Design Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles (CIDH), and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 5.2.1 Conventional Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 2,000 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Continuous footings should have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). Footings should be designed in accordance with the structural engineer's requirements. The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be le.ss. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1 :1 plane extending downward from the outside edge of footing. Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be -16-Leighton 10075.006 subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 5.2.2 Drilled Pile Foundations For the analysis and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. As shown .in Appendix B, the Shaft capacity curves were developed for 24-to 48-inch diameter piles penetrating into dense fill and formational material. Uplift capacity curves are also presented in Appendix B. Pile settlement is anticipated to be less than 1 /4 inch under design loads and normal service conditions. The design curves are based on center to center pile spacings of at least 3 pile diameters for the CIDH piles less than or equal to 3 foot diameter, and at least 5 pile diameters for the CIDH piles greater than 3 foot diameter. Where piles are spaced more closely, reduction in pile capacity is n.ecessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 5 diameters. Design of free standing poles as columns embedded in the earth (i.e., CIDH foundations) to resist lateral loads can be designed in accordance with Section 1807.3 of the 2013 CBC. For level ground conditions, we recommend lateral soil bearing pressures of 300 psf per foot of depth below the finish grade be used for determination of parameters S1 and S3, in the Non-constrained and Constrained design criteria, respectively. These values should be reduced by 50 percent to account for 2 to 1 downward sloping ground conditions, if applicable. In addition, we recommend that no subsurface existing or proposed improvement be constructed within at least five (5) pile diameters of the proposed CIDH foundations. If alternative methods of lateral analysis are preferable, we recommend analysis methods such as p-y of strain wedge models that consider the boundary conditions at the ground surface. The following Table 2 presents -17-Leighton 10075.006 idealized soil profile models for use in Shaft analysis, or similar lateral pile analysis software. Table 2 Shaft Model Parameters Layer Depth Effective Unit Friction k Top Bottom Soil Model Weight Angle (pci) (ft) (ft) .(pcf) (<I>') 0 20 Sand 127 32 225 20 80 Sand 125 32 225 5.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing an allowable bearing pressure of 1,500 psf. 5.3 Floor Slab Considerations Slab-on-grade floors should be at least 5 inches thick and be reinforced with No. 4 rebars 18 inches on center each way (minimum) placed at mid-height in the slab. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Where moisture-sensitive finishes are planned, underslab moisture protection should be designed by the project architect in accordance with Section 4.505 of the 2013 California Green Building Standards Code (CBSC, 2013). Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to at or above the laboratory optimum moisture content. The potential for slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of the slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor coverin9 is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. If -18-Leighton 10075.006 heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 5.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table 3 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 150 . (maximum of 3 ksf) (sloping down) Active earth pressures are considered are considered appropriate for walls that are allowed to rotate an amount equal to 0.002H at the top of the wall, where H is equal to the wall height. Where walls are not allowed to rotate that minimum amount, at-rest pressures are considered appropriate. Retaining structures should be provided with a drainage system, as illustrated in Appendix C, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ~nsured that the soil against embedded structures will remain intact with time. Retaining. wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings ate needed for other reasons. To account for potential redistribution of forces during a seismic event, retaining walls providing lateral support where exterior grades on opposites sides differ by more than 6 feet fall under the requirements of 2013 CBC Section 1616A.1.11 and/or ASCE 7-10 Section 12.7.2 and should also be analyzed for seismic loading. For that analysis, an additional lateral seismic force of 8H 2 pounds per -19- lelghtnn 10075.006 foot acting at 0.6 of the wall height needs to be considered for the design of the retaining walls, where H is the height of the wall. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf, which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 28 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements of the wall system. 5.5 Surface Drainage and Erosion Surface drainage should be controlled at all times. The proposed structures should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water away from the structure toward suitable drainage facilities. In general, ponding of water should be avoided adjacent to the structure or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during construction should also be implemented in accordance with the latest City of Carlsbad grading ordinances. 5.6 Concrete Flatwork Concrete sidewalks and other flatwork (including construction joints) should be designed by the project civil engineer and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to at least 2 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method 01557 prior to the concrete placement. These recommendations are assuming low expansive materials are present within the upper 2 feet below subgrade. Control joints should be provided at a distance equal to 24 times the slab thickness in inches, not exceed 12 feet. Expansion joints should be incorporated where paving abuts a vertical surface, where paving changes direction and at 30 feet maximum spacing, joints should be laid out so as to create square or nearly -20-Leighton 10075.006 square areas. Sidewalks should be reinforced with 6x6-6/6, or heavier, welded wire mesh slip dowels should be provided across control joints along ADA walkways, curbs, and at doorways. 5.7 Plan Review Foundation and grading plans should be reviewed by Leighton to confirm that the recommendations in this report are incorporated in project plans. 5.8 Construction Observation The recommendations provided in this report are based on preliminary design information, our experience during rough grading, and subsurface conditions disclosed by widely spaced excavations. The interpolated subsurface conditions should be checked in the field during construction. Construction observation of all onsite excavations and shol!ld be performed by a representative of this office so that construction is in accordance with the recommendations of this report. All footing excavations should be reviewed by this office prior to steel placement. -21-Leighton 10075.006 6.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon field reconnaissance and our previous geotechnical study with widely spaced subsurface explorations. Such ·information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. -22-Leighton Figures Project: 10075.006 Eng/Geol: WDO/MDJ Scale:1 "= 2,000' Date: February 2015 Base Map: ESRI ArcGJS Online 2015 Thematic Information: Leighton Author: Leighton Geomatics (mmurphy) S-IT.E LOCATION MAP LEGOLAND -Ninjago Carlsbad, California Map saved as V.\dranirg\100751006\Maps\10075-005_F01_SLM_2015-02-11.mxd on 2/1112015 4 03 25 PM Leighton \ \ ,, ·-- N i 40 80 '"' Project: 10075.006 I Eng/Geol: WDO/MDJ Date: February 2015 Scale:1 "= 40' Ba5el Map, ESRIArcGIS Onl!ne 2015 Thematic lnfonnallon: Leighton Author, Leighton Gec:imab::s (mmurphy) \ MapSav&dn V\dr.lrtx,g\10075\006\Mllpl\1007S.005.f0~GM_201S.02-11 mid on 2/13/20159 041HiAM GEOTECHNICAL MAP LEGOLAND -Ninjago Carlsbad, California 'HH. Legend FPT•2 -' D Approximate location of field percolation test New building -• • -Subdrain Approximate geologic contact @ Estimated depth of fill in feet Af Artificial fill Qt Tsa Quarternary terrace deposits (circled where bulied) --r,a.roo Leighton ., APPENDIX A References 10075.006 APPENDIX A References American Concrete Institute (ACI), 2006, Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. Bryant, W. A. and Hart, E.W., 2007, Fault Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42, dated 1997 with 2007 Interim Revision. California Building and Safety Commission (CBSC), 2013, California Building Code. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, 1 :100,000 scale. Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pointe Resorts, Lots 17 and 18. of the Carlsbad Ranch, Carlsbad, California, Project No. 950294-001, dated October 5, 1995. ---~-, 1996, Supplemental Geotechnical Investigation, Lego Family Park, Carlsbad Ranch, Carlsbad, California, Project No. 9601'51-001, dated July 23. ---, 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carlsbad, California, Project No. 4960151-003, dated February 10. ---, 2009, Geotechnical Investigation, Proposed Waterworks Cluster, LEGOLAND Theme Park, Carlsbad, California, Project No. 960151-031, dated September 30. --'---, 2011, Geotechhical Investigation, Proposed Pirate Island Attraction, LEGOLAND Theme Park, Carlsbad, California, Project No. 960151-035, dated September 30. ---, 2013, Geotechnical Update Report, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California, Project No. 10075.002, dated July 24. A-1 10075.006 APPENDIX A (Continued) NCMA, 2009, Design Manual for Segmental Retaining Walls, 3rd Edition Tan, S. S. and Kennedy, M. P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Division of Mines and Geology (DMG) Open-File Report 96-02, San Luis Rey and San Marcos Quadrangles. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45 p. United States Geologic Survey (USGS), 2010, Ground Motion Parameter Calculator, Version 5.1.0. A-2 APPENDIXB CIDH Pile Capacity Curves Total Resistance/F.S. (tons) 0 20 30 o·:..-.'-r.si-i-t-"r~j-_~1-,4~·,~1,1~.:+1~1~,T\·,:1,-,-l~-ri--t,,,-'-1,--0,+--,-,ri+-rn-r.'r-.--, I" I :!. I 40 50 60 70 80 90 100 110 120 130 f f:f1 H l fU t"i I i::1 I I I i Ti i. fl t 'I i i t l .I t:iT.r't"t7Trf'TTTY-J'.TTl·· j !· ! f-\' . . t . ' ·r ·! I, ! t I /· I t _')-1 \·. J· ··1 \' ,: -1 140 'I N g -= a ., A o Dia=4 ft Lego Ninjago -CIDH Piles APPENDIXC General Earthwork and Grading Specifications LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.0 General 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. -1- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules ~nd updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. -2- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. ?.4 Benching Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical -3- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize. material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. -4- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.0 Fill Placement and Compaction 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to -5- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications inadequate compaction (such as dose to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test .shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4. 7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. -6- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 7.0 Trench Backfills 7.1 Safety The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 7 .2 Bedding and Backfill All, bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface. The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 7.4 Observation and Testing The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant. -7- FILL SLOPE PROJECTED PLANE 1: 1 (HORIZONTAL: VERTICAL) MAXIMUM FROM TOE OF SLOPE TO FILL-OVER-cuT SLOPE CUT-OVER-FLL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND KEYING AND BENCHING REMOVE 1 UNSUITABLE MATERIAL --""I BENCH HEIGHT (4 FEET TYPICAL) UT FACE SHALL BE CONSTRUCTED PRIOR TO Fill PLACEMENT BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5: 1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET ANO MINIMUM FILL WIDTH SHALL BE 9 FEET. GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A flNlSH GRAD£ --------------... OVERSIZE'. WINOROW • OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. * EXCAVATE A TRENCH IN THE COMPACTED F'!lL OEEP ENOUGH TO BURY ALL THE ROCK. • 8ACKf1LL WITH GRANULAR SOIL JETTED OR FLOODED lN PLACE TO FILL ALL THE VOIDS. • 00 NOT 8URY ROCK WITHIN 10 FEET Of FINISH GRADE. • WINDROW Of BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TO BE OENS!f'IEO IN PLACE BY FLOODING OR JETTING. DETAIL -------------------- .JETTED OR FLOODED -----GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B EXISTING GROUND SURF'ACE CALTRANS CLASS 2 PERMEABLE IN f'ILTER f'ABRIC SU8DRAIN TRENCH SEE DETAIL BELOW F!L TER F'A8RIC (MIRAFl 140N OR APPROVED EQUIVAU:'.NT)• COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D fOR PIPE SPEClffCATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE •••• : . •. . . .... f'lLTER f'ABR!C (MIRAF'I 14ON OR APPROVED EQUIVALENT) .....--CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9fT"'3/FT) WRAPPED IN flL TER F A8RlC DETAIL Of CANYON S!IBDRAIN QUIW: CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C OUTLET PIPES 4'' RJ NONPtRFORATEO PIPE. ,00' MAX. O,C. HORIZONTALLY, 30' MAX O.C. VERTICALLY J .-.-.-..·:-·.----·-·:.:-.-.-,.-.-.-.-.-.-.-.-.-.-.-..-.--·-·-·-·-·---·-c r========"" ... ··==:.======~T KEY WIDTH AS NOTED ON GRADING PLANS 1 :t MIN. OVERLAP fROM THE TOP HOG RING TJEO EVERY KEY DEPTH (15' MIN.) (2' MIN.) 6 FEET CAL TRANS CLASS II PERMEABLE OR #2 ROCK (3 FT' 3/F'T) WRAPPED IN Fll TER FABRIC PROVIDE POSITIVE SEAL AT THE JOINT BENCH SEE SU80RAIN TRENCH DETAIL LOWEST SU80RAJN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 4"0 PERFORATED PIPE ,._ __ 4» MIN. flL TE'R FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) BEDDING SUBDRAIN lRENCH DETAIL SUBDRAlN INSTALLATION -subdroin collector pipe sholf be instolled with perforation doWt'I or, unless otherwise designoted by the geotechnicol consultont. Outlet pipes shall be non-perforated pipe, The subdroin pipe shon hove ot feost 8 perforotioos µnlformly spo:ced per root. Perforotion shall be t/4" to 1/2M if drill holes ore used. All subdroin pipes sholl hove o grodlent of ot leost 2% towords the o.utlet. SU8DRAIN PIPE -Subdroin pipe sholl be ASTM 02751, SOR 23.5 or ASTl.t 01527, Schedule 40, or ASTM 03034, SOR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pJpe. All outlet pipe shoU be placed in o trench no wider than twice the subdroin pipe, BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DE:TAIL D !. CUT-FlLL TRANSITlON LOT OVEREXCAVATION TRANSITION LOT FILLS REMOVE: UNSUITABLE GROUND\__.. ---------__. ,.,-, GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E --- /."',; 5• MIN. '" •' RETA!NlNG WAI.L WALL WATERPROOF1NG ~ PER ARCHITECT'S SPECIFICATIONS FINISH GRADE SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION 8ASEO ON ASTM 01557 COMPETENT BEDROCK OR MATERIAL AS EVALUA TEO BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MJRAORAIN OR J-ORAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIF'ICA TIONS. RETAINING WALL DRAINAGE GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL F I FOUNDATION SOILS! NOTES: 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE· SIEVE SIZE. 1 INCH NO.4 NO.40 NO. 200 ¾PASSING 100 20-100 0-60 0-35 FOR WALL HEIGHT< 10 FEET, PLASTICITY INDEX< 20 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX< 10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS ACTIVE ZONE I )-----r------ RETAINED / ZONE I I I I REAR SUBDRAIN: BACKDRAIN TO70%OF WALL HEIGHT 4" (MIN) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN. SURROUNDED BY 1 CU. FT/FT OF 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER, BY TIGHTLINE TO SUITABLE PROTECTED OUTLET GRAVEi DRAINAGE Ellf · SIEVE SIZE 1 INCH 3/4 INCH NO.4 NO.40 NO. 200 % PASSING 100 75-100 0-60 0-50 0-5 WALL DESIGNER TO REQUEST SITE-SPECIFIC CRITERIA FOR WALL HEIGHT> 20 FEET 2) CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN. 3) GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY. 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION. 4) IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT. ANGLE ex =45+<!>/2, WHERE <I> IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE. 5) BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT) OR6-INCH THICK DRAINAGE FILL WRAPPED IN FILTER FABRIC. PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. S.EGMENTAL RETAINING WALLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL G . , .. {, . BUILDING ENERGY ANALYSIS REPORT PROJECT: Ninjago Legolan_d Carlsbad, CA Project Designer: Ethos Architecture 24542 Creekview Drive Laguna Hills, CA 92653 949-607-8001 Report Prepared by: Robert Foster FOG Consulting Engineers 17701 Cowan Suite 230 Irvine, CA 92614 949.253.9630 Job Number: 15-009 Date: 6/16/2015 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. Ener, Pro 6.6 b Ener, Soft User Number: 5670 ID: 15-009 C8lS-IZ5'f -1. Cover Page Table of Contents TABLE OF CONTENTS Form MCH-01-E Mechanical Systems Form MCH-02-E HVAC System Requirements Form MCH-03-E Mechanical Ventilation and Reheat Form MCH-04-E Required. Acceptance Tests Form MCH-05-E Requirements for Packaged Single Zone Units Form MCH-07-E Fan Power Consumption EnergyPro 6.6 by EnergySoft Job Number: ID: 15-009 User Number: 5670 1 2 3 7 10 12 15 17 STATE OF CALIFORNIA MECHANICAL SYSTEMS . ----. ~ . -· ·-·· -······ ·-··-··-· --·······--·-·· CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems {Page 1 of 4) ProjectName: Ninjago T Date Prepared: 611612015 A. MECHANICAL COMPLIANCE FORMS & WORKSHEETS (check box if worksheet is i11cluded) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, refer to the 2013 Nonresidential Manual Note: The Enforcement Agency may require all forms to be incorporated onto the building plans. ., YES NO Forn:i/Worksheet # Title 121 D NRCC-MCH-01-E (Part 1 of 3) Certificate of Compliance, Declaration. Required on plans for all submittals. 121 D NRCC-MCH-01-E (Part 2 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-02A to 11A). Required on plans for all submittals._ IZl D NRCC-MCH-01-E (Part 3 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-12A to 18A). Required on plan~ where applicable. IZI D NRCC-MCH-02-E (Part 1 of 2) Mechanical Dry Equipment Summary is required for all submittals with Central Air Systems. It is optional on plans. ra D NRCC-MCH-02-E (Part 2 of 2) Mechanical Wet Equipment Summary is required for all submittals with chilled water, hot water or condenser water systems. It is qptional on plans. I!'.] D NRCC-MCH-03-E Mechanical Ventilation and Reheat is required for all submittals with multiple zone heatinf$ and cooling systems. It is optional on plans. 121 D NRCC-MCH-07-E (Part 1 of 2) Power Consumption of Fans. Required on plans where applicabl_e i;zJ D NR~C-l'y1CH-07-E (Part 2 of 2) Power Consumption of Fans, Declaration. Required on plans where applicable CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA MECHANICAL SYSTEMS . --· -. ·--• •-•• _, oo ••• o ._, u ... , ·-I _ _,_.,,~,•--•-•• CERTIFICATE.OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 2 of 4) ProjectName: Ninjago 1 Date Prepared: 6/16/2015 B. MECHANICAL HVAC ACCEPTANCE FORMS (check box for required forms} Test Performed By: Designer: ,, This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all accep_tance tests that apply and list all equipment t_hat requires an acceptance test. All equipment of the same type that requires a test, list the equipment description and the number of systems. Installing Contr.1ctor: The contractor who installed the equipment is responsible to either conduct the acceptance test them self or have a qualified entity run the test for them. If more than one person has responsibility for the aq::eptance testir:ig, each person shall-sign and submit the Certificate of Acceptance applicable to the portion of the construction or installation for which-they are responsible. Enforcement Agency: Plancheck-The NRCC-MCH-01-E form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. Inspector -Before occupancy permit is gran~ed all newly installed process systems must be tested to ensure proper operations .. Test Description MCH-02A MCH-03A MCH-04A MCH-0SA MCH-0GA MCH-07A MCH-08A MCH-09A MCH-lOA MCH-llA Equipment Air Demand Hydronic Automatic Requiring Testing #of Outdoor Single Zone Distribution Economizer Control Supply Fan Valve Leakage Supply Water System Demand Shed or Verification Units Air Unitary Ducts Controls Ventilation VAV Test Temp. Reset Variable Flow Control (DCV) Control Carrier 48A4E0 1 l!'.i D D ~ l!'.i l!'.i D D D l!'.i D D D D ti D D D D D D D D D . D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D. D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA MECHANICAL SYSTEMS ... -... CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 3 of 4) Project Name: Ninjago \ Date Prepared: 6/16/2015 C. MECHANICAL HVAC ACCEPTANCE FORMS (check box for required forms) Test Perforn,ed By: Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that requires a test, list the equipment description and the number of systems. Installing Contractor: · The contractor who installed the equipment is responsible to either conduct the acceptance test them self or have a qualified entity run the test for them. If more than one person has responsibility for the acceptance testing, each person shall sign and submit the Certificate of Acceptance applicable to the portion of the construction or installation for which they are responsible. The following tests require a Enforcement Agency: Plancheck-The NRCC-MCH-01-E form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. Inspector -Before occupancy permit is granted all newly installed process systems must be tested to ensure proper operations. Test Description MCH-12A MCH-13A MCH-14A MCH-lSA MCH-16A MCH-17A MCH~18A Equipment #of Fault Detection & Automatic Fault Distributed Energy Thermal Energy Supply Air Requiring Testing units Detection & Condenser Water or Verification Diagnostics for DX Diagnostics for Air & Storage DX AC Storage (TES) Temperature Reset Reset Controls ECMS Units Zone Systems Systems Controls Carrier 48A4EO! 1 ~ D D D I!] D D D D D D D D D D D D D D D D D D D D D D D D D D d D D D D D D D D D D D D D D D 0 d D D D D tJ D D D D D D D D D D D D D D D D CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA MECHANICAL SYSTEMS .. ~ .. .. . .. . ... _, ........... . ...... ·-·· CERTIFICATE OF COMPLIANCE NRCC-MCH-01-E Mechanical Systems (Page 4 of 4) Project Name: Ninjago I Date Prepared: 6/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEME.NT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Robert Foster Documentation Author Signature: Q c::: ~- Company: FOG Consulting Engineers Signature Date: 611612015 Address: 17701 Cowan Suite 230 CEA/ HERS Certification Identification (if applicable): City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and .Part 6 of the California Code of Regulations. 4. :rhe building design features or system de~ign features identified.on this Certificate of Compliance are consi~tent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made av.ailable to the enforcement agency for all applicable inspections. I understand that a completed ~igned copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. ~ Responsible Designer Name: Rob Foster Responsible Designer Signature: C:::::::: =--- Company: FOG Consulting Engineers Date Signed: 06/16/2015 Address: 17701 Cowan #230 . license: M-32192 City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 STATE OF CALIFORNIA HVAC SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E (Revised 05/15) . CALIFORNIA ENERGY COMMISSION -..,,- CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Dry System Requirements (Page 1 of 3) ProjectName: Ninjago I Date Prepared: 6/16/2015 A. Equipment Tags and System Description1 .Ac::.1< ., ., . ' ' .. .. •, --,, ,,'-,', __ ,A: B. MANDATORY MEASURES T-24 Sections Reference to the Requirements in the Contract Documents2 Heating Equipment Efficiency3 110.1 or 110.2(a) Cooling Equipment Efficiency 3 110.1 or 110.2(a) HVACor Heat Pump Thermostats 110.2(b), 110.2(c) Furnace Standby Loss Control 110.2(d) Low leakage AH Us 110.2(f) Ventilation4 120.l(b) Demand Contro1Ventilation5 120.l(c)4 Occupant Sensor Ventilation Control6 120.l(c)S, 120.2(e)3 Shutoff and Reset Controls7 120.2(e) Outdoor Air and Exhaust Damper Control 120.2(f) Isolation Zones 120.2(g) Automatic Demand Shed Controls 120.2(h) Economizer FDD 120.2(i) Duct Insulation 120.4 C. PRESCRIPTIVE MEASURES Equipment is sized in conformance with 140.4(a & b) y Y/N Y/N Y/N 140.4 (a & b) Supply Fan Pressure Control 140.4(c) Simultaneous Heat/Cool8 140.4(d) Economizer 140.4(e) Heat and Cool Air Supply Reset 140.4(f) Electric Resistance Heating9 140.4(g) Duct Leakage Sealing and Testing.10 140.4(1) Notes: 1. Provide equipment tags (e.g. AHU 1 to 10) and system description (e.g. Single Duct VAV reheat) as appropriate. Multiple units with common requirements can be grouped together. 2. Provide references to plans (i.e. Drawing Sheet Numbers) and/or specifications (including Section name/number and relevant paragraphs) where each requirement is specified. Enter "NIA" if the requirement is not applicable to this system. 3. The referenced plans and specifications must include all of the following information: equipment tag, equipment nominal capacity, Title 24 minimum efficiency requirements, and actual rated equipment efficiencies. Where multiple efficiency requirements are applicable (e.g. full-and part-load) include all. Where appliance standards apply (110.1), identify where equipment is required to be listed per Title 201601 et seq. 4. Identify where the ventilation requirements are documented for each central HVAC system. Include references to both central unit schedules and sequences of operation. If one or more space is naturally ventilated identify where this is documented in the plans and specifications. Multiple zone central air systems must also provide a MCH-03-E form. 5. If one or more space has demand controlled ventilation identify where it is specified including the sensor specifications and the sequence of operation. 6. If one or more space has occupant sensor ventilation control identify where it is specified including the sensor specifications and the sequence of operation 7. If the system is DOC identify the sequences for the system start/stop, optimal start, setback {if required) and setup (if required). For all systems identify the specification for the thermostats and time clocks {if applicable). 8. Identify where the heating, cooling and deadband airflows are scheduled for this system. Include a reference to the specification of the zone controls. Provide a MCH-03-E form. 9. Enter NIA if there is no electric heating. If the system has electric heating indicate which exception to 140.4{g) applies. 10. If duct leakage sealing and testing is required, a MCH-04-A form must be submitted. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 STATE OF CALIFORNIA HVAC WET SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E Revised 06/14 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Wet System Requirements (Page 2 of 3) ProjectName: Ninjago Date Prepared: 6/16/2015 A. Equipment Tags and System Description1 -· "' ---2' ----'' ~' -. ,_' _,,, --' ~ : ' ' 8. MANDATORY MEASURES T-24 Sections Reference to the Requirements in the Contract Documents2 Heating Hot Water Equipment Efficiency3 110.1 Cooling Chilled and Condenser Water 110.1, 140.4(i) Equipment Efficiency3 Open and Closed Circuit Cooling Towers 110.2(e) 1 conductivity or flow-based controls Open and Closed Circuit Cooling Towers 110.2(e) 2 Maximum Achievable Cycles of Concentration (LSl)6 Open and Closed Circuit Cooling Towers 110.2(e) 3 Flow Meter with analog output Open and Closed Circuit Cooling Towers 110.2(e) 4 Overflow Alarm Open and Closed Circuit Cooling Towers 110.2(e) 5 Efficient Drift Eliminators Pipe Insulation 120.3 C. PRESCRIPTIVE MEASURES Cooling Tower Fan Controls 140.4(h)2, 140.4(h)S Y/N Y/N Y/N Cooling Tower Flow Controls 140,4(h)3 Centrifugal Fan Cooling Towers4 140.4(h)4 Air-Cooled Chiller l:imitatlon5 140.40) Variable Flow System Design 140.4(k) Chiller and Boiler ls9lation 140.4(k) CHW and HHW Reset Controls 140.4(k) WLHP Isolation Valves 140.4(k) VSD on CHW, CW & WLHP Pumps >SHP 140.4(k) DP Sensor Location 140.4(k) Notes: 1. Provide equipment tags (e.g. CH 1 to 3) or system description (e.g. CHW loop) as appropriate. Multiple units with common requirements can be grouped together. 2. Provide references to plans (i.e. Drawing Sheet Numbers) and/or specifications (including Section name/number and relevant paragraphs) where each requirement is specified. Enter "NIA" if the requirement is not applicable to this system. 3. The referenced plans and specifications must include all of the following information: equipment tag, equipment nominal capacity, Title 24 minimum efficiency requirements, and actual rated equipment efficiencies. Where multiple efficiency requirements are applicable (e.g. full-and part-load) include all. For chillers operating at non-standard efficiencies provide the Kadj values. For chillers also note whether the efficiencies are Path A or Path B. 4. Identify if cooling towers have propeller fans. If towers use centrifugal fans document which exception is used. 5. If air-cooled chillers are used, document which exceptions have /:Jeen used to comply with 140.4{j} and the total installed design capacity of the air-cooled chillers in the chilled water plant. 6. Identify the existence of a completed MCH-06.:£ \ when open or closed circuit cooling towers are specified to be installed, _ otherwise enter "NIA". CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA HVAC SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E (Revised 06/14) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-02-E HVAC Wet System Requirements (Page 3 of 3) ProjectName: Ninjago I Date Prepared: 6/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. ~ Documentation Author Name: Robert Foster Do~umentation.Author Signature: c-==--- Company: FOG Consulting Engineers Signature Date: 611612015 Address: 17701 Cowan Suite 230 CEA/ HERS Certification identification (if applicable): City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 RESPONSIBLE PERSON'S DECl:ARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and cor.rect. 2. I am eligible under Division 3 of the Business and Professions.Code to accept responsibility for the building design or system design identified on this Certificate of Compliance·(responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title .24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans.and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy-of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder providestothe building owner at occupancy. Responsible Designer Nanie: Rob Foster Responsible Designer Signature: c:::: ~ ~- Company: FOG Consulting Engineers Date Signed: 06/16/2015 Address: 17701, Cowan #230 License: M-32192 City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CERTIFICATE OF COMPLIANCE N RCC-MCH-03-E Mechanical Ventilation & Reheat (Page 1 of 2) Project Name: Ninjago I Date Prepared: 6/16/2015 ACTUAL DESIGN INFO (FROM EQUIPMENT VAV Reheated Primary Air VAV Dead band SCHEDULES, ETC) AREA BASIS OCCUPANCY BASIS MINIMUM CFM Primary Air CFM A B C D E F G HI J K L MN O P QR S T N 8~ l> ~ ~~ n n ~ ;; :z !J ~ -_ ~ n~ N 2 W <o Ov, 55 0 v, >v, ~ o z z c ~ z S: :::o 1.11 s: .,,x n a ......_-, n ~z C:i;I -nmi;\ ::!GI :o :,,.--i z n n S: n >:,,.m 8 Z§l :,,. S:~ o 5)1( )>~ O .,,.!:!: n~Z 6E,z n~Z ~r-n:i5~ -:::;:>2 ~ :!J Cl ;ll ::;iii: nX055.Q S: n~·o~"'-< 09c S: °nzo n0--,,0 "'0 ~ 0 v, "T1 -o c:::::,"'O .,, ""C -..~ -n-nz r+-:::01 ;::.. .,, :::o -.,, -no .,,, ::: :;o==-::a-1 111 '"TIO 1 X ~ ~ ~ ~ ;:_ ~ ~ S: ~ c! 3,:, S: 6 ~ .J>S;? g ~ !XI "'tJ "'tJ ~ ~ S: ~ 6 < ;!! S: O g :::o 8 0 $(:::.. ~ 3:; 0 g 5'. n i ~ '"tJ ~ ~, ~ ,~ s ~ ~ -~ ~ ; -:: ~ ~ ~ ~ ~ ~ g -~ :E ~ ffi -B ~ g -~ ~ !c -B z - -~ o rn -.. O:::o :::. :::o O:::o on o :::o m r-0 n r-~ z ,m ~ 1 -, ==-< --< ==-< i,: )> m Z <;= -Gl "':!:j .,,. ,"" :Zone 1 , .. 13,031. ,0.15 : 1,955 130:3 15.0 1,955 1,955 Y Total · 1,955 .,' ,. / 1 ~ . , ,, Yellow shaded cells require user input. Remaining cells are protected and automatic B. The largest amount .of primary air supplied by the terminal unit when it's operating in the cooling mode. C. The smallest amount of primary air supplied by the terminal unit in the dead band mode. D. The largest amount of primary air supplied by the terminal unit when it's operating in the heating mode. E. A terminal unit can be controlled with DOC controls, or non-DDC controls. Each control category has different reheat limitations in code. F. Transfer Air must be provided where Required Ventilation Airflow (Column M) is greater than the Design Primary Deadband Airflow (Column C). H. Minimum ventilation rate per Section §120.1. Table 120.1-A. J. Based on number of fixed seats where applicable or the greater of the expected number of occupants and 50% of the CBC occupant load for egress purposes for spaces without fixed seating. M. Required Ventilation Airflow (Req'd Ventilation Airflow) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column I or L) N. This column identifies whether or not the Design Primary Deadband Airflow complies or not. It compares the value in column M to the value in column C and column F. O. Design Primary Cooling Airflow * 0.50 for DOC, Design Primary Cooling Airflow * 0.30 for Non-DDC. If the Design Primary Cooling Airflow is less than 300 cfm, then this is not applicable. P. Maximum of Column M and Column 0. If the Design Primary Cooling Airflow is 300 cfm or less, then this is not applicable. Q. This column identifies whether or not the Design Primary Reheat Airflow at the zone level, complies or not. It compares the value in column P to the value in column D. R. Design Primary Cooling Airflow * 0.20 for DDC. Not applicable for Non-DDC zones or zones where Design Primary Cooling Airflow is 300 cfm or less. S. Maximum of Column M and Column R. Not applicable if the Design Primary Cooling Airflow is 300 cfm or less. T. This column identifies whether or not the Design Primary Deadband Airflow at the zone level, complies or not. It compares the value in column S to the value in column C. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCH-03-E (Revised 05/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-03-E Mechanical Ventilation & Reheat (Page 2 of 2) Project Name: Ninjago Date Prepared: 6/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Robert Foster Documentation Author Signature: C:::::: ~ ~- Company: FDG Consulting Engineers Signature Date: 611612015 Address: 17701 Cowan Suite 230 CEA/ HERS Certification Identification (if applicable): City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws ofthe State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to tl')e requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. s. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. ~ Responsible Designer Name: Rob Foster Responsible Designer Signature: ~-c:-- Company: FDG Consulting Engineers Date Signed: 06/16/2015 Address: 17701 Cowan #230 license: M-32192 City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS .. ... CERTIFICATE OF COMPLIANCE N RCC-MCH-04-E Required Acceptance Tests (Page 1 of 3) ProjectName: Ninjago I Date Prepared: 611612015 MECHANICAL COMPLIANCE FORMS & WORKSHEETS (indicate if worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, refer to the 2013 Nonresidential Manual Note: The Enforcement Agency may require al/forms to be incorporated onto the building plans. Forms NRCC-MCH-04-E and NRCC-MECH-05-E are alternative forms to NRCC-MCH-01-E, NRCC-MCH-02-E and NRCC- MCH-03-E for projects using only single zone packaged HVAC systems. YES NO Form Title ./ NRCC-MCH-04-E (1 of 2) Certificate of Compliance. Required on plans when used. ./ NRCC-MCH-04-E (2 of 2) Mechanical Acceptance Tests. Required on plans when used . ./ NRCC-MCH-05-E (1 of 2) HVAC Prescriptive Requirements. It is required on plans when used. ./ NRCC-MCH-05-E (2 of 2) Mechanical SWH Equipment Summary is required for all submittals with service water heating,. pools or spas. It is required on plans where applicable. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS .... ....... ... -·-····· . .. CERTIFICATE OF COMPLIANCE N RCC-MCH-04-E Required Acceptance Tests (Page 2 of 3) Project Name: Ninjago I Date Prepared: 6/16/2015 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and list all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before occupancy permit is granted for a newly constructed building or space, or a new space-conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance. Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements .. The NRCC-MCH-04-E form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked-off forms are required for ALL newly installed and replaced equipment. In addition a Certificate of Acceptance forms shall be submitted to the building department that certifies plans, specifications, .installation certificates, and operating and maintenance information meet the requirements of Section 10-103(b) and Title 24 Part 6. The building inspector must receive the properly filled out and signed forms before the building can receive final occupancy. Test Description MCH-02-A MCH-03-A MCH-04-A MCH-05-A MCH-06-A MCH~07-A !\IICH-11-A MCH-12-A MCH-14-A MCH-18-A Test Performed By: Equipment #of Outdoor Single Zone Air Economizer Demand Supply Automatic FDDfor Distribute Energy Requiring units Air Unitary Distribution Controls Control FanVAV Demand , Packaged d Energy Managem · Testing or Ducts Ventilation Shed DX Units Storage ent Verification (DCV) Control DXAC Control Systems System Carrier48) ~ 1 -I -I -I -I -I -I CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS -·-------·. ~ -. - -~ .. CERTIFICATE OF COMPLIANCE N RCC-MCH-04-E Required Acceptance Tests (Page 3 of3) ProjectName: Ninjago · I Date Prepared: 6/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Robert Foster Documentation Auihor Signature: C ~ - Company: FOG Consulting Engineers Signature Date: 06/16/2015 Address: 17701 Cowan Suite 230 CEA/ HERS Certification Identification (if applicable): . City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to. the.requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made av;iilable with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Rob Foster Responsible Designer Signature: ---~ ~- Company: FDG Consulting Engineers DateSigned: 06/16/2015 Address: 17701 Cowan #230 license: M-32192 City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS --.. ----·· ······· ... CERTIFICATE OF COMPLIANCE NRCC-MCH-05-E Requirements for Packaged Single-Zone Units (Page 1 of 2) ProjectName: Ninjago I Date Prepared: 6/16/2015 Equipment Tag{s)1 ,, ,., ,,,, ,,,,. ,,. , ... ... ,,,., ,, :-· " ,,,,,, ,,,, , , ,,, ., , ._,,," ... .. .. .. ' -'", : ... MANDATORY MEASURES T-24 Sections Requirement"' As Scheduled' Requirement" As Scheduled' Requirement" As Schedul(!d' Heating Equipment Effidency4 110.i or 110.2(a) 78%TE 81% TE Cooling Equipment Efficiency4 110.1 or 110.2(a) 9.8 EER 10.5 EER Thermostats5 -110.2(b), 110.2(c) Setback Setback Furnace Standby loss Control6 110.2(d) Rea 11D Low Leakage AHU 110.2(f) NR none Ventilation 7 120.1(b) 1,955 1,955 bem_and Control Ventilations 120.1(c)4 NR Yes Occupant Sensor Ventilation Controls 120.1(c)S, 120.2(e)3 Shutoff and Reset Controls9 120.2(e) Req Programmable Outdoor Air and Exhaust Damper Control • 120.2(f) Req Auto Automatic Demand Shed Controls 120.2(h) NR none Economizer FDD 120.2(i) Req Duct Insulation 120.4 n/a none PRESCRIPTIVE MEASURES Equipment is sized in conformance with . 140.4(a & b) _112,586 Btu/h 648,000 Btu/hr 140.4 (a & b) 477,028 Btu/h 467 526 Btu/hr ·Economizer 140.4(e) Rea Diff: Temp (lntE Electric Resistance Heating 10 140.4-(g) No No Duct Leakage Sealing and Testing.11 . 140.4(1) NR No Notes: 1. Provide equipment tags (e.g. AC1 or AC1 to 10). Multiple units of the same make and model with the same application and accessories can be grouped together. 2. Enter the following information as appropriate: Unit Manufacturer; Unit Model Number (including all accessories); Description of the unit (e.g. gas-pack or heat pump; rated heating capacity (enter "NIA" if no heating); and, rated cooling capacity (enter "NIA" if no cooling). For unit capacities include the units (e.g. kBtuh or tons). 3. For each requirement, enter the minimum requirement from the Standard In the left column (under "Standard Requirement"). In the right column (under "As Scheduled") enter the value for the units as specified. 4. Where there is more than one requirement (e.g. full and part load efficiency) enter both with the appropriate labels (e.g. COP and JEER). 5. In the left column identify the thermostatic requirements from the standard (e.g. programmable setback thermostat or heatpump with electric heat), . In the right column indicate the capabilities of the thermostat as scheduled. 6. If the unit has a furnace which is rated at >=225,000 Btuh of capacity, indicate the rated standby loss and ignition source (e.g. /JD). If there is no furnace or the unit is rated for <225,000 Btuh indicate "NIA". 7. In the left column, enter both the required ventilation value from Table 120.1A and for the number of occupants times 15 cf ml person. In the right column enter the actual minimum ventilation as scheduled. If the space is naturally ventilated enter "NIA" in the left column and "the space is naturally ventilated" in the right column. 8. If the space is required to have either DCVor Occupant Sensor Ventilation Control indicate "required" in the left column (otherwise indicate "NIA" in the left column). If either DCV or Occupant Sensor Ventilation Control is provided indicate "provided" in the right column (otherwise indicate "NIA" in the right column) 9. In the left column indicate the required time controls from the standard. In the right column identify the device that provides this functionality (e.g. EMCS or programmable timeclock). 10. Enter NIA if there is no electric heating. If the system has electric heating indicate which exception to 140.4{g) applies. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS -.... ···-·. -• ---·-----·. -1 .... ............ --······· ----- CERTIFICATE OF COMPLIANCE N RCC-MCH-05-E Requirements for Packaged Single-Zone Units (Page 2 of 2) ProjectName: Ninjago I Date Prepared: 6/16/2015 11. If duct leakage sealing and testing is required, a MCH-04-Aform must be submitted. DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Robert Foster Documentation Author Signatur ~ ~ --c-:- Company: FOG Consulting Engineers Signature Date: 611612015 Address: 17701 Cowan Suite 230 CEA/ HERS Certification Identification (if applicable): City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with-this building permit application. 5. I Will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s} issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a_completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Rob Foster Responsible Designer Signature: ~ ~ ~- Company: FOG .Consulting Engineers DateSigned: 06/16/2015 Address: 17701 Cowan #230 License: M-32192 City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 STATE OF CALIFORNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E /Revised 05/15) CALIFORNIA ENERGY COMMISSION -_. CERTIFICATE OF COMPLIANCE N RCC-MCH-07-E Power Consumption of Fans Requirements (Page 1 of 2) ProjectName: Ninjago I Date Prepared: 6/16/2015 Constant Volume Fans Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Constant Volume Fan Systems when using the Prescriptive Approach. See Power Consump_tion offans §140.4(c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER OF PEAK WATTS BRAKE HP FANS Bx E x746/ MOTOR DRIVE (CxD) AC-1 -Supply Fan 16.000 93.0% 97.0% 1.0 13,231 Return Fan 7.800 91.7% 97.0% 1.0 6,542 Variable Air Volume Fans Systems NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp of Variable Air Volume (VAV) Systems when using the Prescriptive Approach. See Power Consumption of fans §140.4(c). A B C D E F FAN DESCRIPTION DESIGN EFFICIENCY . NUMBER OF PEAK WATTS BRAKE HP FANS Bx E x746/ MOTOR DRIVE (CxD) Totals and Adjustments FILTER PRESSURE ADJUSTMENT Equation 140.4-A ;t.) TOTAL FAN SYSTEM POWER (WATTS, SUM 19,773 w in §140.4(c) of the Building Energy Efficiency COLUMN F) Standards. 2) SUPPLY DESIGN AIRFLOW CFM 20,000 A) If filter pressure drop (SP.) is greater than 1 inch 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2)1 W/CFM W. C. or 245 Pascal then enter SP. on line 4. Enter Total Fan pressure drop across the fan (SPtl on Line 4)SPa inW.C 5. or Pa 5) SPt inW.C B) Calculate Fan Adjustment and enter on line 6. or Pa C) Calculate Adjusted Fan Power Index and enter 6) Fan Adjustment= 1-(SP.-1)/SPt on Row7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6)1 0.989 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX musi: not exceed 0.8 w/cfm for Constant Volume systems or 1.25 w/cfm for VA V systems. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May2015 ,, STATE OF CALIFORNIA FAN POWER CONSUMPTION CEC-NRCC-MCH-07-E Revised 07/14 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-07-E Power Consumption of Fans Requirements (Page O of 2) ProjectName: Ninjago Date Prepared: 6/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. R Documentation Author Name: Robert Foster Documentation Author Signature: c::::: - Col)'lpany: FOG Consulting Engineers Signature Date: €06/16/2015 Address: 17701 Cowan Suite 230 CEA/ HERS Certification Identification (if applicable}: City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate.of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentatipn the build.er provides to the building owner at occupancy. Responsible Designer Name: R b F · t Responsible Designer Signature: Q . o oser c:::: - Company: FOG Consulting Engineers DateSigned: 06/16/2015 Address: 17701 Cowan #230 License: M-32192 City/State/Zip: Irvine, CA 92614 Phone: 949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance May 2015 BUILDING ENERGY ANALYSIS REPORT PROJECT: t-:Jinjago Legoland Carlsbad, CA Project Designer: Ethos Architecture 24542 Creekview Drive Laguna Hills, CA 92653 949-607-8001 Report Prepared by: Robert Foster FOG Consulting Engineers 17701 Cowan Suite 230 Irvine, CA 92614 949.253.9630 Job Number: 15-009 Date: 6/16/2015 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both·the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com, EneravPro.6.6 bv EneravSoft . User Number: 5670 ID: 15-009 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form PRF-01-E Certificate of Compliance 3 Form ENV-MM Envelope Mandatory Measures 20 . EnergyPro 6.6 by EnergySoft Job Number: ID: 15-0Q9 User Number: 5670 Project Name: Nonresidential Building NRCC-PRF-01-E Page 1 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml A. PROJECT GENERAL INFORMATION 1. Project Location (city) Carlsbad 7. # of dwelling units 0 2. CA Zip Code 8. Compliance Software (version) EnergyPro 6.6 3. Climate Zone 7 9. Building Orientation (deg) (N) Odeg 4. Total Conditioned Floor Area 3,414ft2 10. Permitted Scope of Work NewEnvelopeAndMechaniaal 5. Total Unconditioned Floor Area 0 ft2 11. Building Type(s) Nonresidential 6. # of Stories (Habitable Above Grade) 1 8. COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS 1§ 140.1 BUILDING COMPLIES 1. Energy Component 2. Standard Design (TDV) 3. Proposed Design (TDV) 4. Compliance Margin (TDV) 5. Percent Better than Standard Space Heating 2.0 1.8 . 0.2 10.0% Space Cooling 48.0 63.5 -15.5 -32.3% Indoor Fans 141.2 96.9 44.3 31.4% ,Heat Rejection --' ------ Pumps & Misc. -------- Domestic Hot Water -------- Indoor Lighting 105.8 105.8 --0.0% COMPLIANCE TOTAL 297.0 268.0 29.0 9.8% Receptacle 92.9 92.9 0.0% Process ------ Process Ltg ------ TOTAL 389.9 360.9 7.4% CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 2 of17 Project Address: Legoland Carlsbad ,Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml C. PRIORITY PLAN CHECK/ INSPECTION ITEMS (in order of hi~hest to lowest TDV energy savings) 1st Indoor Fans: Check envelope and mechanical 2nd Space Heating: Check envelope and mechanical, 3rd Heat Rejection: Check envelope and mechanical 4th Pumps & Misc.: Check mechanical 5th Domestic Hot Water: Check mechanical 6th Indoor Lighting: Check lighting 7th Space Cooling: Check envelope and mechanical D. EXCEPTIONAL CONDITIONS Compliance Margin By Energy Component (from Table B column 4) M~~oor Fans r i • I ·-7·-·----~ ! Space Heating Heat Rejection Pumps & Misc. Domestic Hot Water Indoor Lighting Space Cooling The project shows partial compliance, either envelope only or mechanical-only, excluding lighting systems. The building must show partial compliance including lighting or full new building compliance or show prescriptive lighting compliance before operation The building does not include service water heating. Verify that service water heating is not required and is not included in the design. E. HERS VERIFICATION This Section Does Not Apply IF. ADDITIONAL REMARKS None Provided CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 3 of17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY Identify which building components use the performance or prescriptive path for compliance. "NA"= not in project For components that utilize the performance path, indicate the sheet number that includes mandatory notes on plans. Building Component Compliance Path Compliance Forms (required for submittal) Location of Mandatory Notes on Plans 181 Performance NRCC-PRF-ENV-DETAILS (sectic;m of the NRCC-PRF-01-E} Envelope D Prescriptive NRCC-ENV-01 / 02 / 03 / 04 / 05 / 06-E D NA 181 Performance NRCC-PRF-MCH-DETAILS (section of the NRCC-PRF-01-E} Mechanical D Prescriptive NRCC-MCH-01 / 02 / 03 / 04 / 05 / 06 / 07-E D NA 181 Performance NRCC-PRF-PLB-DETAILS (section of the NRCC-PRF-01-E) Domestic Hot Water D Prescriptive NRCC-PLB-01-E D NA 181 Performance NRCC-PRF-LTI-DETAILS (section of the NRCC-PRF-01-E) Lighting (Indoor Conditioned} D Prescriptive NRCC-LTl-01 / 02 / 03 / 04 / 05-E D NA D Performace 52 (section of the NRCC-PRF-01-E} Covered Process: D Prescriptive NRCC-PRC-01/ 03-E Commercial Kitchens 181 NA D Performance S3 (section of the NRCC-PRF-01-E) Covered Process: D Prescriptive NRCC-PRC-01/ 04-E Computer Rooms 181 NA D Performace S4 (section of the NRCC-PRF-01-E) Covered Process: D Prescriptive NRCC-PRC-01/ 09-E Laboratory Exhaust 181 NA CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building · NRCC-PRF-01-E Page 4 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY The following building components are only eligible for prescriptive compliance. Indicate which are The following building components.may have mandatory requirements perPart 6. Indicate relevant to the project. which are relevant to the project. Yes NA Prescriptive Requirement Compliance Forms Yes NA Mandatory Requirement Compliance Forms Lighting (Indoor Commissioning: §120.8 D ~ NRCC-LTl-01 / 02 / 03 / 04/ 05-E D ~ Simple Systems NRCC-CXR-01 / 02 / 03 / 05-E .Unconditioned) §140.6 D ~ Complex Systems NRCC-CXR-01 / 02 / 04 / 05-E D ~ Lighting (Outdoor) §140.7 NRCC-LT0-01 / 02 / 03-E D ~ Electrical: §130.5 NRCC-ELC-01-E D ~ Lighting (Sign) §140.8 NRCC-LTS-01-E D ~ Solar Ready: §110.10 NRCC-SRA-01 / 02-E Covered Process: §120.6 NRCC-PRC-01-E D ~ Parking Garage NRCC-PRC-02-E D ~ Solar Thermal Water NRCC-STH-01-E D ~ Commercial Refrigeration NRCC-PRC-05-E Heating: §140.5 D ~ Warehouse Refrigeration NRCC-PRC-06/07 /08-E D ~ Compressed Air NRCC-PRC-10-E D ~ Process Boilers NRCC-PRC-11-E CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresid!mtial Building NRCC-PRF-01-E Page 5 of17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRC:1/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance Confirmed (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Building Component Compliance Forms (required for submittal) Pass Fail 181 NRCI-ENV-01-E '-For all buildings D D Envelope D NRCA-ENV-02-F-NFRC label verification for fenestration D D 181 NRCI-MCH-01-E -For all'buildings with Mechanical Systems D D 181 NRCA-MCH-02-A-Outdoor Air D D 181 NRCA-MCH-03-A -Constant Volume Single Zone HVAC D D 0 NR<;A-MCH-04-H-Air Distribution Duct Leakage D D D NRCA-MCH-05-A-Air Economiz~r Controls D D 181 NRCA-MCH-06-A-Demand Control Ventilation D D D NRCA-MCH-07-A-Supply·Fan Va.riable Flow Controls D D 0 NRCA-MCH-08-A-Valve Leakage Test [j D D NRCA-MCH-09-A-Supply Water Temp Reset Controls D D Mechanical D NRCA-MCH-10-A-Hydronic System Variable Flow Controls D D D NRCA-MCH-'.!-1-A-Auto Demand Shed Controls D D 0 NRCA-MCH-12-A-Packaged Direct Expansion Units 0. D D NRCA-MCH-13-A-Air Handling Units and Zone Terminal Units D D 0 NRCA-MCH-14-A-Distributed Energy Storage D D 0 NRCA-MCH-15-A-Thermal Energy Storage D D 0 NRCA-MCH-16-A-Supply Air Temp Reset Controls D D D NRCA-MCH-17-A-Condensate Water Temp Reset Controls D D D NRCA-MCH-18-A-Energy Management Controls Systems D D 0 NRCV-MCH-04-H-Duct Leakage Test D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 6 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance Confirmed (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Building Component Compliance Forms (required for submittal) Pass Fail D NRCI-PLB-01-E -For all buildings with Plumbing Systems D D D NRCI-PLB-02-E, required on central systems in high-rise residential, hotel/motel application. D D D NRCI-PLB-03-E-Single dwelling unit systems in high-rise residential, hotel/motel application. D D D NRCI-PLB-21-E -HERS verified central systems in high-rise residential, hotel/motel application. D D Plumbing D NRCI-PLB-22-E -HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. D D D NRCV-PLB-21-H-HERS verified central systems in high-rise residential, hotel/motel application. D D D NRCV-PLB-22-H -HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. D D D NRCI-STH-01-E -Any solar water heating D D D NRCI-LTl-01-E -For all buildings D D D NRCI-LTl-02-E -Lighting control system, or for an Energy Management Control System (EMCS) D D D NRCI-LTl-03-E -Line-voltage track lighting integral current limiter, or for a supplementary overcurrent protection panel used to D [j energize only line-voltage track lighting D· NRCI-LTI-IJ4-E -Two interlocked systems serving an auditorium, a convention center, a conference room, or a theater D D Indoor Lighting D NRCI-LTl-05-E -Lighting Control Credit Power Adjustment Factor (PAF) D D D NRCI-LTl-06-E -Additional wattage installed in a video conferencing studio D D D NRCA-LTl-02-A -Occupancy sensors and automatic time switch controls. D D D NRCA-LTl-03-A -Automatic daylighting controls D D D NRCA-LTl-04-A-Demand responsive lighting controls D D D NRCI-LT0-01-E -Outdoor Lighting D D Outdoor Lighting 0 NRCI-LTO-02-E-EMCS Lighting Control System D D D NRCA-LT0-02-A -Outdoor Lighting Control D D ~ign Lighting 0 NRCI-LTS-01-E -Sign Lighting D D Electrical D NRCI-ELC-01-E -Electrical Power Distribution D D Photovoltaic 0 NRCI-SPV-01-E Photovoltaic Systems D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 7 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance Confirmed (Retain copies and verify forms are completed and signed to post in field.for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Building Component Compliance Forms (required for submittal) Pass Fail D NRCI-PRC-01-E Refri~erated Warehouse D D 0 NRCA-PRC-01-F-Corripressed Air Systems D D 0 NRCA-PRC-02sF-Kitchen Exhaust D D 0 NRCA-PRC-03-F-Garage Exhaust D D Covered Process D NRCA-PRC-04-F-Refrigerated Warehouse-Evaporator Fan Motor Controls D D D NRCA-PRC-05-F-Refrigerated Warehouse-Evaporative Condenser Controls D D D NRCA-PRC-06-F-Refrigerated Warehouse-Air Cooled Condenser Controls D D D NRCA-PRC-07F-Refrigerated Warehouse-Variable Speed Compressor D D D NRCA-PRC-08-F-Electrical Resistance Underslab Heating System D D I. ENVELOPE GENERAL INFORMATION (See NRCC-PRF-ENV-DETAILS for more information) 1. Total Conditioned Floor Area 3,414ft2 5. Number of Floors Above Grade 1 Confirmed 2. · Total Unconditioned Floor Area 0ft2 6. Number of Floors Below Grade 0 3. Addition Conditioned Floor Area 0 ft2 -a ~ Ill 4. Addition Unconditioned Floor Area 0ft2 "' "' 7. Opaque Surfaces & Orientation 8. Total Gross Surface Area 9. Total Fenestration Area 10. Window to Wall Ratio North Wall 702 ft2 42 ft2 06.0% D D East Wall 1,026 ft2 160ft2 15.6% D D South Wall 612 ft2 0 ft2 00.0% D D West Wall 1,260ft2 42 ft2 03.3% D D Total 3,600ft2 244ft2 06.8% D D Roof 3,414 ft2 0 ft2 00.0% D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 8 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml .J. FENESTRATION ASSEMBLY SUMMARY § 110.6 Confirmed 1. 2. 3. 4. s. 6. 7. 8. -g Fenestration Assembly Name / Overall Overall Overall Ill ~ Fenestration Type Certification Method1 Assembly Method Area ft2 "' "' Tagorl.D. U-factor SHGC VT PPG SOLARBAN 60 (2) Clear Vertical Fenestration COG Equations SiteBuilt 244 0.56 0.41 0.38 D D 1 Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-B. Site-built fenestration Jess than 1,000 Jt2, or more than or equal to 1,000 Jt2 see Reference Nonresidential Appendix NA6. Taking compliance credit for fenestration shading devices? {if "Yes", see NRCC-PRF-ENV-DETAILS.for more information) No K. OPAQUE SURFACE ASSEMBLY SUMMARY § 120.7/ § 140.3 Confirme d 1. 2. 3. 4. 5. 6. 7. 8. -g Framing Cavity Continuous U-Factor / F-Factor / Ill ~ Surface Name Surface Type Area (ft2) Status "' "' Type R-Value R-Value C-Factor R-15 Wall7 ExteriorWall 3,600 Wood 15 NA U-Factor: 0.095 New D D R-30·Roof tathedral16 Roof 3,414 Wood 30 NA U-Factor: 0:034 New D D Slab On Grade18 UndergroundFloor 3,414 NA 0 NA F-Factor: 0.730 New D D L. ROOFING PRODUCT SUMMARY § 140.3 Confirme d 1. 2. 3. 4. s. 6. 7. -g Aged Solar Thermal Cool Roof Ill ~ Product Type Product ~25 lb ft2 SRI CRRC Product ID Number "' "' Reflectance Emittance Credit R-30 Roof Cathedral16 No 0.08 0.75 NA No NA D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 9 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanic:al Input File Name: Ninjago Temple.xml M. HVAC SYSTEM SUMMARY (see NRCC-PRF-MCH-DETAILS for more information) § 110.1 / § 110.2 Dry System Equipment 1 (Fan & Economizer info included below in Table N). 1. 2. 3; 4. 5. System Type Total Heating (Simple 3 or Equip Name Equip Type Qty Complex 4) Output (kBtu/h) AC-2 to AC-41 SZAC Simple 3 59 Wet System Equipment 2 11. 12. 13. 14. 15. Rated Capacity Equip Name Equip Type Qty Vol (gal) ,(kBtu/h) 1 Dry System Equipment includes furnaces, air handling units, heat pumps, etc. 2·Wet System Equipment includes boilers, chillers, cooling towers, water heaters, etc. 3 Simple Systems must complete NRCC-CXR-03-E commissioning design review form 4 Complex Systems must complete NRCC-CXR-04-E commissioning design review form 5 A summary of which acceptance tests are applicoble is provided in NRCC-PRF-MCH-DETAIIS 6. Supp Heat Source (Y/N) No 16. Efficiency 7. 8. 9. 10. Efficiency Acceptance Supp Heat Total Cooling Testing Required? Output (kBtuh) Output (kBtu/h) (Y/N) 5 Cooling Heating 0 55 SEER-14.0 AFUE-82.0 Yes Pumps 17. 18. 19. 20. 21. 22. Tank Ext. R VSD Standby Loss Qty GPM HP Value (Y/N) Discrepancy between modeled and designed equipment sizing? (if "Yes", see Table F. "Additional Remarks" for an explanation) No N. ECONOMIZER & FAN SYSTEMS SUMMARY1 § 140.4 1. 2. 3. 4. 5. Outside Supply Fan Return Fan Air Economizer Type Equip Name TSP TSP (if present) CFM CFM HP BHP (inch Control CFM HP BHP (inch Control WC) WC) AC-2 to AC-41 282 2000 1.000 NA 1.90 ConstantVolume NA NA NA NA NA No Economizer 1 Mechanical ventilation calculations and exhaust fans are included in the NRCC-PRF-MCH·DETAIIS section CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 , Confirmed '1:1 .,, DI ~ "' "' D D Confirmed '1:1 DI ~ "' "' Confirmed '1:1 ~ DI "' "' D D Project Name: Nonresidential Building N RCC-P RF-01-E Page 10 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml 0. EQUIPMENT CONTROLS 1 § 120.2 Confirmed 1. 2. 3. .., 'Tl DI !: Equip Type Controls "' Equip Name "' No DCV Controls AC-2 to AC-41 SZAC No Economizer D D No Supply Air Temp. Control P. SYSTEM DISTRIBUTION SUMMARY 1§ 120.4/ § 140.4(i} This Section Does Not Apply Does the Project Include Zonal Systems? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No 'Does the Project Include a Solar Hot Water System? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No Multifamily or Hotel/ Motel Occupancy? (if "Yes", see NRCC-PRF-MCH-DETAILS for DHW system information) No Q. INDOOR CONDITIONED LIGHTING GENERAL INFO (see NRCC-PRF-LTI-DETAILS for more info) § 140.6 Confirmed 1. 2. 3. 4. s. .., i Conditioned Floor Area 2 Installed Lighting Power Lighting Control Credits DI Occupancy Type 1 Additional (Custom) Allowance "' "' (ft2) (Watts) (Watts) Area Category Footnotes Tailored Method (Watts) D D (Watts) Building Totals: NaN 0 1 See Table 140.6-C 2 See NRCC-LTl-01-E for unconditioned spaces R. INDOOR CONDITIONED LIGHTING SCHEDULE (Adapted from NRCC-LTl-01-E)1 l § 130.0 This Section Does Not Apply 1/f lighting power densities were used in the compliance model Building Departments will need to check prescriptive forms for Luminaire Schedule details. Sl. COVERED PROCESS SUMMARY -ENCLOSED PARKING GARAGES 1§ 140.9 This Section Does Not Apply CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building N RCC-PRF-01-E Page 11 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml S2. COVERED PROCESS SUMMARY -COMMERCIAL KITCHENS I§ 140.9 This Section Does Not Apply S3. COVERED PROCESS SUMMARY -COMPUTER ROOMS I§ 140.9 This Section Does Not Apply S4. COVERED PROCESS SUMMARY -LABORATORY EXHAUSTS 1§ 140.9 This Section Does Not Apply T. UNMETlOAD HOURS This Section Does,Not Apply U. ENERGY USE SUMMARY Electric Natural Gas (kWh/yr) (therms/yr) Total Annual Baseline 49567.5 34.9203 Total Annual Proposed 46983.3 32.9092 CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 12 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml DOCUMENTATION AUTHOR'S DECLARATION STATEMENT I§ 10-103 I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Robert Foster ~ Signature: c:.::::: ::;:s.a -Company: FDG Consulting Engineers Address: 17701 Cowan Suite 230 Signature Date: 06/16/2015 City/State/Zip: Irvine/ CA/ 92614 CEA Identification (If applicable): -specify- Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1 I· hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am. licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. 2 I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537 .2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. 3 I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Busi_ness and Professions Code Sections 5537, 5538 and 6737.1. Responsible Envelope Designer Name: -specify- Company: Ethos Architecture Signature: Address: 24542 Creekview Drive Date Signed: City/State/Zip: Laguna Hills/ CA/ 92653 · Declaration Statement Type: Phone:949-607-8001 Title: I License#: -specify - Responsible Lighting Designer Name: -specify- Company: -specify - Signature: Address: -specify-Date Signed: City/State/Zip: -specify-/ -specify -/ -specify -Declaration Statement Type: Phone: -specify-Title: I License#: -specify - Responsible Mechanical Designer Name: Rob Foster ~ Signature: c--;:::..,a -Company: FDG Consulting Engineers Address: 17701 Cowan #230 Date Signed: 06/16/2015 City/State/Zip: Irvine/ CA/ 92614 Declaration Statement Type: Phone:949.253.9630 Title: I License #: -specify -M-32192 CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 13 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml NRCC-PRF-ENV-DETAILS -SECTION START- A. OPAQUE SURFACE ASSEMBLY DETAILS Confirmed 1. 2. 3. 4. "0 ..,, DI ~ Surface Name Surface Type Description of Assembly Layers "' Notes "' Stucco - 7 /8 in. R-15Wall7 ExteriorWall Vapor permeable felt -1/8 in. D D Wood framed wall, 16in. OC, 3.Sin., R-15 Gypsum Board -1/2 in. Asphalt shingles -1/4 in. Vapor permeable felt -1/8 in. R-30 Roof Cathedral16 Roof Plywood -1/2 in. D D Air -Cavity -Wall Roof Ceiling -4 in. or more Wood framed roof, 16in. OC, ll.25in., R-30 Gypsum Board -1/2 in. Slab On Grade18 UndergroundFloor Concrete -140 lb/ft3 -6 in. D D B. OVERHANG DETAILS (Adapted from NRCC-ENV-02-E) , This Section Does Not Apply CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 4 Project Name: Nonresidential Building NRCC-PRF-01-E Page 14of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml NRCC-PRF-MCH-DETAILS -SECTION START- A. MECHANICAL VENTILATION AND REHEAT {Adapted from 2013-NRCC-MCH-03-E) Confirmed 1. DESIGN AIR FLOWS 2. VENTILATION (§ 120.1) ::c c 0 ::0 -I' m Cl m s: s s: 8 0 m ~ Ill s .Q 0 ::0 Gi s m l> Gi 2 ~ .,, ~ C z Ill 2 0 m 2 Ill z z l> z .,, -C < 0 2 Gi n< < Gi Ill G) :iii "0 6 s: .,, ~ 6~ n m :::j z m .,, ..... "0 n z -< z z m ::0 .,, 2!! :E C 0 C :E C 0 z .,, m 0 0 -I nm s:z -I -< ::0 "0 n n~ 6 s: .,, s: :e s: .,, s: .,, z C ~ Ill [ CONDITIONED _o z ~ z s: -I s: ...,_-1 l> nm l> "' 00 .,, l> :e t ::0 "0 -::c ::0 ::c -I m "D "0 :iii .,, z :iii < "' ZONE NAME C s: ::0 l> 2!! nm l> m ' ::0 C ;r "0 ID m s: -I "Tl --< --< !:ls ~~ 9~ 0 m l> 0 iii ::0 .,, -l> 6 ~ z !;I s Nm ~ .... s ::0 -::0 "Tl 0 "0 6 :iii G) -l> '< :e -s: -0 ::0 -z oz m l> "0 ::s m ~ ::0 -~ z -< G) z G) ~ 6 l> ::0 m -::0 :e .,, 0 Ill 6 n .,, s: l> l> l> s ~ 0 n .... -"0 :e .,,. m 0 C :iii :iii :iii ~ .... z "Tl ~ s :e s m ~ 1-Zone 1 AC-2 to 2,000 NA NA NA NA N AC-2 to 3,414 0.25 113 8 845 845 NA N D D AC-41 AC-41 I TOTAL 3,414 113 845 845 NA D D B. ZONAL SYSTEM AND TERMINAL UNIT SUMMARY § 140.4 1. 2. 3. 4. s. 6. 7. 8. Confirmed Rated Capacity Airflow (dm) Fan (kBtuh) · Economizer "0 [ System ID System Type Qty Zone Name Ill "' Min. ECM "' Heating · Cooling Design Min. Ratio BHP Cycles Motor Zone 13-TRM Uncontrolled 3 NA NA NA 1-Zone 1 2000 NA NA NA NA D D D C. EXHAUST FAN SUMMARY This Section Does Not Apply D. DHW EQUIPMENT SUMMARY -{Adapted from NRCC-PLB-01) This Section Does Not Apply CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 /;;;, ,. .Project Name: Nonresidential Building NRCC-PRF-01-E Page 15 of 17 Project Address: legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMecbanical Input File Name: Ninjago Temple.xml E. Ml,JLTI-FAMILY CENTRAL DHW SYSTEM DETAILS This Section Does Not Apply F. SOLAR HOT WATER HEATING SUMMARY (Adapted from NRCC-STH-01) This Section Does Not Apply G. MECHANICAL HVAC ACCEPTANCE TESTS & FORMS (Adapted/ram 2013-NRCC-MCH-01-E} §RA4 Declaration of Required Acceptance Certificates (NRCA)-Acceptance Certificates that may be submitted. (Retain copies and verify forms.are completed and signed to post in field for Field Inspector to verify). :s:: ~ :s:: :s:: :s:: ~ :s:: :s:: :s:: :s:: ~ :s:: :s:: :s:: :s:: :s:: .:s:: Test Description n n n n n n n n n n n n n n n n n · Confirmed :c :c :c :c :c :c :c :c :c :c :c =F :c :c :c :c :c 6 6 6 6 6 6 6 6 ~ ~ ~ . . . . . ... ... ... ... ... ... N U,l ""' 11'1 en i;! 00 ID ~ ... N w ""' 11'1 en -.J 00 )> )> )> )> )> )> )> )> )> )> )> )> )> )> )> V, V, m V, )> )> 0 C: n C: :r: "O :i' 0 V, "O < C: "Tl C: ;;;· "O n OQ )> :::, C: ~ "O a. ..... 0 ..... ..... -< ;,:,O Equipment 0 ~ :;· 0 "O 0 0 0 -l ID :::, C: 3 "O < -< n~ no "Tl m m ?. "' a. ..... N 0 o' 0:::, V, ID ID Requiring #of a. 0 ;;;· ;;:;· O· -< ID ~~ g ::! • 0 ID NO x~ ~ ., ..... :::, m ~ ., n 0 :::, :-+ ID n "Tl ~ :::, 3 0 0 ~ n"' Ill ..., ~ nr ..... Ill ..... Ill 0 :::, -)>~ 0 ID s: ~ Testing or units 0 ID ., < Ill Ill a S!: ft "' ., C 0 n :::, ,.. ... ., a :::, X ID 0 n v, 3 :::, ., V, "' Verification ?. C: 0 ~ "' -ID -a. C ., ..... 3 "O ~ :E :::, n ~ ?. ., ;:;: ..... :::, OQ "Tl V, :::, 0 "' 0 "' "' ..... < ID 3 0 ::r ;:;: ., iil ;,:i iii"" nr "' ., -"<! 0 :E ID "' !20 OQ, ID ., ii, "O a. ID "' ID ..... AC-2 to 3 X X X ,D D AC-41 -- -------------------------- NRCC-PRF-LTI-DETAILS -SECTION START- A. INDOOR CONDITIONED LIGHTING CONTROL CREDITS (Adapted from NRCC-LTl-02-E) j§ 140.6 This Section Does Not Apply B. INDOOR CONDITIONED LIGHTING MANDATORY LIGHTING CONTROLS (Adapted from NRCC-LTl-02-E) I§ 130.1 This Section Does Not Apply §130.l(a} = Manual area controls; §130.0(b} = Multi leve/;§130.l(c} = Auto Shut-Off;-§130,I{d) = Mandatory Daylight; §130.l(e} = Demand Responsive CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 ~ •• Project Name: Nonresidential Building NRCC-PRF-01-E Page 16 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml C. TAILORED METHOD LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from N~CC-LTl-04-E) § 140.6 General lighting power (see Table D) 0 General lighting power from special function areas·(see Table E) NA . Additional "use it or lose it" (See Table G) 0 Total watts 0 D. GENJ:RAL LIGHTING POWER (Adapted from NRCC-LTl-04-E) j§ 140.6~0 This Section Does Not Apply E. GENERAL LIGHTING FROM SPECIAL FUNCTION AREAS {Adapted from NRCC-LTl-04-E) § 140.6{c) 3H llluminance Value Room Cavity Ratio Confirmed Room Number Primary Function Area Allowed LPD Floor Area (ft2) Allowed Watts (LUX) (Table G) Pass Fail NA NA NA NA NA NA NA D D Note: Tailored Method for Special Function Areas is not currently implemented F. ROOM CAVITY RATIO (Adapted from NRCC-LTl-04-E) Rectangular Spaces Confirmed Room Number Task/Activity Description Room Length (ft) Room Width (ft) Room Cavity Height·(ft) RCR Pass Fail NA NA NA NA NA NA D D Non-Rectangular Spaces This Section Does Not Apply Note: All applicable spaces are listed under the Non-Rectangular Spaces table G. ADDITIONAL "USE IT OR LOSE IT" {Adapted from NRCC-LTl-04-E) 1. 2. 3. 4. Confirmed Combined Floor Display and Task Combined Ornamental and Special Allowed Watts "ti -n Wall Display Very Valuable Merchandise DI ~ Lighting Effects Lighting "' "' 0 0 0 0 0 D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 17 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:09, Tue, Jun 16, 2015 Compliance Scope: NewEnvelopeAndMechanical Input File Name: Ninjago Temple.xml s. Wall Display This Section Does Not Apply 6. Floor Display and Task Lighting This Section Does Not Apply 7. Combined Ornamental and Special Effects Lighting This Section Does Not Apply 8. Very Valuable Merchandise This Section Does Not Apply H. INDOOR & OUTDOOR LIGHTING ACCEPTANCE TESTS & FORMS (Adapted from NRCC-LT1-oi-E and NRCC-LTO-01-E) § 130.4 Declaration of Required Acceptance Certificates (NRCA)-Acceptance Certificates that must be verified in the field, (Retain copies and verify·forms are.completed and signed to post in field for Field Inspector to verify). Indoor Outdoor Confirmed Test Description NRCA-LTl-02-A NRCA-LTl-03-A NRCA-LTl-04-A NRCA-LTO-02-A -0 ..,., Equipment Requiring 0cc Sensors I Auto Time Ill ~ # of units Auto Daylight Demand Responsive Outdoor Controls "' "' Testing or Verification Switch Occupant Sensors 0 D D D D D D Automatic Time Switch 0 D D D D D D Automatic Daylighting 0 D D D D D D Demand Responsive 0 D D D D D D Outdoor Controls 0 D D D D D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV-MM Project Name I Date Ninjago 6/16/2015 DESCRIPTION B_uilding Envelope Measures: §110.S(a): Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §110.S(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §110.8(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value of no less than R-13 between framing members. §110.7(a): All Exterior Joints-and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §110.6(a): window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinaina and slidina), and 1.0 cfm/ft.2 for nonresidential double doors (swinaina). §110.6(a): Fenestration U-factor shall be rated in accordance with NFRC 100, or the applicable default U-factor. §110.6(a): Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the applicable default SHGC. §110.6(b): Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). Ener.avPro 6.6 bv Ener.avSoft User Number: 5670 RunCode: 2015-06-16712:12:02 ID: 15-009 Pa_qe 20 of 20 BUILDING ENERGY ANALYSIS REPORT PROJECT: Ninjago Legoland Carlsbad, CA Project Designer: Ethos Architecture 24542 Creekview Drive I Laguna Hills, CA 92653 949-607-8001 Report Prepared by: Robert Foster FOG Consulting Engineers 17701 Cowan Suite 230 Irvine, CA 92614 949.253.9630 Job Number: 15-009 Date: 6/16/2015 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. EnergyPro 6.6 by EnetgySoft User Number: 5670 ID: 15-009 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form PRF-01-E Certificate of Compliance 3 Form ENV-MM Envelope Mandatory Measures 20 ,. EnergyPro 6.6 by EnergySoft Job Number: ID: 15-009 User Number: 5670 Project Name: Nonresidential Building NRCC-PRF-01-E Page 1 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: ,NewEnvelope 'input File Name: Ninjago Dark Ride.xml A. PROJECT GENERAL INFORMATION 1. .Project Location (city) Carlsbad 7. # of dwelling units 0 2. CA Zip Code 8. Compliance Software (version) EnergyPro 6.6 3. Climate Zone 7 9. Building Orientation (deg) (N) 0 deg 4. Total Conditioned Floor Area 13,031 ft2 10. Permitted Scope of Work NewEnvelope 5. Total·Unconditioned Floor Area Oft2 11. Building Type(s) Nonresidential 6. # of Stories (Habitable Above Grade) 1 B. COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS I§ 140.1 BUILDING COMPLIES 1. Energy Component 2. Standard Design (TDV) 3. Proposed Design (TDV) 4. Compliance Margin·(TDV) 5. Percent Better than Standard Space Heating 2.2 1.0 1.2 54.5% Space Cooljng 80.2 79.5 0.7 0.9% Indoor Fans 34.2 35.1 -0.9 -2.6% Heat Rejection -------- Pumps & Misc. 0.0 0.0 --NaN Domestic Hot Water 7.0 7.0 --0.0% Indoor Lighting 82.9 82.9 --0.0% COMPLIANCE TOTAL 206.5 205.5 1.0 0.5% Receptacle 118.0 118.0 0.0% Process 225.5 225.5 0.0% Process Ltg ------ TOTAL 550.0 549.0 0.2% CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building N RCC-PRF-01-E Page 2 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml C. PRIORITY PLAN CHECK/ INSPECTION ITEMS (in order of highest to lowest TDV energy savings) 1st Space Heating: Check envelope and mechanical 2nd Space Cooling: Check envelope and mechanical 3rd Heat Rejection: Check envelope and mec;hanical 4th Pumps & Misc.: Check 1')1echanical 5th Domestic Hot Water: Check mechanical 6th Indoor Lighting: Check lighting 7th Indoor Fans: Check envelope and mechanical D. EXCEPTIONAL CONDITIONS Compliance Margin By Energy Component (from Table B column 4) Space Heating Space Cooling Heat Rejection Pumps & Misc. Domestic Hot Water Indoor Lighting Indoor Fans ,•=w l' ~N----- The project shows partial compliance, using envelope-only compliance. The building must show either lighting and mechanical partial compliance or full new building compliance before operation. The project shows partial compliance, either envelope only or mechanical only, excluding lighting systems. The building must show partial compliance including lighting or full new buiiding complial}ce or show prescriptive lighting compliance before operation The building does not include service water heating. Verify that service water heating'is not required and-is not included in the design. E. HERS VERIFICATION This Section Does Not Apply IF. ADDITIONAL REMARKS None Provided CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 3 of17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY Identify which building components use the performance or prescriptive path for compliance. 11NA11= not in project For components that utilize the performance path, indicate the sheet number that includes mandatory notes on plans. Building Component Compliance Path Compliance Forms (required for submittal) Location of Mandatory-Notes on Plans 181 Performance NRCC-PRF-ENV-DETAILS (section of the NRCC-PRF-01-E) Envelope D Prescriptive NRCC-ENV-01 / 02 / 03 / 04 / 05 / 06-E D NA 181 Performance NRCC-PRF-MCH-DETAILS (section of the NRCC-PRF-01-E) Mechanical D Prescriptive NRCC-MCH-01 / 02 / 03 / 04 / 05 / 06 / 07-E D NA 181 Performance NRCC-PRF-PLB-DETAILS (section of the NRCC-PRF-01-E) Domestic Hot Water D Prescriptive N RCC-PLB-01-E D NA 181 Performance NRCC-PRF-LTI-DETAILS (section of the NRCC-PRF-01-E) Lighting (Indoor Conditioned) D Prescriptive NRCC-LTl-01 / 02 / 03 / 04 / 05-E D NA D Performace 'S2 (section of the NRCC-PRF-01-E) Covered Process: D Prescriptive .NRCC-PRC-01/ 03-E Commercial Kitchens 181 NA D Performance S3 (section of the NRCC-PRF-01-E) Covered Process: D Prescriptive NRCC-PRC-01/ 04-E Computer Rooms 181 NA D Performace S4 (section of the NRCC-PRF-01-E) Covered Process: D Prescriptive NRCC-PRC-01/ 09-E Laboratory Exhaust 181 NA CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 4of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY The following building components are only eligible for prescriptive compliance. Indicate which are The following building components may have mandatory requirements per Part 6. Indicate relevant to the project. which are relevant to the project. Yes NA Prescriptive Requirement Compliance Forms Yes NA Mandatory Requirement Compliance Forms Lighting (Indoor Commissioning: §120.8 D 181 NRCC-LTl-01 / 02 / 03 / 04 / 05-E D 181 Simple Systems NRCC-CXR-01 / 02 / 03 / 05-E Unconditioned) §140.6 [j 181 Complex Systems NRCC-CXR-01 / 02 / 04 / 05-E D 181 Lighting (Outdoor) §140.7 NRCC-LT0-01 / 02 / 03-E D 181 Electrical: §130.5 NRCC-ELC-01-E Cl 181 Lighting (Sign) §140.8 NRCC-LTS-01-E D 181 Solar Ready: §110.10 NRCC-SRA001 / 02-E Covered Process: §120.6 NRCC-PRC-01-E D 181 Parking Garage NRCC-PRC-02-E D 181 Solar Thermal Water NRCC-STH-01-E D 181 Commercial Refrigeration NRCC-PRC-05-E Heating: §140.5 D 181 Warehouse Refrigeration NRCC-PRC-06/07 /08-E D 181 Compressed Air NRCC-PRC-10-E D 181 Process Boilers NRCC-PRC-11-E CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building . NRCC-PRF-01-E Page 5 of 17 Project Address: Legoland Carlsbad Calculation Pate/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance Confirmed (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Building Component Compliance Forms (required for submittal} Pass Fail IZI NRCI-ENV-01-E -For all buildings tJ D Envelope D NRCA-ENV-02-F-NFRC label verification for fenestration D D D NRCI-MCH-01-E -For all buildings with Mechanical Systems D D 0 NRCA-MCH-02-A-Outdoor Air D D 0 NRCA-MCH-03-A-Constant Volume Single Zone HVAC D D 0 NRCA-MCH-04-H-Air Distribution Duct Leakage D D D NRCA-MCH-05-A-Air Economizer Controls D D D NRCA-MCH-06-A-Demand Control Ventilation D D . D NRCA-MCH-07-A-Supply Fan Variable Flow Controls D D 0 NRCA-MCH-08-A-Valve Leakage Test D D 0 NRCA,MCH-09-A-Supply Water Temp Reset Controls D D Mechanical D NRCA-MCH-10-A-Hydronic System Variable Flow Controls D D 0 NRCA-MCH-11-A-Auto Demand Shed Controls D D D NRCA-MCH-12-A-Packaged Direct Expansion Units D D D NRCA-MCH-13-A-Air Handling Units and Zone Terminal Units D D 0 NRCA-MCH-14-A-Distributed Energy Storage D D 0 NRCA-MCH-15-A -Thermal Energy Storage D D 0 NRCA-MCH-16-A-Supply Air Temp Reset Controls D D D NRCA-MCH-17-A-Condensate Water Temp Reset Controls D D D NRCA-MCH-18-A-Energy Management Controls Systems D D 0 NRCV-MCH-04-H-Duct Leakage Test D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page Gof 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV} - Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance Confirmed (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify}. See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Building Component Compliance Forms (required for submittal) Pass Fail D NRCI-PLB-01-E -For all buildings with Plumbing Systems D D D NRCI-PLB-02-E -required on central systems in high-rise residential, hotel/motel application. D D · D NRCI-PLB-03-E -Single dwelling unit systems in high-rise residential, hotel/motel application. D D D NRCI-PLB-21-E -HERS verified central systems in high-rise residential, hotel/motel application. D D Plumbing D NRCI-PLB-22-E -HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. d ti D NRCV-PLB-21-H-HERS verified central systems in high-rise residential, hotel/motel application. D D D NRCV-PLB-22-H -HERS ve~ified single dwelling unit systems in high-rise residential, hotel/motel application. D D D NRCI-STH-01-E -Any solar water heating D D D NRCI-LTl-01-E -For all buildings D D D NRCI-LTl-02-E -Lighting control system, or for an Energy Management Control System (EMCS). 0 D D NRCI-LTl-03-E -Line-voltage track lighting integral current limiter, or for a supplementary overcurrent protection panel used to D D energize only line-voltage track lighting D NRCI-LTl-04-E -Two interlocked syste~s serving an auditorium, a convention center, a conference room, or a theater D D Indoor Lighting D NRCI-LTl-05-E -Lighting Control Credit Power Adjustment Factor (PAF) D D D NRCI-LTl-06-E -Additional wattage installed in a video conferencing studio D D D NRCA-LTl-02-A -Occupancy sensors and automatic time switch controls. D D D NRCA-LTl-03-A -Automatic daylighting controls D D D NRCA-LTl-04-A-Demand responsive lighting controls D D D NRCI-LT0-01-E-Outdoor Lighting D D Outdoor Lighting 0 NRCI-LTO-02-E-EMCS Lighting Control System D D D NRCA-LTO-02-A -Outdoor Lighting Control D D Sign Lighting D NRCI-LTS-01-E-Sign Lighting D D Electrical D NRCI-ELC-01-E -Electrical Power Distribution D D Photovoltaic D NRCI-SPV-01-E Photovoltaic Systems D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 7 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) - Documentation Author to indicate which Certificates must be submitted for the features to l;,e recognized for compliance Confirmed (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Building Component Compliance Forms (required for submittal) Pass Fail D NRCI-PRC-01-E Refrigerated Warehouse D D D NRCA-PRC-01-F-Compressed Air Systems D D 0 NRCA-PRC-02-F-Kitchen Exhaust D D 0 NRCA-PRC-03-F-Garage Exhaust D D Covered Process D NRCA-PRC-04-F-Refrigerated Warehouse-Evaporator Fan Motor Controls· D D D NRCA-PRC-05-F-Refrigerated Warehouse-Evaporative Condenser Controls D D D NRCA-PRC-06-F-Refrigerated Warehouse-Air Cooled Condenser-Controls D D D NRCA-PRC-07F0 Refrigerated Warehouse-Variable Speed Compressor D D . D NRCA-PRC-08-F-Electrical Resistance UnderslabHeating System D b I. ENVELOPE GENERAL INFORMATION (See NRCC-PRF-ENV-DETAILS for more information) 1. Total Conditioned Floor Area 13,031 ft2 5. Number of Floors Above Grade 1 Confirmed 2. Total Unconditioned Floor Area 0 ft2 6. Number of Floors Below Grade 0 3. Addition Conditioned Floor Area Oft2 -a DI ~ 4. Addition Unconditioned Floor Area o·ft2 "' "' 7. Opaque Surfaces & Orientation 8. Total Gross Surface Area 9. Total Fenestration Area 10. Window to Wall Ratio North Wall 2,826 ft2 . Oft2 00.0% D D East Wall 1,494ft2 Oft2 00.0% D D South Wall 2,826 ft2 0 ft2 00.0% D D West Wall 1,494 ft2 0 ft2 00.0% D D Total 8,640ft2 0 ft2 00.0% D D Roof 13,031 ft2 0 ft2 00.0% D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 8 of17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml J. FENESTRATION SUMMARY I§ 110.6 This Section Does Not Apply 1 Newly installed fenestration shall have a certified NFRC label Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-8. Site-built fenestration less than 1,000 ft2, or more than or equal to 1,000 tt2 see Reference Nonresidential Appendix NA6. Taking compliance credit for fenestration shading devices? (if "Yes", see NRCC-PRF-ENV-DETAll.,S for more information) No K. OPAQUE SURFACE.ASSEMBLY SUMMARY § 120.7/ § 140.3 .Confirme d 1. 2. 3. 4. 5. 6. 7. 8. -a 'Tl Framing Cavity Continuous U-Factor / F-Factor / DI ~ Surface Name Surface Type Area (ft2) Status "' "' Type R-Value R-Value C-Factor R-15 Wall4 ExteriorWall 8,640 Wood 15 NA U-Factor: 0.095 New D D R-30 Roof Cathedral12 Roof 13,031 Wood 30 NA U-Factor: 0.034 New D D Slab On Grade14 Underground Floor 13,031 NA 0 NA F-Factor: 0.730 New D D L. ROOFING PRODUCT SUMMARY § 140.3 Confirme d 1. 2. 3. 4. 5. 6. 7. -a Aged Solar Thermal Cool Roof Ill i Product Type Product ~25 lb ft2 SRI CRRC Product ID Number "' "' Reflectance Emittance Credit -R-30 Roof Cathedral12 No 0.08 0.75 NA No NA D D M. HVAC SYSTEM SUMMARY {see NRCC-PRF-MCH-DETAILS for more information) § 110.1 / § 110.2 Dry System Equipment 1 (Fan & Economizer info included below in Table N) Confirmed 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. System Type Efficiency Acceptance -a 'Tl Total Heating Supp Heat Supp Heat Total Cooling Ill ~ Equip Name Equip Type {Simple3 or Testing Required? "' Qty "' Complex 4) Output (kBtu/h) Source (Y/N) Output (kBtuh) Output (kBtu/h) (Y/N) 5 Cooling Heating BaseAirSys5 PVAV NA 1 165 No 0 592 EER-9.8 NA No D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building Project Address: Legoland Carlsbad Compliance Scope: NewEnvelope Wet System Equipment 2 11. 12. 13. 14. 15. Equip Name Equip Type Qty Vol (gal) Rated Capacity Base Bir HotWater NA NA BaseWaterHeater Storage 1 16 1 Dry System Equipment includes furnaces, air handling units, heat pumps, etc. 2 Wet System Equipment includes boilers, chillers, cooling towers, water heaters, etc. 3 Simple Systems must complete NRCC-CXR-03-E commissioning design review form 4 Complex Systems must complete NRCC-CXR-04-E commissioning design review form {kBtu/h) 79 13 5 A summary of which acceptance tests are applicable is provided in NRCC-PRF-MCH-DETAILS 16. Efficiency AFUE: 0.82 EF: 0.639 NRCC-PRF-01-E Page 9 of17 Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Input File Name: Ninjago Dark Ride.xml Pumps Confirmed 17. 18. 19. 20. 21. 22. " Tank Ext. R VSD 01 ~ Standby Loss Qty GPM HP "' "' Value (V/N) NA NA 1 3.9 0.125 No D D NA NA NA NA NA No D D Discrepancy between modeled and designed,equipment sizing? (if "Yes", see Table F. "Additional Remarks" for an explanation) No N. ECONOMIZER & FAN SYSTEMS SUMMARY1 § 140.4 Confirmed 1. 2. 3. 4. s. Outside Supply Fan Return Fan Air " i Economizer Type 01 Equip Name "' "' TSP TSP (if present) CFM CFM HP BHP (inch Control CFM HP BHP (inch Control WC) WC) BaseAirSys5 1955 20975 25.000 NA 4.00 VariableSpeedDrive NA NA Nf\ NA NA DifferentialDryBulb D D 1 Mechanical ventilation calculations and exhaust fans are included in the NRCC-PRF-MCH-DETAILS section 0. EQUIPMENT CONTROLS 1 § 120.2 Confirmed 1. 2. 3. " ~ 01 Equip Type Controls "' Equip Name "' No DCV Controls, DDC Controls BaseAirSys5 PVAV Economizer not properly specified D D Warmest Zone Supply Air Temp. Reset BaseHWSystem Heating Hot Water, Primary Only Fixed Temperature Control, No DDC D D BaseSHWSystem Service Hot Water, Primary Only Fixed Temperature Control, No DDC D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 10 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: ,NewEnvelope Input File Name: Ninjago Dark Ride.xml P. SYSTEM DISTRIBUTION SUMMARY I § 120.41 § 14o.4(i) This Section Does Not Apply Does the Project Include Zonal Systems? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No Does the Project Include a Solar Hot Water System? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No ll/lultifamily or Hotel/ Motel Occupancy? (if "Yes", see NRCC-PRF-MCH-DETAILS for DHW system information) No Q. INDOOR CONDITIONED LIGHTING GENERAL INFO (see NRCC-PRF-LTI-DETAILS for more info) § 140.6 Confirmed 1. 2. 3. 4. s. "O ~ Conditioned Floor Area 2 Installed Lighting Power Lighting Control Credits QI Occupancy Type 1 Additional (Custom) Allowance "' "' (ft2) (Watts) (Watts) Area Category Footnotes Tailored Method (Watts) D D (Watts) Building Totals: NaN 0 1 See Table 140.6-C 2 See NRCC-LTl-01-Efor unconditioned spaces R. INDOOR CONDITIONED LIGHTING SCHEDULE (Adapted from NRCC-LTl-01-E)1 I § 130.0 This Section Does Not Apply 11/ lighting power densities were used in the, campliance model Building Departments will need ta check prescriptive forms far Luminaire Schedule details. S1. COVERED PROCESS SUMMARY -ENCLOSED PARKING GARAGES J§ 140.9 This Section Does Not Apply S2. COVERED PROCESS SUMMARY -COMMERCIAL KITCHENS I§ 140.9 This Section Does Not Apply S3. COVERED PROCESS SUMMARY -COMPUTER ROOMS I§ 140.9 This Section Does Not Apply CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 11 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml S4. COVERED PROCESS SUMMARY -LABORATORY EXHAUSTS I§ 140.9 This Section Does Not Apply T. UNMET LOAD HOURS This Section Does Not Apply u~ ENERGY USE SUMMARY Electric Natural Gas (kWh/yr) (therms/yr) Total Annual Baseline 261146 1109.05 Total Annual Proposed 261480 1025.58 CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 12 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1§ 10-103 I certify that this Certificate of Compliance documentati'on is accurate and complete. Documentation Author Name: Robert Foster ~ Signature: ~ ::,---Company: FDG Consulting Engineers Address: 17701 Cowan Suite 230 Signature Date: 06/16/2015 City/State/Zip: Irvine/ CA/ 92614 CEA Identification (If applicable): -specify - Phone: 949.253.9630 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty. of perjury, under the laws of the State of California: 1 I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. 2 I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537 .2 or 6737.3 to sign this document as the person responsible for its . preparation; and that I am a licensed contractor performing this work. 3 I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work gescribed as exempt pursuant to Business and Professions Code Sections 5537, 5538 and 6737.1. Responsible Envelope Designer Name:.-specify- Company: Ethos Architecture Signature: Address: 24542 Creekview Drive Date Signed: City/State/Zip: Laguna Hills/ CA/ 92653 Declaration Statement Type: Phone:949-607-8001 Title: I License #: -specify - Responsible Lighting Designer Name: -specify- Company: -specify - Signature: Address: -specify -Date Signed: City/State/Zip: -specify-/ -specify-/ -specify -Declaration Statement Type: Phone: -specify-Title: I License#: -specify- Responsible Mechanical Designer Name: Rob Foster ~ Signature: c--:::::::::= --Company: FDG Consulting Engineers Address: 17701 Cowan #230 Date Signed: 06/16/2015 City/State/Zip: Irvine /CA/ 92614 Declaration Statement Type: Phone:949.253.9630 Title: I License#: -specify -M-32192 CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 ,,. Project Name: Nonresidential Building N RCC-PRF-01-E Page 13 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml NRCC-PRF-ENV-DETAILS -SECTION START- A. OPAQUE SURFACE ASSEMBLY DETAILS Confirmed 1. 2. 3. 4. ~ Ill i Surface Name Surface Type Description of Assembly Layers "' Notes "' Stucco - 7 /8 in. R-15 Wall4 ExteriorWall Vapor permeable felt -1/8 in. D D Wood framed wall, 16in. OC, 3.5in., R-15 Gypsum Board -1/2 in. Asphalt shingles -1/4 in. Vapor permeable felt -1/8-in. R-30 Roof Cathedral12 Roof Plywood -1/2 in. D D Air -Cavity-Wall Roof Ceiling - 4 in. or more Wood framed roof, 16in. OC, 11.25in., R-30 Gypsum Board -1/2 in. Slab On Grade14 UndergroundFloor Conerete -140 lb/ft3 - 6 in. D D B. OVERHANG DETAILS (Adapted from. NRCC-ENV-02-E) This Section Does Not Apply NRCC-PRF-MCH-DETAILS -SECTION START- A. MECHANICAL VENTILATION AND REHEAT (Adapted from 2013-NRCC-MCH-03-E} Confirmed 1. DESIGN AIR FLOWS 2. VENTILATION (§ 120.1) ::i:: C C ::0 .... m m m s: s: n C m ~ VI s: s: .Q. C ::0 VI 0 m :t> i:fi i:fi -n ~ ~ -n ~ C z s: VI ~ C m 2 i:fi VI z z :t> z C < C 2 < i:fi VI m ::6 ~ 6 s: -n f 6f n m =i z n< m -n ...;_ ~ n z -< z z m ::0 -n ~ :e C: 5c: :e C: 0 z -n m ::0 C 0 .... nm s: z .... -< n ~ -n n nf 6 s: -n s: :e s: -n s: -n z C: Ill CONDITIONED _o z VI z ........... :t> nm :t> < ~ < s: .... s: "' co -n :t> :e t ::0 ~ _::i:; ::0 ::i:: .... ~ m '0 ~ :ii -n z $ ~ "' ZONE NAME ... s: ::0 :t> ::0 nm :t> m ::0 C ";r~ . Ill m s: .... -n 2 --< -< !:If ~~ !:I ~ 0 m :t> Nm 0 iii ::0 -n -:t> 6 :t> g s: ... s: ::0 -= -n 0 ~ ... ::6 ~ m -:t> oz "< 0 :e $ s: -0 ::0 -z m :t> ~ ~ m :e -n VI -~ z -< m zm ~ 6 :t> ::0 m -::0 6 ~ -n m 0 VI n 6 s: :t> :t> :t> ,-;j; :t> ~ 0 n :e -n m C: $ $ $ N ... z -n ! s: :e s: -m ! 1-Zone 1 BaseAirSys5 20,975 4,195 0.20 10,487 1 y BaseAirSys5 13,031 0.15 130 15 1,955 1,955 NA N D D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 .. Project Name: Nonresidential Building NRCC-PRF-01-E Page 14of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml A. MECHANICAL VENTILATION AND REHEAT {Adapted from 2013-NRCC-MCH-03-E) Confirmed 1. DESIGN AIR FLOWS 2. VENTILATION (§ 120.1) :J: C C = -I m m m s: s: s: n C m !i Ill Ill 0 m s: .q_ C = i5 i5 -n i S< -n S< C z s: Ill 2 C m )> 2 Ill z z )> z C < C 2 i5 i5 Ci) 6 s: -n 31: 6 31: n n< < Ill :ii "'Cl m 3 z m -n "'Cl z z m -= -n 2:! :Ee 5c :E C n -< -n m z C n 0 -I 0 nm z s: z -I -< = ~ "'Cl -n CONDITIONED n3i: 6 s: -n s: :e s: -n s: z Ill z -n z C nm )> Ill !: -0 _ ... ~ "' co -n l> :e t = "'Cl -:J: = :J: -I ~ m s: -I s: "C "'Cl -n z :ii < "' ZONE NAME ,.. s: = l> = nm l> m = C ~"'Cl ID m = s: -I -n 2 ---< ..... -< q 31: i~ g~ 0 m l> Nm 0 iil = -n --l> ,.. ~ l> Q s: ,.. s: = --= -n 0 "'Cl ,.. ;ii 0 Ci) -l> '< 0 :e -;ii s: -0;1;1 --z oz m l> "'Cl ·:::s m :e -n ~ --~ Z-< Ci) z Ci) ~ 6 )> = m --= 0 Ill ,.. n !!I -n s: ~ l> )> 'Sr m 0 n 0 6 ,= )> "'Cl :e -n m C = ;ii :ii N ,.. z -n ~ s: :e s: --m ~ TOTAL 13,031 130 1,955 1,955 NA D [j 8. ZONAL SYSTEM AND TERMINAL UNITSUMMARY § 140.4 1. 2. 3. 4. s. 6. 7. 8. Confirmed Rated Capacity Airflow (cfm) Fan (kBtuh) "'Cl ~ System ID System Type Qty Economizer Zone Name Ill "' Min. ECM "' Heating Cooling Design Min. Ratio BHP Cycles · Motor BaseVAVBox TrmlUnit VAVReheatBox 1 165.00 NA NA 1-Zone 1 20975 4195 0.20 NA NA D D D C. EXHAUST FAN SUMMARY This Section Does Not Apply D. DHW EQUIPMENT SUMMARY -{Adapted from NRCC-PLB-01) § 110.3 Confirmed 1. 2. 3. 4. s. 6. 7. 8. 9. 10. 11. 12. "'Cl Distribution Rated Input Pilot Energy External Tank Vol. of Suppl. Ill ~ DHWName Fuel Type Efficiency Vol Standby Loss "' Qty "' Type kBtuh (Btu/h) Insulation Storage Tank BaseWaterHeate NaturalGas Storage 1 Nonrecirculating 13 EF: 0.639 NA 16 NA NA D D r E. MULTI-FAMILY CENTRAL DHW SYSTEM DETAILS This Section Does Not Apply CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 .. Project Name: Nonresidential Building NRCC-PRF-01-E Page 15 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml F. SOLAR HOT WATER HEATING SUMMARY (Adapted from NRCC-STH-01} This Section Does Not Apply G. MECHANICAL HVAC ACCEPTANCE TESTS & FORMS {Adapted from 2013-NRCC-MCH-01-E) §RA4 Declaration of Req4ired Acceptance Certificates (NRCA) -Acceptance Certificates that may be submitted. (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). s:· s: s: s: s: s: s: s: s: s: s: s: s: s: s: s: s: Test Description n n n n n n n n n n n n n n n n n Confirmed ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c ::c 6 6 t 6 6 6 6 6 i!,. i!,. I I I i!,. I i!,. I ... ... ... ... ... N w u, en ~ 00 ID ~ ... N w t u, en .... 00 l> l> l> l> l> l> l> l> l> l> l> l> l> V) V) m V) l> )> 0 C: :5· n C: :i:: C: "Tl ;;;· "C n 0 V, -0 ~ C: "C :;o 0 Otl ~ :::, C: ~ -0 .... c:, .... .... -< Equipment 0 ro 0 0 c:, 0 -i II) :::, .., "C -< m m "' C. C: 0 3 -0 < n~ n c:, o' "Tl c:,:::, V, )> II) ti) Requiring #of .... si -< ti) ~ ~ 0 ti) NC:, ::;· .... :::, m C. ;;;· ;;;· c:, g :! . .., x~ V, n ~ ~ 0 :::, r' ti) n "Tl ro :::, 3 0 c:, )>~ ~ iii' n"' s: Ill 0 .., X, (ti .... Ill .... Ill c:, :::, -0 ti) "' Testing or units II) < Ill DJ .., 0-.... -.., c:, a :::i X ti) 0 3 :::, .., V, "' C n :::, ,.. .... .., 0 -n v, II) Verification :!:': C: 0 DJ -ll> -C. C .., .... 3 "C !:l":i:E :::, n 5;; iii' )> .., ;:;: .... :::, Otl "Tl V, :::, 0 "' 0 DJ "' .... < ti) 3 0 ::r ;:;: ::;· iil :;o vi'" ft DJ .., -< 0 :E ti) "' 12" Otl II) .., ;;;--0 C. ti) "' II) .... BaseHWSyst 1 ------------ -------- -- ------------D D em .BaseSHWSy 1 ----------------------------------D D stem BaseAirSys5 1 ----------------------------------D D NRCC-PRF-LTI-DETAILS -SECTION START- A. INDOOR CONDITIONED LIGHTING CONTROL CREDITS (Adapted from NRCC-LTl-02-E} 1§ 140.6 This Section Does Not Apply B. INDOOR CONDITIONED LIGHTING MANDATORY LIGHTING CONTROLS (Adapted from NRCC-LTl-02-E) j§ 130.1 This Section Does Not Apply §130.l(a) = Manual area controls; §130.0(b) = Multi Level; §130.l(c) = Auto Shut-Off; §130.l(d} = Mandatory Daylight; §130.l(e) = Demand Responsive C. TAILORED METHOD LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from NRCC-LTl-04-E) § 140.6 General lighting power (see Table D) 0 CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 Project Name: Nonresidential Building NRCC-PRF-01-E Page 16 of 17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml C. TAILORED METHOD LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from NRCC-LTl-04-E) § 140.6 General lighting power from special function areas (see Table E) NA ., Additional "use it or lose it" (See Table~G) 0 Total watts 0 ·D. GENERAL LIGHTING POWER (Adapted from NRCC-LTl-04-E) I§ 140.6-D This Section Does Not Apply E. GENERAL LIGHTING FROM SPECIAL FUNCTION AREAS {Adapted from NRCC-LTl-04-E) § 140.6(c) 3H llluminance Value Room Cavity Ratio Confirmed Room Number Primary Function Area (LUX) (TableG) A.llowed LPD Floor Area (ft2) Allowed Watts Pass Fail NA NA NA NA NA NA NA D D Note: Tailored Method far Special Function Areas is not currently implemented F. ROOM CAVITY RATIO {Adapted from NRCC-LTl-04-E) Rectangular Spaces Confirmed Room Number Task/Activity Description Room Length (ft) Room Width (ft) Room Cavity Height (ft) RCR Pass Fail NA NA NA NA NA NA D D Non-Rectangular Spaces This Section Does Not Apply Note: All applicable spaces are listed under the Nan-Rectangular Spaces table G. ADDITIONAL "USE IT OR LOSE IT" (Adapted from NRCC-LTl-04-E) 1. 2. 3. 4. Confirmed Combined Floor Display and Task Combined Ornamental and Special Allowed Watts -c 'Tl Wall Display Very Valuable Merchandise QI ~ Lighting Effects Lighting "' "' 0 0 0 0 0 D D 5. Wall Display This Section Does Not Apply CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 .. Project Name: Nonresidential Building N RCC-PRF-01-E Page 17 of17 Project Address: Legoland Carlsbad Calculation Date/Time: 12:03, Tue, Jun 16, 2015 Compliance Scope: NewEnvelope Input File Name: Ninjago Dark Ride.xml 6. Floor Display and Task Lighting This Section Does Not Apply ,~ 7. Combined Ornamerital and Special Effects Lighting This Section Does Not Apply 8. Very Valuable Merchandise This Section Does Not Apply H. INDOOR & OUTDOOR LIGHTING ACCEPTANCE TESTS & FORMS (Adapted from NRCC-LTl-01-E and NRCC-LTO-01-E) § 130.4 Declaration of Required Acceptance Certificates (NRCA) -Acceptance Certificates that must be verified in the field. (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). Indoor Outdoor Confirmed Test Description NRCA-LTl-02-A NRCA-LTl-03-A NRCA-LTl-04-A NRC:A-LTO-02-A -0 ~ Equipment Requiring 0cc Sensors / Auto Time Ill #of units Auto Daylight Demand Responsive Outdoor Controls "' "' Testing or Verification Switch Occupant Sensors 0 D D D D tJ D Automatic Time Switch 0 D D D D D D Automatic Daylighting 0 D D D D D D Demand Responsive 0 D D 0 D D D Outdoor Controls 0 D D D D [j D CA Building Energy Efficiency Standards-2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-06012015-717 .4 ENVELOPI: MANDATORY MEASURES: NONRESIDENTIAL ENV-MM Project Name I Date Ninjago 6/16/2015 DESCRIPTION Building Envelope Me_asures: §110.S(a): Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards· for insulating material, Title 20 Chapter 4, Article 3. §110.8(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §110.8(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value of no less than R-13 between framing members. §110.7(a): All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §110.6(a): window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinaina and sliding), and 1.0 cfm/ft.2 for nonresidentialdouble doors (swinging). §110.6(a): Fenestration U-factor shall be rated in accordance with NFRC 100, or the applicable default U-factor. §110.6(a): Fenestration SHGC shall be rated in accordance with NFRC 200, orNFRC 100 for site-built fenestration, or the applicable default SHGC. §110.6(b): Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). EneravPro 6.6 bv EneravSoft User Number; 5670 RunCode: 2015-06-16T12:07:33 ID: 15-009 Page 20of20 ~ ,.... Vt - CERTIFICATE OF COMPLIANCE -NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-01-E Page 1 of6 Project Name: Nonresidential Building Compliance Scope: New Building, Envelope Only Partial Compliance A. GENERAL INFORMATION 1)1 02 03 94 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 Project Address Legoland City Carlsbad Zip code Climate Zone ClimateZi:me7 Building Front Orientation 6 ·Number of Above Grade Stories 1 Number of Below Grade Stories O Number of Dwelling Units 1 Total Conditioned Floor Area (ft2) 13,031 Total Unconditioned Floor Area (ft2) Addition Conc;litioned Floor Area (ft2) Addition-Unconditioned Floor Area(ft2) _ Number of Thermal ZQnes 1 Number of Thermal Zones 1 (conditioned) Number of Air Systems 1 Number of Zonal Systems 0 Number of Terminal Units · 1 ~3. b _o z-n (j) () 0 Z <~ -(j) ~OJ 0 :P'. zo ~ ,, ~ ....:n ~ c::;; \"fl 0 rn <. ~ CA Building Energy Efficiency Standards -2013 Nonresidential Compliance Calculation Date/Time: 11:11, Mon, Apr 20, 2015 Input File Name:Ninjago Dark Ride.xml 21 Compliance Software EnergyPro 6.5 22 Compliance Manager Vers-ion BEMCmpMgr 2013-3a (687) 23 Rule Set Filename ·constructed At Runtime 24 Building Type Nonresidential 25 Construction Type 26 North Wall Area-(ft2) 2,826 27 East Wall Area (FT2) 1,494 28 South Wall Area (ft2) 2,826 29 West Wall Area (ft2) 1,494 30 Total Exterior Wall Area (ft2) 8;640 31 North Glazing Area (ft2) / Glazing 0/'0% Ratio 32 -East Glazing Area (ft2) / Glazing 01-0% Ratio 33 South Glazing Area {ft2) / Glazing 0/0% ' _ Ratio 34 West Glazing Area (ft2) / Gl'azing 0/0% Ratio 35 Total Giazing Area (ft2) /Glazing 0/0% ftatjo 36 Roof Area (ft2) 13,031 37 Skylight Area (ft2) / 0/0% Skylight-Roof-Ratio 38 39 40 (! ;:;;;RFOl-06032014~7 Report Generated at: 2015-04-20T11:13:23 <- -~ ' ,, CERTIFICAT~ OF COMPLIANCE -NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-01-E Page 2 of6 Project Name: Nonresidential Building Compliance Scope : New Building, Envelope Only Partial Compliance B. COMPLIANCE RESULTS 01 02 03 Calculation Date/Time: 11:11, Mon, Apr 20, 2015 Input File Name:Ninjago Dark Ride.xml BUILDING COMPLIES Special Features are Required-TBD HERS Verification is Required "TBO ANNUAL TDV ENERGY USE SUMMARY (kBtu/ft2/yr) 04 05 06 07 Energy Comp_onent Stanc;lard Design Proposed Design Compliance Margin Percent Better than Standard* Space Heatinq 3.2 1.4 1.8 56.3% Space Cooling 72.9 72.9 -0.0% Indoor Fans , 24.9 26.0 -1.1 -4.4% Heat Rejection ---- Pumps & Misc. 0.2, 0.1 0.1 90.0% Domestic .Hot Water 3.8 3.8 --0.0% lighting 64.8 64.8 -0.0% .. COMPLIANCE TOTAL 169.8 169.0 0.8 0.5% Receptacle 75.2 · 75.2 0.0% Process 225.p 225.5 0:0% Process Lighting --- TOTAL 470.5 469.7 0.2'¼? C. OCCUPANCY SUMMARY INFORMATION' - 01 02 03 04 05 06 07 08 Allowed (Baseline) Lighting Power Lighting Additional (Custom) Allowances Floor Installed Control General Lighting Total Allowed Occupancy Type Area Lighting Power Credits Power Allowance Area Category Tailored Method Lighting Power (ft2) (Watts) (Watts) (Watts) (Watts) (Watts) (Watts) General Commercial and Industrial Work Areas, Low Bay 13,031 11,728 11,728 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance Report Version: PRFOl-06032014-687 Report Generated at: 2015-04-20Tll:13:23 ,;, CERTIFICATE OF COMPLIANCE -NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Nonresidential Building Compliance Scope : New Building, J:nvelope Only Partial c;ompliance D. ENVELOPE SUMMARY INFORMATION 01 02 03 Calculation Date/Time: 11:11, Mon, Apr 20, 20:).5 Input File Name:Ninjago Dark Ride.xml 04 05 06 07 U-Facto~ / F-Factor Assembly Layers Surface ·Nallie Surface Type IC-Factor F_raming Type Framing Spacing R-value R-15Wall7 ExteriorWall l)~0.10 Stucco -7/8 in. Wood Wall16inOC R•0.18 Vapor permeable felt -1/8 in. R-0.06 Composite Framing R-15 Cavity Gypsum-Board -1/2 in. R-0.45 R-30 Roof Cathedral15 Roof U-0.03 Asphalt shingles -1/4 in. Wood Roof16inOC R-0:45 Vapor permeable felt-1/8 in. R-0.06 Plywood -1/2 in. R-0.63 Air -Cavity -Wall Roof Ceiling - 4 in. or · R-0.92 more R-30 Cavity Composite Framing R-0.45 Gypsum Board -1/2·in. Slab On Grade17 UndergrouhdFloor F-0.73 Concrete -140 lb/ft3 ~ 6 in. R-0.44 E. FENESTRATiON SUMMARY INFORMATION 01 02 03 04 05 06 07 Certificat,ion Name Fenestration Type Method Assembly .Method Frame Type U-value SHGC F. MECHANICAL SYSTEM SUMMARY INFORMATION 01 02 03 04 05 Cooling Heating Rated Output Thermal Rated Output Supplemental H Equipment Name Equipm~nt Type Qty Type SEER EER kBtuh Type AFUE HSPF Eff. kBtuh eat Source BaseAirSys5 PVAV 1 ·DirectEx 9.8 576 HotWater 0.0 pansion G. MECHANICAL SYSTEM ECONOMIZER AND FAN SUMMARY INFORMATION 01 02 03 04 05 Outside Air Supply Fan Return Fan Equipment Name EconomizerType CFM CFM HP BHP Control CFM HP BHP BaseAirSys5 DifferentialDryBulb 1,955 19665.9 20 19.9947 VariableSpe 19014.4 7.5 5.993 edDrive NRCC-PRF-01-E Page3 of6 08 Certified · Cool Roof 08 VT Supplemental Rated Output kBtuh Control VariableSpe edDrive CA Building Energy Efficiency Standards -2013 Nonresidential Compliance Report Version: PRF0l-06032014-687 Report Generated at: 2015-04-20T11:13:23 ; CERTIFICATE OF COMPLIANCE -NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-01-E Page 4 of6 Project Name: Nonresidential Building Compliance Scope : New Building, Env~lope Only Partial Compliance H. CHILLER SUMMARY INFORMATION I. COOLING TOWER SUMMARY INFORMATION J. BOILER SUMMARY INFORMATION 01 02 03 04 05 Rated CalctJlation Date/Time: 11:11, Mon, Apr 20, 2015 Input File Name:Ninjago Dark Ride.xml Not Applicable Not Applicable 06 07 08 Forced Pratt Minimum 09 10 11 12 Minimum Hot Hot Hot Flow Water Water W.iter Equipment Capacity Rated Efficiency Power Therm.ii Eff. Unload Rate Supply:, Return Reset Equipment Name Fuel Source , Type Draft Type -kBtu AFUE Combined Eff. HP ~atio GPM Temp Temp Temp Base Bir Gas HotWater Mechanical 188927 0.8Z 0.8225 0.151141 0.25 180 140 180 Nonconden sing K. CENTRAL MECHANICAi. SYSTEM • PUMP SUMMARY-INFORMATION 01 02 03 04 65 06 07 09 10 -11 12 Pump Flow Pump Power Pump Head Pump Pump Pump , Minimum Minimum Pump Speed Flow Equipment Name Eciuipment TYpe Qty GPM kW HP BHP W.G. Motor Eff. Speed Flow Control Control BaseHWPump HotWater 9 0.18 0.25 0.21 0.855 ----ConstantSpeed Note: Simulated condenser pump autosized L. TERMINAL UNIT SUMMARY INFORMATION 01 02 03 04 05 06 07 08 09 10 11 12 13 ---MaxPri. HVAC Heating Minimum Secondary Air in Terminal Terminal System Zone Primary HVAC Terminal Unit Terminal ,Heat Capacity Primary Air Primary Air Air Heating Unit Fan Terminal Unit Name Unit Count Count Count System Type Type kBtuh CFM Ratio CFM CFM BHP BaseVAVBox TrmlUnit 1 1 BaseAirSys5 VAVReheatBox HotWater 299 19,666 0.20 9,833 L-1. ZONAL SYSTEM SUMMARY INFORMATION Not Applicable CA Building Energy Efficiency Standards -2013 Nonresidential Compliance Report Version: PRF0l-06032014-687 Report Generated at: 2015-04-20T11:13:23 CERTIFICATE OF COMPLIANCE • NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Nonresidential Building Compliance Scope : N~w Building, ~nvelope Only Partial Compliance M-1. DHW SUMMARY INFORMATION: FLUID SYSTEMS 01 02 03 04 Calculation Date/Time: 11:11, Mon, Apr 20, 2015 Input File Name:Ninjago Dark Ride.xml 05 06 07 NRCC-PRF-01-E· Pages of6 08 o·Hw Heater Name Fuel Source Type Distribution Rated Input Btuh '. Effiency EF or RE Standby loss Btuh Tank External R-value BaseWaterHeater Natural Gas Storage Nonrecirculating 15762 0.78 See Detailed Bullaing Report.for additional informatiorion the domestic hot water heater system information data entered in the model. M-2 .. DHVI/ SUMMARY INFORMATION: RECIRCULATION'DHW SYSTEMS Not Applicable N. EXCEPTIONAL CONDITIONS COMPLIANC~ CHECKLIST Not Applicable. CA Building Energy Efficiency Standards -2013 Nonresidential Compliance Report Version: PRF0l-06032014-687 Report Generated at: 2015-04-20T11:13:23 --- CERTIFICATE OF COMPLIANCE -NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Nonresidentia! Building Compliance Scope : New Building, Envelope Only Partial Compliance DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate,and complete. Documentation Author Name:Robert Foster Company:FDG Consulting,Engineers Address:info@fdgce.com City /State/Zip: RESPONSIBLE PERSON'S DECLARATION STATEMENT , I certify the following under penalty of perjury; under the laws of the State of California: Calculation Date/Time: 11:11, Mon, Apr 20, 2015 Input File Name:Ninjago Dark Ride.xml Documentation Author Signature: e--~ Signature Datez2./?0/?01 Fi CEA Identification (If applicable): Phone:949.253.9630 ==-- NRCC~PRF-01-E Page 6 of6 1. I hereby affirm that I am eligible under the provi~ions of l;)ivision 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed:in the State of , California as a civil engineer, mechanical engineer, electrical' engineer,,or I am a licensed architect. 2.1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to,sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. 3. I affirm that I am' eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Business and,Professions,Code Sections 5537, 5538 and 6737 .1. Building Owner's Name: -specify-Building Owner's Signature: Address: -specify-bate Signed: ' City/State/Zip: Phone: -specify - Responsible Designer Name: -specify-:_ResponsibleDesigner Signature: , Company:Ethos Architecture Date Signed: ., Address: -specify -License: City/State/Zip: Phone:949-607-8001 Responsible Lighting Designer Name: -specify-Responsible Lighting Designer Signature: Company: -specify-Date Signed: Address: -specify -License: City /State/Zip: Phone: -specify - Responsible Mechanical Designer Name:Rob Foster Responsible Mechanical Designer Signature c:::::: ~ ::::?, - Company:FDG Consulting Engineers Date Signed: 04-20-15 Address:rfoster@fdgce.com License: M-32192 City/State/Zip: Phone:949.253.9630 CA Building Energy Efficiency Standards -2013 Nonresidential Compliance Report Version: PRF0l-06032014-687 Report Generated at: 2015-04-20Tll:13:23 ,~ ENVELOPE MANDATORY MEASURES: NONRESJDENTIAL ENV-MM ProjectNaine I Date Ninjago 4/20/2015 DESCRIPTION Building Envelope Measures: §110.8(a): Installed insulating material shall have been certified by the· manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §110.8(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §110.8(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value of no less than R-13 between framing members. §110.?(a): All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped of otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates-not exceeding 0.3 cfm/ft.2 of §110.6(a): window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinging and sliding), and 1.0 cfm/ft.2 for nonresidential double doors (swinaing). §110.6(a): ,fenestration U-factor shall be rated in accordance with NFRC 100, orthe applicable defc3ult U-factor. §110.6(a): Fenestration SHGG shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the applicable default SHGC. , §1, 10.6(b): Site Constructed Doors, Windows and Skylights shall be caulked betwe.eri the unit and the building, and shall be \Neatherstripf)ed (except for unframed glass doors and fire doors). - EneravPro '6,5 bv EnetavSoft User Number: 5670 RunCode: 2015-04-20T11:15:29 ID: 15-009 Paae 7of7 «~ ~ CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. 1 NON-RESIDENTIAL 8-32 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner .signature is required before signing. Your signature is confirming the accuracy of all information shown. Legolan<f California, LLC . Name of Owner 1 Legoland Dr. Address Carlsbad CA City, State 211-100-09-00 Zip 76()-429-8942 Telephone 1 Legoland Dr. Project Address Carlsbad CA 'City, State 92008 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB15-1259 Building Permit Number(s) Zip As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2)assume the ANNUAL SPECIAL TAX -DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX -ONE TIME now, as a one-time payment. r O Amount of One-Time Special Tax:$ 2,715.13 Owner's Initials _L.D __ _ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $ 374.96 Owner's Initials ___ _ I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. WJ.UJ;t PrtoJ£c:r hAiJNjO,. Signature of' erty Owner Title ./ e-\~ n., s t ti t,'-t.,\ ~\ sf_e-rf_r.-,gE.ll a. rn 1--0, ~ Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. Land Use All Other Commercial Imp.Area 1 FY 15-16 Annex date 12/93 Factor .7453 X Square Ft. 3,643 = $2,715.13 B-32 Page 1 of 1 Rev. 07/09 ~ ·«--~~ ~ CiTY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. 1 NON-RESIDENilAL B-32 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON"'.'RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. Legoland California, LLC 760-429-8942 Name of Owner Telephone 1 Legoland Dr. 1 Legoland Dr. Address Project Address Carlsbad CA Carlsbad CA 92008 City, State Zip City, State 211-100-09-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor Cl:315-1259 Building Permit Number(s) Zip As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENTTAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX-ONE TIME now, as a one-time payment. Amount of One-Time Special Tax:$ 2,715.13 Owner's Initials (/4 . OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $ 374.96 Owner's Initials ___ _ Y UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE ND THAT I UNDE;RSTAND AND WILL COMPLY WITH THE PROVISION ASS ATE B.QVE. ~1 Signature of ~'°P.t Owner · . Chr, S . tMF1¥0 Print Name , Title °J--ll -!5 Date The City of Carlsbad has not independently verified the information·shown above. Therefore, we accept no responsibility as to the accuracy or completeness of thi$ information. Land Use All Other Commercial Imp.Area 1 FY 15-16 Annex date 12/93 Factor .7453 X Square Ft. 3,643 = $2,715.13 B-32 !;>age 1 of 1 Rev. 07/09 Ccityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Legoland: Ninjago Dark Ride Building Permit Plan Check Number: _C=B::..;;.;15-1 __ 2=59 __________________________ _ Project Address; _1......,.Le¥;gi,..,o=la...,n...,,d....,D.,._r,.._. _____________________ _ A.P.N _.2 .... 1 ...... 1-..... 1.-.00 ..... -""""09""""-~00...._ ____________________ _ Project Applicant (Owner Name): .... L ... e..,.g,.__o=la __ n __ d _____________________________ _ Prpject Description: 3,643 st Temple Bldg,/1,260 sf covered queue area /12,490 sf Metal Bldg. Building Type -=S,...ee=---a=b=ov....,e _______________________ _ Residential: NEW DWELLING UNIT{$) Square Feet of Living Area in New Dwefling/s Second Dwelling Unit: Square Feet of Living Area in SOU ---------------------------- Residential Additions: Net Square Feet New Area Commercial/Industrial: See above Net Square Feet New Area City Certification. of Applicant Information: Janet J\Ctar Date 8/19/2015 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ·igj Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) D Encinitas Union School District- By appointment only 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) 8-34 D Vista Unified Schoor District D San Marcos Unified School District 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 0 0 Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) LJ San Dieguito Union High Schoof District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514 ) Page 1 of2 Rev. 03/09 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 authorizec;1 to sign on behalf of the Owner. 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 permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Signature:~ B-34 Page 2of2 ~o/1~~ CARLSBAD UNIFIED SCHOOL DIST;UCT 6225 EL CAMINO REAL CARLSBAD, CA 92009 C No~ ffyJ 1; 1-57> I/J 0 f ~e..J rJ--~o -~) ~ Date: Rev. 03/09 OFFICE USE ONLY RECORD ID# _________ _ SAN DIEGO REGIONAL HHMBP# ___________ ~ HAZARDOUS MATERIALS QUESTIONNAIRE BP DATE __ _./ __ .._/ __ 1 Business Name Business Contact Telephone# Legoland Chris Brzezicki 760-429-8942 Project Address City State Zip Code APN# 1 Legoland Drive Carlsbad CA 92008 211-100-09-00 Mailing Address City State Zip Code Plan File# 1 Legoland Drive Carlsb~d CA 92008 Project Contact Telephone# Scott Holcomb -Architect 949-607-8001 The following questions represent the facility's activities, NOT the specific project description. PART b FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your blisihess will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant.must contact the Fire Protection Agency with jurisdfctron prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 2. Comprei:ised Gases 6. Oxidizers 10. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION {HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Cail (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: ff}4~~~~~· YES NO (for new construction.or remodeling projects) Date Initials 1. D [2{I Is your business listed on the reverse side of this form? ( check all that apply). 2. D ~ Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D [2{I Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 4. 5. 6. 7. 8. D D D D D pounds and/or 200·cubic feet? IBI Will your business store or handle carcinogens/reproductive toxins in any·quantity? ~ Will your business use an existing or install an underground storage tank? [ZI Will your business store or handle Regulated Substances (CalARP)? all Will your business use or install a Hazardous Waste Tank System (Titla 22, Article 1 O)? Dl! Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Required I Date fnitials D CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 below is no or the answer to any of the Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of a building or demolition permit. If the answer to questions #4 or #5 is yes, applicant must also submit an asbestos notification form to the APCD at least 1 O working days prior to commencing demolition or renovation. (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information.) YES NO 1. D ~ Has a survey been performed to determine the presence of Asbestos Containing Materials? 2. D 5'I Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. ContactAPCD if you have any questions). 3. D D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be.located within 1,000 feet of the outer boundary of a school (Kthrough 12)? (Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the. appropriate school district). 4. D ml Will there ·be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. D Ix) Will there be demolition involving the removal of a load supporting structural member? Brfefly describe business activities: · ~ Dark ride theme park attraction, to sustain 1,000 guests per hour .· . I declare e f p!'lrjury that to the best of my knowledge and be Name of Owner or Authorized Agent Sir · . project :tion, courtyard, and interactives :l true and correct. 04/ 21 I 201s 1ent Date FOR C,, I ,.,,..._ u ......... ,u.,. FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY.· DATE· I I . EXEMPT OR NO FURTHER INFORMATION RE9UIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCO COUNTY-HMO APCO . .. .. . . "A stamp m this box only exempts busmesses·from completing or updating a Hazardous Matenals Business Plan. Other permitting requirements may still apply . HM-9171 (03/14) County of San Diego -DEH -Haz.ardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMlT SCREENING SURVEY Date o4-2?-201s Business Name. Legoland ·---...;_-~------------------------ Street Address 1 Legoland Drive, Carlsbad, CA 92008 Email Address Chris.BrzezickiCWmerlinentertainments.biz scotth@ethosarch.com . PLEASE GHECKHERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) 0 Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining/ MilHng Painting/ Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e~ water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting /Forming Pesticide Manufacturing/ CarWash Metal Fabrication Packaging Chemical Manufacturing MetaJ Frnishing Pbc:Jrmaceutical Manufacturing Chemical Purification Ef ectroplating (including precursors) Dry Cleaning Etectroless plating ' . Porcelain Enameling Electrical· Component Anodizing Power Generation Manufacturing Coating (i.e: phosphating) Ptrnt Shop Fertilizer Manufacturing Chemical E:tching / Milling Research and Development Film/ X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing, Martl)facturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap/ Detergent Manufacturing Industrial Laundry Waste Treatment I Storage SIC Code(s) (if known): ______________________ _ Brief d(3scription of business activities (Production/ Manufacturing Operations): _____ _ Dark ride theme park attraction for 1,000 guests per hoµr. No production or manufacturing. Description of operations generating wastewater (discharged to· sewer, hauled or evaporated): None Estimated volume of industrial wastewater to be discharged (gal lday): _0 ______ _ List hazardous wastes generated (type/ volume); _N ___ o __ ne_-'-'---"----------- Date operation began/or will begin at this rocation: _os_-o_s_-2_01"""s~-------------- Have· you ap~ for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes ~ If yes,.when: ______ --'---~· ___________ _ Site Contact Chris Brzezicki Titre Legoland Project Manager Signature, \ Phone No., ?so-429-8942 ·;.__ __________ _ ENCi NA WASTEWATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX; (760)476-9852 City of Carlsbad Permit No: Address 1 LEGOLAND DR Type'.tif Work SFD and Duplexes Residential Additions Remodels/ Lofts* Apartments & Multi-family Garages/Sunrooms/Solariums Patio/Porch/Carport Enclosed Patio* Decks/Balconies/Stairs \,il*\c Retaining Walls, concrete,masonry Pools/Spas-Gunite Tl/Stores, Offices Tl/Medical, restaurant, H occupancies Photovoltaic Systems/# of panels PUBLIC BLDG/FOUNDATION ONLY PUBLIC BUILDING VB Fire Sprinkler System Air Conditioning -commercial Air Conditioning -residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFO) CFO 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical Valuation Worksheet ,,, ' ,,,..,,,..,-:, f Arei!<lt'Work Mtdtipii~r $132.05 $157.88 $68.98 $117.70 $34.45 $11.48 $18.66 1,260 $18.66 $22.96 $48.80 $43.32 $60.29 $400.00 12,490 $0.00 3,643 $132.05 $0.00 $0.00 3,643 $3.73 3,643 $6.03 $5.02 $4,621.70 $3,141.89 TOTAL $747,230 By JMA ' -it½VALl,JE $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $23,511.60 $0.00 $0.00 $0.00 $0.00 $0.00 $207,105.00 $481,058.15 $0.00 $0.00 $13,588.39 $21,967.29 $0.00 $0.00 $0.00 $0.00 $0.00 $747,230.43 CfD Building Division ·':,i,,;': C @ Yes (PFF=l.82%) @ No (PFF = 3.5%) $2,781.26 Land Use: $1,946.88 Density: $157.00 Improve. Area: $28.00 Fiscal Year: $150.00 Annex. Year: Factor: $26,153.07 $13,599.59 CREDITS PFF and/or CFO Explanation: TBD TBD TBD .... ··-. ---:-~....,._,.....,.~ tf.Z7·fS-TD ~h,J r/4fi!5 ?f~-IJ-s.s $/15 :;;~/ t!-lM /_ LOE, Ft 'te.E , cS 6•L W / sln,.c-1; .R ,VL-,,1 J q. C1t:1m.1>1, ·.r.s. ~k___ r; 11 ,~ ~-@ BCtLl<- 6-/7-1r--JI: -lo P/rr,J1 lD3 '1-fs&it- ,-~-\~ ~-·:t[ @ ~ 'm<J(__ II) I 8-}(lfqq ~ TEC:' . I I /<t:;fo11 ?, fl· I S-~ 7fr -/-b f!A--,v1 COJE HIC.£ ~ '-';C97L -, / Cc (POJ\.h:c>-.f) <o-\'2.-IS JlL ~,blL\ @ 'Do..CX., B-1'\-\'5" C)\{\f-~ :m:_ (Q.\,r~d'\ _e.,\i_p-~d")et:::Pct o//t:/r~~~~~7~\~~ . . ~ JJ /Jr fJ4o f- q{,o f /). !J ~ -( q ((t I( 6 [SS·<J~p JD Plai;,i._0'4,\1~~M~r t'Ytsl'-J D Fire D SW \SOl~LP ~ISSUED I OCV.' Approved 7 Date Bx_ BUILDING I PLANNING I B-\C\-\-!5 . I \J L... ENGINEERING _ g -~o~ 1 ~ __ , . .2l \ ~-19 -I~ --1 l=;'.T FIRE-Expedit,£ Jl'lfj,}-. '(J /,J5r} J t; -IA J / (£~, IQ AF._, DIGITALFILES'Requi~ed? Y N f I I ., -f HazMat APCD Health · Formsi_Fees Encina i=ir_e J;azHealt!'JAPCD PE~M School Sewer Sent Rec'd q.z,7.1,t' . l/-··VJ.I.( iJ:.•2,--,. /" I· -#·Z7-/f' ·go: t!N< · 1 ff'd.A-Lr Due? y ,N --y N --y N --y N --y N --y N Stormwater I I I Y N --.5p?'iaj.J.Q_spection I· _ I I Y N PFF; f y)·· N. CQmriients Date, -Date ___ ' D.;te. Building 17';/,r:' lt.-2.C\·l~ -Planning ,z{g-hs-lto-_l'o·\S Engine~ring 5j,,J ,£:"] 7·--&-1518-12-"l5" -Fire . i tJ,; 1.1 ~ q ~ IE) I 1 ... ·14~ 1s:- Need? ,..., By Date ~,e;te :::foe;,e \ d-' N)Q ,t--l ~, [OJ . . 0 Done-~ sP; Siqff= 0,2.t .fl f2J r& t~df ~ . 1'°one lA ).,/vi ~h,,fl . Cl Dc;-:c CJ-Oone C,ity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11.:us-2015 Plan Check Revision Permit No:PCR15108 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building .Inspection Request Line (760) 602-2725 1 LEGOLAND DR CBAD PCR Lot#: 0 2111000900 $0.00 Construction Type: NEW LEGOLAND NINJAGO: REDUCED SCOPE OF WORK/SIMPLIFY FOR VALUE ENGINEERING Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 10/22/2015 SLE 11/05/2015 11/05/2015 SCOTT HOLCOMB LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/O PROPERTY TAX SERVICE CO 24542 CREEKVIEW PR LAGUNA HILLS CA 92653-4209 949-607°8001 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $580.00 Inspector: PO BOX 543185 DALLAS TX 75354 $580.00 $0.00 $0.00 Total Payments To Date: $580.00 Balance Due: FINAL APPROVAL Date: /o-ZJ~;t,. Clearance: _____ _ $0.00 NOTICE Please take NOTICE that approva r:J your prtject includes the "lrrposition" cf fees, dedications, resavations, or other exactions hereafter collectively referred to as "fees/exactions." You have 00 days frcrn the date this pemit was issued to protest irrposition of these fees/exactions. If you protest them, you rrust foll cm the protest procedures set forth in Govet:fment Code Section 60020(a), and file the protest and any other requred information v.ith the Oty Manager for processing in accordance v.ith Carlsbad 11/unidpal Code Section·3.32.030. Failure to tirrely foll6Nthat procedure v.ill bar any subsequent legal action to attack, review, set aside, void, or annul their irrposition, You are hereby Fl.RTHER NoTIFIED that your right to protest the specified fees/exactions DQES NOT J\PPL Y to water l;!nd se¼er connection fees and capacity changes, nor planning, zoning, grading or other sinilcr application processing ci' service fees in oonnection v.ith this prtject. NOR OOES IT J\PPL Y to arr-; fees/exactions of wiich have eviOJSI been 'ven a NOTICE sinilar to this oras to wiich the statute of linitations has eviousl otherv.ise 'red. PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 7{;>0-602-2719 www .ca rl sbadca .gov Plan Check Revision No. llif<. \ 5 \ 05 Original Plan Check No. C'i1::> I~ l Z. "S" ~ , Project Address a.,... ~-~th:, ~, /4 , (:A"'tt--...~,S ~ -c::, , Date I e> ... Z.t ~ \ r Contact$41'r H~t.c..~ Ph .,._'M.-l:>c7 --2f'ct>l Fax---'--'-· ~+,v{~--...:..__,_._ __ _ Email $c.0 TT"H $ l.,..H l>~~R.c=M, c:.ot"- Contact Add_ress Z't0:2-~¢itc..Vti,-J ~.. City '-A",',)ll)A Ht'-'\,,':> Zip "1 -Z.t-.;""3, General Scope of Work l&'(•U\~1> ~~¥:. 1'-1-P\Z 1 C::O"L'T 'r~!':) Original plans prepared by an architect or engineer,_revisions must be signed & stamped by that.person. 1 . Elements revised: IKJ.... Plans D Calculations . 0 Soils D ·Energy D Other ___________ _ 2. 3. 4. Describe revisions. in detail List page(s) where List revised sheets each revision is that replace shown '12'E.~ '-'c..e:. . «;c..o-Pt -w'>R..l(:._ / '"'$°\ ,-rP\.,, rr 1\v'-lH' ~ 1-b .. ,.\: "' { ~ ""P£~1 ~ 7 -:r"'l?:.~X i?u:R.\o\ l..,. t;°\t-r . 5. Does this revision, in any way, alter the exterior of the project? 121\Yes 6. Does this revis;on add ANY new floor area(s)? D Yes ~No 7. aves D No D No existinq sheets ~u'-- D No RECEIVED OCT 2 2 2015 CITY OF CARLSBAD BUILDING DIVISION 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov r. · EsG-il Corporation In (Partnersliip witli qovernment for <Bui{aing Safety DATE: November 2, 2015 JURISDICTION: Carlsbad 0 APPLICANT CJ JURIS. CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 15-1259 REV 2 PCR15-108 PROJECT ADDRESS: 1 Legoland :Pt. SET: l PROJECT NAME: Ninjago Dark Ride Legoland D D D D D The plans transmitted herewith have been corrected where necessary and-substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor d.eficiencies identified below are resolved and checked by building department staff .• · ' The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan. check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Ema~J: /. jamess@ethosarch.com Mail Telephone Fax In Person 't REMARKS: Delta 7. By: Kurt Culver EsGil Corporation Enclosures: D GA D EJ D MB D PC 10/26/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-1259 REV 2 November 2, 2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier .. . . Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance l .,., j Plan Check Fee by Ordinance Type of Review: D Complete Review D Repetitive Fee : :" :I Repeats * Based on hourly rate Comments: D Other El Hourly EsGil Fee PLAN CHECK NO.: 15-1259 REV 2 DATE: November 2, 2015 .. Reg. VALUE ($) Mod. . $sso.001 D Structural Only $464.001 Sheet 1 of 1 macvalue.doc + '~ «--~~ ~ CI TY OF. CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 11/04/201PROJECT NAME: NINJAGO PROJECT ID: PCR15108 PLAN CHECK NO: 1 VALUATI.ON: SET#:1 ADDRESS: 1 LEGOLAND DRIVE APN: APPLICANT CONTACT: SCOTTH@ETHOSARCH.COM Tlis plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by the Con~truction & Inspection Division is required: Yes f.~.: No ;x; ~ For status from a division not marked below, please call 760-602-2719 o. This plan check review is N<r.COMPLETE Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ~'Rh~ ;~~ , ·-Chris. Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov ,~ -" ; Gina Ruiz ' 760-602-4675 Gina.Ruiz@carlsbadca.gov '[u\ND. -DEVELOPMENT ENG. ·: 760-602-2750 · .· ·: : . . '. . . ' . ,, .,, ,., .,,. ·--'" •, "~~ ,N,, -·r ~-.-,.,, .. -..... _,....., ..... ~---.... ~-~ ,<' -·-~, --~ __ • ___ ._,,: ~,,: : •• , I '.-··-; Kathleen Lawrence f l-7 _ Greg Ryan I • --·-760-602-2741 f i._ ___ , 760-602-4663 I Kathleen.Lawrence@carlsbadca.gov : Gregory.Ryan@carlsbadca.gov D Llnda Ontiveros :---r Cindy Wong I 760 -602-2773 i ____ , 760-602-4662 : Llnda.O:itiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov f. lf-------------;11--------'----'---'----: r7l VALRAY MARSHALL 1·1 Dominic Fiewr· · tyj 760-602-2741 ·. L-.-1 760-602-4664 · VALRA Y.MARSHALL@CARLSBADCA.GOV Dominic.Fieri!carlsbadca.gov . Remarks: All CHANGES MADE HAVE BEEN APPROVED BY TECLA L. THE CHANGES MADE ARE NOT AFFECTING THE ORIGINAL DETERMINATION MADE FOR THE ORIGINAL DESIGN. «~ ~ C-ITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 10-27-15 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: PCR 15-108 SET#: 1 ADDRESS: 1 Legoland Dr APN: 12s] This plan check review is complete and has been APPROVED by the· Planning Division. By: Chris Sexton A Final -Inspection by the Planning Division is required D Yes ~ No You may also have corrections from one or more of the divisions listed below. Approval ftom these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: scott@ethosarch.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: . ' ,-,-.. .. PLANNING ENGINEERING FIRE .PR:~ENTIQ.N 760-602-4610 760-60~-2750 . .160-602-4665 . ., w_~ _, [X] Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregor}:'..Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D Veronica Morones D Linda Ontiveros D Dominic Fieri 760~602-46:1.9 760-602-2773 760-602-4664 Veronica.M6rones@!;;arlsbadca.gov Linda.Ontiveros@carlsb_adca.gov Dominic.Fieri@carlsbadca.gov Remarks: ,,: Ethos ..!:4;i4.2 ~1:-1.•d,·vicw Pr, l,1$1Ulll Hills • CA. in:Gs:1 :l,t!l -'107 -~l\.1 I i111i..1fr.rc!lt~,sarch.oom RECEIVED OCT 2 2 2015 CITY OF CARLSBAD BUILDING D!ViSION <.1t.\RCHITECTURE ..... '• Mike Pet_e~son City of q~rlsbad Building Department .. Re: 10.-22-201'5-Legoland Ninjagorevision submittal Addendum #3 ·-:,: Mike, :,. '· -:··· .. . _·,;M. . . ~ ~ Below i5::~.1ist of the revisions done to the Legoland Ninjago project since our previous submittal. Change·s'~o the project were done due to budget constraints, and virtually every change is a reductio~, fn scope. I have .categorized the changes by area and trade to make reviewing the revision$:~s easy as possible. All changes to the qrawings since our last submittal have been clouded a·nd labeled with a delta #7. ;• • ... Per our phone conversation, there still may be some tweaks to lighting, and we are trying to figure out if wE{~an. fit the transformer (currently outside) into the electrical room . . _ .. , :i. ·. ' Please l~t. me know if you have any questions . .. ' ' ~ ' 1, ,'; •. ' 1. Sitework a. -. •'•, ·,·.· ' ·, ·.·(.'; .. . ":· ., . . ~-', . '[. ··.l. ,, :·.~ ·~(.: ', { .~ . ... \ . ' Re-grading entry walkway See Civil drawings sheets C-04 to C-09. Reducing the amount of re-grading necessary of the existing main pathway across the main entry to the land. This is accomplished by reducing the ADA accessible_ entry zone (which requires a maximum 2% cross-slope) to 5'-d" wide, rather than the entire width of the entry. This also reduces our total disturbed area to less than 1 acre for storm water requirements. i. Reduction in paver removal, and reinstallation ( as well as replacement pavers} ii. Reduction in grading iii. Reduction in demolition and rebuilding of curbs, fences, metal rings, retaining walls, and landscaping along the edges of the existing walkway. iv. Removal of the demolition of the existing walkway to the first aid building from the scope of work, along _with associated electrical work with the bollards, and landscaping. v. Remove building of new first aid path from scope, -as well as associated demolition / patching of existing site wall. . l . b. Utilities Coordinate most efficient path and methods for re-routing existing underground utilities, and laying down new utilities. See Civil drawing C-09, and Landscape Drawings L-1.1, L-2.1 L Protecting electrical line and air line to LSP in place rather than re-routing ii. Re-route main potable and reclaimed water lines running under site up along north landscape area, and across main entrance to the land. lines must remain 5'-0" apart. c. Hardscape See sheets C-06, C-07, A-0.3, L-1.1 i. Simplify Paving pattern. All pavers and hardscape to be ADA accessible. ii. Removal of Character changing shed structure, and associated doors (S-A & S-8), lighting, millwork, and slab for Ninja Training interactive activity iii. Reduce overall size of courtyard iv. Reduction in solid wall, and removal of decorative screen entirely v. Reduce disturbed area to less than 1 acre for storm water requirements d. Courtyard wall & fence design See A-0.3, A-0.5 i. Remove north wall and fence, to be replaced with landscape area ii. Removal of site gate S-D iii. Move rock climbing wall and associated signage and Lego model foundation to adjacent to Exit Shop. iv. Replace corner landscape area and seat wall near exit shop with playground surface v. Removal of retaining wall, due to new sloped landscape area vi. Move dragon model foundation to new locaUon vii. New fire access fence and pathway e. Hydrology See civil drawings. Reduction in scope for water retention due to hydrology exemption (pending· civil response). Underground gravel dramatically reduced. Storm water calculation re-done 2. Building Exterior a. Remove structure of covered queue See A-0.3, A-0.10, Remove entire structure for covered queue area. Queue line moves northwest to main courtyard . ' area i. Remove built up Dragon Den Wall ii. Remove roof structure and drainage iii. Remove site gates S-C and S-F iv. Create egress/fire access pathway with stair and area o( refuge v. Allow for area for moving AC unit to this area from the northeast corner. vi. Area in courtyard to fit queue line area vii. Changes to Wood fence, solid wall, and landscaping viii. Dragon Den theming now on south wc:1II ix. Revise fire access path to courtyard 1. Remove large 12'-0" gate (S-E) with decorative finish, and replace with 6'-0" double gate 2. Move yard hydrant location slightly to be near fire access gate b. Shortening building wings. See A-0.3, and all floor plans. Removal of one rafter bay (40") from each column bay (80" total) from the building side to the right and left of the main temple tower. _ c. Retail store exterior , See A-0;3, A-2.4. Remove retail store display window and associated cabinet and walls. Replace sliding doors with standard storefront double doors d. Mechanical, See all floor plans and mechanical plans. Large AC unit moved from northeast corner to southwest corner outside of the electrical room. i. Remove branches and slight re-design of ductwork in dark ride area e. E;lectrical See A-0.3 and electrical plans i. Reduce amperage ii. ~ Reduced thematic lighting and simplified fixtures iii. Tn:1nsformer outside electrical room (may be moved into electrical room if we can make it fit) 3. Building Interior a.. Steel building See A-3.2, Ro0f Plans A-5.1 -A-5.4, Elevations A-6.1 and 6.2, Sections A-7.1,7.2,8.1. Adding approximately 4'-0~ to height of metal building, and removing dormer at bridge to simplify design. b. Simplify bridge See A-3:1, 3.2, Roof Plans A-5.1 -A-5.4, Replace steel and concrete bridge and stairs with wood framing. Reduce width of wooden bridge to 5' -0", and move exit platform stair south to allow for width change. c. Reduction of size of internal queue room See A-0.3, and all floor plans. Reduce size of room by moving southern wall up 10'-0" d. Simplify Doors See Floor Plans A-2.7,2.7,2.9 and door schedule A9.1 i. Simplify door designs ii. Change pre-show room automatic doors into simple openings iii. Move electrical room door to exterior iv. Remove front entry door, and create vestibule for security e. Decorative Dark Ride Walls See floor plans A-2.5 & 2.6. Added decorative interior walls to dark ride area. f. Foundation Plans See A-2, 1,2.2,2.3 and S-1, S-2, & S-3 i. Reduce Double footjng to single footing ii. Add inspection pit iii. Add vaults in loading platform for pneumatic gates -,i 2454:2 Creek-view Dr. btgnna Hills .• CA. 92653" 9-19~607 ~800 l info@'ctbosarch.oom Mike Peterson RECEIVED OCT 2 2 2015 CITY OF CARLSBAD BWLDING DIVISION City of Carlsbad Building Department Re: 10-22-2015-Legoland Ninjago revision submittal Addendum #3 Mike, Below is a list of the revisions done to the Legoland Ninjago project since our previous submittal. Changes to the project were done due to budget constraints, and virtually every change is a reduction in scope. I have categorized the changes by area and trade to make reviewing the revisions as easy as possible.. All changes to the drawings since our last submittal have been clouded and labeled with a delta #7. Per our phone conversation, there still may be some tweaks to lighting, and we are trying to figure out if we can fit the transformer ( currently outside) into the electrical room. Please let me know if you have any questrons. 1. Sitework a. Re-grading entry walkway See Civil drawings sheets C-04 to C-09. Reducing the amount of re-grading necessary of the existing main pathway across the main entry to the land. This is accomplished by reducing the ADA accessible entry zone (which requires a maximum 2% cross-slope) to 5'-0" wide, rather than the entire Width of the entry. This also reduces our total disturbed area to less than 1 acre for storm water requirements. i. Reduction in paver removal, and reinstallation (as well as replacement pavers) ii. Reduction in grading iii. Reduction in demolition and rebuilding of curbs, fences, metal rings, retaining walls, and landscaping along the edges of the existing walkway. iv. Removal of the demolition of the existing walkway to the first aid building from the scope of work, along with associated electrical work with the bollards, and landscaping. v. Remove building of new first aid path from scope, as well as associated demolition I patching of existing site wall. :(}Cit 1510g CS 1'512':>q b. Utilities Coordinate most efficient path and methods for re-routing existing underground utilities, and laying down new utilities. See Civil drawing C-09, and Landscape Drawings L-1.1, L-2.1 i. Protecting erectrical line and air line to LSP in place rather than re-routing ii. Re-route main potable and reclaimed water lines running under site up along north landscape area, and across main entrance to the land. lines must remain 5'-0" apart. c. Hardscape See sheets C-06, C-07, A-0.3, L-1.1 i. Simplify Paving pattern. All pavers and hardscape to be ADA accessible. ii. Removal of Character changing shed structure, and associated doors (S-A & S-8), lighting, milJwork, and slab for Ninja Training interactive activity iii. Reduce overall size of courtyard iv. Reduction in solid wall, and removal of decorative screen entirely v. Reduce disturbed area to less than 1 acre for storm water requirements d. Courtyard wall & fence design See A-0.3, A-0.5 i. Remove north wall and fence, to be replaced with landscape area ii. Removal of site gate S-D iii. Move rock climbing wall and associated signage and Lego model foundation to adjacent to Exit Shop. iv. Replace corner landscape area and seat wall near exit shop with playground surface v. Removal of retaining wall, due to new sloped landscape area vi. Move dragon model foundation to new location vii. New fire access fence and pathway e. Hydrology See civil drawings. Reduction in scope for water retention due to hydrology exemption (pending civ11 response). Underground gravel dramatically reduced. Storm water calculation re-done 2. Building Exterior a. Remove structure of covered queue See A-0.3, A-0.10, Remove entire structure for covered queue area. Queue line moves northwest to main courtyard area i. Remove built up Dragon Den Wall ii. Remove roof structure and drainage iii. Remove site gates S-C and S-F iv. Create egress/fire access pathway with stair and area of refuge v. Allow for area for moving AC unit to this area from the northeast corner. vi. Area in courtyard to fit queue line area vii. Changes to Wood fence, solid wall, and landscaping viii. Dragon Den theming now on south wall ix. Revise fire access path to courtyard 1. Remove large 12' -o"· gate (S-E) with decorative finish, and replace with 6'-0" double gate _;, 2. Move yard hydrant location slightly to be near fire access gate b. Shortening building wings. See A-0.3, and all floor plans. Removal of one rafter bay (40") from each column bay (80" total) from the building side to the right and left of the main temple tower. c. Retail store exterior, See A-0.3, A-2.4. Remove retail store display window and associated cabinet and walls. Replace sliding doors with standard storefront doubre doors d. Mechanical, See all floor plans and mechanical plans. · Large AC unit moved from northeast corner to southwest corner outside of the electrical room. i. Remove branches and slight re-design of ductwork in dark ride area e. Electrical See A-0.3 and electrical plans i. Reduce amperage ii. Reduced thematic lighting and simplified fixtures iii. Transformer outside electrical room (may be moved into electrical room if we can make it fit) 3. Building Interior a. Steel building See A-3.2, Roof Plans A-5.1 -A-5.4, Elevations A-6.1 and 6.2, Sections A-7.1,7.2,8.1. Adding approximately 4'-0" to height of metal building, and removing dormer at bridge to sfmplify design. b. Simplify bridge See A-3.1, 3.2, Roof Plans A-5.1 -A-5.4, Replace steel and concrete bridge and stairs with wood framing. Reduce width of wooden bridge to 5'-0", and move exit platform stair south to allow for width change. c. Reduction of size of internal queue room See A-0.3, and all floor plans. Reduce size of room by moving southern wall up 10'-0" d. Simplify Doors See Floor Plans A-2.7,2.7,2.9 and door schedule A9.1 i. Simplify door designs ii. Change pre-show room autQmatic doors into simple-openings iii. Move electrical room door to exterior iv. Remove front entry door, and create vestibule for security e. Decorative Dark Ride Walls See floor plans A-2.5 & 2.6. Added decorative interior walls to dark ride area. f. Foundation Plans See A-2.1,2.2,2.3 and S-1, S-2, & S-3 i. Reduce Double footing to single footing ii. Add inspection pit iii. Add vaults in loading platform for pneumatic gates • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • RECEIVEO ocr·2 9 ,2015 CITY OF CARLSBAD BUILDING DIVISION ESI/FME INC . STRUCTURAL ENGINEERS i " ES I PROJECT: Structural calculations for the Legoland "Ninjago" temple/shade building and pre-fab bldg foundation in Carlsbad, Ca . NINJAGO TEMPLE/SHADE BUILDING AND PRE-FAB BLDG FDN (PER 2013 CBC) Date:· Client: 04-21-15 ETHOS ARCHITECTURE Revisions:~ 9-1?-).s-' Client lob No • I ~S_h_~_~_d_:-------~' ,~~ E™ I 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 Pea \~ IO'b l s Clo 1512.~ • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: 2 --------11 i f E S I / F M E Inc . Date: lob#: 4-21-15 ES I STRUCTURAL ENGINEERS E553 Client: ETHOS Project Name: NIN.:J.AGO Plan#: TEMPLE BLDG LOAD CONDITIONS : (2012 IBC / 201.3 CBC) ROOF: Not Used Tile [D jui~U] IT] Slope <6:12 Flat Live Load 20.0 psf 20.0 psf Roorg Mt'I 4.0 4.0 Sprinklers 1.0 1.0 Sheathing 1.5 2.0 Roof Rafters 2.5 2.5 2x6 Overframing 0.0 0.0 Drywall 2.5 2.5 Miscellaneous 2.5 2.0 Total D.L. 14.0 psf 14:0 psf Total Load 34.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise . 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc; in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended . 5. Copyright© -1.994 by E S I / F M E, Inc. Structural Engineers. All rights reserved . This material may not be reproduced in whole or part without written permission of .E S I / F M E, Inc. <6:12 20.0 psf 10.0 1.0 2.5 4.0 2.0 2.5 2.0 24.0 psf 44.0 psf FLOOR: o=J [!J Temple "Floor'' Not Used for upper level Live Load 20.0 psf 60.0 psf O.L. of F.F. 0.0 5.0 Sprinklers 1.0 0.0 Miscellaneous 2.0 1.5 Sheathing 2.0 2.5 Floor Joists 1.5 3.5 Drywall 2.5 2.5 Total D.L. 9.0 psf 15.0 psf Total Load 29.0 psf 75.0 psf LOAD CONDITIONS : CD CT] o::J PROJECT DESCRIPTION: Job Name NINJAGO City CARLSBAD Client ETHOS PROJECT ENGINEER: SCOTT W ROSS CALCS BY: SWR DATE: 4-21-15 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: PIT FOUND. Rev.: DATE: PLAN CHECK: DATE: ~ lnit.: ~SHTS: DATE; ~ lnlt.: ~..;;;.S.;..;.HT"""S;;.:..: __________ __;;D;.;.A;;.:..T::::E:'-------t ~ lnlt.: "'1/' SHTS: DATE: ~ lnlt.: "-1/..;;;;S.;..;.HT"""S;;.:..: ___________ D..,;.A.;..;.T:::;E:'--___ _,. E S I / F M E, Inc •• Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: /tJ-26 -15" lnit.: •• • •• • !. • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: 3 E SI/ FM E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan#: TEMPLE BLDG DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2013 CALIFORNIA BUILDING CODE REV. 11/04/2013 In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch -19% max. moisture content 4x6,8 #2/#1: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1.7 2x4 #2: Fb= 1315/1552 psi; fv=180-psi; E=1.6 4x10 #2/#1: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb= 1170/1345 psi; fv=180 psi; E=1.6 4x12 #2/#1: Fb = 990/1100 psi; fv=180 psi; E=1.6/1.7 2x8 #2: Fb= 1080/1242 psi; fv=180 psi; E=1.6 4x14 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x10 #2: Fb= 990/1138 psi; fv=180 psi; E=1.6 4x16 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x12 #2; Fb= 900/1150 psi; fv=180 psi; E=1.6 6x10 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 6x12 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center . PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. App, Grade: Fb=2400 psi;Fv=240 osi;E:;:1.8E6 osi MICROLLAM LVL: Fb=2600osi;Fv=285osi;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand . 2. All structural concrete ........................................................................ fc = 3000 psi w/ inspection . All slab-on-grade/continuous footings/pads ............................. fc = 2500 psi w/o inspection. All concrete shall reach minimum comoressive strenath at 28 davs . REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for#4 bars and smaller, A-615-60 for#5 bars and larger . Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min . 2. Development length of Tension Bars shall be calculated per ACl318-08 Section 12.2.2 .. Class B Splice= 1.3 x Id. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression) . Masonry reinforcement shall have lappings of 48 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry . 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast-in-place concrete shall be as follows, U.N.O.: A. Concrete cast against & permanently exposed to earth ....................... , .............. 3" B. Concrete exposed to earth or weather < = #5 Bars ......................................... 1 1/2" #6 => #18 Bars 2" C. Concrete not exposed to weather or in contact with ground Slabs, walls, joists, < = #11-Bars ..................................................... 3/4" Beams & Columns: Primary reinforcement, ties, stirups, spirals .................... 1 1/2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method . 4. Where finish is attached to structural steel, provide 1/2"'1l bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O . See architectural drawinas for finishes (Nelson studs 1/2" x 3" CPL mav reolace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details . 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted) . VER2014.0 • • • • • • • i • ES I Page: 4 E S I / F M E Inc. Date: STRUCTURAL ENGINEERS Job#: E553 • Client: ETHOS -'------------- • Project Name: NINJAGO. Plan #: TEMPLE BLDG . f-___:~-======================-------============::::::;::;I • • • • • • • • • • • • • • • • • • • • • • • LATERAL SHEAR NOTES ( rev. 12 / 16 / 13) (CBC 2013, SDPWS-2008: SEISMIC DESIGN CATEGORY D & E) {TABLE 4.3A, AFPA SDPWS-2008} VERTICAL: FRAMING MEMBERS DOUG FIR-LARCH @16" o.c . & --3/8" Wood Structural Panel w. 8d common nails@ 611 o.c@ edges & 12110.c.@ field. & --3/8" Wood Structural Panel w. 8d common nails @ 4" o.c@ edges & 12110.c. @ field. ,& --3/8" Wood Structural Panel w. 8d common nails@ 3" o.c@ edges & 12110.c. @ field. &_ --3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12110.c. @ field. ,& --1/2" (or 15/32") Wood Structural Panel with 10d common nails@2" o.c at edges and 12" o.c. at field &, --1/2" (or 15/32") Structural I Wood Panel with 10d common nails @2" o.c at edges and 12" o.c. at field NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities . b. Where plywood is applied on both faces of wall and nail spacing is less than 611 o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side . c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels . d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) H O R I Z O N T A L : All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING< 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's@6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing< 16" o.c.: 19/32" Wood Struct. Panel T&G*, Pl 32/16, w/10d's@6" o.c. at edges& bound., 10" o.c. field. Joist Spacing< 20" o.c.: 19/32" Wood Struct. Panel T&G*, Pl 40/20, w/10d's@6" o.c. at edges & bound., 10" o.c. field. Joist Spacing< 24" o.c.: 23/32" Wood Panel T&G* shtg, Pl48/24, w/10d's@ 6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. 260 plf 350 plf 490 plf 640 plf 770 plf 870 plf VERSION: 2014.1 • • • • ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Project Title: En~ineer: ProJect Descr: NINJAGO-LEGOLAND SWR-Project ID: E553 . ,,-------------,-,--,-----~---~----------- I W d 8 : . · · · · File= P:\Flles\E553\misc,ec6 • _ 00 ~am .. -. ·,·-:,. · .. ·. -.:,:_, .... ·.:.:. :., ··: ·. -: , -·· · · · -·· · · :.:-.:,_:., ,·-,: -, ... :,-.: ENERCALC,lNC.1983-2015, Build:6.15.4.11, Ver:6.15.4.11 I ,I II I • Description : BM #1 • MAIN CANT RR AT UPPER TEMPLE ROOF CODE REFERENCES Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 • • • • _Material Properties Analysis Method : Allowable Stress Design • Load Combination ASCE 7-10 • • Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tenslon Fb-Compr Fe-Prll Fc-Perp Fv Ft 1,350.0psi 1,350.0psi 925.0 psi 625.0psl 170.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 31.20pcf Beam Bracing : Completely Unbraced •. --------···-···· ------·----------------~-------------------------···1 • • • • • • • Span = 4.50 ft ( , 6 6x8 Span = 5.50 ft • • • • • • • • ____ f.pplied Loads Service loads entered. Load Factors will be applied for calculations . • Beam self weight calculated and added to loads Loads on all spans ... Varvin~ Uniform Load : D(S,E) = 0.0240->0.260, Lr(S,E) = 0.020->0.220 k/ft, Extent= 0.0 ... » 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable = 0.85~ 1 6x8 = 1,439.69psi = 1,684.03psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination +D+Lr+H, LL Comb Run (*L) Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.000ft = Span#2 0.249 in Ratio = -0.020 in Ratio= 0.545 in Ratio = -0.043 in Ratio= Location of maximum on span Span # where maximum occurs 528 2664 242 1265 :1 •I.. e Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support3 = 0.320: 1 6x8 = 67.94psi = 212.50 psi +D+Lr+H, LL Comb Run (LL) = 4.500ft = Span#1 Values in KIPS • • • • • Overall MAXlmum -1.221 Support2 3.818 0.180 2.114 2.114 2.114 2.114 3.638 2.294 3.818 2.114 3.257 -------------------- • • • • Overall MINimum 0.113 ;.O+H -0.605 +D+L +H, LL Comb Run ('L) -0.605 +O+L +H, LL Comb Run (L ') -0.605 +D+L +H, LL Comb Run (LL) -0.605 ;.O+Lr+H, LL Comb Run ('L) -1.221 +O+Lr+H, LL Comb Run (L *) -0.492 +O+Lr+H, LL Comb Run (LL) -1.108 +O+S+H -0.605 +0+0.750Lr+0.750L +H, LL Comb Run (*-1.067 5 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Wood Beam 1,1111 Project Title: NINJAGO-LEGOLAND En9ineer: SWR Pro1ect Descr: Project ID: E553 Description : . BM #1 -MAIN CANT RR AT UPPER TEMPLE ROOF Vertical Reactions Load Combination . Support 1 +D-+0.750Lr-+0.750L +H, LL Comb Run (L-0.520 -i-0-+0.750Lr-+0.750L+H, LL Comb Run (L-0.983 -i-0-+0.750L-+0.750S+H, LL Comb Run {*L-0.605 +D-+0.750L-+0.750S+H, LL Comb Run (L~0.605 +D-+0.750L-+0.750S+H, LL Comb Run (Ll-0.605 +D-+0.60W+H -0.605 +D-+0.70E+H -0.605 -i-0-+0.750Lr-+0.750L-+0.450W+H, LL Corr-1.067 +D-+0.750Lr-+O. 750L-+0.450W+H, LL Corr-D:520 -i-0-+0.750Lr-+0.750L-+0.450W+H, LL Corr-0.983 +D-+0.750L-+0.750S-+0.450W+H, LL Com-0.605 -i-0-+0.750L-+0.750S-+0.450W+H, LL Com-0.605 +D-+O. 750L-+O. 750S-+0.450W+H, LL Com-0.605 +D-+0.750L-+0.750S-+0.5250E+H, LL Con-0.605 +D-+0.750L-+0.750S-+0.5250E+H, LL Con-0.605 +D-+0.750L-+0.750S-+0.5250E+H, LL Con-0.605 -+0.60D-+0.60W-+0.60H -0.363 -+0.60D-+0.70E-+0.60H -0.363 D Only -0.605 Lr Only, LL Comb Run (*L) -0.616 Lr Only, LL Comb Run (L*) 0.113 Lr Only, LL Comb Run (LL) -0.504 L Only, LL Comb Run ('L) L Only, LL Comb Run (L') L Only, LL Comb Run (LL) sonly WOnly EOnly HOnly Support notation : Far left is #1 Values in KIPS Support 2 Support 3 2.249---------------~------~--------- 3.392 2.114 2.114 2.114 2.114 2.114 3.257 2.249 3.392 2.114 2.114 2.114 2.114 2.114 2.114 1.268 1.268 2.114 1.524 0.180 1.704 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #8 Santa Ana, Ca 92701 Project Title: NINJAGO-LEGOLAND En~ineer: SWR Project ID: E5531 ProJect Descr: •. . . . ~ : :, . . ;, : . . ~--.· ·.:-.. ~ .... :-.:. ·--=~--;~=.!::·~:..:.i:: ._;·:·:;.:: . ·. ·.: .. _. _'· :':: ·.; ·.: -: : ; · ':': ·. ·. , .... · File= P:\FileslE5531mlsc.ec6 . .. :. · ... ·. :,:.,:-;: .. ,. · ... ' · .. :, . ·'.::· ,.;:.:\ENERCALC, INC. 1983-2015, Bulld:6.15.4.11, Ver:6.15.4.11 BM #2-TEMPLE HIP BEAM CODE REFERENCES --·····-------------------------~---------Calculations per NOS 2005, !BC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties ------"--------------------------------------·-·--·--- Analysis Method : Allowable Stress Design Load Combination i\SCE 7-10 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fbs Tension Fb-Compr Fe-Prll Fc-Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.050pcf ! -·--··· --, ••• -··--·----·---------------------------------------------·-·-7 ( ) "";\" u 7x9.5 7x9.5 I I Span=6.50ft Span= 8.0ft I .1 Applied Loads Service loads entered. Load Factors will be applied for calculations . Beam self weight calculated and added to loads Loads on all spans ... VarvinA Uniform Load: D(S,E) = 0.0480->0.2640, Lr(S,E} = 0.040->0.220 k/ft, Extent= 0.0-» 14.50 ft _J)ESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable = 0.436 1 7x9.5 = 1,575.42psi = 3,614.45psi Maximum Shear Stress Ratio Section used for this span fv, Actual Fv : Allowable +D+Lr+H, LL Comb Run (LL) = 0.000ft Load Combination Load Combination Location of maximum on span Span # where maximum occurs Location of maximum on span Span # where maximum occurs Maximum Deflection . 1 Max Downward Transient Deflection Max Upward Transient Deflection l Max Downward Total Deflection Max Upward Total Deflection = Span#2 0.350 in -0.028 Jn 0.788 in -0.061 in Ratio= Ratio= Ratio= Ratio= 548 2765 242 1287 Vertical Reactions Support notation : Far left is #1 ---------------Lo ad Combination Support 1 Overall MAXimum -1.798 Overall MINimum 0.217 +D+H -0.878 +0-tl +H, LL Comb Run (*L) -0.878 +D+L +H, LL Comb Run (L *) -0.878 +0-tl +H, LL Comb Run {LL) -0.878 +D-tlr+H, LL Comb Run ('L} -1.798 +D+Lr+H, LL Comb Run (L *) -0.661 +D-tlr+H, LL Comb Run (LL} -1.581 +D+S+H -0.878 +D-t0.750Lr-t0.750L+H, LL Comb Run (*-1.568 Support2 6.029 0.305 3.442 3.442 3.442 3.442 5.725 3.747 6.029 3.442 5.154 Support3 ••ffifflml•U .. = 0.183: 1 : 7x9,5 I = 66.30 psi = 362.50 psi +D+Lr+H, LL Comb Run (*L) = 6.500ft = Span# 1 I 1 ... ,. __ j Values in KIPS • • • • • • • • •-• • • • • • ,. • • • • • • • • • • • • • • • • • • • • • • • • I • • • • ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #8 Santa Ana, Ca 92701 Project Tille: NINJAGO-LEGOLAND En9ineer: SWR · Project Descr: Project ID: E553 Wood B~ain · ... · ... ::--:,-.; :·./: :· .... } .\:}::.:.-·_t\'.\:t/)./?/L/};./: ·.} \{:{S!(/:;\\{;f/\).}!feN~~6AL6i;~~:W~~201~. ~~;d~:.~!~~~~~:~t\~:.~~ I, 1111 Description : BM #2-TEMPLE HIP BEAM Vertical Reactions Load Combination Support 1 -+b-=i-0.750Lr-i-0.750L +H; LL Comb Run (L-0.715 +D-i-0.750Lr-i-0.750L+H, LL Conib Run (L-1.405 +D-i-0. 750L-i-O. 750S+H, LL Comb Run (*1:-0.878 +D-i-0.750L-i-0.750S+H, LL Comb Run (L'-0.878 +D-i-0.750L-i-0.750S+H, LL Comb Run (L~0.878 +p-i-0,60W+H -0.878 +D-i-0.70E+H -0.878 +D+0.750Lr+0.750L-i-0.450W+H, LL Corr-1.568 +D-i-0. 750Lr+0.750L-i-0.450W+H, LL Corr-0.715 +D-i-0.750Lr-i-0.750L-i-0.450W+H, LL Corr-1.405 +D+O. 750L-i-0.750S+0.450W+H, LL Com-0.878 +D+0.750L-i-0.750S-i-0.450W+H, LL Com-0.878 +D+0.750L-i-0.750S-i-0.450W+H, LL Com-0.878 +D+0.750L +0.750S+0.5250E+H, LL Con-0.878 +D+0.750L +0.750S+0.5250E+H, LL Con-0.878 +D+0.750L +0.750S-i-0.5250E+H, LL Con-0.878 -i-0.60D+0.60W+0.60H -0.527 -i-0.60D+0.70E+0.60H -0.527 D Only -0.878 Lr Only, LL Comb Run (*L) -0.920 Lr Only, LL Comb Run (L') 0.217 Lr Only, LL Comb Run (LL) -0.703 L Only, LL Comb Run ('L) L Only, LL Comb Run (L*) L Only, LL Comb Run (LL) sonly WOnly EOnly HOnly Support2 3.670 5.382 3.442 3.442 3.442 3.442 3.442 5.154 3.670 5.382 3.442 3.442 3.442 3.442 3.442 3.442 2.065 2.065 3.442 2.283 0.305 2.588 Support3 Support notation : Far left is #1 Values in KIPS , . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • E S I / F M E Inc. Page: 'J Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) QBM BETWEEN GRID P1,4 & K1,4 Member Span = 29.o ft Pl= 0 lbs from @Ll= 0,0 ft DL= o P2= 0 lbs from TOTAL PSF ROOF= ( 44 )x( WALL= ( 5 )x( FLOOR= ( 55 )x( DECK = ( 70 )x{ ALTERNATE BEAM= DESIGN: @L2= 0,0 ft DL= o TRIBUTARY (ft) PLF 4.5 + o.o )= 198 3,0 + o.o )= 15 o.o + o.o )= 0 o.o + o.o )= 0 SELF WEIGHT = 30.6 TOTAL LOAD= 243.6 PLF Plan #: TEMPLE BLDG L2 L1 lbs lbs Dead Load 22 psf ==> 99 plf 5 psf ==> 15 plf 15 psf ===> 0 plf 10 psf==> 0 plf 30.63 psf ==> 30.6 plf TOTALD.L. = 144.6 PLF n= Q.1111 PSL/VL/6xSAWN Size Factor, C, = 0.98 [If d>12, C,= (12/d)'0l] +-n= o.136 LVL d= b= 14.000 in . Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Fv= Mmax = 25611.0781 ft-lb= 307.33 in·K R1 o,L, = 2097 lbs R20.L,= 2097 lbs R1 L,L, = 1436 lbs R2L,L, = 1436 lbs Srequlred= Mmax/(Fb*Cq)= 86.24 Jn3 1.5*Vmax/(Fv*Cd)= 13.4 1n2 Allowable Def.= L/ 240 = 1.45 in. n= 0,092 LSL 7 290 Vmax= Cd= psi E= 2.00 x106 psi Rmax-(w*d)= 3248 lbs 4·Roof = 1.25 USED CAPACITY Sprovlded= 228.7 in3 37.7% O.K. Aprovlded= 98.0 in2 13.7% O,K, Actual Def.= 1,21 In. O.K . in. Dead Load Def.= 0.72 in • GLBCamber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 287 VER:2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: /t} E S I / F M E Inc. Date: 4-21·15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) QHDR SUPPORTING BM 3 Member Span = 6.0 ft Plan #: TEMPLE BLDG L2 Pl= 3533 lbs from BM3 @Ll= 3,0 ft DL= 2097 lbs P2= 0 lbs from @L2= o.o ft DL= o lbs TOTAL PSF ROOF= ( 44 )X( WALL= ( 5 )x( FLOOR= ( 55 )x( DECK = { 70 )x( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) 2.5 + 0.0 )= 1.0 + 0,0 )= o.o + o.o )= o.o + o.o )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 110 22 psf==> 55 plf 5 5 psf==> 5 plf 0 15 psf==> 0 plf 0 10 psf==> 0 plf 14.1 14.06 psf ==> 14.1 plf 129.1 PLF TOTALD.L. = 74.1 PLF n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr= 1.00 [If d>12, Cr= (12/d)'01] +-n= o.136 LVL d= b= 11.500 5.5 Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL Fb= 1350 X Cf X Cr= 1350 psi Fv= 170 psi E= 1.60 x106 psi Mmax= 5880.25 ft-lb= 70.56 in-K Vmax= Rmax-(w*d)= 2030 lbs R.1= 2154 lbs Cd= 4-Roof = 1.25 R10.L= 1271 lbs R2 0.1.. = 1271 lbs R1L.L,= 883 lbs R2L.L.= 883 lbs USED CAPACITY Srequlred= Mmax/(Fb*Cd)= 41,82 in3 Sprovlded= 121,2 ln3 34.5% O.K, 1.5*Vmax/(Fv*Cd)= 14.3 in2 Aprovided= 63.3 ln2 22.7% O,K, Allowable Def.= L/ 240 = 0.30 in. Actual Def.= 0.03 In. O.K. Dead Load Def.= 0.02 in • GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 2107 in . in. VER:2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . , • Page: // E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Project Name: NINJAGO NDS 2012, CBC 2013 & SDPWS-08 (ASD) GBM SUPPORTING UPPER TOWER RIDGE Member Span = 9,0 ft Client: ETHOS Plan #: TEMPLE Bl.,DG l.2 P1= -1800 lbs from BM2 @Ll= 4,5 ft DL= ·900 lbs P2= 0 lbs from @L2= o.o ft DL= o lbs TOTAL PSF ROOF= ( 44 )x( WALL= ( 5 )x( FLOOR= ( 55 )X( DECK = ( 70 )x( ALTERNATE BEAM = DESIGN: TRIBUTARY (ft) o.o + o.o )= o.o + o.o )= o.o + o.o )= o.o + 0.0 )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 0 24 psf==> 0 plf 0 5 psf ==> 0 plf 0 15 psf ==> 0 plf 0 10 psf ==> 0 plf 9.2 9.167 psf ==> 9.2 plf 9,2 PLF TOTALD,L, = 9.2 PLF n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr= 1.00 [If d>12, Cr= (12/d)C0l] ~ n= 0.136 LVL d= b= 7.500 5.5 Repetitive Member, Cr=> No => Cr= 1 Fb= 1200 X Cf X Cr= 1200 psi Fv= Mmax = -3957.1875 ft-lb= -47,49 in-K R1 o.L. = -409 lbs RH.L.= -450 lbs Srequired= Allowable Def,= R20,L,= -409 lbs Ru.L. = -450 lbs Mmax/(Fb*Cd)= -31.66 1n3 1.5*Vmax/(Fv*Cd)= -6.1 1n2 L/ 240 = 0.45 In. n= 0,092 LSL 170 Vmax= Cd= psi E= 1.60 x1o6 psi Rmax-(w*d)= lbs 4·Roof = 1.25 USED CAPACITY Sprovlded= 51,6 ln3 ·61.4% O.K, Aprovlded= 41.3 in2 ·14.8% 0,K, Actual Def.= -0.19 In. 0,K, Dead Load Def.::;: -0.09 in . GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ -579 in • in . VER:2014,0 • • • • • • • • • • • • • • • • • • • -• • • • • • • • • • • • • • • ,. • • • • • • • . , • E S I / F M E Inc. Page: Ji,. I Date: 4·21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) G)eM SUPPORTING TOWER FRAMING Member Span = 19.0 ft Plan #: TEMPLE BLDG L2 Pl= 3500 lbs from @Ll= 3,0 ft DL= 1!,100 lbs P2= 3500 lbs from @L2= 16,0 ft DL= 1900 lbs TOTAL PSF ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )X( DECK = ( 70 )x( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) 4.5 + 5.0 )= 5.0 + o.o )= o.o + o.o )= o.o + o.o )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 418 24 psf==> 228 plf 70 14 psf ==> 70 plf 0 15 psf==> 0 plf 0 10 psf==> 0 plf 30.6 '30.63 psf==> 30.6 plf 518.6 PLF TOTALD.L. = 328.6 PLF n= 0.1111 PSL/Vl./6XSAWN Size Factor, Cr= 0.98 [If d> 12, Cr= (12/d)<"'J +-n= o.136 LVL d= b= 14.000 7 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cfx Cr= 2851 psi Fv= Mmax = 41087.1637 ft-lb= 493,05 in-K R1 o.L, = 5022 lbs R1L,L, = 3405 lbs Arequlred= Allowable Def.= R20.L = 5022 lbs R2L,L, = 3405 lbs Mmax/(Fb*Cd)= 138.36 1n3 1.5*Vmax/(Fv*Cd)= 32.4 in2 lj 240 = 0.95 In. n= 0.092 LSL 290 psi E= 2. DO x106 psi Vmax= Cd= Rmax-(w*d)= 4-Roof = 1.25 Sprovlded= 228,7 ln3 7822 lbs USED CAPACITY 60.5% O.K . Aprovlded= 98,0 ln2 33.0% 0.K, Actual Def.= 0.83 In. O.K . Dead Load Def.= 0.50 in . GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= lj 273 in • in. VER:2014.0 r;1• ! • • 1. i. • • • • • • • • • • • • • • •-• • • • • • • • • • • • • • ,. • • • • • • • • • Page: /:3 E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) 0BM SUPPORTING TOWER FRAMING Member Span = ft Pl= 0 9.0 lbs from @L1= 0.0 ft DL= O P2= 0 lbs from TOTAL PSF ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 70 )x( ALTERNATE BEAM = DESIGN: @L2= o.o ft -DL= o TRIBUTARY (ft) PLF 4.5 + 5.0 )= 418 s.o + 0.0 )= 70 o.o + o.o )= 0 o.o + 0.0 )= 0 SELF WEIGHT = 23.0 TOTAL LOAD= 511.0 PLF Plan #: TEMPLE BLDG L2 L1 lbs lbs Dead Load 24 psf==> 228 plf 14 psf==> 70 plf 15 psf==> 0 plf 10 psf==> 0 plf 22.97 psf ==> 23.0 plf TOTALD,L. = 321.0 PLF n= 0.1111 PSL/VL/6xSAWN Size Factor, Ct= 0.98 [If d>12, Ct= (12/d)'">J +---n= o.136 LVL d= b= 14.000 in • Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Fv= Mmax = 5173.55859 ft-lb= 62.08 in-K R1 o.L. = 1444 lbs R2 o,L. = 1444 lbs 855 lbs R2t,L, = 855 lbs Mmax/(Fb*Cd)= 17.42 1n3 1.S*Vmax/(Fv*Cd)= 7.0 Jn2 Allowable Def,= l/ 240 = 0,45 in. n= 0.092 LSL 5.25 290 Vmax= Cd= psi E= 2.00 x106 psi Rmax-(w*d)= 1703 lbs 4-Roof = 1.25 USED CAPACITY Sprovlded= 171,5 in3 10.2% O.K, Aprovlded= 73,5 in2 9.6% O.K . Actual Def.= 0.03 In. In. Dead Load Def.= 0.02 in • GLB Camber= D.L. Def.x 1.5 = N.A. in. Actual Def.= l/ O.K . 3438 VER: 2014.0 • • • • • • • • • • • • • • • • • • • • • ·• • • • • • • • 41 • • • • • • • •• • • • • • • E S I / F M E Inc. Page:_ ..... ,'--'--- Date: 4-21-15 STRUCTURAL ENGINEERS Job#: ES53 Project Name: NINJAGO NDS 2012, CBC 2013 & SDPWS-08 (ASD) QeM SUPPORTING TOWER FRAMING Member Span = 19.0 ft Client: ETHOS Plan #: TEMPLE BLDG L2 Pl= 2300 lbs from @L1= 3,0 ft DL= 1500 lbs P2= 2300 lbs from @U= 16,0 ft DL= 1500 lbs TOTAL PSF ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 70 )x( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) 5.0 + s.o )= s.o + o.o )= o.o + o.o )= o.o + 0;0 )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 440 24 psf ==> 240 plf 70 14 psf ==> 70 plf 0 15 psf ==> 0 plf 0 10 psf ==> 0 plf 30.6 30.63 psf ==> 30.6 plf 540.6 PLF TOTALD.L.= 340.6 PLF n= 0.1111 PSL/VL/6xSAWN Size Factor, C, = 0.98 [If d>12, C,= (12/d}'0>] ~ n= 0.136 LVL d= b= 14.000 7 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Fv= Mmax = 36016.7558 ft-lb= 432.20 in·K R1 o.L. = 4736 lbs R1u. = 2700 lbs Arequlred= Allowable Def.= R2= 7436 lbs R20.L= 4736 lbs R2 L,L, = 2700 lbs Mmax/(Fb*Cd)= 121.29 in3 1.S*Vmax/(Fv*Cd)= 28.2 in2 L/ 240 = 0.95 In. n= 0.092 LSL 290 Vmax= Cd= psi E= 2.00 x106 psi Rmax·(w*d)= 6805 lbs 4·Roof = 1.25 USED CAPACITY Sprovlded= 228,7 in3 53.0% O,K. Aprovlded= 98,0 ln2 28.7% O.K. Actual Def,= 0.73 in. O.K • Dead Load Def.= 0.47 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 312 in. in. VER:2014.0 ,. • • • • • • • • • • .• , • • • • ., • • • • , • • • • • ·-• •• • • • • • • • • • • • • . , ., • Page: _ _._/ __ _ E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Cl{ent: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NOS 2012, CBC 2013 & SDPWS-08 (ASD) QBM suPPO~TING MAIN TOWER FRAMING BEAMS L2 Member Span = 14.0 ft Pl= 0 lbs from @L1= 0,0 ft DL= o lbs P2= 8500 lbs from BM6 @U= 7,0 ft DL= s100 lbs TOTAL PSF ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 70 )X( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) 4.5 + 5.0 )= 5.0 + o.o )= 0.0 + o.o )= o.o + o.o )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 418 24 psf==> 228 plf 70 14 psf ==> 70 plf 0 15 psf==> 0 plf 0 10 psf==> 0 plf 30.6 30.63 psf ==> 30.6 plf 518.6 PLF TOTALD.L. = 328.6 PLF n= 0,1111 PSL/VL/6'XSAWN Size Factor, Ct= 0.98 [If d>12, C,= (12/di"l] +-n= 0.136 LVL d= b= 14.000 7 Repetitive Member, Cr:::> No => Cr= 1 Fb= 2900 x Cf x Cr= 2851 psi Fv= Mmax = 42456.3125 ft-lb= 509.48 in-K R1 o.L. = 4850 lbs R1t.L. = 3030 lbs Arequtred= Allowable Def.= R2 o.L. = 4850 lbs R2L,L, = 3030 lbs Mmax/(Fb*Cd)= 142.97 in3 1.S*Vmax/(Fv*Cd)= 30.1 in2 1./ 240 = 0.70 in. n= 0,092 LSL 290 Vmax= Cd= psi E= 2.00 x106 psi Rmax-(w*d)= 7275 lbs 4-Roof = 1.25 USED CAPACITY Sprovided= 228,7 in3 62,5% O.K. Aprovlded= 98.0 in2 30.7% O.K. Actual Def.= 0.47 In. O.K . Dead Load Def.= 0.29 in • GLB Camber= D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 359 In • in. VER: 2014.0 ,.. . • • • ·• • • • • • • -· • • -· ,. ., • • • • • .i • • • . ; .r • • • • • • • • • • • • • • • • • Page: /(p E S I / F M E Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO Plan #: TEMPLE BLDG NDS 2012, CBC 2013 & SDPWS-08 (ASD) QeM SUPPORTING MAIN TOWER FRAMING BEAMS L2 Member Span = 14.0 ft Pi= 0 lbs from @L1= o.o ft DL= o lbs P2= 8500 lbs from BM6 @L2= 7.0 ft DL= s100 lbs TOTAL PSF ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 70 )x( ALTERNATE BEAM = DESIGN: TRIBUTARY (ft) 4.5 + 5.0 )= 5.0 + o.o )= o.o + o.o )= o.o + o.o )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 418 24 psf ==> 228 plf 70 14 psf==> 70 plf 0 15 psf ==> 0 plf 0 10 psf==> 0 plf 30.6 30.63 psf ==> 30.6 plf 518.6 PLF TOTALD.L, = 328,6 PLF 11= 0,1111 PSL/Vl./6xSAWN Size Factor, Ct = 0.98 [If d> 12, Ct= {12/d)<n>] +-· n= 0.136 LVL d= b= 14.000 7 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf X Cr= 2851 psi Fv= Mmax = 42456.3125 ft-lb= 509,48 in-K R1 o.L. = 4850 lbs R2 o.L. = 4850 lbs R1 L,L. = 3030 lbs R2L,L, = 3030 lbs Mmaxf (Fb*Cd)= 142,97 1n3 1.5*Vmax/(Fv*Cd)= 30.1 ln2 Allowable Def,= L/ 240 = 0,70 In. n= 0,092 LSL 290 Vmax= Cd= psi E= 2.00 x106 psi Rmax-(w*d)= 7275 lbs 4-Roof = 1.25 USED CAPACITY Sprovided= 228,7 in3 62.5% 0,K, Aprovided= 98,0 ln2 30.7% O.K, Actual Def,= 0.47 In. O.K . Dead Load Def.= 0.29 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 359 in • in. VER:2014,0 .... • • • • • • !. • ., • • • • , . . , .\ • • • • • • • • • • • • ti • • • • • • • • • • • • -• Page: /':j: E S I / F M E Inc. Date: 4·21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NOS 2012, CBC 2013 & SDPWS-08 (ASD) QeEAM ON GRID LINE X3 AND X:I. Member Span = 10.5 ft Pl= 0 lbs from P2= 0 lbs from L2 L1 @Ll= 0.0 ft DL= 0 lbs @L2= 0.0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 34 )x( ALTERNATE BEAM = DESIGN: 1.0 4.0 o.o 5.0 + 5.0 )= + o.o )= + o.o )= + o.o )= SELF WEIGHT = TOTAL LOAD= 264 24 psf ==> 56 14 psf==> 0 15 psf==> 170 14 psf ==> 23.0 22.97 psf ==> 513.0 PLF TOTALD.L. = n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr= 0.98 [If d>12, Cr= (12/d)'"l] +-n= o.136 LVL Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL 144 56 0 70 23.0 293.0 d= b= plf plf plf plf plf PLF 14.000 5.25 Fb= 2900 X Cf X Cr= 2851 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 7069.35059 ft-lb= 84.83 in-K R1= 2693 lbs R1 o.L. = 1538 lbs R2 D,L,= 1538 lbs RlL,L, = 1155 lbs RZL,L, = 1155 lbs Mmax/(Fb*Cd)= 23.81 in3 Arequlred= 1.S*Vmax/(Fv*Cd)= 8,7 ln2 Allowable Def,= L/ 240 = 0.53 in. Vmax= Cd= Rmax-(w*d)= 4-Roof = 1.25 Sprovlded= 171.5 ln3 Aprovlded= 73,5 ln2 Actual Def.= 0.06 In. Dead Load Def.= 0.03 in. GLB camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 2095 lbs USED CAPACITY 13.9% O.K . 11.8% O.K . O.K . 2156 in. in. VER:2014.0 ., ., • • • • • • • • • • • • • • • • • ,. • • • •• • • •• • • • • • •• • • • • • •• • • • • • Page: /'lf ESI/FME Inc. Date: 4·21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NDS 2012, CBC 2013 & SDPWS-08 (ASD) QBEAM AT GRID LINE 7 & 10.9 Member Span = 11.0 ft P1= 0 lbs from @Ll= 0,0 ft DL= o lbs P2= 0 lbs from @L2= 0,0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 44 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 34 )x( ALTERNATE BEAM= DESIGN: 7.0 o.o 0.0 0.0 + 2.0 )= + o.o )= + o.o )= + o.o )= SELF WEIGHT = TOTAL LOAD= 396 24 psf ==> 0 14 .psf ==> 0 15 psf ==> 0 14 psf ==> 15.8 15.83 psf ==> 411.8 PLF TOTALD,L, = n= 0.11-11 PSLNL/6xSAWN Size Factor, Cr= 1.00 [If d>12, C,= (12/d)'">J ~ n= o.136 LVL Repetitive Member, Cr=> No => Cr= 1 Fb= 1200 X Cf X Cr= 1200 psi Fv= Mrrtax = 6228.97917 ft-lb= 74.75 in•K R1= 2265 lbs R2= 2265 lbs R1 o.L. = 1275 lbs RlL,L, = 990 lbs Allowable Def.= R2 o.t. = 1275 lbs R2L,L. = 990 lbs Mmax/(Fb*Cd)= 49.83 in3 1.5*Vmax/(Fv*Cd)= 12.9 ln2 L/ 240 = 0.55 in. n= 0.092 LSL 180 psi E= 1.60 Vmax= Rmax-(w*d)= Cd= 4·Roof = 1.25 Sprovlded= 112,8 in3 Aprovlded= 71.3 in2 Actual Def.= 0.16 in. Dead Load Def.= 0.09 in . GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 216 plf 0 plf 0 plf 0 plf 15.8 plf 231.8 PLF d= b= 9.500 7.5 x106 psi 1939 lbs USED CAPACITY 44.2% O.K . 18.1% O.K • O.K • 834 in . in . VER:2014.0 • • • • • • • • • • • • • ., • • • • • -· • • • • • • • • ., • •-• • • • • • • • • • • •· • Page: _ _._} ..... I// __ E S I / F M E Inc. Date: 4·21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NOS 2012, CBC 2013 & SDPWS-08 (ASD) QeEAM AT GRID LINE 4,9 Member Span = 15,5 ft Pl= 0 lbs from P2= 0 lbs from L2 @Ll= 0,0 ft DL= o lbs @L2= 0,0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 34 )x( WALL= ( 14 )x( FLOOR= ( 55 )x( DECK = ( 34 )x( ALTERNATE BEAM= DESIGN: 9.0 o.o o.o o.o + o.o )= + o.o )= + o.o )= + o.o )= SELF WEIGHT = TOTAL LOAD= 306 14 psf ==> 0 14 psf ==> 0 15 psf==> 0 14 psf==> 23.0 22.97 psf==> 329.0 PLF TOTALD.L. = n= 0.1111 PSI/VL/6XSAWN Size Factor, Cr = 0.98 [If d> 12, Cr= (12/d)<"l] +-n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL 126 0 0 0 23.0 149,0 d= b= plf plf plf plf plf PLF 14.000 5.25 Fb= 2900 X Cf X Cr= 2851 psi Fv= 290 Vmax= Cd= psi ·E= 2.00 xl06 psi Mmax = 9879.34277 ft-lb= 118.55 in·K Rmax-(w*d)= 4·Roof = 1.25 R10.L.= 1155 lbs R20.L.= 1155 lbs RlL.L = 1395 lbs R2L,L, = 1395 lbs Mmax/(Fb*Cd)= 33.27 1n3 Sprovlded= 171,5 ln3 1.5*VmaX/(Fv*Cd)= 9.0 1n2 Aprovlded= 73,5 ln2 Allowable Def.= L/ 240 = 0.78 In. Actual Def.= 0.18 In. Dead Load Def.= 0.08 in . GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 2166 lbs USED CAPACITY 19.4% O.K • 12.2% O.K . O.K. 1045 in • in. VER:2014,0 • • • • • • • • •• • • •• • • ., • • • • • • • • •• • • • ., • •• • • • • • • • • • •·· • • • • Page: 2,f) ESI/FME Inc. Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG NDS 2012, CBC 2013 & SDPWS-08 (ASD) QeEAM AT GRID LINE 4.9 Member Span = 8.5 ft Pl= 0 lbs from @Ll= 0,0 ft DL= o lbs P2= 0 lbs from @L2= o.o ft DL= o lbs TOTAL PSi= TRIBUTARY (ft) PLF Dead Load ROOF::: ( 34 )x( 6.0 + o.o )::: 204 14 psf ::::::> WALL= ( 14 )X( o.o + o.o )= 0 14 psf ==> FLOOR= ( 55 )x( 0.0 + 0.0 )= 0 15 psf ==> DECK ::: ( 34 )x( o.o + o.o )= 0 14 psf ==> SELF WEIGHT = 23.0 22.97 psf ==> TOTAL LOAD= 227.0 PLF TOTALD.L. = ALTERNATE BEAM= DESIGN: Size Factor, Cr = 0.98 n= 0.1111 PSL/Vl/6xSAWN [If d> 12, C,= (12/di")] +-n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 xCfxCr= 2851 psi Mmax= 2049.81152 ft-lb= 24.60 in-K R1= 965 lbs R2= 965 lbs R10.L,= 455 lbs R20.L.= 455 lbs RlL,L,= 510 lbs R2u.= 510 lbs Srequlred= Mmax/(Fb*Cd)= 6.90 Arequired= 1.5*Vmax/(Fv*Cd)= 2.9 Allowable Def.= L/ 240 = 0.43 Fv= in3 in2 in. n= 0,092 LSL 290 Vmax= Cd= psi E= 2.00 Rmax-(w*d)= 4·Roof = 1.25 Sprovfded= 171.5 in3 Aprovlded= 73,5 in2 Actual Def,= 0.01 In. Dead Load Def.= 0.01 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 84 plf 0 plf 0 plf 0 plf 23.0 plf 107.0 PLF d= b= 14.000 5.25 x106 psi 700 lbs USED CAPACITY 4.0% O.K • 3.9% O.K • O.K. 9187 in • in. VER:2014.0 •· • • !. ie • ., • • • • •· •• • •• •· • • • •• ., • • • • • • • • • •• • •· • • • • • • • • •· • • Page: ~, ----- E S I / F M E Inc . Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG . NDS 2012, CBC 2013 & SDPWS-08 (ASD) QBEAM AT GRID LINE 4 Member Span = Pl= 0 P2= 0 8.5 lbs from lbs from ft L2 @L1= 0,0 ft DL= o lbs @L2= 0,0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF= ( 34 )x( WALL= ( 14 )x( FLOOR= ( 55 )X( DECK = ( 34 )x( ALTERNATE BEAM = DESIGN: 20.0 o.o o.o o.o + o.o )= + 0.0 )= + 0.0 )= + 0.0 )= SELF WEIGHT = TOTAL LOAD= 680 14 psf ==> 0 14 psf==> 0 15 psf==> 0 14 psf ==> 23.0 22.97 psf ==> 703.0 PLF TOTALD,L. = n= 0.1111 PSL/Vl/6~AWN Size Factor, Ct= 0.98 [If d>12, Ct= (12/d)'")] ,._ n= 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 n= 0,092 LSL 280 0 0 0 23.0 303.0 d= b= plf plf plf plf plf PLF 14.000 5.25 Fb= 2900 X Cf X Cr= 2851 psi Fv= 290 Vmax= Cd= psi E= 2.00 x106 psi Mmax = 6348.68652 ft-lb= 76.18 in·K Rmax-(w*d)= 4-Roof = 1.25 R1 D,L, = 1288 lbs R2 o.L. = 1288 lbs Rll,L, = 1700 lbs R2 L,L, = 1700 lbs Mmax/(Fb*Cd)= 21.38 in3 Sprovlded= 171.5 in3 Arequired= 1.5*Vmax/(Fv*Cd)= 9.0 in2 Aprovlded= 73.5 in2 Allowable Def.= L/ 240 = 0.43 in. Actual Def.= 0.03 in. Dead Load Def.= 0.01 in • GLB camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 2167 lbs USED CAPACITY 12.5% O.K . 12.2% O.K, O,K, 2966 in . in. VER:2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • E S I / F M E Inc. STRUCTURAL ENGINEERS Project Name: NINJAGO NDS 2012, CBC 2013 & SDPWS-08 (ASD) QsM BETWEEN GRID Pl,4 & Kl,4 Member Span = 29.0 ft Pi= 0 lbs from @Ll= o.o ft DL= o P2= 0 lbs from @L2= o.o ft DL= o TOTAL PSF TRIBUTARY (ft) PLF ROOF= ( 44· )x( 2.5 + o.o )= 110 WALL= ( 5 )X( 1.0 + o.o )= 5 Fl.,OOR = ( 55 )x( 0.0 + o.o )= 0 DECK = ( 70 )x( o.o + o.o )= 0 SELF WEIGHT = 23.0 TOTAL LOAD= :138,0 PLF lbs lbs Page: '2--(~ Date: 4-21-15 Job#: E553 Client: ETHOS Plan #: TEMPLE BLDG Dead Load 22 psf ==> 55 plf 5 psf ==> 5 plf 15 psf ==> 0 plf 10 psf==> 0 plf 22.97 psf ==> 23.0 plf TOTALD,L, = 83.0 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSl/VL/6xSAWN Size Factor, Cr = 0.98 [If d> 12, Cr= (12/di">] +-'-n= 0.136 LVL d= b= 14.000 in. Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2851 psi Fv= Mmax = 14503.9648 ft-lb= 174.05 in-K R1D,L, = 1203 lbs RlL,L.= 798 lbs Arequlred= Allowable Def,= R20.L= 1203 lbs R2L,L, = 798 lbs Mmax/(Fb*Cd)= 48.84 103 1.5*Vmax/(Fv*Cd)= 7.6 102 L/ 240 = 1.45 In. n= 0.092 LSL 5.25 290 Vmax= Cd= psi E= 2.00 xl06 psi Rmax-(w*d)= 1840 lbs 4-Roof = 1.25 . USED CAPACITY Sprovlded= 171.5 in3 28.5% O.K . Aprovlded= 73.5 in2 10.4% O.K • Actual Def.= 0,91 In. In. Dead Load Def.= 0.55 in • GLB Camber= D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ O.K. 381 VER:2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: 'Z J /e, E S I / F M E Inc. Date: 7-23-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------- Project Name: NINJAGO NDS 2012, CBC 2013 & SDPWS-08 (ASD) QsTAIR STRINGER Member Span = 13.0 ft Plan #: DARK RIDE Pl= 0 lbs from @Ll= 0.0 ft DL= o lbs P2= 0 lbs from TOTAL PSF ROOF= ( 44 )x( WALL= ( 5 )x( FLOOR= ( 55 )x( DECK = ( 115 )x( ALTERNATE BEAM= DESIGN: @L2= o.o ft TRIBUTARY (ft) PLF o.o + 0.0 )= 0 o.o + o.o )= 0 o.o + o.o )= 0 1.5 + o.o )= 172.5 SELF WEIGHT = 7.7 TOTAL LOAD= 180.2 DL= o lbs Dead Load 24 psf==> 0 plf 5 psf ==> 0 plf 15 psf ==> 0 plf 15 psf==> 22.5 plf 7.656 psf ==> 7.7 plf PLF TOTALD.L, = 30.2 PLF n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr = 1.00 [If d> 12, Cr= (12/d)'n>] ~ n= 0.i36 LVL d= b= 7.000 3.5 Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL Fb= 2900 X Cf X Cr= 2900 psi Fv= 290 psi E= 2.00 xl06 psi Mmax = 3805.80078 ft-lb= 45.67 in-K Vmax= Rmax-(w*d)= 1066 lbs R1= 1171 lbs R2= 1171 lbs Cd= 2-0ccupance = 1 R10.t.= 196 lbs R20.L.= 196 lbs RlL,t.= 975 lbs R2L.L.= 975 lbs USE0 CAPACITY Srequlred= Mmax/(Fb*Cd)= 15.75 ln3 Sprovlded= 28.6 in3 55.1 % O.K. Arequired= 1.5*Vmax/(Fv*Cd)= 5,5 ln2 Aprovlded= 24,5 in2 22.5% O.K. Allowable Def.= L/ 240 = 0.65 In. Actual Def.= 0.58 In. O.K. Dead Load Def.= 0.10 in • GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 270 in . in. VER:2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . ESI/FME Inc. .___S_TR_LA_'Cn_U_'l?A_L _EM __ G._Ti_lV._~E_R ___ S__. Page:Z/ C. Date: 9-2-15 Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: DARK RIDE NOS 2012, CBC 2013 & SDPWS-08 (ASD) G.sEAM AT MEZZANINE . XI w Span L1= 14,50 ft; Span L2= 3.50 ft; Pi= 0 lbs from @X1= 0,0 ft DL= o lbs [JR! fl'J./1 P2= 1400 lbs from STAIR STRNGRS @X2= 3.5 ft DL= 200 lbs ·i;--~ ---ll-----.!.---1.2---,J PSF TRIBUTARY PLF Dead Load ROOF=( 44 )x( 0.0 + 0.0 )= 0 24 psf ==> 0 plf WALL=( 14 )x( o.o + 0.0 )= 0 14 psf ==> 0 plf FLOOR=( 64 )x( 0.0 + 0.0 )= 0 24 psf ==> 0 plf DECK=( 115 )x( 2,5 + 0.0 )= 287.5 15 psf==> 37.5 plf SELF WEIGHT= 18.5 18.5 psf =::::> 18.5 plf TOTAL LOAD= 306.0 PLF TOTALD.L. = 56.0 PLF ALTE8NATE BEAM= DESIGN: --'-----'-----------;:===========,--n= 0.1111 PSL/Vl/6xSAWN I= 622.9 in4 Size Factor, Cf :::: 1.00 [If d> 12, Ct= (12/d)<">] +-n= 0,136 LVL d= 11.25 in. Repetitive Member, Cr=> No => Cr= 1 n= 0,092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 7519.56 ft-lb= 90,235 in-K Vmax= Rmax-(w*d):::: 2184 lbs IR1= 1751 lbs R2= 5156 lbs I · Cd= 2-0ccupance = 1.00 R10.L.= 334 lbs R20.L.= 873 lbs Max.Uplift= -614 lbs (neglect if <O) RlL,L,= 1417 lbs R2L.L.= 4283 lbs USED CAPACITY Sreq,= Mmax/(Fb*Cd):::: 31.1 in"3 Sprov.= 110.7 in"3 2s.1% O.K. Areq.= 1.S*Vmax/(Fv*Cd)= 11,3 in"2 Aprov.= 59.1 in"2 19.1% O.K. Allow.Center Def.= Li/ 240 = 0,73 in. Max.Def.@Center= 0.30 in. O.K. All.Overhang Def.= L2/ 120 = 0,35 in. Max.Def,® Cant.= 0.01 in. O.K. VERSION: 2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: ~, ----E S I / F M E Inc. Date: 9-2-15 STRUCTURAL ENGINEERS Job#: E553 Project Name: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) G.BEAM AT MEZZANINE Span Ll= 14.50 ft; Span'L2= 3.50 ft; Pl= 0 lbs from @X1= 0.0 ft P2= O lbs from @X,= 3,S ft PSF TRIBUTARY PLF ROOF={ 44 )x{ 0.0 + 0.0 )= 0 WALL=( 14 )x( 0.0 + o.o )= 0 FLOOR={ 64 )x( 0.0 + 0.0 )= 0 DECK=( 115 )x( 2.5 + 0.0 )= 287.5 SELF WEIGHT= 18.5 TOTAL LOAD= 306.0 PLF ALTERNATE BEAM = DL= DL= Client: ETHOS Plan #: DARK RIDE XI w 0 lbs / RI O lbs If-~ ---ll-----if---12-....;r Dead Load 24 psf ==> 0 plf 14 psf ==> 0 plf 24 psf ==> 0 plf 15 psf ==> 37.5 plf 18.5 psf ==> 18.5 plf T()TALD.L. = 56.0 PLF DESIGN: --,------------;:=======:;----n= 0.1111 PSL/Vl/6x5AWN I= 622.9 in4 Size Factor, Cf= 1.00 [If d> 12, C,= (12/d)<"l] ~ n= 0.136 LVL d= 11.25 in. Repetitive Member, Cr=> No => Cr= 1 n= 0,092 LSL b= 5.25 in. Fb= 2900 X Cf X Cr= Mmax = 7869.56 ft-lb= 2900 psi Fv= 290 psi E= 2.00 x106 psi 94.435 in-K Vmax= Rmax-(w*d)= 1931 lbs ,~1= 2089 lbs R2= 3418 lbs Cd= 2-0ccupance = 1.00 R10.L.= 382 lbs R20,L,= 625 lbs Max.Uplift= -276 lbs (neglect if <O) RlL,L= 1707 lbs R2L,L= 2793 lbs USED CAPACITY Sreq,= Mmax/(Fb*Cd)= 32.6 in"3 Sprov.= 110.7 in"3 29.4% O.K. Areq.= 1.5*Vmax/(Fv*Cd)= 10.0 in"2 Aprov.= 59.1 in"2 16.9% O.K. Allow.Center Def,= Li/ 240 = 0.73 in. Max.Def.@Center= 0.21 in. O.K. All.Overhang Def.= L2/ 120 = 0.35 in. Max.Def,@ Cant.:: -0.14 in. O.K. VERSION: 2014.0 • • • • • • ,. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page:~/ e E S I / F M E Inc . Date: 7-23-15 STRUCTURAL ENGINEERS Job#: E553 Project Nanie: NINJAGO NOS 2012, CBC 2013 & SDPWS-08 (ASD) QDROP BEAM AT REAR OF MEZZANJNIE MemberSpan = 18.0 ft Client: ETHOS Plan #: DARK RIDE L2 L1 Pi= 0 lbs from @L1= 0,0 ft DL= O lbs P2= 0 lbs from @L2= 0,0 ft DL= o lbs TOTAL PSF ROOF= ( 44 )x( WALL= ( 5 )x( FLOOR= ( 55 )x( DECK = ( 115 )x( ALTERNATE BEAM= DESIGN: TRIBUTARY (ft) o.o + 0.0 )= o.o + 0.0 )= o.o + o.o )= 3.0 + 1.5 )= SELF WEIGHT = TOTAL LOAD= PLF Dead Load 0 24 psf ==> 0 plf 0 5 psf==> 0 plf 0 15 psf==> 0 plf 517.5 15 psf==> 67.5 plf 24.6 24.61 psf ==> 24.6 plf 542.1 PLF TOTALD.L. = 92.1 PLF n= 0,1111 PSl/VL/6xSAWN Size Factor, Cr = 1.00 [If d> 12, Cr= (12/d)'">J ._ n= 0.136 LVL d= b= 11.250 7 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 X Cf X Cr= 2900 psi Fv= Mmax = 21955.4297 ft-lb= 263.47 in-K R1= 4879 lbs R10.L.= . 829 lbs R2 o.L. = 829 lbs R1 L.L. = 4050 lbs R2 L,L, = 4050 lbs Mmax/(Fb*Cd)= 90.85 in3 1.5*Vmax/(Fv*Cd)= 22.6 ln2 Allowable Def.= L/ 240 = 0.90 In. n= 0,092 LSL 290 Vmax= psi E= 2.00 x106 psi Rmax-(w*d)= 4371 lbs Cd= 2·0ccupance = 1 USED CAPACITY Sprovlded= 147 .7 in3 61.5% O.K • Aprovided= 78.8 ln2 28.7% O,K, Actual Def.= 0.77 in. O.K . Dead Load Def.= 0.13 in . GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 280 in . in. VER: 2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: 22 I ESI I F M E Inc . I Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG I ~~i(liB.jc' ,,',%"\fij;;:2"l:'~OR.t~Ti;j'jJta*a"NY~~,sis;,{l,SCEfi"~j]flL~"oli'1ee&I.l,lE)fU~~lrEN ,. ·=·'iae ,-,--~-~-·. ''''1)'"'\\;'S,,;/,<(,'j)i,',,. "a ~~.!~~$ff~~-~~(;~,~!#.,:.,\,:,._ . ~-11_.,~._.~_,~,,._,,-~~t -,.-..,:v~,~~--,i ~,..~:d~~~-h~~,~•~•~,1 ~·~•M\,..,., s,,v .. -, L-reJ.l.~J~§Jj§=-,tit~,~Jf/~t~l~!~51 + LONGIT /TRANSVERSE LOCATION: TEMPLE TOWER 2nd STORY /'\ RoofD.L. =( 24 )psfx( 23 )ft = 552 plf Hr FloorD.L =( 0 )psfx( 0 )ft = 0 plf WallD.L. ={ 8 )psfx( 14 )ft = 112 plf F2-t TOTAL= 664 plf H2 1st STORY F1-t Roof D.L. ={ 24 )psfx( 20 )ft = 480 plf '. Floor D.L. =( 9 )psfx( 14 )ft = 126 plf H1 Wall D.L. =( 16 )psfx( 25 )ft = 400 plf ~ TOTAL= 1006 plf ASCE 7-10 EQUIVALENT LATERAL FQRCE METHOD : (ASCE 7-10 Sec. 12,8} ZIP CODE: LATITUDE: 33.127000 LONGITUDE: -117.311000 FROM USGS WEB SITE: Ss = 1,123 SMs = Faxss = 1,179 R= 6.5 (T:12.2-1) S1 = 0,432 Fa= 1.05 Fv= 1.57 SM1 = FvxS1= 0.678 p= 1 I Site Soil Class= D SDs= 2/3 X SMs = 0,786 Risk Cat.II, 1. = 1,0 Seismic Design Category= D SD1= 2/3 x·SM1 = 0,452 h0=Height of the Structure Ct X Cs=~ 0.79 0.121 (12.8.2) Ct= 0,02 Steel Moment Res.Frame 0.028 0.8 = = R/I 6.5 X = 0,75 Concrete Moment Res, Frame 0.016 0.9 But not greater than (12.8,3) hn = 26.0 Ecc. Braced Steel Frame 0.03 0.75 SD1 0.45 0.302 (12.8.3) Ta=Ct X hn x = 0,23 All Other Structural Systems 0.02 0.75 Cs=-= "T.s = TxR/I Cs SHALL NOT BE LESS THAN 0.01 (12.8.3) GOVl;RNING Cs= 0;1209 IFS1 > 0,60g Cs= 0,5XS1 0.22 0.03 Tff' = -= 6,5 Qe = V = CsxW =>Eh= px0.7xQe = J:~;i;:1r'.:s,f-t:lWoffiij1ll1"11;;~:jrlj ~<i,:f!ti'9,l.'/r¾..~?tft-tt~~ "~~;~-~ ::,._w.:;,--:,-'·_ ASCE 7-10 SIMPLIFJED WIND Dl;SIG~ : (ASCE 7-10 Sec. 28.6.3) CO= 1.3 (CBC-1605.3) Mean Roof Height= 26.00 ft<60ft Wind Velocity = 110 mph Exposure= C Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 X co X 'A, X Kzt X P530 XI Risk Cat.II, I. = 1.0 "-= 1,36 (From ASCE 7-10 Figure 28.6·1) ZONES , •I Horizontal Pressures Vertical Pressures Overhangs T··iri,,,:, .. :-" ! -...... A B C D E F G H EoK GoK ~,-,,i""~ Ps30 (psf} 26,6 . :7,0 17.7 •3,9 ·23.1 ·16,0 ·16.0 ·12,2 -32,3 •25,3 ~ ~ ', (:( .-.;:: ·--i·'.?r··· ,:_ .. ,.,, ~ Ps (psf} 28.2 -7.4 18.8 -4.1 •24.5 -17.0 -11.0 -12,9 -34,3 -26.8 ,)" . , #r<· ..;"_;;(:f, _,1, ~- LEVEL Wi hi Wlxhi Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (ft} (ft-lb) {Dlf). (plf) (plf) FORCE(plf) ROOF 664 24 159:,ti 74 ---( 8 -2.5 )xP,= 103 f~~~,J.!tf]~!li~ 1 1006 14,5 l<too7 68 141.4 ( 2ti,S -7.0 }xP,= 366 l11Ji,_~i~l1l§<1~if~6.!>~, ~J'ih ,~-.1~ \,,.•111., ,1.'<.,-,,.:.~e-,i~ BASE 1670 0 ;:su:,.i:;:s 141.4 First Floor Wma = 263 VERSION: 2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: ~ ESI/FME Inc . Date: - 4·21·15 ., STRUCTURAL ENGINEERS I Job#: E553 Project Name: NINJAGO LOCATION: LASER MAZE t TRANSVERSE 1st STORY I Roof D.L. =( 14 Deck D.L. =( 0 Hr WallD.L. =( 10 Fl "7 ~ LONGITUDINAL 1st STORY HI Roof D.L. =( 14 Deck D.L. =( 0 ~ Wall D.L. =( 10 ASCE 7-10 EQUIVALENT FORCE METHOD : ZIP CODE: LATITUDE: 33.127000 FROM USGS WEB SITE: Ss = 1,123 )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( 27 )ft 0 )ft 27 )ft 33 )ft 0 )ft 33 )ft LONGITUDE: Client: ETHOS Plan #: TEMPLE BLDG = 378 plf = 0 plf = 270 plf TOTAL= 648 plf = 462 plf = 0 plf = 330 plf TOTAL= 792 plf (ASCE 7·10 Sec. 12.8) -117.311000 SMs = Fax Ss = 1,123 ~-------S...,_1_=_0_.4_3_2...., Fa= 1,0 Fv= 1.5 SM1 = Fvx S1 = 0.648 R= 6.5 (T:12.2-1) p = 1 ISite Soll Class = D I Seismic Design Category = D SDs = 2/3 x SMs = 0.749 SD1 = 2/3 X SM1 = 0.432 Risk Cat.II, I0 = 1.0 n0=11e1gnc or me <>uuccure Ct X Cs=~ = ~ = 0,115 R/ I 6.5 (12.8.2) Ct= 0.02 Steel Moment Res.Frame 0,028 0.8 X= 0.75 Concrete Moment Res. Frame 0,016 0.9 But not greater than (12,8.3) ,hn = 12,0 Ecc. Braced Steel Frame 0.03 0.75 _ SD1 _ 0,43 _ 0,515 Cs---__ - TxR/I 0,8 (12.8.3) Ta=Ct X h/ = 0.129 All Other Structural Systems I 0.02 0.75 Cs SHALL NOT BE LESS THAN 0.01 (12.8.3) GOVERNING Cs= 0.1162 0,5XS1 = 0,22 IF S1 > 0,60g Cs= RJT 6'.s""' = 0.03 Qe = V = Cs x W => Eh = p x 0.7 x Qe = ASCE 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7•10 sec. 28.6.3) CO= 1.3 (CBC-1605.3) Mean Roof Height= 11.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C K.t= 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps= 0.6 X COX A. X Kzt X Ps30 XI Risk Cat.II, I0 = 1.3 ). = 1.21 (From ASCE 7-10 Agure 28.6-1) Horizontal Pressures A B C D Pa3o(psf) 19.2 -10.0 12,7 -5.9 P,(psf) 24.1 -12.6 16,0 -7.4 LEVEL WI Fx Story Shear USE WIND ZONE=> C CONTROLUNG TRANSVERSE (plf) (plf) (plf) (plf) FORCE(plf} ROOF 648 52 52 ( 12,5 -5,5 )xP.= LEVEL WI Fx Story Shear USE WIND.ZONE=> C CONTROLLING LONGITUDINAL (plf) (plf) (plf) (plf) FORCE(plf} ROOF 792 64 64 ( 12.5 -5.5 )xP.= VERSION: 2014.0 • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page: :?A-- ESI I FM E Inc . Date: 4-21-15 STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG 11--···"&,_'_@'-X\"'·sf1~i~tf'j>.'R~ ~~R'K''~jj~~Y.-$lslislle"·~1~-.· ii!~.r-re·",,., .. ltu ., ........ -=f·-·•ssc=•·$r "'''•···~~ ~~~·"'··C•\'WJ t -%Xi.k~~,t~!:t-1Jx.t,,,;;., · . · .,.'...t.' -~ · M: ~Al A:~ .. ..:,, l '~ .. :...Jfl.r~. ·_9.;~t .. !!J~ ... 9.' t £J.,· .. ;!WAll.fflULJ!g~gL¼-~16.9Q,;;,.~J~· '.' . .k:sW-i\f1'1' LOCATION: EXIT SHOP ! TRANSVERSE 1st STORY /\ Roof D.L. =( 14 )psfx( 40 )ft = 560 plf Deck D.L. =( 0 )psfx( 0 )ft = 0 plf Hr Wall D.L. =( 10 )psfx( 40 )ft = 400 plf TOTAL= 960 p!f F1 "7 ... --LONGITUDINAL 1st STORY HI RoofD.L. =( 24 )psfx( 18 )ft: = 432 plf Deck D.L. =( 14 )psfx( 50 )ft: = 700 plf ~ Wall D.L. =( 10 )psfx( 50 )ft: = 500 plf . TOTAL= 1632 plf ASCE 7-10 EQUIVALENT FORCE METHOD : (ASCE 7·10 Sec. 12.8) ZIP CODE: LAmUDE: 33,127000 LONGITUDE: -117,311000 FROM USGS WEB SITE: Ss = 1.123 SMs= FaxSs= 1,123 R= 6.5 (T:12,2-1) 51 = 0.432 Fa= 1.0 Fv= 1.6 SM1 = Fvx51 = 0.648 p= 1 !Site Soil Class= D I SDs= 2/3 X SMs = 0,749 Risk Cat.II, I0 = 1,0 Seismic Design Category= D SD1= 2/3 X SM1 = 0.432 n0::He1gm 01 me otruc ure ct )( Cs=~ 0,75 0.115 (12.8.2) Ct= 0.02 Steel Moment Res.Frame 0.028 0.8 = R/I 6.5 X= 0.75 Concrete Moment Res. Frame 0.016 0.9 But not greater than (12.8,3) hn = 12,0 Ecc. Braced Steel Frame 0.03 0.75 S01 0.43 0.515 (12.8.3) T8=Ct X h; = 0,129 All Other Structural Systems 0.02 0,75 Cs=-= 0.8 = TxR/I Cs SHALL NOT BE LESS THAN 0,01 (12.8.3) GOVERNING Cs= 0.1162 IFS1 >0,60g Cs= 0,5XS1 0.22 0,03 RjI = -= 6,5 Qe = V = Cs x W => Eh = p x 0.7 x QE = E1r~'.'~Jt~jifillff-WJ -~~~·,%1=--:c.·-:r.:~~ ....,,,...,,,_~~ , "'.M~L ASCE 7-10 SIMeLIFIED WIND D§SI§N ; (ASCE 7-10 Sec. 28,6,3} ©= 1.3 (CBC-1605.3) Mean Roof Height= 12.00 ft<60ft Wind Velocity = 110 mph Exposure= C Kzt= 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps= 0.6 X ro X ;>.. X Kzt X Ps30 XI Risk Cat.II, 10 = 1.3 A,= 1,21 (From ASCE 7-10 Agure 28.6·1) ,.· .••. : •• 1111111 .--. '"•II 1ii 11111 . ,. ·;-. ZONES , I '" • ,i~ Horizontal Pressures Vertical Pressures Overhangs .. . ">~i ,:•') I ''''j'•lllf/11'.11 : •• ~· ' -? •• _.,; •• ;:~-.--·;: .. I ,. (.· •• A B C D E F G H EOH GOH ~ ..;.-,._~1~j .• , ... ::-: .... ;:;t ~~-,..~ Pm(Psf) 19.2 -10.0 12,7 -5.9 -23,1 -13,1 -16,0 -10.1 •32.3 ·25.3 ·~·-• I ,.'i'f"""'•~Y 1)' ' ('--;· ::.:· P.(psf) 24,1 -12.6 16,0 -7.4 · ·29.0 -16,5 -20.1 -12.7 -40.6 -31.8 ~'f: ~ LEVEL WI Fx Story Shear USE WIND ZONE=> C CONTROLUNG TRANSVERSE (plf} (plf) (plf) (plf) FORCE{plf) ROOF 960 77 77 ( 13 -5.5 }xP,= 120 ~lK(W!lt!?):}{tffii~Di LEVEL WI Fx Story Shear USE WIND ZONE=> C CONTROLLING LONGITUDINAL (plf) (plf) (plf) {plf) FORCE{plf) ROOF 1632 132 132 ( 14 -5,5 )xP.= 136 ~1,{m_«D):§!4%;lS,(if VERSION:2014.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • i f Page: "2,,_ -='--"..__ __ E S I / F M E Inc . Date: 9·8·15 ES I STRUCTURAL ENGINEERS Job#: E553 Client: ETHQS Project Name: NINJAGO Plan #: TEMPLE BLDG SHEAR WALL DESIGN (/BC·2012 I CBC 2013 I SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S01= 0.76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 ft 0 WALL{S) @ GRID LIN_E R {WALL 1= 11.00 ft OPENING= LOAD=( 112 o.oo plf ( plf ( plf( ft Walll I= 11.00 ft} WALL2= o.oo 33.0 ft/ 2 + 0 ) = ft WALL3= 1848 lbs. o.oo ft WALL 4= o.oo ft TOTAL WALL LENGTH= 17.00 .ft LOAD=( 0 LOAD=( 0 LOAD=( 0 plf ( SHEAR = T. LOAD/ L = 1848 o.o ft/ 2 + 0 ) = o.o ft/ 2 + 0 ) = o.o ft/ 2 + 0 ) = lbs/ 17.00 ft = o lbs. o lbs. 0 109 lbs. lbs/ft ANCHOR/STRAP? ANCHOR 109 lbs/ft.-------,-----. GOV.FORCE= WIND ..;:Uc...;;:;S'-=E-'--=-"--"--'W~/5:;,;l.:::8_;"·.:::D.:.:ia:.:::.xc:..1,:.;0~"..:A.:::.B,:.;.:..;;'Sc..;@=----..:7.::;:2'--_ .. .;::0,...;/c=-----'-----+---=A~B::.:7.:::2,__-I UPLIFT: L (Wall)= 17.0 ft LOAD= 1848 I1:Js, O.T.M.= 18480 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.LxTrib.Width+Floor D.L.xTrlb.Wldth]x(S.W. Length}2 /2 WALL Wf= 18 psfx 10 ft= 180 lbs RDL= 14 psf TrbW= 1 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 18782 lbs UPUFf=(O,T.M.-R.M.)/L,.,.11 UPLIFT= -18 lbs . PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A, lbs O.K Dia hragm Lerl th= 27 ft Provide A35's or Hi's@ 48 Inches O.C, V= 68 If @wALL{S)@ GRID LINE M PLATE HT= 10 ft {WALL 1= 3.50 ft OPENING= 0.00, ftWalll I= 3.50 ft} WALL2= o.oo ft WALL3= o.oo ft WALL4= o.oo ft LOAD=( 112 plf ( 33.0 ft/ 2 + 0 )= 1848 lbs. TOTAL WALL LENGTH= 3.50 ft LOAD=( 0 plf( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1848 lbs/ 3.50 ft 528 lbs/ft ANCHOR/STRAP? ANCHOR 528 lbs/ft GOV.FORCE= WIND USE 13 W /5/8" Dia.x 10" A.B.'S@ 24 110 C AB24 UPLIFT: L (Wall)= 3.5 ft LOAD= 1848 lbs. O.T.M.= 18480 ft-lbs RESISTING MOMENT= 0,67 x [Bearing Wall Weight] +Roof D,L.xTrib.Wldth+Floor D.L.xTrib.Wldth]x(S.W. Length)2 /2 WALL wr= 18 psf x 10 ft= 180 lbs RDL= 20 psf TrbW= 1 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 820.75 lbs UPLIFf=(O.T.M.-R.M.)/Lw.11 UPLIFT= 5046 lbs PROVIDE SIMPSON: HTT5 PER POST, CAPACITY= 4350 lbs NOT O.K, Dia hra m Length= 18 ft Provide A35's or H1's @ 48 inches o.c. V= 103 If @wALL{S)@ GRID LINEN PLATE HT= 11.5 ft {WALL 1= 16.00 ft OPENING= o.oo ftWalllI= 16,00 ft} WALL2= o.oo ft WALL3= 0.00 ft WALL4= o.oo ft LOAD=( 120 plf ( 29.0 ft/ 2 + 0 )= 1740 lbs. TOTAL WALL LENGTH= 16.00 ft LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD==( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1740 lbs/ 16.00 ft 109 lbs/ft ANCHOR/STRAP? ANCHOR 109 lbs/ft GOV.FORCE= WIND USE 11 W/5/8" Dia.x 10" A,B.'S@ 72 "o/c AB72 UPLIFT: L (Wall)= 16.0 ft LOAD= 1740 lbs. O.T.M.= 20010 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.xTrib.Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)2 /2 WALL WT= 14 psfx 12 ft= 161 lbs RDL= 24 psf TrbW= 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 22040 lbs UPLIFf=(O.T.M.-R.M.)/1.wan UPLIFT= ·127 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N,A, lbs O.K Diaphragm Length= 32 ft Provide A35's or Hl's @ 48 inches O.C. V= 54 plf VERSION 2014.2 • • • • • • • • • • • • • .• , • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • i ii E S I / F M E Inc . STRUCTURAL ENGINEERS Page: 2€J. Date: 9-8-15 Job#: E553 ES I -----Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG SHEAR WALL DESIGN (/BC 2012/CBC 2013/SDPWS-08) ' SEISMJC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S00= 0. 76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 fl 0 WALL(S) ® GRiD LINE J {WALL 1= 4.oo ft OPENING= LOAD=( 120 0.00 plf ( plf ( ft Walll i= 4,00 ft} WALL2= 7.50 44.0 ft/ 2 + 0 ) = ft WALL 3= o.oo ft WALL 4= o.oo ft 2640 lbs. TOTAL WALL LENGTH= 11.50 fl LOAD=( 0 LOAD=( 0 LOAD=( 0 SHEAR = T. LOAD/ !-= ANCHOR/STRAP? ANCHOR plf ( plf( 2640 o.o ft/ 2 + 0 ) = o.o ft/ 2 + 0 ) = o.o ft/2+ 0 )= lbs / 11.50 ft = 0 lbs. 0 lbs. 0 lbs. 230 lbs/ft 230 lbs/ft GOV.FORCE= WIND ...;U;...._S-=E_,_ __ 1 __ 1___._....;w=..;/S;;.</-"8_""-.D..;.:ia=.x~l0"-11-"A-"'.~B-"-C'S:;.,;@=----.;:;.5;:;..6 __ ..::..,,,;=-----'------1--__:=:.=..---l "o C AB56 UPLIFT: L (Wall)= 4.0 ft LOAD= 918 lbs. O.T.M.= 9183 ft-lbs RESISTING MOMENT= 0.67 X [Bearing Wall Weight] +Roof D.L.XTrib.Wldth+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT"" 18 psfx 10 ft= 180 lbs RDL= 14 psf TrbW= 1 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 1039.8 lbs UPUFf=(O,T.M.-R.M.)/lwau UPLIFT= 2036 lbs PROVIDE SIMPSON: HTT5 PER POST, CAPACITY= 4350 lbs O.K Dia hra m Len th= . 60 ft Provide A35's or Hi's @ 48 Inches O,C. V= 44 If © WALL(S) @ BETWEEN GRID LINE H & G {WALL 1= 11.00 ft OPENING= o,oo ft Walll != 11.00 It} WALL2= o.oo ft WALL 3= LOAD =( 120 plf ( 33,0 ft/ 2 + 0 ) = 1980 lbs. LOAD =( 0 plf ( 0,0 ft/ 2 + 0 ) = 0 lbs • LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 lbs • LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. SHEAR= T. LOAD/ L = 1980 lbs/ 11.00 ft 180 lbs/ft PLATE HT= 10 fl o.oo ft WALL 4= o.oo ft TOTAL WALL LENGTH= 11.00 ft ANCHOR/STRAP? ANCHOR 180 lbs/ft.------....-------. GOV.FORCE= WIND .,;U~Sc...;;;E__.,_1_1__._ __ W__._,5~8-"_D __ ia=.x~lO .... ''""' A""",_B._'S'--@=-----'7""2'---_'""''o..._/c;;;.... __ ...,__ ___ +---'A;.,:;8~7;...c2'----I UPLIFT: L (Wall)= 11.0 ft LOAD= 1980 lbs. O.T.M.= 19800 ft-lbs RESISTING MOMENT= 0.67 x[Bearlng Wall Weight] +Roof D.LxTrlb.Wldth+Floor D.L.xTrlb.Width]x(S.W. Length)2 /2 WALL WT= 18 psf x 10 ft= 180 lbs RDL= 20 psf TrbW= 4 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 10539 lbs UPUFf=(O.T.M.-R.M.)/L,.,.11 UPLIFT= 842 lbs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O,K Dia hra m Length= 40 ft Provide A35's or Hl's@ 48 inches o.c. V= 50 If @WALL{S)@ GRID LINEF PLATE HT= 10 ft {WALL 1= 15.00 ft OPENING= o.oo ftWalll I= 1s.oo It} WALL2= o.oo ft WALL3= o.oo ft WALL4= 0.00 ft LOAD=( 120 plf ( 13.0 ft/ 2 + 0 )= 780 lbs. TOTAL WALL LENGTH= 15.00 fl LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 780 lbs/ 15.00 ft 52 lbs/ft ANCHOR/STRAP? ANCHOR 52 lbs/ft GOV.FORCE= WIND USE 10 W/5/8" Dia.x 10" A.B.'S@ 72 "o/c AB72 UPLIFT: L (Wall)= 15.0 ft LOAD= 780 lbs, O.T.M.= 7800 ft-lbs RESISTING MOMENT= 0,67 x.[Bearing Wall Weight] +Roof D.LxTrib.Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)2 /2 WALL WT= 18 psfx 10 ft= 180 lbs RDL= 24 psf TrbW= 1 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 15377 lbs UPLIFf=(O,T.M,-R,M.)/lwau UPLIFT= •SOS lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O,K Diaphragm Length= 25 ft Provide A35's or H1 's @ 48 Inches 0,C. V= 31 plf VERSION 2014.2 • • • • ., • • • • • • • • • , • • • • • • • • • • • • • • • • • • • ,. • • ·• • • • ., • • • i t E S I / F M E Inc . Page:-=_'f-L--- Date: STRUCTURAL ENGINEERS Job#: E553 ES I -----Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG SHEAR WALL DESIGN (/BC 2012 I CBC 2013 I SDPWS-08) S = 1.000.;!;, Os ,,. .. .,.,:,-:,· _SEISMIC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S0,= 0.76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 ft 0 WALL(S) @ GRID LINE ~ {WALL 1= 32,00 ft OPENING= LOAD=( 136 o.oo plf ( plf ( ft Wall1 I= 32.00 ft} WALL2= o.oo 34.0 ft/ 2 + 0 ) = ft WALL 3= o.oo ft WALL 4= o.oo ft 2312 lbs. TOTAL WALL LENGTH= 32.00 ft LOAD=( 0 o.o ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 ) = 0 lbs. SHEAR = T. LO(\D / !-= 2312 lbs / 32,00 ft = 72 lbs/ft ANCHOR/STRAP? ANCHOR 72 lbs/ft "o/c GOV.FORCE= WIND ..;;U;;....::Sc...=E~-=:;......,--W:..:.,_;/5:::..,/;..;:8:...".:::Dc:.::ia::::.x::..=10=--"--=A.:.:.B=:;.;..;:'S:..;@:::._ _ _:7.:::.2:......._.=..!..:=---'--..L-----+-~A::,:B::.:7:...:2:....._---l UPLIFT: L (Wall)= 32.0 ft LOAD= 2312 lbs. O.T.M.= 23120 ft-lbs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Floor D.L.xTrlb.W!dth]x(S,W. Length)2 /2 WALL WT= 18 psfx 10 ft:= 180 lbs RDL= 14 psf TrbW= 14 ft FOL= 0 psf TrbW= 0 ft RES.MOM= 128983 lbs UPUFT=(O.T.M.-R.M.)/1.waR UPLIFT= •3308 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N,A. lbs O,K Dia hra m Len th= 40 ft Provide A35's or Hi's @ 48 Inches o.c. V= 58 If @ WALL(S) @ GRID LINE 4.9 {WALL 1= 13.00 ft OPENING= LOAD=( 136 LOAD=( 0 LOAD=( 0 LOAD=( 0 SHEAR= T. LOAD/ L = ANCHOR/STRAP? ANCHOR o.oo ftWall1I= plf ( 40.0 plf ( o.o plf ( o.o plf ( 0.0 2720 lbs/ 13.oo ft} WALL2= ft/ 2 + 0 ft/ 2 + 0 ft/ 2 + 0 ft/ 2 + 0 13.00 ft PLATE HT= 10 ft o.oo ft WALL3= o.oo ft WALL4= o.oo )= 2720 lbs. TOTAL WALL LENGTH= 13.00 )= 0 lbs. )= 0 lbs. )= ' 0 lbs. 209 lbs/ft 209 lbs/ft ft ft GOV.FORCE= WIND .;:U:.....:;;S_E;;;._.<...,;1_1.....,,__.....;w;.;;.:..;,s;.,...=8_"..;;;.D.;;.;;la;;.;;'x,;..;1;;.;o;..."..;;.Ac;;.B;;.;.""''S.....;@=---.;:;.64.;;...._ __ "..;;.o&..;c;;.._ __ ..,__ ___ +-__:A.::B:;.::6;.:4_-I UPLIFT: L (Wall)= 13.0 ft LOAD= 2720 lbs. O.T.M.= 27200 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 18 psfx 10 ft:= 180 lbs RDL= 14 psf TrbW= 12 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 19702 lbs UPUFT=(O.T.M.-R.M.)/lwan UPLIFT= 577 lbs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O.K Dia hragm. Len th= 44 ft Provide A35's or Hi's@ 48 Inches O.C. V= 62 If ® WALL{S)@ GRID LINES PLATE HT= 10 ft {WALLl= 6.00 ft OPENING= o.oo ftWall1I= 6.00 ft} WALL2= o.oo ft WALL3= o.oo ft WALL4= 0.00 ft LOAD=( 112 plf ( 27.0 ft/ 2 + 0 )= 1512 lbs. TOTAL WALL LENGTH= 6.00 ft LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 1512 lbs/ 6.00 ft 252 lbs/ft ANCHOR/STRAP? ANCHOR 252 lbs/ft GOV.FORCE"' WIND USE 11 W /5/8" Dia.x 10" A,B.'S@ 52 "o/c AB52 UPLIFT: L (Wall)= 6.0 ft LOAD= 1512 lbs. O.T.M.= 15120 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.xTr!b.Width+Floor D.L.xTrib.Wldth]x(S.W. Length)2 /2 WALL WT= 18 psf x 10 It = 180 lbs RDL= 14 psf TrbW"' 13 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 4365.7 lbs UPLIFT=(O.T.M.-R.M.)/1.wan UPLIFT= 1792 lbs PROVIDE SIMPSON: HTT5 PER POST, CAPACITY= 4350 lbs 0,K Diaphragm Length= 6 ft Provide A35's or Hl's@ 16 Inches O.C. V= 252 plf VERSION 2014.2 • • • . , ., • •• • • • • • • • • • • • • • • • ~' • • • • .' -"" • • • •• • • • • • • • • • • • • i ~ Page:---'=-'g~-- E S I / F M E Inc . Date: 9-8-15 STRUCTURAL ENGINEERS Job#: E553 ES I -----Client: ETHOS Project Name: NINJAGO Plan #: TEMPLE BLDG SHEAR WALL DESIGN (/BC 2012 I CBC 2013 I SDPWS-08) SEISMIC UPLIFT DEAD LOAD PARAMETER= 0.9-0.14S0,= 0.76 (CBC ALTERNATE BASIC LOAD COMBINATIONS) PLATE HT= 10 ft @wALL(S) @ GRID UNE 10 {WALL 1= s.oo ft OPENING= o.oo ft Walll l= s.oo ft} WALL2= o.oo ft WALL 3= o.oo ft WALL 4= o.oo ft LOAD =( 64 plf ( 38.0 ft/ 2 + 0 ) = 1216 lbs. TOTAL WALL LENGTH= 8,00 ft LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = o lbs. LOAD =( 0 plf { o.o ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = 0 lbs. SHEAR = T. LOAD / L = 1216 lbs/ 8.00 ft = 152 lbs/ft ANCHOR/STRAP? ANCHOR 152 lbs/ft "o/c GOV.FORCE= WIND ..;U~S:...;:;E-J,,....;;;;.;;.....,~-W;;.;;,,<.;5::.,/..::8:...".,:;:D.:.:ia;:,::•X:.:.,:;:;10::.'..,;' A.::•:::;B•:.:'S::.®:::;__..,;7.,:;:2:.___.;.t.;.=-----..1...---+----'A~B~7:.!2:__-1 UPLIFT: L (Wall)= 8.0 ft LOAD= 1216 lbs. O.T.M.= 12160 ft-lbs RESISTING MOMENT= 0,67 x [Bearing Wall Weight] +Roof D.L.xTrlb.Wldth+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 18 psf x 10 ft = 180 lbs RDL= 14 psf TrbW= 11 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 7161 lbs UPLIFf=(O.T.M.-R.M,)/1.wau UPLIFT= 625 lbs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O,K Dia hra m Length= 13 ft Provide A35's or Hl's@ 48 inches o.c. V= 94 If @ WALL(S) @ GRID LINE 12 {WALL 1= 29.0D ft OPENING= o.oo ft Walll != 29.DD ft} WALL2= o.oo ft WALL3= LOAD =( 112 plf ( 17,0 ft/2+ 0 )= 952 lbs. LOAD =( 0 plf ( o.o ft/2+ 0 )= o lbs. LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = o lbs. LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = o lbs. SHEAR= T. tdAD / L = 952 lbs/ 29.00 ft 33 lbs/ft ANCHOR/STRAP? ANCHOR 33 lbs/ft PLATE HT= 10 ft o.oo ft WALL 4= o.oo ft TOTAL WALL LENGTH= 29.00 ft .-----,....------, GOV.FORCE= WIND U S E 10 W 5 811 Dia.x 10" A,B,'S@ 72 "o c AB72 ..;:c...;;;_;;;._~a.;...,._____,;"'-'-::.,,..;;;_.;;;.=.c.=~='""'-':....-..;;.,,c;; __ """'-':;..,_--J..-----+-__;=.,:;::...---1 UPLIFT: L (Wall)= 29.0 ft LOAD= 952 lbs. O.T.M.= 9520 ft-lbs RESISTING MOMENT= 0,67 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Fioor D.L.xTrlb.Width]x(S.W. Length)2 /2 WALL WT= 18 psf x 10 ft= 180 lbs RDL= 14 psf TrbW= 9 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 86211 lbs UPLIFf=(O.T.M.-R.M.)/1.wau UPLIFT= -2645 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Dia hra m Len th= 32 ft Provide A35's or H1 's @ 48 lncheso.c. V= 30 If @wAL~(S)@ GRIDLINEYl PLATE HT= 16 ft {WALL!= 9.50 ft OPENING= 0,DD ftWallll= 9,50 ft} WALL2= 9.so ft WALL3= 0.00 ft WALL4= o.oo ft LOAD=(. 366 plf ( 25,0 ft/ 2 + 0 )= 4575 lbs. TOTAL WALL LENGTH= 19.00 ft LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/2+ 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR= T. LOAD/ L = 4575 lbs/ 19.00 ft 241 lbs/ft ANCHOR/STRAP? ANCHOR 241 lbs/It GOV.FORCE= WIND USE 11 W/5/8" Dia.x 10" A,B,'S@ 52 "o/c AB52 UPLIFT: L (Wall)= 9.5 ft LOAD= 2288 lbs. O.T.M.= 36600 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Floor D.L.xTrib.Wldth]x(S,W. Length)2 /2 WALL WT= 14 psfx 16 ft= 224 lbs RDL= 24 psf TrbW= 8 ft FDL= 0 psf TrbW= 0 It RES.MOM= 12577 lbs UPLIFf=(O,T.M.-R.M.)/L.,011 UPLIFT= 2529 lbs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O,K Diaphragm Length= 6 ft Provide A35's or Hi's@ NG Inches O.C. V= 763 plf VERSION 2014.2 • • • • • • ,. • • • • • • • • • • .I • • • • • .,: • • • • • • • •• • •• • • • • • ,. • • • • Page: i t E S I / F M E Inc . ~-#---- Date: 9-8-15 STRUCTURAL ENGINEERS Job#: E553 ES I -----Client: ETHOS ' Project Name: NINJAGO Plan #: TEMPLE BLDG -------------------SHEAR WALL DESIGN (/BC 2012/CBC 2013/ SDPWS-08) , Sos= 0.7,9-,o.}{ SEISMIC UPLIFT DEAD LOAD PARAMETER :,0.9-0.14S00= 0.79 (CBC ALTERNATE BASIC LOAD COMBINATIONS) @wALL{S) @ GRID LINE Y4 {WALL 1= 13.DD ft OPENING= o.oo ft Wall1 !.= 13,00 ft} WALL2= o.oo LOAD =( 366 plf ( 26.0 ft/ 2 + 0 ) = LOAD =( 0 plf ( o.o ft/ 2 + 0 ) = LOAD =( 0 plf ( o.o ft./ 2 + 0 ) = LOAD =( 0 plf ( o.o ft./2 + 0 ) = SHEAR = T. LOAD/ L = 4758 lbs/ 13,00 ft. ft WALL3= 4758 lbs. o lbs. o lbs. o lbs. 366 lbs/ft PLATE HT= 17.5 ft o.oo ft. WALL 4= o.oo ft TOTAL WALL LENGTH= 13.00 ft ANCHOR/STRAP? ANCHOR 366 lbs/ft.....-------.-----. GOV.FORCE= WIND -=Uc....:::.S....;E;:.....<-.aa=-"'--~W./-=-5/'-'8c..."-=D;..:.;lac.::,xc:..1;::.;0;;.."..;;.A.;;.;,B:;.:;.'..;:;S--=®'--__,.;3;.;;6c...__'_:'o'-'-/-=-c--__._----l--~A::B::.:36=---l UPLIFT: L (Wall)= 13,0 ft. LOAD'= 4758 lbs. O.T.M.= 83265 ft-lbs RESISTING MOMENT= 0.67 X [Bearing Wall Weight) +Roof D.L.xTrib.Width+Floor D.L.xTrlb.Width]x(S.W. Length)2 /2 WALL WT= 18 psfx 18 ft= 315 lbs RDL= 14 psf TrbW= 11 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 26552 lbs UPLIFT=(O,T.M.-R.M.)/Lw.11 UPLIFT= 4363 lbs PROVIDE SIMPSON: HDUS PER POST, CAPACITY= 6970 lbs O.K Dia hra m Length= 13 ft Provide A35's or Hl's @ 8 inches O.C • V= 366 If @wALL{S)@ GRID LINE Xl &. X3 PLATE HT= 11 ft {WALL 1= 6,00 ft OPENING= 0,00 ftWall1 i= 6.00 ft} WALL2= o.oo ft WALL3= 0,00 ft WALL4= o.oo ft. LOAD=( 366 plf ( 25.0 ft/ 2 + 3 )= 5673 lbs. TOTAL WALL LENGTH = 6.00 ft LOAD=( 0 plf ( o.o ft./2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/2 + 0 )= 0 lbs. SHEAR = T. LOAD/ L = 5673 lbs/ 6.00 ft. 946 lbs/ft ANCHOR/STRAP? ANCHOR 946 lbs/ft. GOV.FORCE= WIND USE 12 W/5/8" Dia.x 12" A.B.'S@ 12 "o/c 3xSILL AB12 DBL SIDED UPLIFT: L (Wall)= 6.0 ft LOAD= 5673 lbs. , O.T.M.= 62403 ft-lbs RESISTING MOMENT= 0,67 x [Bearing Wall Weight] +Roof D.L.xTrib.Wldth+Floor D.L.xTrib.Wldth]x(S.W. Length)2 /2 WALL WT= 15 psf x 11 ft = 165 lbs RDL= 24 psf TrbW= 10 ft. FDL= 0 psf TrbW= 0 ft RES.MOM= 48~4.3 lbs UPLJFT=(O.T.M.-R.M.)/lw.11 UPLIFT= 9586 lbs PROVIDE SIMPSON: HDU11 PER POST, CAPACITY= 9535 lbs NOT O.K • Dia hra m Length= 9 ft Provide A3S's or Hl's @ 8 Inches O.C. V= 630 If @ WALL{S) @ UPPER TOWER {WALL 1= 9.50 ft OPENING= o.oo, ft Wall1 !.= 9,so ft} WALL2= o.oo ft WALL 3= LOAD=( 103 plf ( 14.0 ft/ 2 + 5 ) = 1236 lbs. LOAD=( 0 plf ( 0,0 ft/ 2 + 0 }= O lbs • LOAD =( 0 plf ( 0,0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + Q ) = O lbs • SHEAR= T. LOAD/ L = 1236 lbs/ 9.50 ft 130 lbs/ft PLATE HT= 5 ft o.oo ft WALL 4= o.oo ft. TOTAL WALL LENGTH= 9.50 ft ANCHOR/STRAP? STRAP j\ 130 lbs/ft.----~~---- GOV.FORCE= WIND _u_-_S_E_,_/10\_1_0~ _____ W..:/_1_6d_S,_P_.N_. -"@ __ 1_0 __ '_'o.:./_c __ __._l ___ -+_S_P_N_1_0---i UPLIFT: L (Wall)= 9.5 ft. LOAD= 1236 lbs. O.T.M.= 6180 ft-lbs RESISTING MOMENT= 0.67 x [Bearing Wall Weight] +Roof D.L.xTrlb,Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)2 /2 WALL WT= 14 psfx 5 ft= 70 lbs RDL= 24 psf. TrbW= 7 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 7195.6 lbs UPUFT=(O.T.M.-R.M.)/L, .. 11 UPLIFT= -107 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N,A. lbs O,K Diaphragm Length= 9.5 ft Provide A35's or Hi's @ 32 Inches O.C. V= 130 plf VERSION 2014.2 •• • • • •• • • • •• ' . :e •• •• • • • • • • •• • • • • •• • •• • • • -• • • • • • • •• • • • • • • .:.:· . I ES J_ /FM E , ·I n c . ·sheet 3t? STRUCTURAL ENGINEERS Date 4, '2/...-/ ~ ._____ ___ -'------___, ______ __J JN. /i3 5~5 e~~ f'O(crAL WttJD AfJA-L"\~I S [' l N' l ,. ., t,J,.., i:;;, r =-2-5. ~ ps-f CA~c.1: ,. 2 1 . c,, -1) p(Mo)""' :.2'.5. z/i.r::: I 9,D rsf ~ J-E,.o I 17'•&' f, ;: u, 1 Jl 4'' ,< Ill rs.f :: r z. .=: ; • ~ 'x '!,.2.' ,i '$' . ~ l lbZ. ~J )'3f;f.u. I 01:A L ZoZ~ z-><-z&.zo '* <= ; 2-ic# > I i 5ft o\~ M ::: ll f;2-~ (15') + 2oz-tt-(-=,-:~') ;,. IR, 8'00 .f-11' . ~ /8. i ~-.\: .,::;: -· 1• ,. • • • • • • • .• , • • • • • • •• • ., • • • , . • • • • • ., t • • • • • • • • • ,. • , . • • ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Description : ENTRY PORTAL FOOTING Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... px : parallel to X-X Axis ; pz: parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete .. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing-Bar Size = ,# Bars parallel to Z-Z Axis Number of Bars = = = = = = = = = = 6.0 ft 6.0 ft 30.0 in 50.0 in 50.0 in 8.0 in 3.0 in 8.0 5 8.0 Reinforcing Bar Siz1 = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applie_d Loads . D P : Column Load = 2.0 OB : Overburden = M-xx = M-zz = 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 1.10: 1 1.10: 1 Yes Yes Yes Yes Lr Project Tille: NINJAGO-LEGOLAND EnQineer: SWR ProJect Descr: Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure Increase per foot of depl = when maximum length or width is greater=t L s w E Project ID: E553 3 J 2.670 ksf No 250.0 pcf 0.30 H ft ksf ft ksf ft k ksf k-ft 18.80 k-ft -------------------------------- V-x = 1.40 k V-z = k • •• • • ·-• •• • • l. • • • • • • • •• • •• • • • • • • • • • -• • • • • • • • • , . • • • • ESI/FME, Inc . Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 I.ti II Description : ENTRY PORTAL FOOTING DESIGN SUMMARY Min. Ratio Item PASS 0.3166 Soil Bearing PASS n/a Overturning -X-X PASS 2.160 Overturning-Z-Z PASS 3.585 Sliding-X-X PASS n/a Sliding-Z-Z PASS n/a Uplift PASS 0.009413 Z Flexure ( +X) PASS 0.005426 Z Flexure (-X) PASS 0.001816 X Flexure (+Z) PASS 0.001816 X Flexure {-Z) PASS n/a 1-way Shear (+X) PASS n/a 1-way Shear (-X) PASS n/a 1-way Shear (+Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Applied 0.8454 ksf 0.0 k-ft 13.940 k-ft 0.840 k 0.0 k 0.0 k 0.3114 k-ft 0.1795 k-ft 0.06008 k-ft 0.06008 k-ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi Project Tille: NlNJAGO-LEGOLAND En~ineer: SWR Proiect Descr: Capacity 2.670 ksf 0.0 k-ft 30.111 k-ft 3.011 k 0.0 k 0.0 k 33.078 k-ft 33.078 k-ft 33.078 k-ft 33.078 k-ft 85.0 psi 85.0 psi 85.0 psi 85.0 psi 85.0 psi Project ID: E553 +O-l{).60W+H about Z-Z axis No Overturning -l{).60D-l{).60W-l{),60H -l{),60D-l{).60W+0.60H No Sliding No Uplift -l{).90D+W-l{).90H +1.20D-l{).50Lr-l{).50L +W+1.60H +1.40D+1.60H +1.40D+1.60H n/a n/a n/a n/a n/a 32.. 'II ,. • • , . • ,. ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 1,1111 Description : COLUMN 1 FOOTING AT PRE-FAB BLDG Project Title: En~ineer: Project Descr: NINJAGO-LEGOLAND SWR Project ID: E553 • • • ., Code Referen~_es ___________ ~-------~~---------------- • • • • • • • • • • • • • • • •• • • • •• • • • • Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-10 General Information Material Properties re : Concrete 28 day strength fy : Rebar Yield Ee : 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 wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions ... = = = px : parallel to X-X Axis = pz : parallel to Z-Z Axis ~ Height - Rebar Centerline to Edge of Concrete .. ' at Bottom of footing = = = = = = = = ::: 5.0 ft 5.0 ft 24.0 in in in in 3.0 in 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 1.10: 1 1.10: 1 Yes Yes Yes Yes Reinforcing ---=------------ Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz< = = = = 6.0 # 5 6.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a • ~lied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = = = = Increases based on footing Depth Fooling oase 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=t 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft >Cl H?,J_:_itT?; -i-·: ('? :.-_: ;,_ -·; ~ :-· ~~•-s:~ :-: ... : :· :-· . ,,, ., .,. '. ,_. <' _, • ·:,·~· .. ,. •·.·. ·.·,, ·•• • • • ___ D_~ __ L~r ____ L ___ ~-_s ____ w ____ E ____ H ___ _ P : Column Load OB : Overburden M-xx M-zz • V-x ., V-z • • = 20.0 21:0 = = = = = 4.0 k ksf k-ft k-ft k k • ,. • • . , , •. • • • • ••• • • • • • • • -·· • • • • • • • • • • •· • ., . • • • • • •· • • • . , • ESJ/FME, Inc, Structural Engineers 1800 E 16th /st. #8 Santa Ana, Ca 92701 1.1111 Description : COLUMN 1 FOOTING AT PRE-FAB BLDG DESIGN SUMMARY Min. Ratio Item PASS 0.9650 Soil Bearing PASS n/a Overturning -X-X PASS 8.516 Overturning -Z-Z PASS 2.044 Sliding-X-X PASS n/a Sliding-Z-Z PASS n/a Uplift PASS 0.3289 Z Flexure (+X) PASS 0.3115 Z Flexure (-X) PASS 0.3115 X Flexure (+Z) PASS 0.3115 X Flexure (-Z) PASS 0.08067 1-way Shear (+X) PASS 0.08067 1-way Shear (-X) PASS 0.08067 1-way Shear ( +Z) PASS 0.08067 1-way Shear (-Z) PASS 0.1663 2-way Punching Project Title: NINJAGO-LEGOLAND En~ineer: SWR Proiect Descr: 34' Project ID: E553 . .. . ._..,i¥ii•6i•i-- Applied Capacity Governing Load Combination 1.930 ksf 2.0 ksf +D+Lr+H about Z-Z axis 0.0 k-ft 0.0 k-ft No Overturning 4.80 k-ft 40.875 k-ft +0.60D+0.60W+0.60H 2.40 k 4.905 k +0.60D+0.60W+0.60H 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 7.60 k-ft 23.110 k-ft +1.20D+1.60Lr+0.50W+1.60H 7.20 k-ft 23.110 k-ft +1.20D+1.60Lr+0,50L +1.60H 7.20 k-ft 23.110 k-ft +1.20D+1.60Lr+0.50L +1.60H 7.20 k-ft. 23.110 k-ft +1.20D+1.60Lr+0.50L +1.60H 6.857 psi 85.0 p~i +1.20D+1.60Lr+0.50L +1.60H 6.857 psi 85.0 psi +1.20D+1.60Lr+0.50L +1.60H 6.857 psi 85.0 psi +1.20D+1.60Lr+0.50L +1.60H 6.857 psi 85.0 psi +1.20D+1.60Lr+0.50L +1.60H 28.263 psi 170.0 psi +1.20D+1.60Lr+0.50L +1.60H • . , -• •• •• • • • • • • • • • .: • • • ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 Description: Cod~ References Calculations per ACl 318-08, lBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-10 General Information Material Prop,erties re : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions = = = = = = = = 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 1.10: 1 1.10: 1 Yes Yes Yes Yes Project Title: EnQineer: NINJAGO-LEGOLAND SWR Proiect Descr: Soil Design Values Allowable Soil Bearing Increase Bearing By Fooling Weight Soll Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = = = Increases based on fooling Depth Fooling base depth below soil surface = Allowable pressure increase per foot of depll= when fooling base is below = Increases based on fooling plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater:J: Project ID: E553 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft -· • • ., ----------------------------------------------- • . , • • • • • • • • • • • Width parallel to X-X Axis Length parallel to Z-Z Axis Fooling Thicknes Pedestal dimensions ... = = = px : parallel to X-X Axis : pz : parallel to Z-Z Axis _ Height - Rebar Centerline to Edge of Concrete .. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar SizE = # # Bandwidth Distribution Check (ACI 15.4.4.2) 4.0 ft 4.0ft 24.0 in in in in 3.0 in 5 5 5 5 Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a • ·--~pplied Loads • ·• • • ./ • • P : Column Load OB : Overburden M-xx M-zz V-x V-z D = 11.0 = = = = z Lr L _S w 12.0 2.50 E H k ksf k-ft k-ft k k ,. • -• • • • • • ., • • • • • • •• • • -· • • • • • • ·-•-• • • • • • • • • ""' • • • • • -• ESI/FME, Inc. Structural Engineers 1800 E. 16th /st. #B Santa Ana, Ca 92701 I, 1111 Description : COLUMN 2 FOOTING AT PRE-FAB BLDG DESIGN SUMMARY Min.Ratio Item PASS 0.8735 Soil Bearing PASS n/a Overturning -X-X PASS 6.256 Overturning -Z-Z PASS 1.877 Sliding-X-X PASS n/a Sliding-2-Z PASS n/a Uplift PASS 0.1813 Z Flexure (+X) PASS 0.1683 Z Flexure (-X) PASS 0.1683 X Flexure (+Z) PASS 0.1683 X Flexure (-2) PASS 0.02521 1-way Shear (+X) PASS 0.02521 1-way Shear (-X) PASS 0.02521 1-way Shear ( +Z) PASS 0.02521 1-way Shear {-Z) PASS 0.08776 2-way Punching Projeci Tille: NINJAGO-LEGOLAND En9ineer: SWR Project Descr: Project ID: E553 . . . . -·Mt•AC-a.._ Applied Capacity Governing Load Combination 1.747 ksf 2.0 ksf +D+0.750Lr+0.750L +0.450W+H about z.; 0.0 k-ft 0.0 k-ft No Overturning 3.0 k-ft 18.768 k-ft +0.60D+0.60W+0.60H 1.50 k 2.815 k +0.60D+0.60W+0.60H 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 4.362 k-ft 24.059 k-ft +1.20D+1.60Lr+0.50W+1.60H 4.050 k-ft 24.059 k-ft +1.20D+1.60Lr+0.50L +1.60H 4.050 k-ft 24.059 k-ft +1.20D+ 1.60Lr+0.50W+1.60H 4.050 k-ft 24.059 k-ft +1.20D+1.60Lr+0.50W+1.60H 2.143 psi 85.0 psi +1.20D+1.60Lr+0.50W+1.60H 2.143 psi 85.0 psi +1.20D+1.60Lr+0.50W+1.60H 2.143 psi 85.0 psi +1.20D+1.60Lr+0.50L +1.60H 2.143 psi 85.0 psi +1.20D+1.60Lr-t0.50L +1.60H 14.918 psi 170.0 psi +1.20D+1.60Lr-t0.50L +1.60H --• -• • • • • • • , . • • • • • ., • • • • • • • • • • • • • • • • • • • • • • • • • • • i ~ Page: '3 E S I / F M E Inc . Date: 4-21-15 ES I STRUCTURAL ENGINEERS Job#: E553 Client: ETHOS --------1 Project Name: NINJAGO Plan #: TEMPLE BLDG ---------------------- SOILS REPORT BY: LEIGHTON & ASSOC . JOB NO: DATE: ALLOWABLE SOIL BEARING PRESSURE = SOIL SITE CLASSIFICATION = D SLAB DESIGN: 2000 psf USE 5" THICK SLAB W/# 4 BARS@ 18 "O.C. @ MIDDLE EACH WAY, OVER 2 " SAND/ OVER 10 MIL VAPOR RETARDER, OVER 211 SAND. CONTINUOUS FOOTING DESIGN: Wt. L Roof: ( 34 )( 20 ) = 680 plf Wall : ( 14 )( 10 ) = 140 plf Deck : { 0 H 0 ) = 0 etf TOTAL LOAD= 820 plf Required Min. Foundation Width = ( 820 ) / ( 2000 -50 ) = 0.42 ft . EXTERIOR FOOTINGS: 1-STORY FOOTING: USE 15 in. wide x 18 in. deep with 2-#5 bar T/B cont. INTERIOR FOOTINGS: 1-STORY FOOTING: USE 15 In. wide x 18 in. deep with 2-#5 bar T/B cont. P lbs POINT LOAD CHECK: POST 4x min . EXTERIOR: P max = Allowable x S x W / 144 Pmax ( 1-Story) = 11667 +- ______ ---!=+-:"± lbs. .J ~ . J INTERIOR: P max = Allowable x S x W / 144 S=(D+811)x2+411 Pmax ( 1-Story ) , = 11667 lbs. VERSION: 2014.0 111 • -• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ., • • • • • • i ' ES I E S I / F M E Inc . STRUCTURAL ENGINEERS Client: ETHOS Page: 3g-- Date: lob#: 4-21-15 E553 -----------Project Name: NINJAGO PI an #: TEMPLE BLDG --------------- ;i~i'fAll1ijrjiri:;~l!'!a1~n5n1t~-W;ill:,if~a~;f~-\ict-T~<f~s1,.;,tij,~ Jl\,,.,li~."'-,.~~~5WJ»in.. ~"'-~~--~•-,,:.11.i!n1-~:\i!i.~'MI .. ,,;,~ ··'""· SOILS REPORT BY: LEIGHTON & ASSOC • JOB NO: DATE: ALLOWABLE SOIL BEARING PRESSURE : 2000 psf OVERBURDEN WEIGHT = 100 psf SOIL SITE CLASSIFICATION = D Pad Design: DEPTH OF PAP= 18 inches Minumum Reinforcement %: ·0.0018 Pad No: 1 : P = R ( L/R ) = 14000 lbs FROM BM 10 Area = ( 14000 ) / ( 2000 -150 ) = 7.57 sq. ft., hence= 2.75 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT = 1.17 in2 =>As REQUIRED PER FT OF WIDTH= 0.39 in2 * Use pad 36 11 square x 18 "deep, w/# 4 Bars@ 6 "o.c. E.W.@ bottom =>As USED PER FT OF WIDTH= 0.39 in2 Pad No: : P = R ( ) = O lbs Not Used Area = ( 0 ) / ( 2000 -150 ) = 0 sq. ft., hence = o ft. ( minimum ) MIN. REQUIRED REINFORCEMENT = 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 11 square x 18 "deep, w/# 5 Bars@ 8 11 o.c. E.W.@ bottom Pad No: : p = R( Area = ( )= 0 o lbs ) I ( 2000 - =>As USED PER FT OF WIDTH= 0.46 in2 Not Used 150) = 0 sq. ft., hence= 0 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT= 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 " square x 18 "deep, w/# 5 Bars@ 8 "o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.46 in2 Pad No: : P = R ( ) = O lbs Not Used Area = ( 0 ) / ( 2000 -150 ) = o sq. ft., hence = 0 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT= 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 11 square x 18 "deep, w/# 7 Bars@ 6 "o.c. E.W.@ bottom =>As USED PER FT OF WIDTH= 1.20 in2 Pad No: : P = R ( ) = O lbs Not Used Area = ( 0 ) / ( 2000 -150 ) = 0 sq. ft., hence = 0 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT= 0.78 in2 =>As TO USE PER FT OF WIDTH= 0.39 in2 * Use pad 24 11 square x 18 "deep, w/# 7 Bars@ 12 11 o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.60 inl VERSION: 2014.0 10-22-[5" To D\a.n1~,fu~.n ~-(,\ w/ or15- 10-29-15 ~iYuc.±.u.h-0..() CO--lc.5 <5ubrn~d - ownJ:.-r -\-o · 8s~ \ ( l · 4 · \ S' -Ct.,µw @' ~(__ \\-~.\5 -:C. C6 151259 G:h.\ lX"\ ~cluJ Final Inspection required by: 0 Plan O CM&I C,ol--\PLET€ S(:'1 OFire · 0 SW DISSUED Jocv. A_e_proved Date BUILDING 11-2..-JS"" PLANNING .lQ{'2.,1(l6 ENGINEERING FIRE Expedite? Y N DIGITAL FILES Required? Y N HazMat APCD- Health forms[Fees Sent Rec"d Encina Fire HazHealthAPCD P·E&M School Se"'(er Stormwater . Special Inspection ------------ci=o: v Iii· LandUse: Density: lmpArea: FY: Annex: '·PFf:: Y N Comments Date Date. Date )3uilding Planning Engineering Fire .N~? B_l ~c__ es Due? By y N y N y N y N y N y N_ y N y N Factor: Date CJ Don~ ·CJ Done CJ Done CJ Done ·•· ·------·-,----~-----· .. 12-17-2015 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: SCOTT HOLOMB 949-607-8001 City of Carlsbad· 1635 Faraday Av Carlsbad, CA 92008 , Plan Check Revision Permit No:PCR15116 Building Inspection Request Line (760) 602-2725 1 LEGOLAND DR CBAD PCR Lot#: 0 2111000900 $0.00 Construction Type: 58 LEGOLAND: CHANGES TO NINJAGO Owner: . Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 11/12/2015 JMA 12/17/2015 12/17/2015 LE:GOLAND·CALIFORNIA LL C <LF> PLAY US ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $312.50 $0.00 $0.00 Total Fees: $312.50 Total Payments To Date: $312.50 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: /() ~ Z7'· If Clearance: ------ NOllCE: Please take NOTICE that approval cf yOUr prtject includes tre "lrrpositirn' cf fees, dedications, reservations, or other exactions hereafter collectively referred to as ''fees'exactions." You have 9'.l days fn:m the date this penrit W3S issued to protest irrposition cf these fees/exactia,s. If you protest them, yOU rrust fdlcmtre protest µucecllres set forth in C?overrrrent C.ode Section 60020(a), and file tre protest and any other req..ired infonration wth the aty Manager for processing in acrordance wth Carlsboo M.Jnidpa C.ode Section 3.32.030. Failure to tirrelyfdlcm.that ~ wll bar any subsequent legal action to attack, review, set aside, void, or annul their irrposition. You are hereby FlR!l-lER f\OTIFIED that yoor right to protest the specified fees'exactions DOES NOT .APPLY to water and sev.er oonnedion fees ard capacity changes, nor planning, zoning, grading or other sinilar application processirtj or seMce fees in oonnection v.ith this prtject. J\OR OOES IT APR.cY to arr/ .fees'exadions of Wlich have ·ous1 been ·ven a N01l sinilar to this or as to Wlidi tre statute of limtations eviousl other\Mse ·rec1. · F°" . \l_ City of Carlsbad PLAN CHECK REVISION APPLICATION S-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. '"f C{"'<:, ( .{'_ l l ft:? Original Plan Check No. ~'l!:a ,r ( 'Z..S"' 'i Vt... Project Address l . l.-\t'fe>~~lo-P~tv'.r .. Date fl ... l?..--tr" Contact ~e•,C ~ll1...,~t11">. Ph 9..'f1-~o7--1'ca \ Fax ________ _ . · Gihopavok -Ce>M Email -St..0,r° H: Q f.'T4&t.:,AAc..\iL ~c rt, ... Cont~ct Address "ZJ+S-'f 2. ~'lZ-GEd•~ i;'"2... City t..\'i">'~ tl,c,1.. ~ Zip 41 Z..(..) "7=. General Scope of Work µ,u..) L.,.£'{•L.MD i?.wc! 4l ~•S•c.l,"'Tei.'t> )\;rttt,~l ft CS -Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 12f...E1ans D Calculations D Soils D Energy D Other __________ _ 2. Describe revisions in detail ~i.\l.t~,./4 "F ·~ ~~-ri-r.:> \.!,)~~~~ -r;;,.,J' -r-~ .. -?'n..~c. 'TlVr l.. ~ .>tf !f'i'lZ ~-r }._ 1&n L. l -r--i". -p t...lt .\St! (.l\A,..· $t.•"if" M6C-4•H'& ..,-~ v> >.._" \!--rh.~tt-,J "'1!=,, "~o,.\~ .. -F'ori... . , _ _.\ ltl 'rll s. , .. 5. Does this revision, in any way, alter the exterior of the project? 6. Does this revision add ANY new floor area(s}? 7. Does this revi.sion affect any fire· related issues? 8. Is this a complete set? D Yes lh..No · /6Signatur~~ ------- D Yes ~Yes 3. 4. List page(s) where List revised sheets each revision is that replace shown existinq sheets A-1.1 . -z.t.t ~~-<. ~~n.r Z.1.~-"t. 'I.I, , ~ D Yes ~o ~o D No 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-Z719 Fax: 760-602-8558 Email: buildihg@carlsbadca.gov www.carlsbadca.gov ( I '.& «?~ ~ CITY OF CARLSBA:D PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.1mv DATE: 11-16-15 PROJECT NAME: PROJECT ID: PLAN CHECK NO: PCR 15-116 SET#: 1 ADDRESS: 1 Legoland Dr APN: ~ This plan check review is complete and has been APPROVED by the Planning Divisfon. · By: Chris Sexton A Final Inspection by the Planning Division is required D Yes rgi No You may also have corrections from one·or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: scotth@ethosarch.com For _questions or clarifications on the attached checklist please contact the following reviewer as marked: '"'''","'",·•· : , ' ,, ,. • ·PLANNING. · . 16~6Q2~4610 1:2:1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Veronica Morones 760-602-46:1.9 Veronica.Morones@carlsbadca.gov Remarks: , . ::·····" "''' . ,., . ,--·',::, . " ' ,;-,: ·,, ... ,. ' . -:;_ (' ... ENGINEER-ING. D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov ,. .. RIRE ip·ftEVENll<>N .' : ~-; , .· ' ' ·tio~s,o~~i~ss, •. ' ' : -. : ~ -' -~ ' ,, -.... < .o Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D ValRay Marshall D Cindy Wong . 760-602-27 4:1. 760-602-4662 ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov ._, ! EsGil Corporation In (!'artnersli.ip witli. qovernmentfor<Buiftfing Safety DATE: November 18, 2015 CJ APPLICANT ~URIS. JURISDICTION: Carlsbad CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 15-1259 REV 3 (PCR15-116) ___________ SET: l PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Ninjago Datlt Ride v Legoland Delta 8 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D 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. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 1:8] The applicant's copy of the check list has been sent to: Scott Holcomb 0 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: Scott Holcomb Telephone#: 949-607-8001 Date contacted:\, / 18 (by)'\~ Email: ScottH@ethosarch.com ~ail v'relephone Fax In Person · D REMARKS: By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC Enclosures: 11/13/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 !. Carlsbad 15-1259 REV 3 (PCR15-116) November 18, 2015 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-1259 REV 3 (PCR15-116) JURISDICTION: Carlsbad JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: November 18, 2015 FOREWORD (PLEASE READ): ESGILCORPORATION: 11/13/15 PLAN REVIEWER: Kurt Culver This plan review is limited to the technical requirements contained in the California version of 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 2013 CBC, which adopts the 2012 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 ahd regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-1259 REV 3 (PCR15-116) ' NovemberlS,2015 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of pl~ns for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave.; Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans ~nd 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. This proposal is to apparently shift the location of the Fire Barrier required between the A5 and S1 Occupancies: a) In the Code Analysis, revise the "mixed use" and "accessory use" portions. By excluding Room 119 (since the Fire Barrier is incomplete due to Door 11.9C being non-rated), this will change the areas therein. i) It appears that the 10% requirement for accessory uses will no longer comply. b) Sheet A-1 .2 still implies that the Fire Barrier extends between Rooms 119/109. Please revise. c) The fire rating shown for the doors at the Fire Barrier must be higher than 20 minutes. d) Please submit revised mechanical plans, too. Carlsbad 15-1259 REV 3 (PCR15-116) ' November 18, 2015 • ADDITIONAL 3. To speed up the review process, please 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. 4. 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: D Yes D No 5. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. l . I A Carlsbad 15-1209 REV 3 (PCR15-116) November 18, 2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1259 REV 3 (PCR15-116) PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BlJILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier .. ,.. . . .. Air Conditioning Fire Sprinklers TOTAL VALUE ~urisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I • I Plan Check Fee by Ordinance . I • I Type of Review: D Complete Review 0 Repetitive Fee =8 Repeats * Based on hourly rate Comments: 0 Other 0 Hourly EsGil Fee DATE: November 18, 2015 Reg. VALUE Mod . . .. 0 Structural Only ________ 2_._sl Hrs. @ • $100.00_ ($) $312.501 $2so.001 Sheet 1 of 1 macvalue.doc + EsG_il Corporation In iPartnersliip witli government for <Bui{aing Safety DATE: December 3, 2015 JURISDICTION: Carlsbad CJ APPLICANT CJ JURIS. 0 PLAN REVIEWER CJ FILE PLAN CHECK NO.: 15-1259 REV 3 (PCR15-116) PROJECT ADDRESS: 1 Legoland Dr. SET: II PROJECT NAME: Ninjago Dark Ride Legoland Delta 8 D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list ·has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: fr'it,y: ) Email: l\llail Telephor Fax In Person REMARKS: (!} On sheet A-9.1, the dobr schedule correctly calls out for some doors to be 90- minute rated, but the "Remarks" column specifies those same doors to be 20-minute rated. That 20-minute rating should be changed to 90-minute. (!), Th'}Jarchitect forgot to sign the plans. -._//CM..(_ By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC Enclosures: Previously-approved plans 11/30/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' -~ W' CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 12/21/15 PROJECT NAME: nlnjago PROJECT ID: PLAN CHECK NO: pcr~5116 SET#: II ADDRESS: 1 legoland Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov APN: 1ZJ This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ~-Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to scotth@ethosarch;com &USPS You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: . . --. .. .PLANNING ENG.I NEERING FIRE :PREVENTION . ... 760-602-46JO 760-602-27!50 · · · 760-6024665 C D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathl~~n.Lawren~e@carlsbadca.gov . Grego!'.)'..Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros ~ Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Lind5!.0ntiveros@cs!rlsbadca.gov ~nthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **APPROVED: Page 1 of2 THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF -A' BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 7/9/15 ***Bubble All Comments*** 1. Sheet C-09: Is yard hydrant located in a planter? 2. Sheet C-09: FDC #15 -move across away from building near other FDC. 3. Sheet A02 : Rear Access near employee lunch area -food truck not shown -is it being eliminated? 4. Sheet A0.3-127 Queue rail on west side. Is this rail fixed?· 5. Add notes as requested by R Salgado to Owner and City Set. 6. There does not seem to be access to electrical room from exterior. Is there a way to · secure services from adjacent electrical area? 7. U/G will also be a deferred submittal. What is the soil type (Leighton and Associates) to determine thrust block size? ' 8. Building Data deferred submittals state that th,ey are to be routed to AOR then forwarded to the BO. ~O does not review AS, FA or U/G plans. These shall be reviewed by Fire Department or designated reviewer prior to commencement of work. 7/7/15 ***Bubble All Changes*** 1. Show that fire department access is not impeded by extension of canopy. Page2 of2 ' ., IJa "farlsbad Fire Department Plan Review Requirements Category: PCR , Date of Report: 12-14-2015 Name: SCOTT HOLOMB Address: Permit#: PCRl 5116 Job Name: LEGOLAND: CHANGES TO NlNJAGO Job Address: 1 LEGOLAND DR CBAD INCOMPLETE · e .submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine co . . : _. ea.pp cable cod~~d/or-sfandards. Please review carefully all comments attached. P P=IO""!'Psu mit the necessary· · ~~ecifications~ with changes "clouded", to this ·office for review anGt"fflrp1roval. -~ Conditions: Cond: CON0008672 [MET] ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 12/14/2015 By: cwong Action: AP ~ Final Inspection required by: 0 Plan O CM&I O Fire D // / 2,-'· ('-70 P//-hJ1 P/KE c/-Cs(sr/L, C crr1J) 1/--/t-lS-C;.1-t (2 Pt!- // · vf. I ~ -£ ff) Ft i<£ ¢ C:&, t.-/(}/7;1 <i2 k 1-zj'l-/rS ~ <fl. Ft"-/1,.Ud. f'1"6 ((!,,nc!y,s CWJe<AL) t?,_/IS/16 Q1X-/fJ VLCL ~ SW 01SSUED I Dev. Apprpved ./' lfl\"J/Date By BUILDING {p L }11 .MIii '3.J l~&/tS l<.e.. PLANNING I II-It-IS-e..s ENGINEERING ,4/.lt J;n,+ FIRE Expedite? . Y N l 2../ ;z,..\ / lo GVV DIGITAL FILES Required? y N HazMat APCD Health Forms/Fees Sent 'Rec'd Due?· By Encina ~ N Fire y N /l-{17ltS fff!JUJ hlazHealthAPCD y N PE&M y N School y N . Sewer y I'/ Stormwater ,·y N Special Inspection ,Y N CFD: y N LandUse: Density: lmpArea: FY: Annex: Factor: PFF: y N Comments .Date Date Date ·Date Building t 1/lf& /I'?, Planning Engineering. Fire Need? ~/l5,/fe£1 .. }{Dom; CJ Done Cl Done aoone ~. . 06-06-2016 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: SCOTT HOLCOMB 949-607-8001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR16088 Building Inspection Request Line (760) 602-2725 1 LEGOLAND DR CBAD PCR 2111000900 $0.00 CB151259 Lot#: 0 Construction Type: 5B LEGOLAND: REVISIONS TO EGRESS RELATES CB 1259 Owner: . Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 05/17/2016 JMA 06/06/2016 06/06/2016 LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/O PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $145.00 .$0.00 $0.00 Total Fees: $145.00 Total Payments To Date: $145.00 Balance Due: FINAL APPROVAL Date: la·ZZ-lv. Clearance: $0.00 NOTICE Pleasetake}OllCE thatapproval of y00r ptject indudes the "lfrpoSition" cf fees, dedications, reservations, or other exactions hereafter ccillectively referred to as ''fees/exactions." You have 00 days frcm the date this perrritwas issued to protest irrpositioh of these fees/exactions. If you protest them, y00 rrust follow the protest procedures set forth in GJverrmlnt Code Section 66020(a), and file the protest and any other requred 'information wth the City l'v1ailager for processing in acrordancewth Carlsboo Mlnidpal Code Section 3.32.030. Failure to tirrelyfollowthat procedurewll bar any subsequent legal action to attack, review, set aside, void, or annul their irrposition. You are hereby FLRll-lERNOllFIED that y00r right to protest the specified fees/exactions DOES NoT APPLY to water and SEMer ronnection fees and capacity changes, nor planning, zoning, grading or other sirrila-application processing or service fees in ronnection wth this prtject. NOR DOES IT J\PPl Y to any fees/exactionsofwiich have ·ous1 been ·venaNOTICEsinilartothis orastowiichthestatuteoflinitationshas "ousi other\Mse "red. ~ -(_ Cifyof Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. F Cf<, l (o -g B Original Plan Check No. 15-1259 Project Address 1 Legolano Drive, Carlsbad, CA 92008 Contact Scott Holcomb Ph 949-607-8001 Date 05-17-2016 Fax NA Email scotth@ethosarch.com Contact Address 24542 Creekview Drive City Laguna Hills Zip 92653 General Scope of Work New Legoland Dark Ride and associated courtyard Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ! .t I Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Altering door 112A&B (1 double door) to no longer be egress doors, A-1.2 so that we can put a lockset on it. Changing the egress path to move A-9.1 people in the Exit Path / Photo Booth area, to egress .east behind the restrooms instead. Egressing people from the loading station directly out to the west instead of north. Doors 112A&B have their panic hardware removed, have new locksets, but will have no hardware on the Exit Path / Photo Booth side. 5. Does this revision, in any way, alter the exterior of the project? 0 Yes 6. Does this revision add ANY new floor area(sJ7 0 Yes 7. Does this revision affect any fire related issues? It/ I Yes [l)No ONo 4. List revised sheets that replace existing sheets A-1.2 A-9.1 [l) No 8. _isthisaco~es (.I( No .2SS1gnat~,III!!!-~===:..__ _________________ _ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbad<;a.gov EsGil Corporation In <Partnersliip witli (jovernment for (J3ui{aind Safety DATE: May 247 2016 JURISDICTION: Carlsbad q AE,PLICANT c::1---:fu RI S. D PLAN REVIEWER Q FILE PLAN CHECK NO.: 15-1259 REV 4 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Ninjago i>atk Ride SET: 1-S Legoland ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D Th~ plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building dep~rti;nen~ staff. _.,. . The plans transrriitted herewith have significant deficiencies identified on the enclosed check list and shbU'ld be corrected and resubmitted for a complete recheck. T2e ch.~ transmitted here~·lth is for your information. The plans are being held at Esgil Cq_r,.,.-1. ·, jon until corrected plans are submitted for recheck. , .,; e applicant's copy of the chec'k. list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D EsGil Corporation staff did not advise the applicant that the plan check has b,ee~ completed. EsGil Corporation staff did advise the applicant that the plan check has been co~pleted. Person contact~ ~W). Ema·,i·. Telephone#: Date contactect:--OJ Mail Telephone Fax erson REMARKS: By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC log Enclosures: Previously-approved plans 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . ' EsGil Corporation In Partnersliip witli (Jovernmentfor<Bui{aing Safety DATE: May 24, 2016 JURISDICTION: Carlsbad Pc...R \lo -~8' PLAN CHECK NO.: 15-1259 REV 4 PROJECT ADDRESS: 1 tegoland Dr. PROJECT NAME: Ninjago Dark Ride SET: I Legoland ~ ~PLICANT ~~URIS. l:J PLAN REVIEWER l:J FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with th~ jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. IZ] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IZ] The applicant's copy of the check list has been sent to: Scott Holcomb D 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: Scott Holcomb Telephone#: 949-607-8001 ~ate contacted: f; ~4-(by: (Q,, Email: ScottH@ethosarch.com ""1:7 Mail \/.1ephone Fax In Person D REMARKS: By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC Enclosures: 5/19/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' ,..,, C~dsbad 15-1259 REV 4 . May 24, 2016 PLAN REVIEW CORRECTION LIST COMMERCIAL DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 24, 2016. FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/19/16 PLAN REVIEWER: Kurt Culver This plan review is limited to the technical requirements contained in the California version of 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 Departm~nt 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 2013 CBC', which adopts the 20-12 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 2012 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 hote on .this list (or a copy) where each correction item has been addressed, i.e., plari sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-1259 REV 4 May 24, 2016 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Pl~nning, Engineering and Fire Departments. 2. Bring two corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92'123, (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. The proposal to omit the panic hardware is not allowed in the CBC. Even though the doors may not be designated exit doors, they must still comply with Section 1008 (including the need for panic hardware). Please see the third sentence of Section 1008.1 ("Doors provided for egress purposes in numbers greater than required by this code shall meet the requirements of this section."). There are also various interpretations on this subject available through ICC. • ADDlilONAL 3. To speed up the review process, please 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. 4. 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 n'ot resulting .from this correction li$t? Please indicate: D Yes D No 5. The Jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plari review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. -~ 9arlsbad 15-1259 REV 4 May 24, 2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier . Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance i "" I Plan Check Fee by Ordinance Type of Review: D Complete Review D Repetitive Fee . t ""'.J Repeats • Based on hourly rate Comments: D Other 0 Hourly EsGil Fee PLAN CHECK NO.: 15-1259 REV 4 DATE: May 24, 2016 Reg. VALUE Mod. . D Structural Only 11Hr.@* i-----$-11-6-.0-tO ----- ($) $145.ool $116.001 Sheet 1 of 1 macvalue.doc + \,, . ~ ·«~~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL f'~ vn_ V Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 9200S www.carlsbadca.gov DATE: 06/6/15 PROJECT NAME: ninjago PLAN CHECK NO: PCR16088 (cb151259) PROJECT ID: ~~ SET#: I ADDRESS:~~oland APN: a t>~~~ This plan check review is complete and has been APPROVED~~he fire Division. By: cwong A Final Inspection by the · Division is required rg:j Yes D No D This plan che~k review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been s·ent to scotth@ethosarch.com &USPS You may also have corrections from one or more of the divisions listed below. Approval from these divisions mc1y be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: .. . ' .. '' . -: ' ' " PLANNING ENGINEERl·NG ,FIRE. PREVENTION· . · 760-602-4610 16o-602-275G 760-6024665 · · ' D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory:.Ry:an@carlsbadca.gov - D Gina Ruiz D Linda Ontiveros l2S] Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cy:nthia. Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 6/6/15 ** APPROVED: Page 1 of2 ' THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEAN~E OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES ANO REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page 2 of2 , Carlsbad Fire Department Plan Review Requirements Category: PCR , Date of Report: 06-03-2016 Name: SCOTT HOLCOMB Address: Permit#: PCRI 6088 Job Name: Job Address: LEGOLAND: REVISIONS TO EGRESS 1 LEGOLAND DR CBAD INCOMPLETE Conditions: Cond: CON0008945 [MET] ***Scott Holcomb to meet to redline plans Monday June 6 with C Wong*** ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TEST~, FIRE DEPARTMENT NOTATIONS< CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. ' THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 06/03/2016 By: cwong · Action: AP b ~ <:") ,. ---~ ' ~ . r ~ ----' ~ b 6' I H ~( ~ ~ rr ~ '0 z ~ "' ~ " N ~ l J) ~ ~ \\ ~ ~ ~ ~ r' ~ ~ ~ --O"' r 0 ~ 09-11-2015 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: SCOTT HOLCOMB 949-907-8001 . City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR1.5072 Building Inspection Request Line (760) 602-2725 t LEGOLAND DR CBAD ·PCR Lot#: 0 2111000900 $0.00 Construction Type, 58 LEGOLAND: NINJAGO RIDE: STRUCT.URE & SPECS FOR 12,490 SF MAIN BLDG. Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED· 08/24/2015 JMA 09/11/2015 09/11/2015 LEGOLANb CALIFORNIA LL C <LF> PLAY US ACQUISI C/0 PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $580.00 $0.00 $0.00 Total Fees: $580.00 Total Payments To Date: $580.00 Balance Dlle: FINAL APPROVAL Date: l{)-27 ~ Ju Clearanc~: $0.00 NOTICE: Rease take NOTlCE that approva ci ~r prtject indudes the "hrpooition" r:i fees, dedications, reservations, or other exactions hereafter collectively referred to as ''fees/exactions." You have 00 days from the date this pemit was issued to protest irrposition ci these fees/exactions. If you protest them, ~ rrust foll<mthe protest procedures set forth in C?overrrrent Code Section 66020(a), and file the protest and any other requred information wth the City Manager for processing in acrordance wth Carlsboo Mmidpa Code Section 3.32.030. Failure to tirrelyfollONthat procedure wll bar any subseqJent legal action to attack, review, set aside, void, or annul their irrposition. You are herooy Fl,Rfl·fER NOTIFIED that ycu right to protest the specified fees/exactions DOES NOT .APPLY to water and seNer oonnection fees and capacity changes, nor planning, zoning, grading or other sinila-application processing cr service fees in oonnection wth this prtject. t-rn DOES IT .APPLY to any fees/exactionsoflMlich have ·ous1 been · CEsinilartothis or tolMlichthestatuteoflinitationshas eviousl othervlnse 'red. -. {"Cityof Carlsbad PLAN CHECK REVISION APPLICATIO'N 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Checl< Revision No. 'fCR.l c;._,-,'2.. /'?,';}, 1,.--;_ /2 5-a Original Plan Check No. ~ J / Date Ph 1Y'7-607 -900 I Fax Email S G c,f+ h. e. q, .fho s o.,.r::.J.. . C oM ContactAddress ~'IS"'/').. c.,.,~lt.vi1.""' o,.;v~ General Scope of Worf< Cify lo..a v ... o.. J./,: //.s Zip 9.26'S3 J CA Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans [gl_ Calculations D $oils D Energy D Other 2. Describe revisions in detail AJcJ prq,-e.,,,_~'"'""'",.~J 1yu.,+-.J· bu:/o/i-:.:, J~.$:..,,.... Jra..""'; ~ _, .s ( N,...,. ~Att..q,..f .s") 3. List page(s) where each revision is shown c1-c::2 1 F/1 Fb )1 Pl-PS, RI-R:21 ~~='t>~ SI-S61 Ad J f'r'--'f-'1"-_s; ,..._~Y"t..d tw",-J.o-. / 6u ~ f .J; ":.:j d-.,.s. ~ ..... c-.lc.~l,-f.: ... s , ... s,s- ( N c. "' .S/.. e q, ./-i. ) "I.,.o:../vJre.. f,-.:,._c...J-D-+a..1 S;-1-" Pl .... "' F/ .. ,,,,. Pie:..,.,. ..... .J F'~\) ... J.,,_,+ :() ..... f'k. ... .s ..f,.,.. ~'"..f.'C.,,_~...,. {ct. Oi-. 1/ ( AJ,. .. o..Jl i"' ; ... ~:-1 I°"-,....,,:+ dro...'-'J: ~..s) P•l-e<:h. o'es = +: h el.J i ;u ::a , e,: e J oP ~·,so \-~-' +. R'-v ', ,'-' To ~~lt.t'..-,'~/Y\ed:-,-k f;.,. +•.-. .I_I.Q..$Q,,,, -.oJ.Jq,,td} ,...,.../,... 1 4. List revised sheets that replace existinq sheets 011 o /ti I ... ., t/f'J,:j"1, 00C:,"" _., ... ..-• 5. Does this revision, in any way, alter the exterior of the project? OYes ~No ~No C81No 6. Does this revision add ANY new floor area(s)? OYes 7. Does this revision affect any fire related issues? D _Yes 8. Is this a complete set? D Yes ~ No £5'Signaturi" r-~ ~' ~ . 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov . www.carlsbadca.gov ,, EsGil Corporation In a>artnersfiip witfi government for <Bui(aing Safety DATE: August 27, 2015 CJ APPLICANT CJ JURIS. JURISDICTION: Carlsbad CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 15-1259 REV PCR15-72 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Ninjago Dark Ride Legoland IZ! The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for.recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: l2sJ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: / jamess@ethosarch.com Mail Telephone Fax In Person IZ! REMARKS: Deferred metal building plans. By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC 8/25/15 Enclosures: Previously-approved plans 9320 Chesapeake Drive, Suite 208 + San Diegp, California 92123 + (858) 560-1468 + Fax (858) 560-1576 !-Cadsbad 15-1259 REV August 27, 2015 [DO NOT PAY --THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Complete Review D Repetitive Fee ;,~ :/ Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGil Fee . - PLAN CHECK NO.: 15-1259 REV DATE: August 27, 2015 Reg. VALUE Mod. ·- D Structural Only 41 Hrs.@* . $116.00. ($) $sso.001 $464.001 Sheet 1 of 1 macvalue.doc + «.~~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 09/04/201J>ROJECT NAME: NINJAGO PLAN CHECK REVISION PROJECT ID: PCR 15-72 APN: PLAN CHECK NO: 1 VALUATION: SET#:l ADDRESS: 1 LEGOLAND DR APPLICANT CONTACT: SCOTTHEETHOSARCH.COM Tlis plan. check review transmittal is to notify you of clearance by: LAND DEV:gLOPMENT ENGINEERING DIVISION Final lnspe ction by the Construction & Inspection Division is required: Yes 1·--.-'Xl No:-·· ~ For status fr01n·a division not marked below, please call 760-602-2719 D This plan check review is NCl'CO.MPLBTBitems missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required . ,i ~n:@ . : r LAND DEVELOPMENT ENG~ : . · ,_t,'1t{;~~.imm . • i ~~~ . 760-602-2750. ' -~~-.. -L -··'-•• .. .. ~ . ~-... , . . ... .. , .,._, .. -... ...... -~~ -~·-..,_ -.~ ....... , -· ~--··~-~.---·,~, ......... .., ... ~ ............ .,.,., . ~-~-. ~ . .. .. -~----~-.. r Chris Sexton ... Kathleen Lawrence i---1 Greg Ryan } l 760-602-4624 ... 760-602-27 41 i ... __ , 760-602-4663 ·-. Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ... Gina Ruiz D linda Ontiveros : ;··· Cindy Wong . l f i -·. 760-602-4675 760 -602-2773 ·L i 760-602-4662 Gina.Ruiz@carlsbadca.gov Llnda .O:itiveros @earls bad ca.gov Cynthia.Wong@carlsbadca.gov .. Ii] VALRAY MARSHALL . r---i Dominic Fieri ' 760-602-27 41 • i_ __ : 760-602-4664 ... VALRAY.MARSHALL@CARLSBADCA.GOV Dominic.Fieri@carlsbadca.gov --· -·-- Remarks: THE REVISION TO THE PLANS ADDING THE PREFAB METAL BUILDING WAS ALREADY REVIEWED ON THE GRADING PLANS. APPROVAL IS CONTINGENT UPON THE ISSUANCE OF THE MINOR GRADING PERMIT GR 15-32 AND THE ISSUANCE OF CB15-1259. ALL BUILDING PERMITS WILL BE SIGNED OFF AT THE ISSUANCE OF THE MINOR GRADING PERMIT. ENGINEERING HAS NOT COMMENTS FOR PCR 15-72. l ! I CCityof Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. 'f CR. l c;..,.,, -,-z. /7,~,s--12.s-a Original Plan Check No. L-D I ProjectAddress I Le.:30/a..,..of Dr'iv"-c .... lal:,,J <::A 9.;l.ooa. ,I ,I 0 Contact Sc:. .,f+ Ho I c:..o,,.,.b Ph ?Y9-6"07 -900 I ' Date Fax ContactAddress ~'IS''-/,-;;,. c.,.,-.,lc.vi~""" o,.;v~ Cityla..av ....... fl.://.s Zip 9.26'.S-3 J 'A GeneralScopeof-Work v1~ /7~ tr7l--* llJF-__ Original plans prepared by an arlhit~ct or engineer, revisions must be signed & stampedl:>y that person. 1 . Elements revised: ~ Plans ~ Calculations D Soils D Energy D Other ,2. Describe revisions in detail A de/ prq,-tt...-.-9; "'~"'" ff. J m-..+-J I:, u: /Ji~ cl"-$ G~ dro,.'l,J : . ..,. _, .s ( N,v ~A~.,,,-f s} 3. List page(s) where each revision is shown Cl-r..:i1 F~ FD 11 Pl-f'~ RI-R'21 w 1-ws SI-S{, DI-DG '/ J~ ~ I.J:~ J..._ ... ~ ... c .. :J._,J,4:.~J. , .. ss- -r .. -=../v/e, p,..:, .... 41..-1-D..:.+ ..... , s;-1~ Pl ........ F/ • .,,. Pl<:,~ ...... .,) ,=-\)."nJ.,.,;-+ :ei,n. ~~ ..... ~ +• ... ~~+~,-.c.~ :'l.. 0;...7, ( A/,.,o.J7 '"' ,,.:./.,_/ /le..,.,.,,..,+ cl-..w~ ~..s) fl.l.,:;;fr.,,'s , -+-hels/ , :: c" , •-== • J ., .. : .. ,, :a I ,. ,. • +.- Rtv ~'"' +o ~-~ai.o, ,'~""'~cl:-r-k f;., +-.... -1/.q,,sq_ ~oJ.J..,.J ~,...J.-. '. 6N-IJ A .. o.3/ A-/./1 S·11 S-2., S-3., F.Dl 4. List revised sheets that replace existinq sheets bu , I""• "'.:J 1/14..I \!Jh. 00 C.., _.,.,_. ,. • 5. Does this revision,. in any way, alter the exterior of the project? OYes ~No ~No ~No 6. Does this revision add ANY new floor area(sJ? D Yes 7. Does this revision affect any fire related issues? D. _Yes 8. Is this a complete set? D Yes C8f No _ ..@:S'Signature · JJ..L--7, ~' . ~~.· l 635 Faraday Avenue, Carlsbad, CA 92008 fb_: 760-602-27 I 9 Eax: 7 60-602-8558 · www.carlsbadca.gov Email: building@carlsbadca.gov -«.,~ ¥ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.1mv DATE: August 24, 2015 PROJECT NAME: Legoland Ni~jago PROJECT ID: SDP 15-11 PLAN CHECK NO: PCR 15-72 (CB 15-1259) SET#: 1 ADDRESS: 1 legoland Drive APN: ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Planning Division is required [8] Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan ch~ck review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit am,ended plans as required. Plan Check APPROVAL has been sent to: scotth@ethosarch.com For questions or clarifications on the attached checklist piease contact the following reviewer as marked: '•'' '' .. .. . ... , >, . , .:PLANNING . · ' ENGINEERING FIR.E P.REVEN110N' .. '. . ' ' · 760sQ02-4Gio 760-602-~150 760~602,466p ' : .. '--~ '· --~ . . ~-' .•· ·o Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov ChristoRher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Rui:z D ValRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov Va1Ray.Marshal1@carlsbadca.gov Cynthia.Wong@carlsbadca.gov [:g]: Van Lynch D Linda Ontiveros D Dominic Fieri 760-602-4613 760-602-2773 760-602-4664 Van.Ll(nch@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Metal Building -dark ride attraction ~ .«,,~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 09/4/15 PROJECT NAME: nlnjago PROJECT ID: PLAN CHECK N~2 SET#: I ADDRESS: 1 legoland Pc/l.t~0 7~ Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov ~~DG. DEPT COPY IZ! This plan check review is complete and has been APPROVED by the fire Division. ay: cwong A Final Inspection by the Division is required ~ Yes D No D · This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to scotth@ethosarch.com &USPS You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: .. -PLANNING ENGINEERING FIREPREVENTION _ - 760-602-4610 76().;602-2750 ts0-602.,4ess _ --- D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Grego!)'..R)'.an@carlsbadca.gov D Gina Ruiz D Linda Ontiveros -~ Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carll2bs!d~a.gov Linda.Ontiveros@carlsbadca.gov C)'.nthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. Page 1 of2 THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page2 of2 Carlsbad Fire Dep,rtment Plan. Review Na1~1ei Ad.dr~s~: P<m·ntt #: Ii>ClU 50'72 R~qui,,,,nnrmts Category: PCR ~ $COTT HOLCOMa Job N~me: LBGOLANP: N1NJAOO JU:OE: Job Address: 1, LEOOI,.,AND OR CBAD Cond: CON0008S~S [~ET] · · · com lete. At this time, thi$ office cannot ... f:>Iea.se review . "clouded u, THIS PROiECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES Of ISSUEANCE OF A BUILDING PERMIT, THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS. ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS~ CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WlTH ALL APPLICAJ3LE CODES AND REGULATIONS. · THIS APPROVAL SHALL NOT BE HELD TO PERMrT OR APPROVE ANY VIOLATION OF THE LAW. ~r--09/-04i2<n~By~cWOrtffi?~~ ·, .. • 1i \ N UC l:IA BU.It.DING SYSTEMS GROUP 1050 North Watery Lane Brigham City, UT 84302 Ph: (435) 919-3100 Fax: (435) 919-3101 Version 2015.05.05 (5/5/15) by NBG-GS STRUCTURAL DESIGN CALCULATIONS FOR Name; Title: Affiliation: Date: PASCAL STEEL 555 2ND ST. #4 ENCINITAS, CA 92024 PROJECT LEGOLAND NINJAGO CARLSBAD, CA 92008 NBS Project No. U15S0549A Design Engineer = Ashton Call Stamping Engineer = Casey Christiansen, PE PROJECT DATA Structural Design Calculations -Pages ·casey Christiansen, PE Professional Engineer Nucor Building Systems August 10, 2015 1 to Professional Seal 55 RECEIVED AUG 2 4 2015 CITY OF CARLSBAD BUILDING DIVISION The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member ofMBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. IJ!!J .. B Excellence from the ground up ACCREDITED AC472 U15S0549A 08/10/2015 fC~l1S:. 77 CB_l~· (z_s-~1~ NUCOR BUILDINGS GROUP A DJVJSION OFNU~OR CORPORATION Wind Loading per ASCE 7-10 IGec>metry · I. • !I ProJect No. : ____ U_15_S_0_5_49..;..A ___ _ Description : __ L_E_~G_O_L_A_N_D_N_IN_J_A_G_O __ Engineer : ASHTON CALL ---------,----Date : 8/6/2015 · .. ·1 (with AlSl 2007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Building Name: Combined Bldg. Width [BJ: 82.5000' Dist. To Ridge [W]: 41.2500' Bldg. Length [D]: 158.0000' Left Eave Ht. [LEH]:l 18.0000' I Version: 2015.1.26 (Date: 01/26/15) By NBG-GS Building Type: Gable -------Roof: Nucor CFR™ Right Eave Ht. [REH]: 18.0000' T Left Roof Slope: 1.00:12 Right Roof Slope: 1.00: 12 Bay Width [Bay]: 17.8333' Pul'lin Trib. Width [P]: 5.0000' EW Girt Trib Ht. [GE]: 6.0000' SW Girt Trib. Ht. [GS]: 6.0000' EW.Girt Length: 12.1667' SW Girt Length: 17.8333' EW Col. Trib. Width [CE]: 18.5833' SW Col. Trib. Width [CS]: 23.1667' Wind Speed: 110 mph Wind Exposure: C IGenerJtt Loading Caleulatiohs h: 18.0000' U15S0549A Kd: 0.85 Kz or K11: 0.88 BSW Top-of-Parapet: c:===:J Opening Area: c:===:J FSW Top-of-Parapet: c:===:J EW Top-of-Parapet: c:===:J K.1: 1.00 G: 0.85 Building Porosity: Enclosed Interior Partition Walls? No R;: 1.00 GCp;: ± 0.18 q11: 23.23 psf a= 7.20 ft. Tributa1,y Pressure j Suction Suction Area Zones 4,5 j Zone 4 Zone 5 Item (ft2) (psf) 1 (psf) (psf) Sidewall Wind Column 417 19.10 . -2n9 . -21.48 ................ -. .................................. u ............. , ................. , .... 1 ...................... , ...................... . .. E.1;~?.~~~~L~Y.~~5::9.~~ ....... 334 ........... )9A~ .. ) ..... -21.55 ... ) ..... -22.19 .... . Sidewall Girt 107 21.28 l -23.37 i -25.85 ...................................... , .. ~ ............................................... ,: ...................... :••• .... , .............. . Endwall Girt 73 21.90 1 -23.99 i -27.07 , ............................. u,,, .......................... 0,,, ......................... , ...................... , ...................... . ......................... Wall Panel ........ }l .............. 24.79 ..... t .. :26.88 ... ) ..... -32.86 .... . Note: Value ofGCp in results above reduced by 10% per Note 5 of Figure 30.4-1 since slope angle is $10°. 08/10/2015 2 of 55 Wind Loading Continued ... • , I Case 1: Windward Total Load Case 2: Leeward Total Load Maximum jWindwardj Leeward Projection Kh_par 4p ]Total LoadjTotal Load ~ : : Item (ft) (psf) l (psf) i (psf) BSW Parapet . . . .................... FSW Par\l,pet ........ ---....... .. ...... ---.....j ........ ---........ j ........ :·· ....... j ........ :·· ....... .. ....................... EW.Parapet ........ ---................ ---....... 1, ....... ---...... J ......... --...... J ....... :·· ....... .. CD CD ~ -t Applicable Roof Slope Angle= 4. 76 deg a= 7.20 ft. Item Tributary Area (ft2) Pressure i Suction in Zones All ( ........ 1 ......... f ........ 2 ......... ~ ...... u2' ........ f ........ 3 ......... ~ ........ 3, .......... (psf) / (psf) i (psf) / (psf) 1 (psf) 1 (psf) ........................ Purlin/Joist ....... 106 ............. J.?,:Q.9. ..... : ..... :~?.:Q.t ... : ..... :!?]}.-.... ~ ................... .) ..... ~~?.:.?.~ ..... ; .. -................... . ................................... Panel ........ 10 .............. 16.00 ..... j .... -27.41 .... \ .... -45.99 .... ! .................... )_ .... -69.21 ... ) ...................... . Fastener 10 16.00 l -27.41 1 ~45.99 l l -69.21 l Values Below are for Overhang Portion of Roof Purlin/Joist 106 i -36.74 i -36.74 j l -18.58 . ,uouo••• .. ••• ........... ,n,Ooo00oOH00oOOH OOOHUHOOHHHOOOO ...................................... HOOOOj ................... , .. .oOOOOHHOHOHHH001 ...................... :0HHOHOH00HOHH000 ................................... ~~~! ....... ).9. .............................. ~ .... -39.48 -i . -39A8 ... J ...................... L ... -65.o3 .... .L ................... .. ............................. Fastener ........ 10 ............................ ..l .... -39.48 .... \ .... -39.48 .... l.. ................... J.. ... ·65.03 ... J ..................... .. · Applicable Roof Slope Angle= 4. 76 deg lE ~ Internal Suction Wind Direction WINDW1RW1L W3RW3L t Internal Pressure Wind Direc_tion WINDW2RW2L W4RW4L U15S0549A a= 7.20 ft. Transverse Wind ·Direction Item WlR i WlL i W2R i W2L f W3R i .W3L l W4R. i W4L Cl: 0.58 -0.11 0.22 -0.47 ---- Load, (psf) 13.47 . -2.55 . 5.11 . -10.92 . . . ) .Load, (~s~ ..... --1°{~8~ ... ..l. ..... :~:!~ ...... 1 .... -; 0 ~~1 .... I ... --1~~;7.1 .... ----..... ..I ,.. ..... ---....... .I.. ...... ----...... .!.. ..... ----........ C3: -0.19 ! -0.51 1 -0.55 l -0.87 1 l l 1 Load, (psf) -4.41 j -11.84 \ -12.77 1 -20.21 1 ----1 _ ----1 ----l ----............................................ , ..................... ,,:., ..... , ...... ,,,,, .. C ,., ................. o) ........... , ......... .J ............................................. ,, ........... , .. ,,, .. ,,, C4: -0.11 j 0.58 j -0.47 j 0.22 / j 1 j . Load, (psf) ..... .-2.55 .... .J ... )3.47 ... J ..... 10.92 .... l ..... 5.11 .... ..i ....... -----...... J ....... ---...... ..1 ......... ---...... .L ....... ---........ CS: -0.27 i -0.27 i -0.63 i -0:63 i i . i i Load, (psf) -6.27 j -6 .. 27 1 -14.63 l -14.63 j 1 1 l C6: -0.21 I . -0.27 I -0.63 I -0.63 I I I . I Loa9, (psf) -6.27 , -6.27 , -14.63 , -14.63 , , , , Net* (psi) 2.91 2.91 2.91 2.91 h Edge Zone Pressure Coefficients WlR& j WlL& j W2R& j W2L& Item W3R ( W3L j W4R l W4L. ClE: 0.79 -0.25 0.43 l -0.61 Load, (psf) 18.35 i -5.81 i 9.99 i -14.1? uuuon .. ••••••HH• ................ •••".J •••••••• .. • .... •••••••(n•O•••••••••••••• .. •!••onuooo1n1,,01uuo C2E: -0.89 l -0.35 j -1.25 j -0.71 Load, (psf) -20.67 i -8.13 j -29.03 l -16.49 ......................................... ,.!, ............................................ _ ...................... . C3E: -0.35 i -0.89 i -0.71 i -1.25 . Load, (psf) ...... -8.13 ..... §....:20.67 .. ...l ..... -16.49 .. J .... -29.03 ..... C4E: -0.25 i 0.79 1 -0.61 i 0.43 -1 .Load,. (psf) ....... 5,81 ..... i.. .. )8.35 ... ..J .... :14.17 ... .J ...... 9.99 ....... *Net Lat< 16 psf. Add additional pressure to windward wall. QS/10/2015 3 of 55 Wind Loading Continued ... IMain,, Wind Force Resisting sy,tems (Longit&Jdinal W~d l)ire~tion) t Internal Suction ·te,c\\o"O ~\"D~' WINDWSBWSF W7BW7F t Internal Pressure ''!.ec\,o'C> ~'"D~' WINDW6BW6F WSBWSF U15S0549A Applicable Roof Slope Angle= 4. 76 deg a= 7.20 ft. Longitudinal Wind Direction Item WSB [ WSF i W6B j W6F 1 W7B l W7F ! W813 ! W8F Cl: -0.27 -0.27 -0.63 -0.63 Load, (pst) -6.27 i -6.27 i -14.63 i -14.63 ) ----) . ----i ----i ---- C2: -0.51 j -0.19 l -0.87 j -0.55 l l • j j Load, (pst) -11.84 i -4.41 i -20.21 l -12.77 i ! i ! .................... ,, ............................................. , ..................... ,,; .... , ....................................... 1 .. ,, ......................................... 1•••••••HUllttlUtOUt C3: -0.19 1 -0.51 j -0.55 1 -0.87 j j j j Load, (psf) -4.41 i -11.84 i -12.77 l -20.21 l ----! ----i ----i ----................................................................... , ...................... ,c .................... 4 .................... 2 .................................................................... . C4: -0.27 j -0.27 j -0.63 j -0.63 j 1 j 1 _Load, (pst) ..... .-6.27 ...... L .... -6.27 ...... L ... -14,63 .... J ... -14.63 .... L ..... ----..... L ....... ---....... .L ....... ---....... L ...... ----........ ClE: -0.30 j -0.30 1 -0.66 j -0.66 1 j j ( Load, (psf) -6.97 i -6.97 i -15.33 i -15.33 i •••• 1 ----i ----1 ----.... ...... ....... ..... . ..................... : ............. ~ ........................................... ' ....................................... , ...................................... · ............. , ....... . C2E: -0.89 -0.35 l -1.25 1 -0.71 I j 1 l Load, (pst) . -20.67 -8.1.3 i -29.03 i -16.49 i ----i -·--i ----i ----...................... tu•tlllOO•tlUU•OU ltUH•IU•OUUOIIUtt•t ........... , ........ '!,;, ... , ••• , .. !oflUUHO~H·o .. ,1 ............. 0JHIIH .. ot•HtH• .. U•JIIUIUUOIIIUIIIIUOlldUtlUUIIIIIUIIIII C3E: -0.35 -0.89 i -0.71 i -1.25 i i i i Load, (pst) -8.13 -20.67 ) -16.49 i -29.03 ! ----! ----! ----! ----.................................... , ............ ._ ................ ( ...................... < ....... , ............ ,) ..................... J ................................................................... .. C4E: -0.30 I -0.30 i -0.66 i -0.66 i l l l Load, (pst) -6.97 ! -6.97 i -15.33 ! -15.33 [ ----! ----i ----! ----............................................ , ...................... , ...................... , ....... , ........... ,\ ................... ,, .................................................................... . End-Wall Pressure Coetlicients WSB& ) WSF& ! W6B&• ! W6F& Item W7B ) W7F ! W8B ) W8F C5: 0.58 -0.1 i . 0.22 -0.47 Load, (psf) 13.47 i -2.55 1 5.11 l -10.92 .......................................... 1 •••• --....................................... 1, ..................... . C6: -0.11 l ·0.58 i -0.47 j 0.22 Load, (psf) -2.55 ) 13.47 \ -10.92 i 5.11 CSE: 0.79 l -0.25 l -0.43 l -0.61 Load, (pst) 18.35 1 -5.81 l 9.99 1 -14.17 ........................................... oJ•••• .. ••••• .................................. , ........... j .......... . C6E: -0.25 j 0.79 ! -0.61 i 0.43 Load, (pst) -5.81 i 18.35 i -14.17 E 9.99 Wind Uplift for Bracing Input: Longitudinal Force Resisted by Bracing: -8.13 psf 14.12 kip Total Longitudinal Net Pressure Applied to Building: Total Longitudinal Force Applied to Building: 08/10/2015 17.36 psf 28.25 kip 4 of·55 NUC:CIR BUILDiNGS GROUP A DMSION OFNUCOR CORPORATION Wind Loading per ASCE 7-10 Project No. : U15S0549A -------------Des c rip ti on: _ ... L..;..E_G_O_L_A_N_D_, _N_IN_-_:TA_G_O_ Engineer: ___ A_S_H_T __ O_N_C_A_L_L __ _ Date : 8/6/2015 , ,,' ,.,,,,:, (with AISI 2007 Specification and 20.10 Supplement to the 2006 MBMA Manual.) Version: 2015.1.26 (Date: 01/26/15)-ByNBG-GS Buil(ling Name: Combined Wall Panel Selection: Classic 11CW11 Wall Panel 26 Gage A653 Grade 80 with Fy = 80 ksi, Fu= 82 ksi Deflection Limit: L/60 a= 7.20 ft. Min. Girt Thickness for Fastener Checks: 0.060 Tributary Pressure j Area Zones 4,51 (ft2) (psf) ; Item Wall Panel 12 14.87 ~16.13 -19.72 Simple Span (ft)-+ 7.50 7.50 7.50 2 Equal Spans (ft)-+ 7.50 7.50 7.50 -~~-------,------0------- 3 Equal Soans __ .{f !) . ._-+_-+-_7_._50_-+-_7_.5....;0"""_ -+--7_.5_0_ Fasteners (ft)~ ---7.50 7.50 Note: These Panel Spans are Based on Values Found In theEDM. Section 6.9 Dead Load (psf): 0.00 Collateral Load (psf): 1 o.oo Max Live/Snow Load (psf): 20.00 Roof Panel Selection: NucorCFR™ Deflection Limit: L/oO Minimum Purlin Thickness for Fastener: NIA Seaming Option for Interior Zone, (Zone 1): Nucor Roll Lock -Std. Clip (2) Fasteners Nucor Roll Lock -Std. Clip (2) Fasteners Nucor Vise Lock -Std. Clip (2)_Fasteners Seaming Option for Edge Zone, (Zone 2): Seaming Option for Corner Zone, (Zone 3): a t _l a e I a= 7.20 ft. Pressure ) Suction in Zones All 1 2 2' 3 Item (ft.) (ft.) (ft.) (ft.) (ft.) Roof Panel, (psf) -+ 22.20 -16.44 -27.59 . -41.53 Simple Span 6.00 2 Equal Spans 6.00 3 Equal Spans 6.00 Seaming/ Fasteners 5.63 5.59 5.60 Note: These Panel Spans are Based on Values Found In the EbM. Section 6.10 Note: Use MODIFIED Roll Lock Seam (Vise Lock sean:i crimp at mid-span) 3' (ft.) c____,__L~]J Note: 12" Vice Lock 360 Clips with (3) Fasteners, require a minimum purlin thickness of 0.067". U15S0549A 08/10/2015 5 of 55 CBC 2013 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Maxhnum Ss value in determination of Cs calculated per CBC 2013 Building Data Input: Nature of Occupancy Gable/Single Slope Building Width Building Length Distance to·Ridge (from BSW) Roof Slope, s:12 (slope to BSW) Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diapluagm Seismic Data Input: Short period response acceleration, Ss !-second period response acceleration, Si Site Classification Roof Loading: Self weight (SW) Roof Dead Load (RDL) Roof Collateral Load (CDL) Roof Snow (Pf) Exterior Wall #1 (Left EW} Loads: -COMBINED Standard Buildings Gable" · 82,50 feet 158.00 feel 41.'.<5 feet ,' r.oo: 1-2. rs·.oo feet rs.oo, fcet 19,72 feet i-,... ..... ..:F:..lex=ib°''le"'. -""-'--41*. N~ne . =L ___ o ___ l .. 5,00,osf ,3.SO t>sf s·.oo .osf o:oo nsf Si=Q-432 ® Full Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Partial Height il:ardwall w/ Parapet 0 E;,:clude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 82.50 feet Top Elevation 19.72 feet **** Wall Weight ,, MQ psf · Exterior Wall #2 (Front SW} Loads: ® Full Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet D Ell':clude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 18.00 feet Wall Weight I ' 3;00 psf Interior Wall #5 (Partition} Loads: ® Full Heigl1t Wall O Fu]] Height Wall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet D E;,:clude Wall in Lateral Seismic Calculations. (Shear Wall Sµpports Self Weight) Top Elevation 19.72 feet •••• Wall Weight 3;00 psf · ! Page I of7 U15S0549A Tnput Dntn Spreadsheet Revfsion Number : Latest Revision Date . 2015.5.18 5/18/2015 Project No.:l-',---,..-,..-'-U""!.,.,5$"-. o_s ... ~_9A_·.,,..__,_...,..'-I Description:1-· -~-· .. L __ ll __ G __ O __ LA""ND"". ---'Nl--;N ... J..,A __ G __ o_· __ --,i Engineer :~ ____ A_S_H_T_,O_N_'_C_A_L_·Ti. ____ _ Date : 8/6/2015 *Note· ASCE 7 states "Where diaphragms arc not tlcxible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed.5% displacement in either direction of the building masses, Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations, Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. ••Note: ASCE 7 Section 11 4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the auil1ority having jurisdiction or geotechnical data determines Site Class E or F soils are prese,;t at the site." As a result, Site Class D will be used on nearly all buildings. .. •Note: 20% of flat roof snow load.used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf. DO NOT include snow dril't loads i,1 seismic dead load. ••••Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter theheighi required-to account for the full dead load of the wall. Exterior Wall #3 (Right EW) Loads: ® Full-Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Pattial Height Hardwall w/ Parapet O EKclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 82.50 feet Top Elevation 19.72 feet Wall Weight j · · · ,,3:00 psf 110101111, Exterior Wall #4 (Back SW) Loads: ® Full Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet D Exclude Wall in Longitudinal Seismic Calculations, (Shear Wall Supports Self Weight) Top Elevation 18.00 feet Wall Weight , 3,00 ,psf , l Note: The weight of a concrete or masomy wall may be excluded from the seimic load calculations for lateral/ longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the walL (This exclusion docs not apply to metal panel walls, wood, EIFS, or other flexible wall syste,hs that are attached to the building framing at sevcrnl points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 08/10/2015 8/6/2015 6 of.55 CBC 2013 Seismic Considerations: (Continued) Equivalent-Lateral Force Procedure {per ASCE 7 Section 12.8) Maximum Ss value in determination of Cs calculated per CBC 2013 Mezzanine #1 Loads: Floor Dead Floor Collateral Estimated Joist weight Floor Live 0 Sto~ge D Partition loading fnput Data Mezzanine #2 Loads: Floor Dead' Floor Collateral Estimated Joist weight Floor Live 0 Storage D Partition loading Spreadsheet Revision Number : Latest Revision Date : 2015.5.18 . 5/18/2015 Project No · -----'---U-"-'-15-"S'-'0-'-5""49-'A _____ _ Descnption: ____ L_E_G_O_L_AN __ D_N_IN_J_A_G_O ___ _ Engineer: ____ --'A.c;SccHc.cTc.cOc..cNc....cCc.cAL=L----- Date : ______ 8...c/6~/2_0_15 _____ _ Partition load Elevation ·.I Part1t1on load ,,· •. · ·· ._':_'I· . Elevation , _ ****Note: I) 25% percent of Floor Live Load used \vhen mezzanme 1s designed for Storage (Typical storage loads a~,-e~12~~~-~ps~f~o~r-gr~e~a~te=r~.) Crane Loads : Aisle #1 Number of Aisles with·this crane info. Crane Type: (TR/UH/ Mono) Crane Beam+Charmel Independent Crane Column RailWt Bridge Wt. H01st & Trolley Elevation Crane Loads : Aisle #3 Number of Aisles with thIS crane info. Crane Type: (TR/UH /-Mono) C1ane Beam+Channel Independent Crane Column RailWt Bridge Wt. Hoist & Trolley Elevation Pagc2 of7 U15S0549A Put in full hve load! 08/10/2015 Crane Loads : Aisle #2_ Number of Aisles with this crane info. Crane Type: (TR/ UH / Mono) Crane Bearn+Channel Independent Crane Column ·Rail Wt Bridge Wt Hoist & Trolley Elevation 000 If . ' . . . ' ' . . ' . ' 8/6/2015 7 of55 CBC 2013 Lateral Seismic Calculations: Equivalent Lateral Force Procedwe (per ASCE 7, Section 12.8) Frame Desctiption / Location: Building Data Input Echo: Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: 'LINE:! : .COMBINED II R/gid Frame Gable 82.50 feet 158 00 feet 41.25 feet 1.00: 12 18,00 feet 18.00 feet 19 72 feet 10.00·icet ® Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads. Mezzanine Information: Is Mez #1 or #2 Considered a Sto1y? Loading Area· Mezzanine #1: Concentrated Loads -Mezzanine #I: Loading Area -Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1 ): Max spectral response for ·I-second period (Eq 11.4-2). Design spectral response for short periods (Eq 11.4-3): Desig11 spectral response for I-second periods (Eq l 1.4-4): Seismic Design Category: Response Modification Coefficient, R· System Overstrength Factor, !10: Deflection-Modif1cation Factor, C,: Building Period Coefficien~ Ct: Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic-Base Shear, V (Eq 12.8-1) Seismic Response Coefficient Cs (Eq 12 8-1 to 12 8-6) Multistorv Distribution I Selsnllc Conalderalloas Efl'. Selim le Welgbt Roof Loads Exterior Wall#! (LeftEW) Loads Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Crane Aisle #1 Crane Aisle #2 Crane Aisle #3 Mezzanine # I Mezzanine #2 Totals Pngcl'of7 U15S0549A w •. 11176 lbs 4880 lbs 540 lbs 540 lbs Olbs Olbs Olbs Olbs 0 lbs 17136 lbs Lntcrnl Cales. (I) Spreadsheet Revision 'Nt1111ber : Latest Revision Date : 2015.5.18 5/18/2015 ,. Project No.: ______ u_t,_5...;~-o5_4_9_A_~---- Description: ___ ~L~E_G_O_L_A_' N_D_N_I_N_JA_G_O ___ _ Engineer : ____ __:.A.:::S:.:.H:...,Tc::O:.:.N::..C:::,A'-"L:::,L~---- Date : _____ __;8::.16:::./:;20::.:!"'5 _____ _ O lnterior Frame O Int. Frame w/ Partition Hardwall.(SW) Information: Ss = 1.123 SI= 0.432 1.00 Fa= 1.05 Fv= 1.57 Sms = 1.180 Sml =0.677 Sds= 0.787 Sdl =0:452 D 3.5 2.5 3 O.Q28 0,304 3.19 kips 0225 . :tlev•~• · }l. 19.72 feet 9.88 feet 9.00 feet 9.00 feet ,.. .. .. .. .. - ••• ••• ••• Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior W~II #4 (Back SW): Crane Information: Quantity of Cranes I Bay • Aisle # 1: Length of Runway • Aisle #I: Quantity-of Cranes I Bay -Aisle #2: Lengtl, of Runway· Aisle #2: Quantity of Cranes/ Bay· Aisle #3; Length of Runway· Aisle #3: rci,oo f~ct ' · : l 0.00 -feet Ji--. _"----'1,1:. ·Ii--___,_-'---1:1:. I · 1:. *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane infonnation is used for more tl1an one aisle. ••Note: Enter runway length, DO NOT double 1unway·length as other seismic sheets have asked you to do previously. •••Note: ASCE 7 -Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Wbeie different seismic force-resisting systems arc used in combinatiori to resist seismic forccs-111 the same di1cctio11 of structural response, other than those combinations considered as dual systems, the mo1estringent system limitation contained in Table 12.2-1 shall apply." The value of the response.modification coefficient, R, used for design in the dire,tion under consideration shall not be greater than the least value ofRfor any of the systems utilized ill that direction. The deflection amplification factor, C,1, and the over- strengU1 factor, n •. shall be conmtent with R reqmred ill that direction; excluding buildil1gs with a risk catego1y ofI qr II, and flexible diaphragms. In which case, resisting eleme11ts are pcnnittetl lo be designed.for the least value of Rfor each independent line of reference. Disu·ibution Exponent k 000 Alt. Roof Weight: Alt. Panel Load: 17.11 p.if 0.038 kips/ft Verlkal Dlat. Selsiolc Force . ·. Selamlc'Basel\Joment Friime Uiilrcirm l..iiiiili .. f'..:tor,r..:. it. M 11176 2.51 kips 49.53 ft-kips 4880 1.10 kips I 0.84 ft-kips 540 0.12kips 1.09 ft-kips 540 0.12kips 1.09 ft-kips - - .. .. .. . . .. -. . -.. .. .. -.. 17136 3,85ki11s 62.56 ft-kips 08/10/2015 Roof Weight: · Panel Load: 16.51 n.if 0.037kips/ft · l!talll Ii CoilteGtl'Aiild· LQad•· · Lund 0.066kips 0,066 kips .. -.. -.. Frame JJ11sc. Shear: Elev:ition 16.67 feet 16.67 feet --.. .. 3.193 kips 8/6/21115 8 of 55 CBC 2013 Lateral Seismic Calculations: Equivalent Lateral-Force Procedure (per ASCE 7, Section 12.8) Frame Description/ Location: Building Data Input Echo: r1NE=2-- . C01IBINED II Occupancy Catego1y Seismic Force Resisting System Gable/Single Slope I., . Rigid Fran,e. J Width 1ength Distance to Ridge Roof Slope, s: 12 Low Eave Height High Eave Height Mean Roof Height Bay.Width Frame Located at Bay: Gable 82.50 feet 158.00 feet 41.25 feet 1.00: 12 18.00 feet 18.00 feet 19.72 feet @ Left Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Is Mez#J or#2 Considered a Story? 1,oading Area ~Mezzanine#!-. Concentrated Loads -Mezzanine # I : Loading Area -Mezzanine #2: Concenttated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss I-second period response acceleration, SJ Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: I, Max spectral response fo1 short periods (Eq 11.4-1): Max spectral response for I-second period (Eq 11 4-2): Design spectral response for short periods (Eq n .4-3): Design spectral response for 1 ~second periods (Eq l 1.4~4): Seismic Design Category, Response Modification Coefficient" R: System Overstrength Factor, .00: Deflection Modification Factor, Ca: Building Period Coefficient, Ct· Approximate Fundamental Period, Ta (Eq 12 8-7): Seismic Load Output: Seismic Base Shear, V (Eq•J2 8-1) Seismic Response Coefficient Cs (Eq 12.8-1 to 12 8-6) Multistorv Di$tribution. Roof Loads 25984 lbs Exterior Wall #1 (Left EW) Loads 4880 lbs Exterior Wall #2 (Front SW) Loads 1256 lbs Exterior Wall #4 (Back SW) Loads 1256 lbs Crane Aisle # I 0lbs Crane Aisle #2 0lbs Crane Aisle #3 0lbs Mezzanine # l 0lbs Mezzanine #2 0lbs Totals 33376 lbs Pogo 4 of7 U15S0549A -I Lateral Cales. (2) . -I O Interior Frame Spreadsheet Revision Number : Latest Revision Date · 2015.5.18 5/18/2015 Project No .. _______ U_l_5S_0_5_4_9_A _____ _ Descripuon· ____ L_E...:GO:..:..::L::.Ac:.ND..::...-c..N.::IN'-J'-'A'-G'-O'----- Engineer . _____ :..:A.:::S:.:H..:.T.:::O.:.;Nc;C:::A..::L:::L=------ Date : ______ ..:;8::.;/6"'/2:c;0:..:1.::.5 _____ _ O Int. Fran1e w/ Partition Hardwall {SW) Information: Ss= l.123 SI= 0.432 1.00 Fa= I.OS Fv= 1.57 Sms = l.180 Sm! =0.677 Sds = 0.787 Sdl = 0.452 'D 3.5 2.5 3 0.028 0 304 6.70kips 0.225 19.72 feet 9.88 feet 9.00 feet 9.00 feet ••• ... *** Wall Length Exterior Wall #2 (Front SW): Wall Length Exterior Wall #4 (Back SW) Crane Information: Quanltty of Cranes/ Bay -Aisle #1: Length of Runway -Aisle #1: Quantity of Cranes I Bay -Aisle #2: Length of Runway -Aisle #2: Quantity of Cranes/ Bay-Aisle #3· Length of Runway-Aisle #3: I : 1:. 1-,,,--0r --~-----iJ:. I: ·J. "Note. Enter quantity of cranes for one aisle only, DO NOT mcrease the crane quantities when crane infonnation is used for more than one aisle. •*Note Enter.n111way length, DO NOT double runway length as other seismic sheets have asked you to do previously. ***Note: ASCE 7 -Sections 12 2 3, 12.2 3 1 through 12.2.3 3 states, "Where different seismic force-res1st111g systems are used in combination to resist scis111ic.forces in the same direction of structural response, other than those combinations considered as dual systems, the mme stringent system lm11tat1on contained in Table 12.2-1 shall apply" The value of the response modification coefficient, R, used for design iu the dit ection under consideration shaU·not be greater than the least value of R for any -of the systems utilized in that direction The deflection amplification factor, C,, and the over- strength factor, n0, shall be consistent with R required in that direcuon; excluding buildings with a risk category of I or 11, and flexible diaphragms In which case, resistmg elements are pennitted to be designed for the least value of R for each mdependent line of n;ference . ..., ~-.....,, ._ .......,..~ .(k"'• Distribution Exponent k 000 Alt. Roof Weight: Alt. Panel Load: 15A2 ps.f 0.081 kips/ft , Si,fsmic llase'M91nent. t,..-·..,·~· _.;;;.ll'.;;,l'll;;,:111;:.' .:;_e,:;;Un:::l:;;fo:::nn.::·:..'Lo:a:: i:!;a:::d::.S~--~-.... ....,;,1 ' · M Roof Weight: Panel Load: 25984 5.84 kips 115.17 ft-kips 14.82 psf I 0.077 kips/ft 4880 1.10 kips 1256 0.28kips 1256 0.28 kips 33376 7.50 kips 08/10/2015 I 0.84 ft-kips l'ranili.Qoi\centtll(ed(lfoiids' ..... Load 2.54 ft-kips 0.152 kips 254ft-kips 0.152 kips 131.09 ft-kips Fr11me Base Shear: Elevation 16.67 feet 16.67 feet 6.695 kips 8/6/2015 9 of 55 CBC 2013 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Frame Description/ Location: Building 'Ilata Input Echo: Occupancy Categoty Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: I LTNES: 3·. i5 . ,COMBl~EJ) II 'Rig/d'Frame .. Gabie 82.50 feet 158.00 feet 41.25 feet 1.00 : 12 18.00 feet 18.00 feet 19.72 feet 2825 feet o LeftEndwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Is Mez # I or #2 Considered a Story? Loading Area· Mezzanine #1: Concentrated Loads • Mezzanine.# I: Loading Area • Mezzanine #2: Concentrated Loads • Mezzanine #2: Seismic Data Input Echo: Short period 1 esponse acceleration, Ss I-second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for shorl periods (Eq 11.4-1): Max spectral response for I-second period (Eq ·11 .4·2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for I-second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, fl0: Deflection Modification Facto1; C,: Building Period Coefficient, Ct: Approximate FW1dan1e11tal Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12 8-1) Seismic Response Coefficient, Cs (Eq 12 8-1 to 12 8-6) M '1ffia"fo~lrlbli.lilfil' 0?k: 'i' iii Seiandi: Cou1deratl9n1 Elf, Seliimlc Weight· 't..> ,.,,, ,;,, ,.,,,_~ ' -~-... ,, ,v w. Roof Loads 31572 lbs Interior Wall #5 (Partition) Loads 0 lbs Exterior Wall #2 (Front SW) Loads 1526 lbs Exterior Wall #4 (Back SW) Loads 1526 lbs Crane Aisle # 1 0lbs C1 ane Aisle #2 0Jbs Crane Aisle #3 0lbs Mezzanine #I 0 lbs Mezzanine #2 0 lbs Totals 34623 lbs Page 5 of7 U15S0549A I Lntc, nl Cnlcs. (3) Spreadsheet Revision Nwnber : Latest Revision Date : ~ 2015.5.18 5/18/2015 ProjectNo.: ______ U.:.....15_S_05_<1_9_A ____ _ Description: ____ L_E.:..G.:..O=L:..:AN'-. ::.D.:::N..c:lc:..N,:.:JA.:..Gc:..O.:..... __ _ Engineer : ____ ......:.A.::S::;H:..::Tc:O:..:.N.:..C;:;Ac;;L=:L=------ Date : ______ 8"'/"'6/.;c20~1:..::5 _____ _ ® Interior Frame O lnt. Fran1e w/ Partition Hardwall {SW} Information: Ss= 1.123 SI= 0.432 ·l.00 Fa= I.OS Fv= 1.57 Sms= l.180 Sm! =0.677 Sds = 0.787 Sdl =0.452 D 3.5 2.5 3 0.o28 0.304 7.47 kips 0225 tlev.1t1011 .. .'t:"hi' ,,,, 19.72 feet .. 9.00 feet 9.00 feet -.. .. .. -- ••• ••• ••• Wall Length Exterior Wall #2 (Front SW): Wal[ Length Exterior Wall #4 (Back SW): Crane Information: Quantity of Cranes / Bay • Aisle #I: Length ofRW1way • Aisle #1: Quantity of Cranes/ Bay· Aisle #2: Length of RW1way • AisJe #2: Quantity of Cranes /1:!ay-Aisle #3: Length of Runway -Aisle #3: 2tl.2s 1·cet . :.2s.2s feet . 1-,-1 ----1:1:. I J:. i--,:..1 ~-1 :. •Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane informatio11-is used for more than one aisle. ••Note: Enter runway length. no NOT double runway length as other seismic sheets have usked you to do previously. .. •Note: ASCE ?-Sections 12.2.3, 12.2.3.1 through 12.2:3.3 states. "Where diffetent seismic force-resisting systems arc used i11,combi11ati011 to resist seismic forces h1 the same direction of sthlctural response, other than those combinations considered as dual systems, the more stringent system limitation contah1ed in Table 12.2-1· shall-apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for '1l1Y of the systems utilized-in that direction. The deflection amplification factor, Cd, and theover- strenglh factor, n,. shall be consistent with R req.uired ht thut direction; excluding butldings with a risk categoiy of I or 11, and flexible diaphragms, In which case, resisting elements ate pen11ittcd lo be designed for the least value of R for each independent line of reference. Distribution Exponent k 000 Alt. Roof Weight: Alt, Pnncl'Lond: J4.14pl:f 0,090 kips/ft VertluH>lst. Seltmle Fotee Selsiit.lc Bue Moment Fl'Jiilte ·tJ11lrorm Loadli . \ :-vF•dllr;.~,. · < ", ,.'"F~ M 31572 7.l0kips 139.94 ft-kips -.. .. 1526 0.34kips 3.09 ft-kips 1526 0.34 kips 3.09 ft-kips -- ---.. .. ----,. -.. .. 34623 7.78 kips 146,11 ft-kips 08/10/2015 Roof Weight: PuneI·Loud: 13.SSTJsf 0. 086 kips/ft , . ' , -""~-~·eo• .. ti'ated.Loads . Load 0.185 l(ip.v 0.J85 kips ----- Frttme /lafoShe11r: Elevation 16,67 feet J6.67'feet .. --.. - 7.467/dps 8/6/2015 10 of 55 CBC 2013 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (pet· ASCE 7, Section 12.8) Frame Description/ Location: Building Data Input Echo: Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s: 12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay. rINE;i ,· COMBINED II ! . .Rigid F:.tani~ · F Gable 82.50 feet 158.00 feet 41.25 feet 1.00. 12 18.00 feet 18 00 feet 19.72 feet O 'Left Endwall @ Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Is Mez # I or #2 Considered a Story? Loading Area -Mezzanine #I: Concentrated Loads -Mezzanine #J: Loading Area -Mezzanine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Short period response accele1 ation, Ss 1 ~second period response acceleration, S 1 Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa. Site Coefficient Fv. Max spectral response for short periods (Eq 11.4-1 ): Max spectral response for I-second period (Eq 11.4-2): Design spectral response for short periods (Eq I 1.4-3): Design spectral response for I-second periods (Eq I 1.4-4). Seismic Design Category: · Response Modification Coefficient, R: System Overstrength Factor, 00: Deflection Modification-F3.ctoi, ·Cu~ Building Period Coefficient, (:t· Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seis!]lic Base Shear, V (Eq 12 8-1) Seismic Response Coefficient Cs·(Eq 12 8-1 to 12 8-6) Multistory l>istriliutioni". Ln.tcrt1! 'Cales. (4) ·1 O Interior Frame Spreadsheet Revision Number : Latest Revision Date : Project No.: Ul5S0549A 20155.18 5/18/2015 ------~---------De_ script ion: ____ L_E_G_O_L_A_ND __ N_IN_J A_GO ____ _ Engmeer ·----~A'-'S"'H"'T"-O"-N'--'C'-'AL=L'------ Date ·---~--8_/6_/2_0_1_5 _____ _ O Int. Frame w/ Partition Hardwall /SW) Information: Ss= l.123 S1=0432 1.00 Fa= 1.05 Fv= I 57 Sms=J 180 Sml =0.677 Sds = 0.787 Sdl se0452 D 35 *+* 2.5 ••• 3 ... 0028 0304 4.38 kips 0225 Wall.Length Exterior Wall #2 (Front SW): Wall Length Exserior Wall #4 (Back SW): Crane Information: Quanttty of Cranes/ Bay-Aisle #1: Length ofRunway-AJSie #1: Qoantity of Cranes / Bay-Aisle #2: Length of Runway-Aisle #2: Quantity of Cranes /-Bay-Aisle #3: Length of Runway -Aisle #3: 1'4:So:fe~t. J 4.so .te~t -·. " :·:1:. ·-r :·._,.. :/.;' -~_:::1:. *Note. Enter quantity of cranes for one aisle oruy, DO NOT increase the crane quantities when crane infonnation is used for more than One aisle. **Note: Enter runway-length. DO NOT double runway length as other seismic sheets have asked you to do previously. •••Note: ASCE 7 -Sections 12.2 3, 12.2 3.1 through 12.2.3.3 states, "Whete different seismic force-resisting systems are used in combination to resist ·seismic forces in the same direction of structural response~ other than those combinations considered as dual systems, the more stringent systemJimitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideratton shall not be greater than the least value of R for any of the systems utihzed in that direction The deflection amplification factor, Cd, and the over- strength factor, !l,. shall be consistent with R required m that direction: excluding buildmgs with a risk category of I or 11, and flexible diaphragms. In which case, .resisting elements are penmtted to be designed for the least value of R for each mdependent line ofrefecence •• ., ,.. •¥·· N., ,. Distribution Exponent k 000 Alt. RoofW_cight: Alt. Panel Load: 16.19 pef 0.0j3 kips/ft Eff. ~s,rtle Wi,lght l,J\!Vatio11 · Vertieafl>Jst. .SeitmltForu S,:lsillieBase'Mo\ii~ht ...,_.,.....,.F,.ra,.· lll .... e .. ·U.,n_,tr..,.o,.nn .. ·.,o1.o.·,.ii.,dil,.,,.· _ • .,·:=·-· -I Roof Loads Exterior Wall #3 (Right EW)-Loads 'Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Crane Aisle #1 Crane Aisle #2 Crane Aisle #3 Mezzanine #1 Mezzanine #2 Totals Pngc 6 of7 U15S0549A , ~ , ... , -::::-W,:''~ *'#' ~: ;:,~fi: ,: «: ,, FA.ctprt-~, 16205 lbs I 9.72 feet I 6205 4880 lbs 9 88 feet 4880 783 lbs 9.00 feet 783 783 lbs 9.00 feet 783 0lbs 0lbs dibs 0lbs 0lbs 22652 lbs 22652 08/10/2015 Fi. 3.64kips LIO kips 0.18kips 018kips S.09'kips M., Roof Weight: Panel Load: 71.83 ft-kips Jj,j9 pef 0,0jJ kips/ft Load L58ft-kips 0.09j kips I 58 ft-kips 0.095 kips 85.84 ft-kips Frame Base Shear: Elevation 16.67 feet 16.67 feet 4.382 kips 8/6/2015 11 of 55 CBC 2013 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedw·e (per ASCE 7, Section 12.8) Building Data Input Echo: Occupancy Categmy Low SW Force Resisting System High SW Force Resisting System Gable/Single Slope Width Length Distance-to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Is Mez # 1 or #2 Considered a Story? Loading Area -Mezzanine# 1: Concentrated Loads -Mezzanine #J: Loadh1g Area -Mezza11ine #2: Concentrated Loads -Mezzanine #2: Seismic Data Input Echo: Shott period response acceleration, Ss I-second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: I COMBINED II X·Bracing, Gable 82.50 feet 158.00 feet 41.25 feet 1.00: 12 18.00 feet 18.00 feet 19.72 feet Max spectral response for short periods·(Eq 11 .4-1 ): Max spectral response for I-second period (Eq 11.4-2): Design spectral response for short periods (Eq I J .4-3): Design spectral response for I-second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, il0: Deflection Modification Factor, c.: Building Period Coefficient, Ct; Approxllllate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) Exterior Wall #I (Left EW) Loads 4880 lbs Exterior Wall #3,(Right EW) Loads 4880 lbs Imerior Wall #5 (Partition) Loads 0 lbs Exterior Wall #2 (Front SW) Loads 8532 lbs Exterior Wall #4 (Back SW) Loads 8532lbs Crane Aisle #I Olbs Crane Aisle #2 Olbs Crane Aisle #3 Olbs Mezzanine #1 Olbs Mezzanine #2 Olbs Totals 203407 lbs Pngc 7 of7 U15S0549A Longitudinal Cales. Hardwall.Information: Spreadsheet'Revision Number : Latest Revision Date : 2015.5.18 5/18/2015 Project No.: _____ _::U:..:l::.5:::S0::5:.:4::.9A:..:..,_ ____ _ Description:_· ___ L--E __ G.;;.O.;;.;.;,LA __ N--D.;..;.N.:c!N--J--A--Gc..Oc..· __ _ Engineer : _____ A=SHccT.;;..;;.O:;..;N..;C:.cA,;;;L;;,;L;;_ ___ _ Date : ______ 8:.;./6"'/"-20--1.:.5 _____ _ Wall Length Exterior Wall #2 (Front SW): -158:'oo' feel : 1s8:oo feet . Wall Length Exterior Wall #4 (Back SW): Qty. = ._i' ____ ___,. i Wall Length /11/enor Wall i!5 (Partitio1~: 82.50 .feet Ss= 1.123 SI= 0.432 1.00 Fa= 1.05 Fv= 1.57 Sms = l.180 Sm! =0.677 Sds= 0 787 Sdl =0.452 D 3.25 ** 2 •• 3.25 •• 0.02 0.187 45.99 kips 0,242 9.88 feet 9.88 feet 9.88 feet 9.00 feet 9.00 feet Crane Information: Qua11tity of Cranes-Aisle #1: Length ofRunway-Aisle#l: Quantity of lnd. Crane Colwnns -Aisle #1: Quantity of Cranes -Aisle #2: Length of Runway -Aisle #2: Quantity of Ind. Crane Columns -Aisle #2: Quantity of Cranes-Aisle #3: Length of Runway -Aisle #3: Quantity oflnd. Crane Columns -Aisle #3: I r •Note: Enter quantity of cranes for one aisle only, DO NOT i11crease the crane quantilies when crane information is used for more than one aisle. **Note: ASCE 7 -Sections 12.2.3, 12.2.3.I through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of stmctural response, other than those combinations considered as dual systems, UJC more stringent system lhuilation contained in Table 12.2-1 shall apply." The value ofU1e response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value ofRfor any of the systems utilized in that direction, The deflection an1plification factor, CJ, and the over- strength factor, n,, shall be consistent with R required in that direction; excluding.buildings with a risk category of I or II, and flexible diaphragms. Jn which case, resisting elements arc permitted to be designed for the least value of R for each independent line of reference. Disttibution Exponent, k 0,00 -s~mlc ll•n.Monu11t M,. 842 85 ft-kips 4880 J J.68.ft-kips 4880 l.18 kips 11.68 ft-kips 8532 7.07 kips l 8.59 ft-kips 8532 2 07-kips 18.59 ft-kips 203407 49,24 kips 903,38 ft-kips 08/10/2015 , -~ ra«11· tin form Lbli , .. Roof Snow: Seismic Dead W: 13.92 s Total ScismicW: 13.92psf Scism ic Factor: 0.242 '1Jtt,il1 C611~trat: ada · Load 1.033 kips 1,033 kips /Jr11ci11g /Juse Slte1ir; Elevation 18,00 feet )8,00 feet 45.99.1 kiJJ,\' 8/612015 12 of 55 ASCE 7-05 / IBC 2009 Live Load Reduction Version 1.1 INPUT ECHO Fill in shaded areas as required. Tributary area of member under consideration Module Length: .is]o':":1ft. Roof Slope: i. t~QO ; / 12 Tributary Width: :-: 1a;OQ1~-ft. F = 1.00 At = 684.Q0 sq. ft. 0.60 1.00 U15S0549A R1 = 1, = 1.2 -0.001 At, = 0.6, R2 = 1, Emrich 08/10/2015 :;:: 1.2 -0.05 F, = 0.6, Job # 1,J1l$0549A j Engr: .. , .. ASC' ... .! Date: 8/7/2015 At$ 200 sq. ft. 200 sq. ft. < At < 600 sq. ft. At 2: 600 sq. ft. FS4 4 < F < 12 F 2: 12 13 of 55 NUCCR Project No. : ____ U_l_5_S0_5_4_9A ______ .,, BUll.,DINGS GROUP Description : LINE A -----------A DIVISION OF NUCOR CORPORATION Engineer : ASHTON CALL -----------Bracing Components (AISC 14th Edition) Date: 8/7/2015 per MBMA Researcl1 Project 506 (© 1992) & AISC Steel Construction Manual (14th Etlition) Version: 2015.04.09 (Date: 04/09/15; By NBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): APPLIED LOADS: Load Location: Ti~r Height, h : LOAD COMBINATIONS: Combination Name: 0.6WL 0.7 p EQ (ABC, p=l.O) 0.7 p EQ (DEF, p=l.3) 0.7 n EQ (C:DEF Special) 0.5 (0.6 WL) + CR cs Case Reactions: Load Horiz. Vert. Case (+ =Right) (+=Up) WL -8.320 -5.304 EQ -25.300 -16.129 CR cs U15S0549A Height (ft.) 17.0000 Comb.# 1 2 3 4 5 6 7 8 Load Case Adiv•• WL EQ CR cs : \':"~:# t·O;(sOO :, ,' N.. . . ... 0,700 · , • A.i,,, < y-:'," 0.910 ,, '. A• Y.· · . .-.. L20-,. 1.400 'N:-. § );OQ . ·0.300 1.000 .. .. . . < 'N'-: --~ ) ,, t f.50 l.000. . '.,N·. ; ... 4···i.0Q :'. -".N"i~{ t' 1.00 · " 08/10/2015 14 of 55 NUC:Clt=I BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Pi-oject No. : U15S0549A ------------ Description: --~--L_IN_E_A~---- Engineer : . ASHTON CALL -----------Bracing Components (AISC 14th Edition) Date: 8/7/2015 per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2015.04.09 (Date: 04/09/IS)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): Brace Critical Load: (a) 0 Manual Load Input! Allowable Stress Ratio, ASR: 1.20 Applied Load: (0.7 n EQ (CDEF Special) 35.42 kips.* ----- BRACE GE:OMETRY: Select Brace Size: No. ofBraces, n : Module Width, b : Tier Height, h : COLUMN PROPERTIES: Section Designation: Web Depth, dw: (WF= Total Depth, d) Web Thickness, tw: Flange Width, br: Flange Thickness, 4-: 0 Rotate Column 90° Brace vy/ Iiill~ide Washer Results: Memb. Mat. ID Orient. Elev. Code Bl I Tier a RB9 B2 \ Tiera RB9 Gusset _Plate Connection Results: Memb. Weld Gusset Mat. ID Ratio Ratio Code Bl . 0.662 6.619 RB9 B2 0.662 .. 0.6.19 RB9 .. . . @ Double rr~s,IK<Jffli ft. ft. 7.89 in. 0.17 in. 3.94 in. 0.205 in. Member Description 11/8" Rod 11/8" Rod Member Description 11/8" Rod 11/8'' Rod *Note: The "Applied Horizontal Load" shall be the resultant from the contro1lirtg load combination including combinations with over-. strength factors for connection analysis. MODULE WIDTH, b O~.· Tqt. iater!ll Drift; ·o.31~ Axial Axial Stress Min. tw Brace Lateral (k) Allowed Ratio (in.) Elong. Drift (in.) 20.897 23.000 .(:):909 Clevis 0.268 0.316 20.897 23.000 0;9Q9 Clevis 0.268 0.316 .. . . OJ( <;usset Plate Information Min.tw Height Width Thick. Weld Boltbia. (in.) (A) (B) (tg) (in.) (db) 0.158 8.000 8;000 1.Q00 5/16 1¼110 0.158 8.000 8.000 1.000 5/16 1¼110 U15S0549A 08/10/2015 15 of 55 NUC:CIR BUILDINGS GROUP A DIVJSION OF NUCOR CORPORATION Bracing Components (AISC 14th Edition) Project No. : ___ ...;;U...;;1.;..;.5.;;..S0...;;5..;.4;;..;9A;.;;....-,---- Description: ____ ..;;;;L;.;;;INE:..;.;;;;..;.A.;;.... __ _ Engineer : ASHTON CALL --,-----------Date : 8/7/2015 per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2015.04.09 (Date: 04/09/15) By NBG-GS GENERAL INFORMATION: D Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, t8: Gusset Plate Material: 1/1 in. /R A572 Gr. 50 B Gusset Plate Weld, W: 5/16 in. Bolt Diameter, db: 1¼110 Bolt Material: A325 Frame Geometry: D Base-Plate Located B.F.F. Base Plate Thickness, tbase: Top Stiffener Thickness, t10p: Base Plate Width, bbase: Top Stiffener Width, b10p: • in. in. in. !in. Required Tensile Strength, R: 41.794 kips Vert. Component Strength, Rv: 22.185 kips Horiz. Component Strength, Rh: 35.420 kips Vertical Eccentricity, ev: 0.563 in. Horizontal Eccentricity, eh: 3.313 in. Minimum Web Thickness, tw: 0.158 in. WELD INFORMATION: Moment,M=Rv (e1,)-R1, (ev) = 53.56 in.-k Momentof Inertia, IP = Ix + I y = 76.07 • 3 Ill, *SectionModulus,Sx =Ip/= 15.81 /cy in.2 * Flexure Force, fbh = 3/is x = 1.69 k/in. Resultant Force, f,. = ~ (fbh + f,1 )2 + Vbv + fv )2 = G~sset PJate Results: ASD Allowable Strength Ratld ASD Allowable Strength Nominal Weld Strength (Gusset) Rnln Nominal Flexural Strength (Gusset) Mn/n Nominal Tensile Yielding Strel}gth (Gusset) Rnfn ;f:'. '(-';'.{ ·,i;': li :·~.:·' " ' ','' ,,, ~ '' '' · .. ;'_;. ,;:{;_it;,··¥,,.::,. ; "&1',;i (J-' <, i<,. ·--~ y, ,'" Nominal Shear Yielding Strength (Gusset) Rjn Nominal Shear Rupture Strength (Gusset) Rnfn Nominal Rupture Strength at Bolt (Gusset) Rnfn Nominal Bearing Strength (Gusset) Rnfn Nominal Bolt Shear Strength (Gusset) Rafn '> ,, ,' A~V we1ct :strengrn Katio · -S' V', RJ!l Vertical Force, fv = R;,{_L = 1.11 k/ in. weld Horizontal Force, fh = R)!i.L = 1.77 kl in. · weld * Section Modulus, Sy = 1 ¼x = 173.87 • 2 Ill. Cx * Flexure Force, fbv = ~Sy = 0.15 k/ in. 3.69 k/in. OK Remarks 0.619 See AISC Section J4 0.662 Rn= 0:6 F ,,, (Sin 9) (S".id) k/ in. 5.568 ~ = 0. 75 (LRFD), .Q = 2:00 (ASD) in-kips 570.928 Mn= Per AISC Section Fl 1 kips 279.909 R_=FyA8 1<../ .'. ·'f'.• ~,, l'r~· .. ,,> ·.: ~ = 0.90 (LRFD), Q = 1.67 (ASD) kips 361.708 Rn= 0.6 FyA8; Where~= 1.00, .Q = 1.50 kips 292.051 Rn= 0.6 Fu Anv kips 180.518 R~ = min(2 t b,rrFu, 0,6 Fu A,r) kips 67.500 Rn= 1.2 1. t Fu S 1.8 Apb Fy kips 79.522 Rn= FnvAb '> ~ = 0.75 (LRFD), n = 2.00 (ASD) kips. 61.500 Minimum from above. U15S0549A 08/10/2015 16 of 55 '\. r ' I ' I I ' • ' • • I I r -~ • \ I -, • .. • j • "' ~ • j I \ • • Version 2.7 (04/08/09 B DJE Engineer: AEC Job Number: I Description: A2 AT-EAVE CANOPY Date: 8/7/2015 A: 0.0000 ft E: 0.00 ih B: 0.0000 ft F: 0.00 in C: 17.0000 ft G: 12.00 in D, 3.0000 ft Trib.: 16.0000 ft r Design is for .. 1 Horz. Beam is .. - 0 Fascia ® Sloped ® Canopy O Flat -' -'' ,_ - D: 3.0000' 11 ii ;r·-·-·-·-·-·· )!1 ========r======1: I I I ==============~~~==;·! !:; G: 12" !1 C: 17.0000' E. 011• II -·~-l<E- !1 11 ii ., !1 # ·I !1 ----------'~''---Finish Floor Elevatiorr-'-~----'1.,__, ____ _ $. U15S054!;lA 08/10/2015 17of-55 ... ,,_. ______ .. : ... ~~)=~•ci~ &_:ca~·o.i?y __ L9~~s;~c~!l~frj~.~~ .. -~-"-. -·.:·: _ ... :. :·:·~·: J Version 2. 7 (04/08/09) By DJE Job No. , A2 AT-EAVE CANOPY r..,,.-,,...,.,,.... ............ ,....,,....,,-~-------------------------~-~ , Loads , ~----.-.---.-,--, .... ,..,.,., ..... ,-, .... ------.------------------...... J Roof Dead: o.oo psf Roof Collateral: 0.00 psf Roof Live: o.oo psf Roof Snow: 0.00 psf Drift Max.: 0.00 !)Sf Drift Width (Wd): 0.0000 ft e: Building Cod Fascia Vert. W Horz. Beam W Face Panel Weigh Horz. Wind Pressur Wind Upli Gutter/Aux. Line Loa t.: t. t: e: ft: IBC/ASCE 7 0 plf 30 pit o.oo pst o.oo psf 36.80 psf d: 86.00 plf ,_,,,_,~,,---r------.-.-----,_,,..,.,.,..,.,.,...,,....,.,...,,n.,, ................ , ---~ 1 Load Combinations 1 ~--.... ,...,,------.... ,--...,.,------------------------------J U15S0549A Comb Load Case Factol'8 for No. · DL, . COL LL SL .W1R W1L Name . 1 1.00 1.00 1.00 DL+COL+LL .:):-, ··fotr ~f:oo-:7 ·"'··· :\o,o .. ·-·:---.• -.... ·-·.2_c+cot:rs~ ~---··--:·- 3 0.60 1.00 0.6 DL + W1R ~ 4 7 . o,so, -.. · ., ___ -.. .. · ·-. _·{oo· 0;6 DL + w11;, ____ ., __ · . .- 5 1.00 1.00 , -0.75 0.75 DL +COL+ 0.75(SL + W1R) : .. ·.-.f~ J~gf J~qq ·· __ :::· ·~er((~.--~-· · ·: ·· 0.75, ·: !ll.:.:':~~-eJ Ecf . .7,5(.s~ .+ V:J11l 7 ¾8;;., '.'YWW' ,_, ..,..f-·•,...,'.,._,-,_,~--.,, ,, L,~,, ~ ,,x,-~v_,_ ;_,,;;,.,,.,,.,,a~,."; ',~,.,,,• ,_,,.,.,,..'.:..~ 9 -.-1:0", ~ > ,. ,. • ,.... •• ~AuxLd: 1376llb t t t t t t t l flWL: 589 plr J i i i i i i i lJDL: 30 plf j I Horizontal I THE FOLLOWING LOADS WERE USED TO DETERMINE A LINE LOAD (AUX. LINE LOAD) AT THE END OF THE CANOPY BEAM AS THIS IS A MORE ACCURATE MODEL OF HOW THE BEAM WILL BE LOADED: 3.5 PSF DEAD 10 PSF COLLATERAL 20 PSF LIVE 08/10/2015 18 of 55 ® Member .Sign Convention: +P+-1GMJ\ ~p +V +V Connx. Sign Convention: GJ I Hoclzoatal © I ~ Fascia & Canopy Loads, Report Version 2.7 (04/08/09) By DJE Job No.: Description: A2 AT-EAVE CANOPY Engineer: AEC Date: Sn/2015 ¢~"!,b·f ,· ....... ' ,; . ·:-,::No'.ir'_. Name : ·-.:. 6_.,_ ~~ ---·-···-· 1 DL +COL+ LL 1~r Df'..+(iJQJ.:+'st.-,' -·. · ... i -·0~5"0L+ w11t~ .... ~~ -----· --.. ---~ ··n6cn:.-+w1L" ....... ,, 1/ ·---• • .---s_..:, DL + coL + o: 7S(SL+Wt~ I~,: 6 ·. DL +·CQ~0,75(~L _+ Wflf ·, 7 ~--'8, ·,, : ,, ~ , ,, ,, :~:-~-N,;-,,w, ____ ~~ 9 :~tO.-:· -, • ~ . " ·r, .-. ~~-~ey Ga.i~-A: .w ·-.'> ;,,_ .;:-::.:, '~ :¾ ;:, 't'it:t'.> '.::-::<:;,.::::; .:. <··-I.:_' 8,y,.cro.riibfi,~t1'6-:~-z.:::,!,~--~ ~ · ':::·;,_ ,:, .Qi,::<Jo~1.;J .. ,-,LL;l:~'iS~-~1~w1Rit-W1J:.:f:_:~_;f_·r.1~:·:,'':t~,,;~-::_J,1,L.:':A':::,,14-•:ss~r-t,7,~'6'-*fiHJry;q:f;~>~-~1J',:;:1.: .. ·:s<'J'·,1.o};· Axial (P, kips) . 'sfiear:fZfl<!ipsJ ----: :-.. ·;.i;S: · __ ,,_ ·.-~: · --·:: · ~:-~---:: --:-1;a .. ,: ·iia ~,--;.1:s· ·, .. :-~:r;:s ·,-~·o;:'§· :·:,: a:~ .,~~·.:0:1 .::--·;:oJ ~--·--.. :-:~:: ---··· Mome_rit (M, ft-kip) ~4'.3 4-P . '2.6 --4.;3 · . ~4.3 , 0.1. 0, l · ~2.3, -2.3: · Axial (P, kips) ~ 1:sh~ar{V,'k1psf' ·.:,ii '":fsl'.""~ :· /ww»•w," -Moment (M,, tt-i<lp) . . 4,3' ...... a:I · · ·-"T· ·· -;sJ ~-"5:k:-· --·1· -· .. "''"·J ~ --~--1 · -~ rr1----..... f"': ··-,...t·-~ ···--1 --.. -· · · :t~"'. 7~:L ~:1~-~!:i ~~:r: · __ gJf": +g:1::: ~~)_, · ·-.1 •. -"J ·: · ,r-~: _, U15S0549A 08/10/2015 19 of 55 NU C c::11::::a BUILDINGS GROUP A DlVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 14th Edition) i~ 'MA<J~;REEOR'.J'.:.:D ESlQNJ:SBMMA.lt.;£!.~ :' .;~;'~;: .~_:;:~ ;:,\:·~~;;;,;'.:;,:;.~'~::11:ii Version: 2015.04.22 (Date: 04/22/15) By NBG ;~r~:;r~ii~~~t~~~;~;;~;;itit~~;iJ:/~;~;r,:)(rl~t'.;:. Member Length ¼x ft. Unbraced Length -Minor Lby ft. Consideration of Tension Field Action for Shear Clear Distance between Transverse Stiffeners a in. Lateral-torsional buckling factor Cb Kx Factor K, Ky Factor Ky KzFactor K, $£.CTION~£0METRY: Select Wide-flange or Built-up Section: Section Description: Entef WP-Section: Total Depth d in, Web Thickness 1-v in, Outside Flange Width bor 'in. Outside Flange Thickness tor in. Inside Flange Width bif in. Inside Flange Thickness tif in. M~ TltRIAL INF'O/jMATTON Material Strength Fy ksi Elastic Modulus E ksi Shear Modulus. G ksi Flange Yield Strength Fvr ksi Web Yield Strength F)W ksi Ultimate Strength Fu ksi APPUED, LOADS· Factor of Safety (Allowable Stress Factpr) Sr Axial ( compression => + pos., tension => -neg,) Pa kips Shear (absolute value) Vx kips Moment (outside flange in compression>=>+ pos.) M, ft-kip Shear (absolute value) . Vy kips Project No. : ___ ____,..U_15_S_0_54_9_A ____ "'_ Description : __ L_E_G_o_· L_AND_-'-. N;...IN __ J_A....;G_O __ Engineer·: ____ A_S_H_T_O_N_C_AL_L __ _ Date: 8/7/2015 Span and Loading Conditions CANOPY .. . Remnrl<s ' ~-00 · Assumes Lbx = L 3.00 .. FALSt . ifALSE. FALSE· . . "FALSE. <= See cell comment & Chapter G, ., <= See cell comment & Section G2, ~.000 1:000 .. . fOOO· 1:000, See-cell comment <= 2·.109 r.ooo i.QilQ ·tooo . 2.100 1:iOOO 1,000. i,ooo 2,-100 i.ooo ,1.,000 : .·1.006 <= See cell comment ' toutaldofl~(OF) __ I. ,. WF Norte None None Y-1X111 ·bof W8X10 -- ----: ti; I W8X10·· 7.890 ------ 0.170 -----x-axis d 3.940 -----....tw 0.205 --.. -- 3;940 .. .. . . -t::i"i"r [ fnlido flange (IF) 0.205 ------bjf ., ' . 50 55 55 55 29,000 29,00.0. '•. 29;000 . 29;000 Standard f'or steel shown 11,200 11,200 ll200 11200, Standard for steel shown 50 55 55 55 50 55 55 55 65 70 70 70 I I App!fed .LOi:!dlrig, l~duqes sec:orjd,orger-effe~ •. ., 1,000 1.000 , ' _i.ooo ., . t.ooo · ,. 1;000 l;500 Major Axis (x-axis) . 4,~0:0 : " .,, ''I" : Minor Axis (y-axis)· Moment (absolute.value) Mv ft-kip ·, , .. Desi!!n Results: ASD OK .. .. .. Rema1·1<s ASD Combined Strength Ratio CSR 0.213 ---Eq. HI-la or Hl-lb ASD Shear Strength Ratio (x-axis) VrxNcs 0.064 .. .. --Major Axis (x-axis) ASD Shear Strength Ratio (y-axis) V"'N"" 0.000 --.. .. Minor Axis (y-axis) Deflection Results (Mai or-axis) OK ---.. Remarl<s Deflection Limits (about x-axis) L/180 L/180 . L/180 L/180 Limits as numerals' (i.e. 360 = L/36Q) Maximum Deflection (about x-axis) 6mnx in. 0.200 in. 0,000 in. 0:000 in. 0,000 in. Member Deflection (about x-axis) .6.x-axis in . 0.008 in. -- -- .. .O.x-t1xJs:S:.6ma.....: Deflection Results (Mi1101·-axis) OK .. .. .. Rema1•1<s Deflection Limits (about y-axis) Li:t:$0 L/180 L/180 L/'180 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about y-axis) .6.m:Lx in. 0.200 in. 0.000 in. 0.000 in . 0.000 in. · Member Deflection (about y-axis) .6.,,-nxis in. 0.000 in. .. .. . . t\--nx1JJ :S ~1:ix U15S0549A 08/10/2015 20 of 55 NUCCJR BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Project No. : ____ U_l_.5_S_0_54_9_A ___ _ Description : ____ A_2_C_AN_O_P_Y __ _ Engineer : ___ A_S_H_T_O_N_C_AL_L __ _ End-Plate Moment Connections (AISC 14th Edition) Date: 8/7/2015 per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Co11structio1t Mrmual-(14th E<litio11) Version: 2015.05.22 (Date: 05/22/15)By NBG-GS GENERAL INFORMATION: Design Method, (ASD I LRFD): Allowable Stress Ratio, ASR: APPLIED LOADS: Required Axial Strength, P,.: Required Shear Strength, V,.: Required Moment Strength, Mr : Required Column Axial Strength, P,c: BOLT INFORMATION: Bolt Material: Bolt Diameter, d h : Bolt Dimensions: Bolt Gage, g : Bolt Pimension, P Ji : Bolt Dimension, Ph : Bolt Spacing, S: SECTION GEOMETRY: Section Designation: Web Depth, dw: (WF=Tota!Depth, d) Web Thickness, t w: Flange Width, b 1: Outside Flange Thickness, t 01: Inside Flange Thickness, t 1r: Column Stiffener Information: Stiffener Designation: Stiffener to Web Weld: END-PLATE INFORMATION: Plate Width; b j,: · · Plate Thickness, t P: Plate Yield S"ti"l:ngth,' F PY: tP required for "Thick Plate" behavior: Weld Information: Plate Flange Weld: Plate Web Weld: E:nti-Pfaie Stiffener !nfonnatfoll: Sflfoner Dt;~1g,m1:nn; Btifii.:n.:r \\'dJ. U15S0549A l f ti. kips. kips. ft-kips. ,kips. ~ wW Pretensioned? D Check Box if Yes 3.5 in. 1.1875 in. ---~-----,--- in. in. in. in. in. in. in. 8.0 in. 0.3125 in. ~"I:>..~ !<.~ksi. 0.2324 in. FWD3 FWS3 Non,: None Beam Slope: rrom:J ® Beam-to-Col. 0 Beam-To-Beam Plate Width, b P : - Plate Thickness, t P: Plate Yield Strength, F PY: tP required for "Thick Plate" behavior: Weld Information: Plate Flange Weld: Plate Web Weld: End~Pfate-8Hffener lnformlition: S'.i.(foncr Designation: Stilfom:r Wdd: Slifieucr L:mgth: 08/10/2015 RIGHT ~~7 8.14 m. 0.23 in. 5.25 in. Q.}~ .. in. 0.33 .in. 0.2428 in. FWD3 WP14 Nono l\on,· in. 21 of 55 BUILDINGS GROUP A DIVISION OF NUGOR CORPORATION " Project No. : ____ U_l 5_S_0_54_9_A ___ _ Description : ____ A_2_C_AN_O_P_Y_· __ _ Engineer : ___ A_S_H_T..,.O_N_C_AL_L_· __ _ End-Plate Moment Connections (AJSC 14th Edition) Date: 8/7/2015 per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Co11structio11 Manual (14tlt Edition) Version: 2015.05.22 (Date: 05/22/15) By NBG-GS DETAILING INFORMATION GENERAL DIMENSIONS: Standard Bolt Dimensions: Number of Bolts, n: 4 Bolt Diameter, db : ½110, A325 Bolt Gage, g: 3.5 in. Bolt Dimension, P_r,: 1.1875 in. Bolt Dimension, P Jo : in. .... Bolt Dimension, S: in. Minimum Edge Distance, de : in. Maximum Flange Thickness, t .r. max: 0.3896 in. Distance from nth bolt row to center of end-plate, x 11 : ~~ Distance from outside row, x O : in. tp-I--- Distance from 1st interior row, x 1 : 2.5655 in. Distance from 2nd interior row, x 2 : in. ----- Distance from 3rd interior row, x 3 : in. /, • / / / / / / / • i, g L, 1 • ·/ / I, - -FLANGE WELD' TWO-BOLT FLUSH UNSTIFFENED Left and Right Connection Plate Dimensions: Left Inside Flange Width: 8 in. Right End-Plate Width, bp: 6 in. Left Inside Flange Thickness: 0.3125 in. Right End-Plate Thickness, tp: 0.375 in .. Column Stiffener to Flange Weld: FWD3 Right End-Plate Flange Weld: FWD3 Column Web to Flange Weld: FWS3 Right End-Plate Web Weld: WP13 End-Plate Length, l P: 8.2851 in. End-Plate Length, l P: 8.2851 in. Column Stiffener Designation: F3.25 Coll1111n Stiffener to Web Weld: FWS3 End-Plate Stiffener Information: Additional Column Stiffener: None Right End-Plate Stiffener: None Additional Column Stiffener Weld: None Right End-Plate Stiffener Weld: None Additional Column Stiffener Length: in. Right End-Plate Stiffener Length: in. U15S0549A 08/10/2015 22 of 55 NBP Light Gage Analysis -WIN32 1"ersion 2013. 08 .. 14 .1 08/14/2013 AISI Spec Yea:c: 2010 Input File: Z: \LIGHT GAGE\POl Summa:c:y Repo:c:t for project name: U15S0549A -BSW PURLIN ---Span---Des. Des. Brc. Supp. Lt. Rt. No Length Sect. Grp. ? T.ype Lt Rt Lap Lap (in) (in) Max. --Max. Computed Forces --------Maxim.um Computed Load Ratios ---- Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) --P--(kip, ft) pos_M neg_M -:r-----P--·V ·----M------------------- 1.33 10Z089 1 No RV-1 28. 50 10Z089 1 No RV-1 3 27.67 10Z067 No RV-1 ?7. 67 10Z060 3 No RV-1 27. 67 10Z067 No RV-2 2 Cant. o. 00 X comb 0.308 0. 0 2 0. 00 0.0 0 0.19 16. 0 2 0.00 42.00 -1.824 o.oo 2.46 X 153.4 0.0 342.0 comb 2 O 2 2 Discrete brace locations Cft. 42.00 42.00 -0.472 X 183.1 comb 2 0.00 0.0 0 2. 10 o.o 2 0.07 16.0 3 -0.13 16. 0 2 0 .oo 0.0 0 9.27 -11.69 o.oo 141.7 342.0 0.0 2 2 0 from left supp.) 6.50 -11.69 0.00 0.0 0.0 0.0 3 2 0 0. 00 o.o 0 0 .03 16.0 2 0.01 16.0 2 0. 01 16. 0 2 0,01 16.0 2 0. 03 16. 0 2 0.00 0.29 0.96 0,96 0.96 0.84 0.0 300.0 141.7 141.7 141.7 141.7 0 2 2 2 2 2 10.83 17.67 o.oo 0.57 0.0 42.0 0 2 o. 84 42. 0 2 0. 84 42.0 2 0. 84 42 .0 2 0.91 42. 0 2 2 Discrete brace locations (ft. from left supp.) 10.51 17.15 42.00 42.00 -1.060 o.oo 2.00 4.,98 -8.96 o.oo X 160.3 0.0 332.0 332.0 332.0 0.0 comb 2 0 2 3 2 0 2 Discrete brace locations (ft. from left supp.) 6 42.00 42.00 -0.584 o.oo 2.06 5.97 -10.73 0.00 X 160.3 0.0 332.-0 332.0 332.0 0.0 comb 2 O 2 3 2 0 2 Discrete brace locations (ft. from left supp.) 0.00 0.74 0.87 0.87 0.87 0.87 0.0 290.0 160.3 160.3 :L60.3 290.0 0 2 2 2 2 2 10.51 l:7.15 0.00 0.55 0. 71 o. 71 o. 71 0.82 0,0 290.0 290.0 290.0 290.0 290.0 0 2 2 2 2 2 10.51 17.15 6 26.33 10Z075 5 No RV-1 6 7 42.00 0.00 -1.465 0.00 2.30 7.61 -10.73 0.00 0.00 0.45 0.99 0.99 0.99 0.86 o.o 42.0 195.9 195.9 195.9 195.9 X 174.3 0.0 0.0 195.9 0.0 0.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 1. 33 10Z075 No RV-1 2 Discrete brace o.oo cant. X comb 0.272 16.0 2 locations (ft. o.oo 0.0 0 0.19 0.0 2 from left supp. ) 0.07 o. 0 3 -0.13 0. 0 2 0.00 o:o 0 10.01 16.33 0.00 0.05 o. 0 0.0 0 2 o. 02 0.0 2 0.02 0.0 2 0.02 0.0 2 o. 05 0. 0 -z -------=========== Maximum Values on All Spans =========---===== Roofing· is CFR Support Connection Codes: Support No. 2 3 4 5 7 WC WC we AC AC we Vertical Reactions: (kips) Max. X span comb Displ~ Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M -1.824 0.00 2.46 9.27 -11.69 0.00 o.oo 0.74 0.99 0.99 0.99 153.4 0.0 342.0 141.7 o.o 0.0 0.0 290.0 195.9 195.9 195.9 2 0 2 2 3 0 0 4 6 6 6 2 0 2 2 2 O· 0 2 2 2 2 ======== ========= (negative reaction for gravity loads) Load Support No. comb. 1 1 0.00 2 o.oo 3 0,00 4 0. 00 5 o. 00 6 0. 00 2 -1.29 -1.84 1.02 o. 67 ,0.61 -0.65 3 -3 .20 -4 .56 2 .53 1.67 1.51 -i. 61 4 -2. 71 -3.86 2 .• 15 1. 42 1.28 -1.36 5 -2. 76 -3. 93 2 .18 1. 44 1.30 -:L.39 6 -3.05 -4 .35 2 .42 1. 60 l.H -1.53 7 -1.18 -1. 69 0. 94 0. 62 0. 56 -0. 59 8 0.00 0. 00 o. 00 0. 00 0,00 o. 00 R Values: percent of fully braced moment strength Span: Gravity Load: Uplif_t Load: 1 2 3 4 0.88 0.88 0.90 0.92 0.76 0.76 0.70 0.68 Loc:id Cases: Purlin' spacing 5.08 o.c. Building Code: IBC 2012 5 6 7 0.89 0,88 0.88 0.70 0,76 0.76 General Loads: Load Case 1 Uniform Load (psf) 3.5 Load Case Name Dead Load 2 3 4 5 6 Linear Loads: Load Case 1 1 1 1 1 1 1 2 2 2 2 2 2 2 3 3 3 3 3 3 3 U15S0549A Span No. 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 20. 0 -29. 7 -29. 7 Load Type Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear 5.0 0.0 Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load start load sta:r::t x end load (lb/ft) (ft) (lb/ft) 17. 70 o.oo 17. 7Q 17. 70 0. 00 17. 70 17. 70 0.00 17, 70 17. 70 o.oo 17. 70 17. 70 o. 00 17. 70 17. 70 o.oo 17. 70 17. 70 o.oo 17. 70 101. 00 0.00 101. 00 101. 00 0 .oo 101. 00 101. 00 O_. 00 101. 00 101. 00 o.oo 101. 00 101. 00 o. 00 101. 00 101. 00 0.00 101. 00 101. 00 o.oo 101. 00 -1s1. io 0. 00 -151.10 -151. 10 0.00 -151.10 -151.10 0.00 -151. 10 -151.10 o.oo -151.10 -151.10 0.00 -15l.10 -151.10 0.00 -151.10 -151. 10 0.00 -151.10 end x (ft) 1. 33 28.50 27. 67 27. 67 27. 67 26. 33 1.33 1.33 28.50 27. 67 27. 67 27. 67 26. 33 1.33 1.33 28 .so 27, 67 27. 67 27 .67 26.33 1.33 08/10/2015 V&M 0.91 42.0 3 2 23 of 55 5 1 Shear 25.30 o.oo 25.30 1.33 5 2 Shear 25.30 0.00 25.30 28. 50 5 3 Shear 25.30 0.00 25.30 27. 67 5 4 Shear 25.30 o.oo 25. 30 27, 67 5 5 Shear 25,30 0.00 25.30 27 .67 5 6 Shear 25.30 0.00 25.30 26.33 5 7 Shear 25.30 0.00 25. 30 1.33 Load Combinations: ========-==== Act. All. Load Case No. Load Combination Name # ? Fae. 2 3 5 1 y 1.00 o. 00 1.00 0. 00 0.00 o.oo Live Load Only 2 y 1.00 1.00 LOO 0.00 0.00 1.00 DL + COL + LL 3 y 1.00 0.60 o.oo 0.60 o.oo o.oo 0.6 DL + 0.6 WL 4 y 1.00 0. 60 o. 00 0. 42 0. 00 o.oo 0,6 DL + ,0.42 \'IL 5 y 1.00 1.00 o.oo 0.60 o.oo 1.00 DL+COL+0.6WL 6 y 1.00 1.00 o. 75 0. 45 o.oo 1.00 DL + COL + 0. 75 ,LL + 0.45 WL Deflection Limitations: The deflection limit with DEAD LOAD L/ 120. 00 The maximum deflection with DEAD LOAD 2. 8511 The deflection limit without DEAD LOAD= L/ 150.00 The maximum deflection without DEAD LOAD = 2. 2811 Deflection limitations were applied to combinations 1-2, 4 Tota~ system weight = 672. 30 lbs. Total system cost 516 .18 dollars General Notes: * Ends of laps are considered as brace points. * Inflection points are considered br~ce points except for spans with discrete bracing. * All calculations are in acco;rdance with the 2007 North American Specification with S2-2010 Supplement. Purlin Production List: Purlin 1 2 3 4 5 Section 10Z089 10Z067 10Z060 10Z067 10Z075 Material Summary: Section 10Z060 10Z067 10Z075 10Z089 Weight 116.25 259. 62 130. 64 165.80 U15S0549A Length 33.33 34. 67 34. 67 34. 67 31.17 Cost 94 .10 204. 40 99. 30 117.77 Fy 55.0 55.0 55.0 55.0 08/10/2015 24 of 55 [ '. JOB NUMBER: 0 ------- COLUMN# COLUMN .SPACING: 1 0.00 FT. X-AXIS r· 23.00.Fi . ! 3 l O.OOFT: · I Y-AXIS . . . 17~50FT. i' . 1 ,' ! I '' i I . ·.· J' ' ' I f ' l . . I ( ,'. ' . ' ~--""'---·' U15S0549A ·· aueea ·~ liUIYIIICI. c11euP ·~'''''.~,'• ...... ,,~' ~-','''">v_.'.....l,' _,,, _,, JOB NAME: C2 WIND COLUMN ENGINEER: .· Slbt;WA.ll.. WJNQ1¢,bt.0Mfft.6AIJIN(.; .· · -----· EAVE HEIGHT= FT. ' . WIND LOAD=; . 22.19 P$F ~ ,·--7 BOTTOM OF COLUMN = ff. . J PURLIN / JOIST DEPTH =L . • 10,00 IN: DISTANCE FROM LEFT: 0.00 FT. 23.00 FT. 23.00 FT. 40.50 FT. COLUMN HEIGHT: COLUMN LENGTH: 19.33 FT. 19.33 FT. 19.33 FT. 19.33 FT. 19.33 FT. 19.33 FT. 19.33 FT. 19.33 FT. 8/7/2015 08/10/2015 TRIB. AREA: UNIFORM LOAD: 11.50 FT. 0.26 KLF 11.50 FT. 8.75 FT. 8.75 FT. 0.26 KLF 0.19 KLF 0.19 KLF 0 1 'J ----------- MOMENT: END REACTION: 11.92 K-FT 2.47 K 11.92 K-FT 9.07 K-FT 9.07 K-FT 2.47 K 1.88 K 1.88 K 25 of 55 l Project No.:I Project Name:~=================: Engineer: ~-------1-I Date:~-__ 8~/7~/_20_1_5_~_ HSS Beam-Column (AISC 13th Ed.) Version: 2015.01.26, 40568, NBG-GS Span and Loading Information Member Length Unbraced Length -Major Unbraced Lenoth -Minor Cbx Cby Cmx Cmv Kx Kv Aoolied Loads X-axis Uniform Load ( +Dn) Y-axis Uniform Load ( +Dn) Axial Load Mx End 1 ( +=Ten. On Bot.) Mx End 2 ( +=Ten. On Bot.) Mx Interior ( +='ren on Bot. l My End 1 ( +=Ten. On Bot.) My End 2 ( +=Ten. On Bot.) My Interior ( +=Ten on Bot.) Vx Shear Vv Shear Torsion Stress Factor Section Information Design Loads Max Mx Max Mv Axial Vx= Vv= Torsion Stress Ratios Mx My Mx+Mv p M/P Vx Vy M/V Torsion M/V/P/Torsion Deflection Results X-Axis Deflection L/ X Y-Axis Deflection L/ y U15S0549A ft. in. in. kip/ft klo/ft kio ft-kip ft-kip ft-kio ft-kip ft-kip ft-kio kip kio ft-kio Result Max CSR ft-kip ft-kio kip kip kio ft-kio ih. in. C2 WIND COL Case 2 Case 3 Case 4 t-"---'i:;z:9.;_;.3:.;:'3e.-,,_, __ ..,,, -·-0-, ---· _, -•-~-·-·--...:,0' . · 231.96 0 0 0-~ :. ', 23i,96 ·, 0 ,Q , ,,. , 0 , ',t ~':' • 0, ,: 1 OK 0.85 12.14358925 9.3412225 0 2.5129 1.933 0 0.472 0.363 0.836 0.000 0.836 0.064 0.050 0.849 0.000 0.849 0.985 236 0.757 306 08/10/2015 0 « 0 :o O·,, 0 0 0 . o· 0 () ·t #VALUE! #VALUE! 0 0 0 0 ,0 0 0.000 0.000 0.000 #VALUE! #VALUE! 0.000 0.000 #VALUE! #VALUE! #VALUE! 0.000 #DIV/0! 0.000 #DIV/0! ,0, ,.0 . 0 > < ,_,.,, 0 ., ;<. ty\ ;, , ·o _,. ·,, : ·, 0 0 0 ·p 0 0 Q 1 #VALUE! #VALUE! 0 0 0 0 0 0 0.000 0.000 0.000 #VALUE! #VALUE! 0.000 0.000 #VALUE! #VALUE! #VALUE! 0.000 #DIV/0! 0.000 #DIV/0! 0 0 < ,0, > 0 0 6 0 Q, 0' 'O ,o-, o· #VALUE! #VALUE! 0 0 0 0 0 0 0.000 0.000 0.000 #VALUE! #VALUE! 0.000 0.000 #VALUE! #VALUE! #VALUE! 0.000 #DIV/0! 0.000 #DIV/0! 26 of 55 J b# D ·r E . Cold-Formed Beam-Column Version: 2.4 (Date: 04/12/11) By MPL Date: 817/2015 Country:- $pan arid J:ioadinCJ lnforinatii:,n Member Length Unbraced Length --Major Unbraced Length -Minor Cbx Cby Cmx Cmy KxFactor Ky Factor Weld Spc. for Box/ I-Sections panel Settings Top Flange Panel Bottom Flange Panel , Dis'torlio,nal Bucklina Settirias ft. in. in. in. IW JAMB CHECK · .. case.2 :case,3· -None '1'3:5' .. 162 9,0 1 1 1 .... 1 - 24 0 ___ ;o 1 1 1 . ' ... -1 .. 1 1. -c 24.' .... l" None 0 0 0 1 1.' 1 1 " ... . 24... ... f :.,.' None ______ ;+· None ____ __ case.'4'' ·O 0 o ...... 1 1 . i.. .. 24' .. Blanket Insulation is Used? n Too O Bot I I Top D Bot LI Top D Bot @Tap D Bot Member Spacina in. · -·so-·. · -ea · 50 'A'nvfied L.oads X-axis Uniform Load (+On) Y-axis Uniform Load (+On) Axial·Load . Mx Interior (+=Ten on Bot.) My Interior (+=Ten on Bot:) VxShear Vy Shear Stress Factor Sectibn'1nformation . Inventory Section Configuration DesianLoads MaxMx Max My Axial .VYF Vy= Stress. 8atios 'Mx .. My MxtMY p M/P Vx Vy M/V D,ef/e.ctiori Results x:Axis Deflection L/X Y0Axis Deflection L/Y 1) Calculations are per AISI 2007. kip/ft kip/ft kip, ft-kip ft-kip kip kip Result Max CSR ft-kip ft-kip kip kip kip in. in. 0 ·o L ... 3,43 0 -·o:n 0 ,1 "" OK 0.99 -. D Use Ola Inventory 8C060 Single 3.43 0 1 0.77 0 0.88 0.00 0.88 0.12 0.99 0.30 0.00 0.80 0.45 363 0.00 #DIV/0! .0 .. 0-, : 0 .. -.. 0 0 --' 0 b -· -.1.; ------~s,a' #DIV/0! #DIV/0! .. " 8C060 Single " 0 0 0 0 0 #VALUE! 0.00 #VALUE! #VALUE! #DIV/0! 0.00 0.00 0.00 0.00 #DIV/0! 0.00 #DIV/01 2) Box-Sections are welded toe-to-toe, I-Sections are welded web-to-web. . --. . :o b , _ _, _o ,. .. O· ". ·o: -. --h -·-o· .. '° ' ~" L '. #DIV/0! #DIV/0! . , ' ,,AS .. ' .. ---- 8CQ60 Single 0 0 0 0 0 '. #VALUE! o.oo #VALUE! #VALUE! #DIV/OJ 0.00 0.00 0.00 0.00 #DIV/0! 0.00 #DIV/0! 60 " . :o· o:_ ,,, --o~·. 0 ... .. o: . ". b' ,· 0 " f. .. .. #DIV/0! #DIV/0! ·-... '' 8C060 Single 0 0 0 0 0 ----#VALUE! 0.00 #VALUE! #VALUE! #DIV/0! 0.00 0.00 0.00 .,. 0.00 #DIV/0! 0.00 #DIV/0! 3) Box-Sections and 1-1;,ections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1"-24" o/c at each seam. U15S0549A 08/10/2015 .. .. -. : • I - 27 of 55 NUCOR BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Anchor Bolt Checks (AISC 14th Edition) '!-Project No. : ____ U_15_S_0_5_49_A ___ _ Description: 6A -------....----Engineer: ___ A_S_H_T_O_N_C_A_L_L_--"_ Date: 8/7/2015 per AISC Steel Construction Manual (14th Edition) Version: 2015.01.26 (Date:01/26/15) By NBG-GS GENERAL INFORMATION: Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: Frame Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): -kips. Shear Reaction, (x-axis): , , , kips. Bracing Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): -kips. Shear Reaction, (z-axis): , , . , ' kips. Anchor Bolt Material: Anchor Bolt Size, db : No. of Anchor Bolts, n: APPLIED LOADS: Required Tensile Strength, fi: Required Shear Strength, fv: 33.101 kips. 40.223 kips. DESIGN RESULTS: Tension Only Results: I Tensile Strength Ratio (y-axis) I ft/Ft I ASD Allowable Tensile Strength, R0/Q I F1 Shear Only Results: Shear Strength Ratio (xz-axis) fv/Fv ASD Allowable Shear Strength, R0/Q Fv Combined Tension & Shear Results: Combined Tensile Strength Ratio f1/F't Combined Shear Strength Ratio fv /F'v ASD Available Tensile Strength, R11/Q F't ASD Available Shear Strength, R0/Q F' V OK I 0.284 I kips 116.365 OK 0.576 kips 69.819 OK 0.348 0.601 kips 95.115 kips 66.935 FRAME REACTIONS y Axial~ (Y-Axls) X 'l>~ " s~e"-i-'"'' cf--''' BRACE REACTIONS Axial Ly (Y-Axls) oS'IJe <''>4. ~I' z '-rt.s-) Remarks Rnt=F~tAb n= 2.00 (ASD) $ = 0.75 (LRFD) Remarks Rnv=F,ivAb Q = 2.00 (A1iD) $ = 0.75 (LRFD) ~emarks Rn =F'nAb Q = 2.00 (ASD) $ = 0.75 (LRFD) F'nt = Fnt-P • (nt'.,. / Fnv/]112 :s; Fnt (ASD)' F',w = Fnv [1 -(Qft / F,,,)2]112 :s; F11v (ASD)' * User Note: The elhptical relabonsh1p for combined strength has been adopted per the AISC commentary. (Eq. C-J3-8a & C-J3-8b) U15S0549A 08/10/2015 28 of 55 NLICCIR BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Anchor Bolt Checks (AISC 14th Edition) Project No. : _______ U.;;.;..1 ;...;5S"'-0;...5_4.;..9A ___ _ Description : .... -_..a.... __ .....;;.A.;;.7;.._ ___ _ Engineer : ASHTON CALL __ __..;.;.._;.;..;....;._ ____ _ Date : 8/7/2015 per AISC Steel Construction Manual (14th Edition) Version: 2015.01.26 (Date: 01/26/15) By NBG-GS GENERAL INFORMATION: Design Method, (ASD I LRFD): Allowable Stress Ratio, ASR: I Af$C (A,SJJ} --, 1-LOQ I Frame Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): 1-· (),.520 . · I kips. Shear Reaction, (x-axis): ! -'(}~500 · !kips. Bracing Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): I · 22.581. · ]kips. Shear Reaction, (z~axis): L. :,3?.420 jkips. ANCHOR BOLT INFORMATION: Anchor Bolt Material: I :f,1554 Gr;55l Anchor Bolt Size, db: I_ l'1ii!, · ! No. of Anchor Bolts, n : I· 4 -· . .J APPLIED LOADS: Required Tensile Strength, fi: Required Shear Strength, fv: 23.101 kips. 35.424 kips. DESIGN RESULTS: Tension Only Results: I Tensile Strength Ratio (y-axis) I f1 /F1 I_ ASD Allowable Tensile Strength, Rn/Q I Ft Sl_i.ear Only Results: I Shear Strength Ratio (xz-axis) I fvffv I b-SD Allowable Shear Strength, Rn/Q I Fv Combined Tensio_n & Shear Results: Combined Tensile Strength R.atio fi I F't Combined Shear Strength Ratio fv / f'v ASD Available Tensile Strength, Rn/.Q F't ASD Available Shear Strength, Rn/.Q F' V I I l:: OK 0.316 kips 73.169 OK 0.807 .kips 43.901 OK 0.534 0.850 kips 43.221 kips 41.656 FRAME REACTIONS y tv~!~is)~x zf '2>'-'e,,_--p.'=>1 Q-"r· BRACE REACTIONS Axial Ly (Y-Axis) '5'-?e <"'1.~r z '-'"'.s; Remarks Rn,=Fn,Ab Q = 2.00 (ASD) ~ = 0.75 (LRFD) Remarks Rnv=-FnvAb Q = 2.00 (ASD) ~ = 0. 75 (LRFD) Remarks-, Rn=F'nAb Q = 2.00 (ASD) ~ = 0.75 (LRFb) F'n1=Fn,[l-(Of,./Fmil]/2:;;Fn, (ASD)' F',w=F,wD -(Ot;/FnJ2J111 :;;F11v (ASD)' * User Note: The elliptical relationship for combined strength has been adopted per the AISC commentary (Eq. C-J3-8a & C-J3-8b) l:J15S0549A 08/10/2015 29 of 55 NUCOR BUILDING SYSTEMS NBS Job It Job Name Frame Date Designer File App Version Ul5S0549A LEGOLAND NINJAGO LINE: 1 8/7/2015 BG\Ashton.call Ell.nfr 2015.2.4.1 FRAME DESCRIPTION Frame type Frame width Bay width EMG 59.50 Ft. 10.00 Ft. Dim to ridge Roof slope Eave height: LEFT 18 .50 Ft. l.00/12 19.92 Ft. 8.00 In. 10.00 In. .RIGHT 41.00 Ft. -1. 01/12 18.00 Ft. Girt offset Purlin offset 8 .00 In. 10.00 In. Col. spacing 18. 5000, 22. 5000, 18. 5000 Supports / Spring Constants COLOl -Bottom V H COL02 -Bottom V H COL03 -Bottom V H COL04 -Top H Bottom V H Column Bracing: WPl Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace : Location (ft]: WP3 Girt Brace Flange Brace Location (ft): WP4 Girt Brace Flange Brace Location (ft): Other Braces: Column Left Brace Right Brace Location (ft) : y 1 7 .5 y 1 7.5 y 1 7.5 y 1 7 .5 y N 2 0 13. 5 19.3 y y 1 2 13.5 19. 5 y N 2 0 13.5 ;1.8. 8 y N 2 0 13.5 17 .3 LOADING CONDITIONS N 0 20. 7 IBC 2012 Typ. Girt spacing Typ. Purlin spacing: Building Code & Year Occupancy Classification AISC Specification II-Standard Buildings 2010 ASD US N.A. C.F. Specification L O A D S (Psf) Roof Dead load Roof Coll load Roof Live load Roof Snow load Floor dead load Floor live load Ground Snow load: 3.50 5.00 20.00 0.00 o.oo 0.00 0.00 2007 Ce = 1.00 6.00 Ft. 5.00 Ft. Ss = 1.123 Sl = 0. 432 3.00 Seismic Design Category = D Site Class R = 3.50 Cd Sds = O. 787 Sdl = O. 452 rho = 1. 30 omega Wind speed Wihd pressure 110.00 Mph Exp. : C 23. 73 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 WlR o. 790 o. 000 -o. 890 WlL -0.250 0.000 -o. 350 W2R o. 430 0.000 -1. 250 W2L -0. 610 0.000 -0.710 WSB -o. 300 o. 000 -o. 890 WSF ~o.3oo o. 000 -o. 350 W6B -o. 660 0.000 -l.250 W6F -o. 660 0.000 -0.710 Wind Loads for Endwall column Pressure Suction Column Id (~SF) (PSF) , COLOl 20. 73 -24. 37 COL02 19. 48 -21. 62 COL03 19. 61 -21. 74 COL04 20. 88 -24. 68 Wind Loads for Endwall Rafter C3 C3E C4 -0.350 0.000 -o. 250 -0. 890 o. 000 o. 790 -0.710 6. 000 -o. 610 -1.250 0.000 o. 430 -o. 350 0.000 -o. 300 -0. 890 o. 000 -o. 300 -0.710 0.000 -o. 660 -l.250 0.000 -0·. 660 D 3. 000 U15S0549A 08/10/2015 30 of 55 Iitterior Zone Pressure Suction P.r:essure suction Edge Zone 10. 00 10. 00 100:. 00 100 .oo Pressure 10. 00 suction 10.00 ~ressure 100. 00 suction 100. oo T.r::ibuta.r:y Widths Panel Trib. Width WPl 9. 92 WP2 19.83 WP3 20.17 WP4 10.00 RPl 10.00 RP2 10.00 (ft) 16. 00 -28 .oo 16. 00 -25. 62 16.00 -46. 98 16 .00 -30 .37 ----------------------------------------- PROGRAM-APPLIED LO ADS ---------------------------------,------- Load On Start End Start Case Panel Load Load Loe Klf Klf Ft. RDL RPl -0.035 -0.035 0. 000 RDL RP2 -o. 035 -o·. 035 18. 500 COL RPl -o. 050 -0. 050 0.000 COL RP2 -0. 050 -0. 050 18. 500 RLL RPl -0 .200 ~o .200 0 .000 RLR RP2 -0. 206 -o. 200 18. 500 WlR RPl -0.211 -0.211 0.000 WlR RP2 -o. 083 -0. 083 18. 500 WlL RPl -0.083 -0.083 0 .000 WlL RP2 -0:211 -0.211 18. 500 W2R RPl -o. 297 -0.297 o. 000 W2R RP2 -o .168 -0.168 18 .500 W2L RPl -0.168 -0:160 0.000 W2L RP2 -0. 297 -0.297 18 .500 W5B WPl 0 .206 0.206 0.000 w58 WP2 0.386 0.386 0.000 W5B WP3 0.395 0.395 0.000 W5B WP4 0.209 0.209 0.000 W5B RPl -0. 304 -0. 304 0.000 W5B RP2 -o .304 -0. 304 18.500 W5F WP} -0.242 -0.242 0. 000 W5F WP2 -0.429 -o. 429 0.000 W5F ·WP3 -o. 439 -0.439 0 .ooo W5F WP4 -0.247 -0.247 0.000 W5F RPl -0. 304 -0. 304 o. 000 W5F RP2 -0. 304 -0.304 18. 500 EQR RPl 0.053 0.053 0.000 EQR RP2 0.053 0. 053 18. 500 EQL RPl -0.053 -0.053 0 •. 000 EQL RP2 -0.053 -0. 053 18. 500 Load On Hor. Vert. Moment case Mem Kips Kips K-Ft. WlR SPANl· 1. 763 0.000 0. 000 WlR SPAN3 o. 499 o. 000 0. 006 WlL SPANl -0.558 0.000 0.000 WlL SPAN3 -1.576 0.000 0. 000 W2R SPANl o. 960 0.000 0. 000 W2R SPAN3 1.217 0.000 0. 000 W2L SPANl -1. 361 0.000 0. 000 W2L SPAN3 -o. 858 0. 000 0.000 ----------------------------------------- USER-APPLIED L O A D S ----------------------------------------- Load On Hor. Vert. Moment Case Mem Kips Kips K-Ft. EQR COL04 0.000 16.200 o. 000 EQR COL04 0.000 -16.200 0. 000 EQL COL04 o. 000 16.200 o. 000 EQL COL04 o. 000 -16.200 0.000 LOAD COMBINATIONS ASR Cases 1) 1. 00 SW+RDL+COL+NLL 2) 1. 00 SW+RDL+COL+NLR 3) 1. 00 SW+RDL+COL+RLL+RLR+NLL 4) 1. 00 SW+RDL+COL+RLL+RLR+NLR 5) 1. 00 SW+RDL+O. 60WlL 6) 1.00 SW+RDL+0.60W2L 7) 1. 00 SW+RDL+O. 60WlR 8) 1.00 SW+RDL+0.60W2R 9) 1. 00 0. 60SWt0. 60RDL+O. 60WlL 10) 1. 00 0. 60SW+O. 60RDL+O. 60W2L 11) 1. 00 0. 60SW+O. 60RDL+O. 60WlR 12) 1.00 0.60SW+0.60RDL+0.60W2R End Loe Ft. 18. 500 59.500 18. 500 59.500 18. 500 59.500 18.500 59.500 18. 500 59.500 18.500 59. 500 18. 500 59.500 20.030 21.460 19.560 18.110 18.500 59.500 20. 030 21. 460 19. 560 18 .110 18. 500 59. 500- 18.500 59.500 18. 500 59.500 Loe Ft. 1.333 57 .583 1..333 57.583 1.333 57. 583 1.333 57.583 Loe Ft. 2.400 16. 000 2.400 16. 000 13) 1.00 SW+RDL+COL+O. 75RLL+O. 75RLR+0.45W1L 14) 1. 00 SW+RDL+COL+O. 75RLL+0. 75RLR+O. 45W2L 15) 1.00 SW+RDL+COL+O. 75RLL+O. 75RLR+0.45W1R 16) 1.00 SW+RDL+COL+O. 75RLL+O. 75RLR+0.45W2R l 7 j 1. 00 SW+RDL+O. 60W5B 18) 1. 00 SW+RDL+O. 60W5F 19) 1. 00 O. 60SW+O. 60RDL+O. 60W5B 20) 1. 00 0. 60SW+O. 60RDL+O. 60W5 F U15S0549A Special Load# pescription C-4 SW BRACE c-1 SW BRACE C-3 ~W BRACE C-2 SW BRACE 08/10/2015 31 of 55 21) 1. 00 SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W5B 22") 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 23) 1.00 l.11SW+l.llRDL+l.11COL+0.91EQL 24) 1. 00 1. llSW+l. liRDUl. llCOL+O. 91EQR 25) 1. 00 1. 08SW+l. 08RDL+l. 08COL+O. 68EQL 26) 1. 00 1.08SW+l. 08RDL+l. 08COL+O. 68EQR 27) 1.00 0.49SW+0.49RDL+0.91EQL 28) 1.00 0.49SW+0.49RDL+0.91EQR U15S0549A 08/10/2015 32 of 55 Job : Ul5S0549A Fi'ame: LINE: 1 LEGOLAND NINJAGO *** DESIGN SUMMARY REPORT *** NUCOR BUILD.ING SYSTEMS Date: "08-10-15 Page: 1 By BG\Ashton. Call File: Ell -----------------------------------------------------------· ------------------------------------------------------------------.----- Light Gage thannel Members Shipping Load Axial Axial Moment Bend V&M Max Load Shear Shear Load Crip Crip Cr&M Length Mat'l Depth Thick Fy Comb Loe Kips Ratio Ft-kip Ratio Ratic;> Ratio Comb Loe Kips Ratio Comb Loe Kips Ratio Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAE"Ol (1) 08S120 8. 000 0.120 55.0 4 4a -o. 0 0.00 10.2 0. 86 0.84 o. 86 3 6 -2. 48 0.16 RAF02 (1) 085·120 8.000 0.120 55. 0 4 9b -o.o o. 00 10. 3 0. 88 0.86 0.88 4 12 -2.95 0.19 4 15 -0.4 o. 01 -17. 7 0. 87 0.88 o. 88 4 15 -4. 41 0 .18 15 7 .6 0.38 0. 82 RAE03 (1) 08S089 8. 000 o. 089 55. 0 3 16 0.3 0.00 -17. 7 0.87 o. 87 0. 87 4 16 3.20 0.13 16 7. 6 0.38 0. 82 3 18 0.3 0.01 -6. 8 0. 84 o. 90 o. 84 4 18 il.16 0·.37 COLOl (1) 08S075 8. 000 0.075 55.0 20 25b 1.6 0.04 -4. 8 o. 78 0. 73 o. 82 20 24· -0. 95 0.19 20 28 1.6 o. 04 -4. 7 0. 76 0. 70 o. 80 18 29b 0. 89 0 .18 COL02 (1) 08S120 8. 000 0.120 55. 0 20 34 2. 6 0. 04 -9. 4 0. 80 0. 78 o. 84 20 31 -1. 81 0.11 20 36a 2. 6 0.04 -9. 6 o. 81 o. 80 o. 86 18 37b 2. 39 0.15 COL03 (1) 08S099 8 .000 0. 099 55.0 20 40b 4 .1 0.08 -8.l 0. 88 0.86 0.96 20 39 -1.62 0 .15 20 43 4.1 0.08 -7 .5 0.82 0. 80 0.,91 18 44b 1. 64 0.15 Built Up Column -COL04 T/L B/R T/L B/R Max -------------SHEAR -------------- Flange flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat' l Mat'l Mat'l Comb Loe Kips Ratio Ft-kip Ratio Ratio Check Comb Loe Kips Ratio T/L B/R ---------------. --------, ----------------------------------------------------------------------------------------------------------- Chlipt Depth Section T/L Flg Web BIR Flg F5.19 F5.19 Wl25 24 46 53 15.38 15 .38 I I I width thick Fy 5.0 o.1875 55.oo I 0.1250 55.00 I 5.0 0.1875 55.oo I Frame Weight (lbs) = Deflections (in) : 851 10 yr Wind dx = 0.01 o. 02 0.07 0. 00 H/-1009 H/ 8315 O.OOOH O. 02 H/ 9188 47 Seismic dx = Story Drift = Drift Index = Maximum dx = Maximum dy = -1.29 = L/ 209 @ MOD 2, Max. Live dy = E/W col dx = -0.88 L/ 306@·MOD2, 0. 94 = L/ 254 @ COL02, U1580549A -15. 7 0. 24 WIND CASE 1 TO RIGHT SEISMIC TO RIGHT SEISMIC TO RIGHT o. 0 o. 00 l. llSW+l. llRDL+l .llCOL+O. 91EQL 0. 4 9SW+O. 4 9RDL+O. 91EQR SW+RDL+COL+RLL+RLR SW+RDL+COL+RLL+RLR 0. 60SW+O. 60RDL+O. 60W5 F 0. 00 08/10/2015 o. 24 18 51b o. 91 0. 09 0.05 0.05 33 of 55 NUCOR BU1LDING SYSTEMS NBS Job ff Job Name Frame Date Designer File App Version U15S0549A LEGOLAND NINJAGO L!NE: 7 8/7/2015 BG\Ashton. Call El2 .nfr 2015,2.4.l FRAME DESCRIPTION Frame type Frame width Bay width Dim to ridge Roof slope Eave height Girt offset Purlin offset EMG 82.50 Ft. 14.50 Ft. LEFT 41.25 Ft. 1.00/12 18.00 Ft. 8,00 In. 10.00 In, RIGHT 41.25 Ft. -1. 00/12 18.00 Ft. 8.00 In. 10,00 In. Col. spacing 13. 5000, 2@25. 0000, 19. 0000 Supports / Spring Constants COLOl -Bottom V H COL02 -Bottom V H COL03 -Bottom V H COL04 -Bottom V H COLOS -Top H Bottom V H Column Bracing: WPl Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace Location (ft): WP3 Girt Brace Flange Brace Location (ft): WP4 Girt Brace Flange Brace : Location (ft): WPS Girt Brace Flange Brace Location (ft): Other Braces: Column Left BI:'ace Right Brace : Location (ft): y 2 7.5 y 2 7 .5 y 2 7, 5 y 2 7. 5 y 2 7 .5 y N 2 0 13, 5 17.3 y N 2 0 13. 5 18,4 y y N 2 2 0 13. 5 19.5 20 .5 y N 2 0 13.5 18. 8 y N 2 0 13.5 17 .4 LOADING CONDITIONS IBC 2012 Typ. Girt spacing Typ. Purlin spacing: Building Code & Year Occupancy Classification AISC Specification II-Standard -Buildings 2010 ASD us N.A. c. F, specification L O A D S (Psf) Roof Dead load Roof Coll load Roof Live load Roof Snow load Floor dead load Floor live load Ground Snow load: 3.50 5.00 20,00 o. 00 0,00 o. 00 o. 00 2007 Ce= 1,00 6.00 Ft. 5.00 Ft, Ss = 1.123 Sl = 0. 432 3,00 Seismic Design Category "' D Site Class = D R = 3,50 Cd = Sds = 0,787 Sdl = 0,452 rho = l. 30 omega = 3. 000 Wind speed Wind pressure 110.00 Mpl) Exp, : C 23.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 WlR o. 790 o. 000 -0.890 WlL -0, 250 0.000 -0.350 W2R o. 430 o. 000 -1.250 W2L -o. 610 0.000 -0.710 WSB -0, 300 o. 000 -0. 890 WSF -0,300 0.000 -0.350 W6B -o. 660 o. 000 -1. 250 W6F -o. 660 o. 000 -0.710 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (P?F) COLOl 21. 00 -25. 27 U1580549A C3 C3E C4 -0.350 0.000 -o. 250 -o. 890 0,000 o. 790 -0.710 0. 000 -o. 610 -1.250 0.000 o. 430 -o. 350 0.000 -o. 300 -0. 890 o. 000 -o. 300 -0.710 0.000 -o. 660 -1. 250 o. 000 -o. 660 08/10/2015 34 of 55 COL02 'COL03 COL04 COL05 Wind· Loads 19. 33 18. 81 19 .10 20. 41 for Endwall Inte-i:ior Zone Pressure 10.00 Suction 10.00 Pressure 100.00 Suction 100. 00 Edge Zone Pressure 10. 00 Suction 10.00 Pres Sure 100. 00 Suction 100. 00 Tributary Widths Panel. Tn.b. Width WPl 7. 08 WP2 18. 92 WP3 25. 00 WP4 2L33 WPS 10.17 RPl 14. 50 RP2 14 .so -21. 42 -20.90 -21.19 -24 .11 Rafter 16. 00 -27. 41 16. 00 -25. 08 16. 00 -45. 99 16. 00 -29. 73 (ft) ----------------------------------------- PROGRAM-APPLIED LO ADS ----------------------------------------- J;,oad On Start End Start Case Panel Load Load Loe Klf Klf Ft. RDL RPl -0. 051 -0. 051 0.000 RDL RP2 -o. 051 -o. 051 41.250 cot RPl -0.072 -o. 072 0.000 COL RP2 -0.072 -0.072 41.250 RLL RPl -o. 290 -0.290 0.000 RLR RP2 -0.290 -0.290 41.250 WiR RPl -0.300 -0. 300 0. 000 WlR RP2 -O.H8 -0.118 41.250 WlL RPl -0.118 -0.118 0.000 WlL RP2 -0.300 -0.300 41. 250 W2R RPl -0.421 -0.421 0.000 W2R RP2 -0.239 -0.239 41. 250 W2L RPl -0.239 -o. 239 0 .ooo W2L RP2 -0. 421 -0. 421 41. 250 WSB WPl 0.149 0.149 0 .• 000 WSB WP2 0.366 0.366 0.000 WSB WP3 o. 470 0.470 0.000 WSB WP4 o. 407 0. 407 0.000 WSB WPS 0.208 0'.208 0. 000 WSB RPl -0. 431 -0. 431 0 .000 WSB RP2 -0. 431 -0.431 41. 250 W5F WPl -0.179 -0.179 0.000 W5F WP2 -0.405 -0. 405 o. 000 W5F WP3 -0.523 -0.523 0 .000 WSF WP4 -o. 452 -o. 452 0 •. 000 W5F WPS -0.245 -0.245 0. 000 W5F RPl -0.431 -0. 431 0.000 W5F RP2 -o. 431 -0. 431 41.250 EQR RPl 0.053 0.053 o. 000 EQR RP2 o. 053 0.053 41.250 EQL RPl -o. 053 -o. 053 0.000 EQL RP2 -0.053 -0. 053 41.250 Load On Hor. Vert. Moment Case Mem Kips Kips K-Ft. WlR SPANl 2. 641 o. 000 o. 000 WlR SPANS 0.838 o. 000 0 .000 WlL SPANl -o. 836 0.000 0.000 WlL SPANS -2. 64 9 0.000 0. 000 W2R SPANl 1,.437 0. 000 6. 000 W2R SPANS 2.045 o. 000 0. 000 W2L SPANl -2 .039 0. 000 0 .000 W2L SPANS -1. 442 0.000 0.000 ! ----------------------------------------- OSER-APPLI&D L O ADS ----------------------------------------- Load On Hor. Vert. Case Mem Kips Kips EQR COLOl 0. 000 16.129 EQR COLOl o. 000 -16.129 EQL COLOl o. 000 16.129 EQL COLOl 0. 000 -16.129 LOAD COMBINATIONS ASR ca:.:;es 1) 1. 00 SW+RDL+COL+NLL 2) 1. 00 SW+RDL+COL+NLR 3) 1. 00 SW+RDL+COL+RLL+RLR+NLL 4) 1. 00 SW+RDL+COL+RLL+RLR+NLR 5) 1. 00 SW+RDL+O. 60W1L 6) 1. 00 SW+RDL+O. 60W2L 7) 1.00 SW+RDL+0.60WlR 8), 1.00 ·sw+RDL+0.60W2R 9) 1. 00 0. 60SW+O. 60RDL+O. 60W1L 10) 1. 00 0. 60SW+O. 60RDL+O. 60W2L 11) 1. 00 0. 60SW+O. 60RDL+O. 60W1R U15S0549A Moment K~Ft. 0.000 0. 000 0. 000 o. 000 End Loe Ft. 41. 250 82. 500 41.250 82. 500 41.250 82. 500 41.250 82. 500 41. 250 82.500 41.250 82. 500 41. 250 82. 500 18.056 19.125 21. 208 19. 583 18 .111 41.250 82 .500 18.056 19.125 21.,208 19. 583 18 .111 41.250 82. 500 41.250 82. 500 41.250 82.500 Loe Ft. 1. 917 81.16'7 1.917 8i.167 1.917 81.167 1.917 81.167 Loe Special Ft. Load # Description o. 000 C-4 SW BRACE 16.000 C-1 SW BRACE o. 000 C-3 SW BRACE 16.000 C-2 SW BRACE 08/10/2015 35 of 55 12) 1.00 13) 1.00 14) 1. 00 15) 1.00 16) 1.00 17) 1.00 18) 1.00 19) 1.00 20) 1.00 21) 1. 00 22) 1.00 23) 1.00 24) 1.00 25) 1.00 26) 1.00 27) 1.00 28) 1.00 0. 60SW+O. 60RDL+O. 60W2R SW+RDL+COL+O. 7 SRLL+O. 7 5RLR+O. 4 5W1L SW+RDL+COL+O. 75RLL+O. 7 5RLR+O. 45W2L SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W1R SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W2R SW+RDL+O. 60W5B SW+RDL+O. 60W5F 0. 60SW+O. 60RDL+O. 60W5B 0. 60SW+O. 60RDL+O. 60W5 F SW+RDL+COL+O, 75RLL+O. 75RLR+O. 45W5B Sw+RDL+COL+O. 75RLL+O. 75RLR+0.45WSF l, llSW+l. llRDL+l. llCOL+O. 91EQL 1.11SW+l .11RDL+l, llCOL+O. 91EQR 1. OBSW+l, OBRDL+l. OBCOL+O. 68EQL 1, OBSW+l. OBRDL+1. OBCOL+O. 68EQR 0, 49SW+O. 4 9RDL+O. 91EQL 0. 49SW+O. 49RDL+O. 91EQR U15S0549A 08/10/2015 36 of 55 Job : Ul5S0549A F:i!arne: LINE: 7 LEGOLAND NINJAGO *** DESIGN SUMMARY REPORT *** Light Gage Channel Members NUCOR BUILDING SYSTEMS Date: 08-10-15 Page: 1 By BG\Ashton. Call File: E12 Shipping Load Axial Axial Moment Bend V&M Max Load Shear Shear Load Crip Crip Cr&M Length Mat' l Depth Thick E'y Comb Loe Kips Ratio Ft-k1p Ratio Ratio Ratio Comb Loe Kips Ratio Comb Loe Kips Ratio Ratio RAFOl (1) 12S089 12,000 0.089 55.0 4 4 0.2 o. 00 -10. 3 o. 79 0, 82 0. 79 4 4 -2.02 0.37 4 6 0,3 0. 00 -24. 3 o. 85 o. 81 0. 85 4 6 -4.12 0 .28 6 10.3 o. 60 0. 88 RAF02 (1) 12S105 12. 000 0.105 55.0 4 7 -0 .5 0. 01 -24,3 o. 85 o. 87 0.86 4 7 6.15 0, 42 7 10,3 0. 60 6. 88 4 12b -0. 0 0.00 15. 1 0.97 0.87 o. 97 3 15 -4 .32 0. 48 4 16 -0. 5 0.02 -12.1 0. 72 0.89 0. 73 3 16 5 .19 0.58 RAF03 (1) 12Sl05 12,000 0.105 55.0 4 21b -0.1 o. 00 14, 7 o. 95 0. 85 0.95 4 24 -4 .29 0, 47 4 27 -0. 6 0.01 -24. 6 o. 79 0. Bl 0.80 4 27 -6.39 0 .39 4 27 10. 8 0.58 o. 83 RAF04 (1) 12S099 12. 000 0. 099 55. 0 3 28 o. 4 o. 00 -24. 6 o. 79 0, 76 o. 79 4 28 4, 45 0,27 4 28 10. 8 0. 58 0. 83 3 30 0.4 0.01 -9.5 o."63 0. 81 o. 64 4 30 4. 40 0 .58 Built Vp Column -COLOl T/L B/R T/L B/R Max -------------SHEAR --------------Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) section Mat1l Mat'l Mat'l Comb Loe Kips Ratio Ft-kip Ratio Ratio Check Comb Loe Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ Chkpt Depth Section T/L Flg Web B/R Flg F5.19 F5.19 Wl25 23 35 43 15.38 15.38 I I J width thick Fy 5.o 0,1875 55.00 I 0.1250 55,00 I 5.0 0.1875 55,00 I Light Gage Channel Members 35 -15.3 0,27 0.0 0.00 0.00 0.27 18 41b o. 75 0.07 0. 04 o. 04 Shipping Load Axial Axial Moment Bend V&M Max Load Shear Shear Load Crip Crip Cr&M Length Mat '1 Depth Thick Fy Comb Loe Kips Ratio E't-kip Ratio Ratio Ratio Comb Loe kips Ratio Comb Loe Kips Ratio Ratio COL02 (1) 08S120 8. 000 0.120 55. 0 20 46b 5.5 0.09 -8. 6 0. 72 0.72 0.81 20 44 -1.22 o. 08 20 49 5.5 0.09 -7. 9 0. 66 0.66 0. 75 18 50b 1. 74 0.11 COL03 (2) 08S089 8,000 0,089 55.0 20 54b 4. 9 0.06 -13. 9 "O, 88 o. 84 0. 94 20 52 -1.94 0 .12 20 56 4, 9 0.06 -13.4 0. 85 o. 80 0.91 18 59b 3.15 0.19 COL04 (1) 08Sl20 8. 000 0.120 55. 0 20 63b 5. 7 0.10 -10. 0 0. 84 o. 84 o. 93 20 61 -1. 43 0 ,09 20 66 5. 7 0.10 -9.2 0, 77 0,77 0,87 18 67b 1.94 0 .12 COL05 (1) 08S089 8.000 0.089 55. 0 20 71b 1. 6 0.04 -5.1 0.63 o. 61 0, 66 20 69 -0.69 o. 08 20 74 1.6 0.04 -4. 7 0. 59 0. 56 0. 62 18 75b 1.03 0.12 Frame Weight (lbs) = 1385 Deflections (in): 10 yr Wind dx = -0,02 = H/ 1218 LONG. WIND 1 TO BACK Seismic dx = 0,04 = H/ 4911 SEISMIC TO RIGHT Story Drift = o. 12 = 0.001H SEISMIC TO RIGHT Drift Index = 0,00 1. 1isw+l.l1RDL+l. l1COL+O. 91EQL Maximum dx = 0.05 = H/ 4020 l .11SW+1.11RDL+1.11COL+O. 91EQR Maximum dy = -1.01 = L/ 296 @ MOD 2, SW+RDL+COL+RLL+RLR Max. Live dy = -0.70 = L/ ·429 @ MOD 2, SW+RDL+COL+RLL+RLR E/W col dx = 1.11 = L/ 215 @ COL03, 0. 60SW+O, 60RDL+O, 60W5F U15S0549A 08/10/2015 .37 of 55 NUCOR BUILDING SYSTEMS NBS Job # Job Name Frame Date Designer File App Version Ul5S0549A LEGOLAND NINJAGO LINE: 2 8/7/2015 BG\Ashton.Call Fll.nfr (null) FRAME DESCRIPTION Frame type Frame width Bay width RCG 82.50 Ft. 23.25 Ft. LEFT 41.25 Ft. RIGHT 41.25 Ft. -1.00/12 18.00 Ft. Dim to ridge Roof slope Eave height Girt offset Purlin offset 1. 00/12 18.00 Ft. 29.50 In. 10.00 In. 8.00 In. 10.00 In. Typ. Girt spacing Typ. Purlin spacing: 6.00 Ft. 5.00 Ft. Col. spacing 82. 5000 Supports / Spring Constants COLOl -Bottom V H COL02 -Bottom V H Column Bracing: WPl Girt Brace Flange Brace : Location (ft): WP2 Girt Brace Flange Brace : Location (ft) : Other Braces: Column Left Brace Right Brace : Location {ft): y y 0 2 7.5 13.5 LOADING CONDITIONS IBC 2012 Building Code & Year Occupancy Classification Aisc Specification II-Standard Buildings 2010 ASD L O A D S {Psf) Roof Dead load Roof Coll load Roof Live load Roof Snow load Floor dead load Floor live load Ground Snow load: 3.50 5 .00 12 .00 0 .00 0. 00 o.oo 0.00 Ce = 1.00 Ss = 1.123 51 0. 432 3.00 Seismic Design Category = D R = 3.50 Cd Sds = 0.787 Sdl = 0.452 rho Wind speed Wind pressure 110. 00 Mph Exp. : C 23.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 WlR 0.580 0,000 -o. 510 -o .190 WlL -0.110 0,000 -0.190 -o. 510 W2R 0.220 0.000 -o. 870 -o. 550 W2L -0.470 0.000 -o. 550 -o. 870 W5B -o. 270 0.000 -0.510 -o .190 W5F -0. 270 0.000 -0.190 -0. 510 W6B -o. 630 o. 000 -o. 870 -o .550 W6F -o. 630 0.000 -o. 550 -o. 870 Tributary Widths eanel WPl we2 RPl RP2 Trib. Width (ft) 2.00 23. 25 23.25 23.25 PROGRAM-APeLIED LOADS Load On Start End Start Case Panel Load Load Loe Klf Klf Ft. RDL RPl -0.081 -o. 081 0 .ooo RDL RP2 -o. 081 -0. 081 41. 250 COL RPl -0.116 -0 .116 0.000 COL RP2 -0.116 -0.116 41. 250 RLL RPl -0. 27 9 -0.279 0. 000 RLR RP2 -o. 27 9 -0.279 41.250 WlR WPl 0.027 o. 027 0. 000 U15S0549A End Loe Ft. 41. 250 82.500 41.250 82. 500 41. 250 82. 500 18. 000 C3E 0.000 0.000 6. 000 0.000 0. 000 o. 000 0. 000 0, 000 Site Class D 1. 30 omega = 3. 000 C4 -0.110 o. 580 -0.470 0. 220 -o. 270 -0. 270 -o. 630 -o. 630 08/10/2015 38 of 55 WlR WP2 0. 059 o. 059 0.000 ~lR RPl -0.275 -0.275 0 .000 WlR RP2 -0.103 -o .103 41. 250 WlL WPl -o. 005 -0.005 0.000 WlL WP2 -0.313 -0.313 0.000 WlL RPl -0.103 -0.103 0. 000 WlL RP2 -0.275 -0.275 41. 250 W2R WPl 0. 010 0.010 0. 000 W2R WP2 0.254 o. 254 0.000 W2R RPl -0. 470 -0. 470 0 .000 W2R RP2 -o. 297 -0. 297 41. 250 W2L WPl -0.022 -0. 022 0.000 W2L WP2 -0 .119 -0.119 0.000 W2L RPl -0.297 -0. 297 0.000 W2L RP2 -0.470 -0.470 41.250 W5B WPl -0.0J.3 -0. 013 0 .000 W5B WP2 0.146 0.146 0.000 W5B RPl -0.275 -0. 275 o. 000 W5B RP2 -0.103 -0 .103 41.250 W5F WPl -0:013 -0.013 0.000 W5F WP2 0.146 0.146 0.000 W5F RPl -0.103, -0.103 0.000 W5F RP2 -0.275 -0.275 41. 250 W6B WPl -0.029 -o. 029 0 .000 W6B WP2 0.340 0 .340 0.000 W6B RPl -0.470 -0. 4 70 0.000 W6B RP2 -o. 297 -0. 297 41. 250 W6F WPl -0. 029 -0.029 o. 600 W6F WP2 0.340 0. 340 0 .ooo W6F RPl -0.297 -0. 297 0.000 W6F RP2 -0.-470 -o. 4 70 41.250 EQR RPl o. 081 0.081 0. 000 EQR RP2 0. 081 0.081 41. 250 EQL RPl -o. 081 -0. 081 0.000 ·EQL RP2 -o. 081 -0. 081 41.250 Load On Ho:i::. Vert. Moment Case Mem Kips Kips K-Ft. WlR COLOl o. 743 0.000 o. 000 WlR COL02 o. 743 0.000 0.000 WlL COLOl -0·. 743 0. 000 0.000 WlL COL02 -0.743 0.006 0.000 W2R COLOl 0. 743 0.000 0 .000 W2R COL02 o. 743 o. 000 o. 000 W2L COLOl -0. 743 0. 000 0.000 W2L COL02 -0.743 0.000 0.000 ----------------------------------------- USER-APPLI E D L O A D S ----------------------------------------- Load On Hor. Vert. Moment Case Mem Kips Kips K-Ft. WlR COLOl 2 .500 0. 000 0 .ooo WlL COL02 -2 .500 o. 000 0. 000 W2R COLOl 2 .500 0.000 0.000 WZL COL02 -2.500 0.000 o. 000 EQR COLOl 3.200 0.000 0.000 EQL COL02 -3.200 o. 000 0 .• 000 LOAD COMBINATIONS ASR Ca~es 1) 1.00 2) 1.00 3) 1.00 4) 1.00 5) 1.00 6) 1.00 7) 1.00 8) 1.00 9) 1.00 10) 1.00 11) 1.-00 12) 1.00 13) 1. 00 14) 1. 00 15) 1.00 16) 1.00 17) 1.00 18) 1.00 19) 1. 00 20) 1. 00 21) 1.00 22) 1.00 23) 1.00 24) 1.00 25) 1.00 26) 1.00 27) 1.00 28) 1. 00 29) 1. 00 30) 1.00 31) 1.00 32) 1.00 33) 1. 00 34) 1. 00 SW+RDL+COL+NLL SW+RDL+COL+NLR SW+RDL+COL+RLL+RLR+NLL SW+RDL+COL+RLL+RLR+NLR SW+RDL+O. 60WlL SW+RDL+O. 60W2L SW+RDL+O. 60WlR SW+RDL+O. 60W2R 0. 60SW+O. 60RDL+O. 60WlL 0. 60SW+O. 60RDL+O. 60W2L 0. 60SW+O. 60RDL+O. 60W1R 0. 60SW+O. 60RDL+O. 60W2R SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45WlL SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W2L SW+RDL+COL+O. 75RLL+O. 7 5RLR+O. 4 5WlR SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W2R SW+RDL+O. 60W5B SW+RDL+O. 60W6B SW+RDL+O. 60W5F SW+RDL+O. 60W6F 0. 60SW+O. 60RDL+O. 60W5B 0. 60SW+O. 60RDL+O. 60W6B 0. 60SW+O. 60RDL+O. 60W5F 0. 60SW+O. 60RDL+O. 60W6F SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W5B SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W6B SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W5F SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W6F l. llSW+l. llRDL+l. llCOL+O. 91EQL 1. llSW+ l.. llRDL+J.. llCOL+O. 91EQR 1. 08SW+l. 08RDL+l. 08COL+O. 68EQL 1. 08SW+l. 08RDL+l. 08COL+O. 68EQR 0. 49SW+O. 49RDL+O. 91EQL 0. 4 9SW+O. 4 9RDL+O. 91EQR U1.5S0549A 18. 000 41.250 82. 500 18. 000 18. 000 41. 250 82 .500 18. 000 18. 000 41. 250 82. 500 18. 000 18. 000 41.250 82. 500 18. 000 18 .ooo 41. 250 82. 500 18. 000 18. 000 41.250 82. 500 18. 000 18.000 41. 250 82. 500 18. 000 18. 000 41.250 82.500 41.250 82 .500 41.250 82. 500 Loe Ft. 18. 000 18.000 18 :000 18 .000 18. 000 18. 000 18. 000 18. 000 Loe Special Ft. Load # Description 17. 000 C-1 Tie-Back 17. 000 c-5 Tie-Back 17 .000 C-2 Tie-Back 17. 000 C-6 Tie-Back 17. 000 C-3 Tie-Back 17. 000 C-4 Tie-Back 08/10/2015 39 6f 55 Job : Ul5S0549A Frame: LINE: 2 LEGOLAND NINJAGO *** DESIGN SUMMARY REPORT *** Built Up Rafter -RAFOl T/L B/R Flange Flange Web Load Section Mat'l Mat 1 l Mat'l Comb 3'.ioc Axial Axial Kips Ratio NUCOR BUILDING SYSTEMS Moment Ft-kip T/L Bend Ratio B/R Bend .Ratio Max Unity Check Date: 08-07-15 ·By BG\Ashton.Call Page: 1 File: Fll -------------SHEAR -------------- Load Force Shea.1: Flow (k/in) ,Comb Loe Kips Ratio T/L B/R ------------------,------------------------------------------------------------------------------------------------------------------ 1 F6.25 ·F6.31 W188 3 1 -19,3 2 F6.25 F6.25 W164 4 11 -16.9 Chkpt 1 5 6 12 Depth 34. 06 20.53 21 .so Section I I I I width thick Fy I width thick Fy T/L Flg Web B/R Flg 6.0 0.2500 55.oo I 0.1875 ss.oo I 6.o 0.3125 55.00 I Built Up Rafter -RAF02 T/L B/R 6.0 0.2500 ss.oo I 0.1644 ss.oo I 6.0 o.2500 ss.oo I 0.14 0.20 Flange Flange Web Section Mat 11 Mat' l Mat' 1 Load Comb Loe Axial Axial Kips Ratio 1 F6.25 F6.25 Wl64 3 15 -17.0 2 F6.25 F6.31 Wl88 4 24 -19.2 Chkpt 13 20 21 24 Depth 27 .so 20. 53 34. 06 Section I I I width thick Fy I width thick Fy T/L Flg Web B/R Flg 6.0 o.2soo ss.oo I 0.1644 55.oo I 6.o 0.2500 55.oo I Built Up Column ~ COLOl T/L B/R 6.0 0.2500 55.00 I 0.1875 55.oo I 6.o 0.3125 55.00 I o. 20 0 .14 -207 .1 102 .2 Moment Ft-kip 102.5 -193. 6 Flange Flange Web Load Axia·l Axial Moment Section Mat' l Mat 11 Mat 1 1 Comb Loe F8.31 F8.38 Wl88 3 29 Chkpt Depth Section T/L Flg Web B/R Flg 13. 00 I 25 29 24. 69 I I width thick Fy 8.0 0.3125 55.00 I 0.1875 55.00 I 0.0 o.3750 55.oo r Built Up Column -COL02 T/L B/R Flange Flange Web Section Mat'l Mat'l Mat 1l Load Comb F8.31 F8.25 Wl88 Chkpt 30 35 30.56 I Depth 12.56 Section I width thick Fy T/L Flg Web B/R Flg 0.0 o.3125 55.oo I 0.1875 55.00 I 0.0 0.2500 55.oo 1 Frame Weight (lbs) = Deflections (in} : 2608 10 yr Wind dx = 0.49 = H/ 304 -1.24 = H/ 118 -3. 73 = 0.025ll Loe 35 t<ips Ratio F.t-kip -21.9 0.16 -199.5 Axial Axial Kips Ratio -21.3 0.14 Moment Et-kip 191.4 LONG. WIND 2 TO FRONT SEISMIC TO LEFT SEISMIC TO LEFT o. 86 O·. 77 T/;. Bend Ratio 0.82 o. 81 T/L Bend Ratio 0. 88 T/L Bend Ratio o. 88 Seismic dx = Story Drift = Drift Index = Maximum dx = Maximum dy = Max. Live dy = o. 02 -1.36 = H/ -3.45 = L/ -1. 92 = L/ 109 267 @ MOD 1, 480 @ MOD 1, l. llSW+l. llRDL+l. llCOL+O. 91EQL l. llSW+l. liRDL+l. llCOL+O. 91EQL SW+RDL+COL+RLL+RLR SW+RDL+COL+RLL+RLR 0.93 o. 63 B/R Bend Ratio o. 68 0.85 B/R Bend Ratio o .. 90 B/R Bend Ratio o. 77 U15S0549A 08/10/2015 1.00 0. 89 Max Unity Check 0.93 0.91 Max Unity Check 0. 98 Max Unity check 0.95 3 3a 15 .01 0.7.7 0 .38 o. 43 3 1a 11.09 0.65 o. 41 o. 41 -------------SHEAR --------------Load Force shear Flow ( k/ in) Comb Loe Kips Ratio T/L B/R 19b -12. 60 0.71 o. 46 o. 46 22b -13. 99 0.67 0.39 o. 44 -------------SHEAR -------------- Load Force Shear Flow (k/in) Comb Loe Kips Ratio T/L B/R 3 29 Load Comb Loe 35 -15.95 0.72 1.08 1.14 SHEAR Force Shear Kips Ratio Fiow (k/in) T/L B/R 15.53 0.88 l.D 1.05 40 of 55 NUCOR BUILDING SYSTEMS NBS Job #: Job Name Frame Date Designer File App Version Ul5S0549A LEGOLAND NINJAGO LINE: 2 8/7/2015 BG\Ashton. Call Fll.nfr (null) CONNECTION SUMMARY Knee Connection -COL0l Web ----------------? Top Plate ------------------? Bottom Plates -------?Horiz.. /Diagonal Stiffener--? Roof Slope Web fv/Fv Weld Weld Weld Areg/A :reg/ (Wl+W2) W3reg/W3 Weld Areg/A W4reg/W4 Stiff. No. Theta Axial Mai:l Stiff. Degrees Ratio Matl Ratio Wl W2 W3 Ratio Ratio Ratio W4 Ratio Ratio 1.00:12 W275 0.78 FWS3 FWS3 0.75 o.oo 0.97 FWS3 0. 62 o. 61 Fy I width thick Fy I height depth length I I width thick length Top Plate I Web I Bot Plate I 8.0 0.2500 0. 2750 4.0 0.2500 Knee Connection -COL02 55.o I 55.o I 31.62 50. O I 24. 08 I Stiffener I 24. 00 I I 24 .oo I I Web ----------------? Top Plate --------..,---------? -----Bottom Plates -------?Horiz. /Diagonal Stiffener--? Roof Slope Web fv/Fv Weld Weld Weld A:reg/A reg/ (Wl+W2) W3reg/W3 Weld Areg/A W4reg/W4 Stiff. No. Theta Axial Mat1-Stiff. Degrees Ratio Matl Ratio Wl W2 W3 Ratio Ratio Ratio W4 Ratio Ratio -1.00:12 W250 1.01 FWS3 FWS3 0.75 o.oo o. 72 FWS3 0. 79 I width thick Fy I height depth length I I width thick J,ength o. 47 Fy Top Plate I Web I Bot Plate I 8.0 0.2500 0. 2500 4.0 0.2500 55.o I 55.0 I 31.12 50.0 I 30. 00 Splice Conne·ction -Moment Connection from COLOl Left Right Connx Plate Plate Bolt Load Axial Type Matl Matl Qty/Size Comb Kips 4BE FS. 63 F6. 63 8-0. 875-S 34 -22. 05 I I width thick length Fy 30. 10 I Stiffener I I I 30.00 I I To RAFOl Shear Kips 20. 88 Moment Ft-kip -280.5 left right I size siz~ I Left Plate Ratio o. 74 Right -----------------BOLT --------------------- Plate Ratio ·Load Axial Shear, Moment Bal t Comb Kips Kips Ft-kip Ratio 0. 82 -16.78 19.91 -207 .1 o. 63 ------------------------------------------------------------------------------------------------------------------------------------- Left Plate I 8. O Right Plate I 6. 0 Stiffener I O. 0 0. 625 0.625 0.000 40.25 40. 25 0. 00 55. 0 I Top Weld 55.0 I Web Weld I O. O I Bottom Weld I FWD3 FWD4 WP13 WP14 FWD3 FWD4 ----------------------------------------------------------------------------------------. -----------. --------- Splice Connection -Moment Connection from RAFOl To RAF02 Left Right Connx Plate Plate Bolt Type Matl Matl Qty/Size 4BE -F6.50 F6.50 8-0. 750-S I I width thick length Left Plate I Right Plate I Stiffe11er I 6.0 6.0 o. 0 o. 500 0. 500 o. 000 32. 75 32. 75 0. 00 Load Axial Shear Comb Kips Kips -16.79 0. 47 Fy 55.0 I Top Weld 55.0 I Web Weld I O. O I Bottom Weld I Moment Ft-kip 101.3 left right I size size I FWD3 FWD3 WP13 WP13 FWD3 FWD3 Left Right Plate Plate Ratio Ratio 0. 76 0. 76 -----------------BOLT --------------------- toad Axial Shear Moment Bolt Comb Kips Kips Ft-kip Ratio -16. 79 0.47 101.3 0.51 -· ------------------------------------------------------------------------------------------------------· ---------------------------- Sp-1:ice Connection -Moment Connection from RAl:02 To COL02 Left Right Left Right -----------------BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -------------~ ----·------------------------------------------------------------------------------------------------------------------4BE F6.63 F8.63 8-0.875-S 38 -22.24 -20.06 I I width thick length Left Plate I 6. O Right Plate I 8. O Stiffener I O. O Base Plate -COLOl Base Plate Matl Bolt Qty/Size 0.625 o. 625 o. 000 T/L Flange Weld FlO. 38 4-1. 250 FWS3 40.25 40. 25 0.,00 B/R Flange Weld FWS3 Fy 55.0 I Top Weld 55.0 I Web Weld I 0.0 I Bottom Weld I Web Weld FWS3 tp (reg) /tp Ratio o. 65 I width thick length Fy Base Plate I 10.00 o.375 13.oo 55.o I Base Plate -COL02 Base Plate Matl T/L Bolt Flange Qty/Size Weld U15S0549A B/R Flange Weld Web Weld tp (reg) /tp Ratio -269.7 1eft right I size size I FWD4 FWD3 WP14 WP13 FWD4 FWD3 0 .80 ----------WELD Axial Web Shear Check & Uplift 0. 06 0.17 ----------WELD o. 72 Flg Shear & Uplift 0.15 Axial Web Shear FJ.g Shear Check & Uplift & Uplift 08/10/2015 ft/Ft Ratio 0. 09 ft/Ft Ratio -16.79 -18.97 -193. 6 0.59 BOLT fv/Fv ASTM Ratio Design 0.33 F1554 Gr.36 BOLT fv/Fv ASTM Ratio Design 41 of 55 Fl0.38 4-1.250 FWS3 FWS3 FWS3 0. 63 I width thick length Fy Base Plate r 10.00 0.375 12.63 ss.o I Splice Load Combinations: No. ASR Cases l 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 8 1.00 9 1.00 10 1.00 ll 1.00 12 1.00 13 l.00 14 1.00 15 i.oo 16 1.00 17 1.00 18 1.00 19 1.00 20 1.00 21 l.00 22 1.00 23 l.00 24 1.00 25 l. 00 26 l. 00 27 l.00 28 l.00 29 l.00 30 1. 00 31 1.00 32 l.00 33 1.20 34 1. 20 35 1.20 36 1. 20 37 1.20 38 l. 20 39 1.20 40 l.20 SW + RDL + COL SW + RDL + COL + RLL + RLR SW+ RDL + 0.60WlL SW+ RDL + 0.60W2L SW + RDL + O. 60WlR SW + RDL + 0. 60W2R 0. 60SW + 0. 60RDL + 0. 60WlL 0. 60SW + 0. 60RDL + 0. 60W2L 0. 60SW + 0. 60RDL + 0. 60WlR 0. 60SW + 0 •. 60RDL + 0. 60W2R SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45WlL SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45W2L SW + RDL + COL + O. 75RLL + O. 75RLR + 0.45WlR SW+ RDL + COL+ 0. 75RLL + O. 75RLR + 0.45W2R SW+ RDL + 0.60WSB SW+ RDL + 0.60W6B SW+ RDL + 0.60W5F SW+ RDL + 0.60W6F 0. 60SW + 0. 60RDL + 0. 60W5B 0. 60SW + 0. 60RDL + 0. 60W6B 0. 60SW + 0. 60Rl>L + 0. 60WSF 0. 60SW + 0. 60RDL + 0. 60W6F sw· + RDL +COL+ 0.75RLL·+ 0.75RLR + 0.45W5B SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45W6B SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45WSF SW+ RDL +COL+ 0.75RLL + 0.75RLR + Q.45W6F l. llSW + 1. llRDL + 1. llCOL + 0. 9lEQL 1. llSW + 1. llRDL + 1. llCOL + 0, 91EQR 1. oasw + 1. 08RDL + 1. 08COL + 0. 68EQL l.08SW + l,08RDL + l.08COL + 0.68EQR 0.49SW + 0.49RDL + 0.91EQL 0.49SW + 0.49RDL + 0.9lEQR Special Seismic Special Seismic Special Seismic Special Seismic Special Seismic Special Seismic Special Seismic Special Seismic U15S0549A .,, 0.06 0 •. 18 0.14 0. 09 0.33 Fl554 Gr.36 08/10/2015 42 of 55 NUCOR BUILDING SYSTEMS NBS Job # Ul5S0549A Job Name LEGOLAND NINJAGO Frame LINES: 3 - 6 Date 8/7/2015 Designer BG\Ashton. Call File F12. nfr App version {null-) FRAME DESCRIPTION Frame type Frame width Bay width Dim to ridge Roof slope Eave height Girt offset Purlin offset Col. spacing RCG 82.50 Ft. 28.25 Ft. LEIT 41.25 Ft. 1.00/12 18.00 Ft. 8.00 -In. 10.00 In. 82 .-5000 Supports / Spring Constants COLOl -Bottom V H COL02 -Bottom V H Column Bracing: WPl Girt B,race Flange Brace Location {ft) : WP2 Girt Brace Flange, Brace : Location _(ft): Other Bi:"aces: Column Left Brace Right Brace Location (ft) : y 0 7 •. 5 y 0 7 .5 y 2 RIGHT 41.25 Ft. -1.00/12 18.00 Ft. 8.00 In. 10.00 In. 13.5 y 2 13.5 LOADING CONDITIONS IBC 2012 Typ. Girt spacing Typ. Purlin spacing: Building Code & Year Occupancy Classification AISC Specif-icat,!.on II-Standard Buildings 2010 ASD L O A D S (Psf) Roof Dead load 3. 50 Roof Coll load 5. 00 Roof Live load 12.00 Roof Snow load O. 00 Floor dead load O. 00 Floor live load 0.00 Ground 'Snow load: 0.00 Ce= 1.00 6.00 Ft. 5 .. 00 Ft. Ss = 1.123 Sl = 0.432 Seismic Design Category= D Site Class D R = 3.50 Cd= 3.00 Sds = 0.787 Sdl = 0.452 rho 1.30 omega 3.000 Wind speed ,. 110.00 Mph Exp. : C Wind pressure 23.23 Psf Building is Enclosed Wind pressur.e coefficients Cl C2E C2 C3 WlR 0 .580 0.000 -o. 510 -0 .190 WlL -0.110 0.000 -0.190 -0 .510 W2R 0.220 0.000 -0. 870 -o .550 W2L -0.470 0.000 -0.550 -0.870 W5B -0.270 0. 000 -0.510 -o .190 W5F -o. 270 o. 000 -o .190 -0. 510 W6B -o. 630 o. 000 -o. 870 -0 .550 W6F -0. 630 0.000 -o. 550 -0. 870 Tributary Widths Panel WPl WP2 RPl RP2 '.!'.rib. Width (ft) 28.25 28 .25 28.25 28 .25 PROGRAM-APPLIED LOADS Load On Start End Start Case Panel Load Load Loe Klf Klf Ft. RDL RPl -0. 099 -o. 099 0.000 RDL RP2 -0. 099 -0.099 41.250 COL RPl -0.141 -0.141 0. 000 COL RP2 -0.141 -0 .141 41.250 RLL RPl -0.339 -0. 339 0.000 RLR RP2 -0. 339 -0.339 41. 250 WlR WPl 0.381 0.381 o. 000 U15S0549A End Loe Ft. 41.250 82. 500 41. 250 82.500 41.250 82. 500 18 .000 C3E C4 0.000 -0.110 0.000 0. 580 0. 000 -o. 470 0.000 0.220 o. 000 -0. 270 0.000 -o. 270 0.000 -o. 630 0. 000 -o. 630 08/10/2015 43 of 55 WlR WP2 0,072 0.072 0.000 18. 000 WlR RPl -0,335 -0, 335 0, 000 4J.. 250 WlR RP2 -0.125 -O.J.25 41. 250 82,500 WlL WPl -o. 072 -0.072 0,000 18,000 WlL WP2 -0.381 -0.381 0,000 18,000 WlL RPl -o .125 -o .125 0,000 41.250 WlL RP2 -o .335 -0,335 41.250 82.500 W2R WPl 0.144 0.144 0,000 18,000 W2R WP2 0.308 0,308 o. 000 18. 000 W2R RPl -0,571 -0,571 o. 000 4J.. 250 W2R RP2 -0.361 -o. 361 41. 250 82,500 W2L WPl -o. 308 -0, 308 0,000 18 .,000 W2L WP2 -o .14 4 -o .144 0. 000 18. 000 W2L RPl -0.361 -0,361 0. 000 41.250 W2L RP2 -0,571 -0.571 41.250 82. 500 W5B WPl -0.177 -0.177 0,000 18,000 W5B WP2 0 .177 0.177 0.000 18. 000 W5B RPl -0.335 -0.335 0.000 41.250 W5B RP2 -0.125 -o .125 41.250 82. 500 W5F WPl -0.177 -0 .177 0,000 18. 000 W5F WP2 0.177 0,177 0.000 18. 000 W5F RPl -o.n5 -0.125 0.000 41.250 W5F RP2 -0.335 -o. 335 41.250 82,500 W6B WPl -0.413 -o. 413 o. 000 18.000 W6B WP2 o. 413 o. 413 0, 000 18. 000 W6B RPl -0,571 -o. 571 0.000 41.250 W6B RP2 -0.361 -0.361 41.250 82,500 W6F WPl -0,413 -o. 413 0, 000 18. 000 W6F WP2 0. 413 o. 413 0, 000 18. 00_0 W6F RPl -0,361 -0,361 0. 000 41. 250 W6F RP2 -0.571 -0,571 41.250 82. 500 EQR RPl o. 090 0,090 0.000 41. 250 EQR RP2 0.090 0.090 41.250 82. 500 EQL RPl -0.090 -o. 090 0,000 41. 250 EQL RP2 -o. 090 -0,090 41.250 82. 500 Load On Hor. Vert. Moment Loe Case Mem Kips Kips l<-Ft. Ft. WlR COLOl o. 743 0.000 0. 000 18.000 WlR COL02 0. 743 0.000 0.000 18.000 WlL COLOl -0.743 o. 000 0.000 18. 000 WlL COL02 -0.743 0. 000 0,000 18,000 W2R COLOl o. 743 0,000 0,000 18. 000 W2R COL02 0. 743 0, 000 0.000 18,000 W2L COLOl -o. 743 o. 000 0.000 18,000 W2L COL02 -o. 743 0.000 0,000 18. 000 ----------------------------------------- USER-APPLIED L O A D S ----------------------------------------- Load On Hor. Vert. Moment Loe Special Case Mem Kips Kips K-Ft. Ft. Load if Description WlR COLOl 3.500 o. 000 o.poo 17. 000 C-1 Tie-Back WlL COL02 -3.500 0.000 0.000 17,000 c-5 Tie-Back W2R COLOl 3.500 o. boo 0.000 17. 000 C-2 Tie-Back W2L COL02 -3.500 o. 000 0.000 17. 000 i:-6 Tie-Back E(lR COL01. 4. 400 0.000 0.000 17. 000 C-3 Tie-Back EQL COL02 -4. 400 o. 000 0.000 17. 000 c-4 Tie-Back ----------------------------------------- L O A D COMBINATIONS ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+RLL+RLR+NLL 4) 1.00 SWtRDL+COL+RLL+RLR+NLR 5) 1.00 SW+RDL+O. 60WlL 6) 1.00 SW+RDL+O. 60W2L 7) 1.00 .SW+RDL+O. 60WlR 8) 1.00 SW+RDL+O. 60W2R 9) 1.00 0. 60SW+O. 60RDL+O. 60WlL 10) 1.00 0. 60SW+O. 60RDL+O. 60W2L 11) 1.00 0, 60SW+O. 60RDL+O. 60W1R 12) 1. 00 0. 60SW+O, 60RDL+O. 60W2R 13) 1.00 SW+RDL+COL+O. 7 5RLL+O. 7 5RLR+O. 45WlL 14) 1.00 SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W2L 15) 1.00 SWtRDL+COL+O. 7 5RLL+O. 7 5RLR+O. 45WlR 16) 1.00 SW+RDL+COL+O, 75RLL+O. 75RLR+O, 45W2R 17) 1,00 SW+RDL+O. 60W5B 18) 1.00 SW+RDL+O, 60\'16B 19) 1.00 SW+RDL+O. 60W5F 20) 1.00 SW+RDL+O. 60W6F 21) 1.00 0. 60SW+O, 60RDL+O. 60W5B 22) 1.00 0, 60SW+O, 60RDL+O. 60W6B 23) 1.00 0. 60SW+O. 60RDL+O. 60W5F 24) 1.00 0. 60SW+O, 60RDL+O, 60W6F 25) 1.00 SW+RDL+COL+O. 75RLL+0. 75RLR+O. 45W5B 26) 1.00 SW+RDL+COL+O. 75RLL+O. 75RLR+O. 45W6B 27-) 1.00 SW+RDL+COL+O, 75RLt+O. 75RLR+O. 45W5F 28) l. 00 SW+RDL+COL+O, 75RLL+O. 75RLR+O, 45W6F 29) 1.00 1. llSW+l. llRDL+l. llCOL+O, ~lEQL 30) 1.00 1. llSW+l. llRDL+l. llCOL+O, 91E;QR 31) 1.00 1, 08SW+l. 08RDL+l. 08COL+O, 68EQL 32) 1.00 l, 08SW+l, 08ROL+l. 08COL+O. 68EQR 33) 1. 00 0, 4 9SW+O, 4 9RDL+O, 91EQL 34) 1.00 0. 49SW+O, 4 9RDL+O, 91EQR U15S0549A 08/10/2015 44 of 55 Job : Ul5S0549A F~ame : LINES : 3 - LEGOLAND NINJAGO NUCOR BUILDING SYSTEMS Date: 08-07-15 Page: 1 By BG\Ashton.Call File: Fl2 *** DESIGN SUMMARY REPORT *** . ---------------------------------------------------------------" -----------~--------------------------------------------------------- Built Up Rafter -RAFOl T/L B/R T/L Flange Flange Web Load Axial Axial Moment Bend Section Mat'l Mat'l Mat1l Comb Loe Kips Ratio Ft-kip Ratio F6.25 F6.38 W220 3 1 -22 .2 0.13 F_6.31 F6.25 Wl64 29 5 -14.3 0.13 Chkpt 1 4 5 12 Depth 34 .12 20 .59 27. 56 Section I 1 I 2 I I width thick Fy I width thick Fy T/L Flg Web B/R Flg 6.o 0.2500 55.00 I 0.2200 55.00 I 6.0 0.3750 55.00 I Built Up Rafter -RAF02 T/L B/R 6.0 o.3125 55.00 I 0.1644 55.00 I 6.0 0.2500 55.oo I Flange Flange Web Load Section Mat 11 Mat I l Mat' l Comb ~oc Axial Axial Kips Ratio 1 2 Chkpt Depth Section T/L Flg Web B/R Flg F6.31 F6.25 W164 30 20 -14. 2 F6.25 F6.38 W220 4 24 -22.2 13 20 21 24 27 .56 20.59 34 .12 I I 2 I I width thick Fy I width thick ~y 6.0 0.3125 55.00 I 0.1644 55.00 I 6.0 0.2500 55.oo I 6.o 0.2500 55.oo I 0.2200 55.00 I 6.0 0.3750 55.00 I 0.13 0.13 Buq.t Up Column -COL0l T/L B/R Flange Flange Web Load section Mat'l Mat'l Mat'l comb Loe Axial Axial Kips Ratio -248. 6 -91.3 Moment Ft-kip -91.4 -248. 6 Moment Ft-kip F8.31 F8.31 W220 3 30 -26.4 0.19 -236.5 Chkpt Depth Section 25 12.62 I 31 36. 62 I o. 94 0. 71 T/L Bend Ratio 0. 71 o. 94 T/L Bend Ratio 0. 68 B/R Bend Ratio Max -------------SHEAR -------------- Unity Load Force Shear Flow (k/in) Check Comb Loe Kips Ratio T/L B/R 0.90 0.92 B/R Bend Ratio o. 92 0.90 0.97 0. 98 Max Unity Check o. 98 0.97 B/R Max Bend Unity Ratio Check o. 86 0. 95 3 1 20. 60 0.81 0. 46 0. 57 3 6a 15. 85 0. 89 0. 63 0.56 -------------SHEAR --------------Load Force Shear Flow (k/in) Comb Loe Kips Rati6 T/L B/R 19b -15. 87 o. 89 0. 63 0. 56 24 -20. 61 0.81 0. 46 o. 57 -------------SHEAR --------------Load Force Shear Flow (k/in) Comb Loe Kips Ratio T/L B/R 3 31 -17.39 0.73. 1.21 1.21 ----------------------------------------------------------------------------------------------------------------------------------. - I width thick Fy ---------------------------------------------------------------------------------------------+. ------------------. -----.... + -·-----· ~ - T/L Flg Web B/R Flg 8.0 0.3125 55.00 I 0.2200 55.oo I 8.0 o.3125 55.00 I Buiit Up Column -COL02 T/L B/R Flange Flange Web Load Section Mat' l Mat 1 1 ·Mat' l Comb Chkpt Depth Section F8.31 F8.31 12. 62 I 32 1 --- W220 38 36. 62 I I width thick Fy T/L Flg Web B/R Flg 8.0 0.3125 55.00 I 0.2200 55.00 I 8.0 o.3125 55.00 I Frame Weight (lbs) = Deflections (in) : 16 yr Wind dx = -0.50 Seismic dx = -1. 71 Story Drift = -5 .12 Drift Index = O. 02 3066 H/ 348 = H/ 102 = 0.029H Maximum dx = 1. 69 = H/ 104 Loe 37 Maximum dy = -3. 68 = L/ Max. Live dy = -2.06 = L/ 254 @ MOD 1, 454 @ MOD 1, U1580549A T/L Axial Axial Moment Bend Kips Ratio Ft-kip Ratio -26.4 0.19 236.5 WIND CASE 2 TO LEFT SEISMIC TO LEFT SEISMIC TO LEFT o. 86 1.11SW+l. 11RDL+l.11COL+O. 91EQL 1.11SW+l .11RDL+1.11COL+O. 91EQR SW+RDL+COL+RLL+RLR SW+RDL+COL+RLL+RLR B/R Bend Ratio o. 68 08/10/2015 Max Unity Check 0.9? -------------SHEAR -------------- Load Force Shear Flow (k/in) Comb Loe Kips Ratl'.o T/L B/R 38 17.39 0.73 1.21 1.21 45 of 55 NUCOR BUILDING SYSTEMS NBS Job #: Job Name F.rame Date Designer File App Version Ul5S0549A LEGOLAND NINJAGO LINES: 3 - 6 8/7/2015 BG\Ashton. Call Fl2.nfr (null) CONNECTION SUMMARY Knee Connection -COLOl Web ----------------? Top Plate ------------------? Bottom Plates -------?Horiz. /Diagonal Stiffener-'-? 'Roof Slope Web fv/Fv Weld Weld Weld Areg/A reg/ (Wl+W2) W3reg/W3 Weld Areq/ A W4 reg/W4 Stiff. No, Theta " AKial Matl Stiff. Degrees Ratio Matl Ratio Wl W2 W3 Ratio Ratio Ratio W4 Ratio Ratio 1.00:12 W275 0.95 FWS3 FWS3 0.75 o.oo o. 78 FWS3 o. 99 0 I width thick Fy I height depth length I I width thick length 0.49 Fy Top Plate I Web I Bot Plate I 8.0 0.2500 0. 2750 4.0 0,2500 Knee Connection _, COL02 55.0 I 55.o I 30.62 50. o I 36. 00 36 .12 I Stiffener I I I 36.00 I I Web ----------------? Top Plate ------------------? -----Bottom Plates -------?Horiz. /Diagonal Stiffener--? Roof Slope Web fv/Fv Weld Weld Weld Areq/A req/ (Wl+W2) W3req/W3 Weld Areg/A W4reg/W4 Stiff, No. Theta Axial Matl Stiff.. Degz:ees Ratio Matl Ratio W'l W2 W3 Ratio Ratio Ratio W4 Ratio Ratio -1.00:12 W275 0.95 FWS3 FWS3 0.75 0,00 o. 78 FWS3 o. 99 I width thick Fy I height depth length I I width thick length o. 49 Fy Top Plate I Web I Bot Plate I 8.0 0.2500 0. 2750 4.0 0,2500 55.o I 36.12 I Stiffener I 55.0 I 30.62 5o.o I 36. 00 I I 36.00 I I Splice Connection -Moment Connection from COLOl To RAFOl Left Right Connx Plate Plate Bolt Load Axial Shear Type Matl Matl Qty/Size Comb Kips Kips 4BE F8. 63 F6.63 8-0.875-S 34 -25. 66 25.15 I I width thick length Fy 55.0 I Top Weld Left Plate I Right Plate I Stiffener I 8.0 6.0 0.0 0. 625 o. 625 0.000 40. 25 40. 25 o. 00 55.0 I Web Weld I o. O I Bottom Weld I Splice Connect:i,on -Moment Connection from RAFOl To RAF02 Left Right Connx Plate Plate Bolt Type Matl Matl Qty/Size 4BE F6.50 F6.50 8-0.625-S I I width thick length Left Plate I 6. o Right Plate I 6. 0 stiffener I o. o 0.,500 O.!iOO o. 000 32,38 32.38 0,00 Load Axial Comb Kips -19 .10 Fy 55.0 I Top Weld 55.0 I Web Weld Shear Kips 0.01 o. o I Bottom Weld Splice Connection -Moment Connection from RAF02 To COL02 Left Right Connx Plate Plate Bolt Load Axial Shear Type Matl Matl Qty/Size Comb Kips Kips 4BE: F6. 63 F8. 63 8-0. 875-S 38 -25. 65 -25 .15 Moment Ft-kip -353. 8 left right I size size I FWD4 WP14 EWD4 FWD4 WPl4 FWD4 Moment Ft-kip 121. 9 left right I size size I FWD3 FWD3 WP13 W.Pl3 FWD3 FWD3 Moment Ft-kip -353. 8 Left Right -----------------BOLT ----,-----------------Elate elate Load Axial Shear Moment Bolt Ratio Ratio Comb Kips Kips Ft-kip Ratio 0. 83 0.92 -19.10 23, 50 -24 8. 6 o. 75 Left Right -----------------BOLT --------------------- Plate Plate Load Axial Shear Moment Bolt Ratio Ratio Comb Kips Kips Ft-kip Ratio 0. 81 o. 81 2 -19,.10 0.01 121, 9 0, 83 Left Right -----------------BOLT --------------------- Plate Plate Load Axial Shea:c: Moment Bolt Ratio Ratio c;omb Kips Kips Ft-kip Ratio 0.92 0.83 -19.10 -23.51 -248. 6 o. 75 -----------------------------------' -----------------------. ------------------------------------------------------------------------, I I width thick length Left Plate I Right Plate I Stiffener I 6. 0 8. 0 o.o Base Elate -COLOl o. 625 o. 625 0.000 T/L Base Plate Matl Bolt Flange Qty/Size Weld Fl0.38 4-1.250 FWS3 40. 25 40. 25 o.oo B/R Flange Weld FWS3 Fy 55.0 I Top Weld 55.0 I Web Weld 0. 0 I Bottom Weld Web Weld J'WS3 tp (reg) /tp Ratio o. 71 I width thick length Fy Base Plate I 10.00 0.375 12.63 55.0 I left right I size size I FWD4 WP14 FWD4 FWD4 WP14 FWD4 ----------WELD Axial Web Shea:c: Check & Uplift 0. 08 0.23 Flg Shear & Uplift 0.16 ft/Ft Ratio 0,:\2 BOLT fv/Fv ASTM Ratio Design 0.38 Fl554 Gr.36 ----------------------------------------------------------------------------------~-------------------------------------------------- Base Plate -COL02 Base Plate Matl T/L Bolt Flange Qty/Size Weld U15S0549A B/R Flange Web Weld Weld tp(req) /tp Ratio ----------WE:LD Axial Web Shear Flg Shear Check & Uplift & Uplift 08/10/2015 ft/E't Ratio BOLT fv/Fv ASTM Ratio Design 46of 55 J!'lO. 38 4-1. 250 FWS3 FWS3 FWS3 0. 71 0. 08 0 .23 0.16 0 .12 0.38 Fl554 Gr.36 J width thick length Fy Base Plate I 10.00 0.375 12.63 55.0 J ----------------------------------------------------------------------------------------------------------, -------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 2 1. 00 3 1.00 4 1.00 5 1.00 6 1 •. 00 7 1.00 8 1. 00 9 1. 00 10 1.00 11 1.00 12 1.00 13 1. 00 14 1.00 15 1.00 16 1.00 17 1.00 18 1.00 19 1. 00 20 1.00 21 1.00 22 1.00 23 1.00 24 1.00 25 1. 00 26 1.00 27 1.00 28 1.00 29 1.00 30 1.00 31 1.00 32 1.00 33 1.20 34 1. 20 35 1.20 36 1.20 37 1.20 38 1. 20 39 1.20 40 1.20 SW + RDL + COL SW + RDL + COL + RLL + RLR SW + RDL + 0. 60WlL SW+ RDL + 0.60W2L SW +'RDL + 0.60W1R SW + RDL + 0: 60W2R 0. 60SW + 0. 60RDL + 0. 60WlL 0. 60SW + 0. 60RDL + 0. 60W2L 0. 60SW + 0. 60RDL + 0. 60WlR 0. 60SW + 0. 60RDL + 0. 60W2R SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45WlL SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0,45W2L SW + RDL + COL + O. 75RLL + 0. 75RLR + 0. 45WlR SW+ RDL +COL+ 0. 75RLL + 0. 75RLR + 0.45W2R SW+ RDL + 0.60W5B SW+ RDL + 0.60W6B SW+ RDL + 0.60W5F SW + RDL + O. 60W6F 0. 60SW + 0. 60RDL + 0. 60W5B 0. 60SW + 0. 60RDL + 0. 60W6B 0. 60SW + 0. 60RDL + 0. 60W5F 0. 60SW + 0. 60RDL + 0. 60W6F SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45W5B SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45W6B SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45W5F SW+ RDL +COL+ 0.75RLL + 0.75RLR + 0.45W6F 1. llSW + 1. llRDL + 1. llCOL + 0. 91EQL 1.llSW + 1.llRDL + 1.llCOL + 0.91EQR 1.08SW + 1.08RDL + 1.08COL + 0.68EQL 1. 08SW + 1. 08RDL + 1. 08COL + 0. 68EQR 0.49SW + 0.49RDL + 0.9iEQL 0,49SW + 0.49RDL + 0.91EQR Special Seismic Spe~ial Seismic Sp~cial Seismic Special Seismic Special SeiSmic Special Seismic Special Seismic Special Seismic U15S0549A 08/10/2015 47 of 55 Nucor Building Systems P.O. Box 907 1050 North Watery Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR Width Length PASCAL STEEL 555 2ND ST, #4 ENCINITAS, CA 92024 LEGOLAND NINJAGO CARLSBAD, CA 92008 U15S0549A BUILDING LAYOUT (ft)= (ft)= (ft)= Eave Height Roof Slope (rise/12 )= BUILDING LOADS 82.5 158,0 18.0/ 18.0 1,00/ 1.00 Roof Dead Load (psf )= 3. 5 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall{psf )= 3.0 Back Sidewall{psf )= 3.0 Roof Live Load (psf )= 20·,0 Frame Live Load (psf )"= 12.0 Collateral Load (psf )= 5.0 Wind Speed (mph )= 110,0 Wind Code = CBC 13 (IBC 12) Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance -Wind = 1, 00 Importance -Seismic = 1, 00 Seismic Design Category= D Seismic Coeff ( Fa*Ss) = 1. 18 Designer AEC Detailer : eng 8/ 7/15 DesCalc =================' ============================================================== U15S0549A Design Loads For Building Components: 8/ 7,/15 FRONT SIDEWALL: BASIC LOADS: Basic Wind 23.2 Wind_Load_Ratio Deflect Factor 0.43 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press suet Long 20.2 -22.1 25,0 -27,1 20.2 -22,1 34.8 -23.2 BACK SIDEWALL: l:J15S0549A - ----Edge_Strip_Ratio----- 2one Col/ Width Girt Panel Jamb 7 .20 1.11 1,23 1.11 Girt/Header Panel Jamb Parapet 3:31pm Page 1 08/10/2015 ., 48 of 55 DesCalc BASIG LOADS: Basic Wind 23,2 Wind_Load_Ratio Deflect Factor -----Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 7 .20 1.11 1.23 1.11 0.43 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suet Long 20.2 -22.1 25,0 -27.1 20.2 -22,1 34,8 -23.2 20.2 -22.1 -14.6 Girt/Header Panel Jamb Parapet Soldier Column BACK SIDEWALL SOLDIER COLUMNS: BASIC LOADS: Dead Coll Live 'Snow Rain Load Load Load Load Load 3.5 5.0 20.0 0.0 0,0 Basic Wind_Load Wind Ratio 23.2 0.43 COLUMN & BRACING DESIGN LOADS: --Add Snow-Column Wind Long --Seismic-Aux Load No. Load Load· Id Dead Coll 33 1 1.00 1.00 2 1.00 1.00 3 1.00 1.00 4 1,00 1,00 5 1,00 1.00 6 1.00 0,00 7 1:.00 0.00 8 1.00 0.00 9 1.00 0,00 10 1.00 1,00 11 1.00 1,00 12 1.00 1.00 13 1,00 1.00 14 1.00 1,00 15 1.00 1.00 16 1.00 1.00 17 1.00 1.00 18 0,60 0.00 19 0.60 0.00 20 0.60 0,00 21 0.60 0,00 22 1.17 1.17 23 1.17 1.17 24 1.17 1.17 25 1.17 1.17 26 1.12 1.12 27 1.1·2 1.12 28 1.12 1.12 29 1.12 1.12 30 0,43 0.00 31 0,43 0.00 32 0.43 0.00 33 0.43 0.00 LEFT ENDWALL: BASIC LOADS: ---Live--- Roof Floor 0.00 0.00 1.00 0.00 0.00 0,00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 75 0.00 0, 75 0.00 0.75 0 •. 00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 Snow Drift-Slide Rain Press -Suet Wind Long Tran Id -Coef 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 '0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0,00 '0,00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0,00' 0, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0 0.00 0. 75 0.00 0.00 0.00 0.45 0.00 0·.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0,00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0,00 0 0.00 0. 75 0,00 0.00 0.00 0.00 0.00 -0.45" 0.00 0.00 0 0.00 0.00 0,00 0,00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0,00 0.00 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 70 0.00 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 -0, 70 0.00 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 70 0 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 -0.70 0 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 0,75 0.00 0.00 0.00 0,00 0,00 0,00 -0.52 0.00 0 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 0,75 0.00 0.00 0.00 0,00 0.00 0.00 0.00 -0.52 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00, 0 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0, 70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 ----Edge_strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Load Wind 3.5 5.0 20.0 0.0 0.0 23.2 BASIC LOADS AT EAVE: Seis Seis Seis Dead Girt Load 3.00 0:00 3.90 ---Torsion--- Wind Seismic 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Column Girt/Header Jamb Panel Parapet Deflect Factor Width 0.43 0.60 7.20 Press Suet 20.2 -22,1 20.2 -22.1 20.2 -22.1 25.0 -27'.1 34.8 -23.2 34.8 -23.2 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Surf Wind 1 Id Left Right 1 0.42 -0.60 2 -1.23 -0. 70 U15S0549A Rafter Wind 2 Left Right 0.78 -0,24 -0.87 -0.34 Column/Brace Wind_2 Left Right 0.42 -0.60 -1.23 -0. 70 -Long Wind -0.66 -1.23 Girt Panel 1.11 1.23 Surface Friction 0.00 0.00 Jamb 1.11 Page 2 08/10/2015 49 of 55 ' ., ,. DesCalc 3 -0.70 -1.23 -0.34 -0.87 -0.70 -i.23 -0.70 0.00 4 -0.60 0.42 -0.24 0. 78 -0.60 0.42 -0.66 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add Snow-Wind_l Wind_2 Long_Wind Column_Wind Long Tran, Aux_Load No. Id Dead Coll Roof Floor snow Drift -Slide Rain Left Right Left Right 1 2 Press Suet Seis Seis Id Coef 59 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 ·0.00 0.00 0.00 0,00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ·0.00 0.00 0.00 0,00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 ·0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0,00 0.00 0,60 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0,00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 8 1.00 0.00 ·0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0,00 0.00 0.00 0,60 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0,00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.60 0.00 0,00 0.00 0.60 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0,60 0.00 0.00 0,00 0 0,00 15 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0,60 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.60 0.00 0,60 0.00 0,00 0 0.00 18 1.00· 1.00 0.75 0.00 0.00, 0.00 0.00 0.00 0.45 0,00 0.00 .0.00 0,00 0.00 0.45 0.00 0.00 0.00 0 0,00 19 1.00 1.00 0, 75 0,00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0,00 0.45 0.00 0,00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0,00 0,00 0.00 0,00 0·.00 0.45 0.00 0.00 0 0.00 22 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,45 0.00 0.00 0.00 0.45 0.00 0.00 0,00 0 0,00 23 1.00 1.00 0. 75 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,45 0,00 0.00 0,45 0.00 0.00 0,00 0 0.00 25 1.00 1.00 0, 75 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 26 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.45 0,00 0,45 0,00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,45 0,45 0.00 0,00 0.00 0 0,00 28 1.00 1.00 0. 75 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0,00 29 1.00 1.00 0. 75 0.00 0.00 0,00 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0. 75 0.00 ·0.00 0.00 0.45 0.00 0,00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0,45 0,00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0,00 0.00 0.00 0.45 0.00 0,00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0,45 0,00 0,00 0.00 0.45 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0. 75 0,00 0.00 0.00 0.00 0,00 0.45 ,0,00 0,00 0.00 0.00 0.45 0.00· 0.00 0 0.00 36 1.00 1.00 0,00 0.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0,45 0.00 0.00 0.45 0.00 0,00 0.00 0 0.00 37 1.00 1.00 0,00 0.00 0.75 0.00 0,00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0,45 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,45 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,45 0,00 0,45 0,00 0,00 0 0.00 42 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,60 0.00 0.00 0,00 0.00 0,00 0,60 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0,00 0,60 0.00 0,00 0 0,00 44 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0,00 0 0,00 45 0.60 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0,60 0.00 0.00 0.00 0.00 0.00 0.60 0,00 0.00 0 0,00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.60 0.00 0,00 0.00 0,60 0.00 0,00 0,00 0 0,00 47 0.60 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.60 0.00 0,00 0,00 0.00 0.60 0.00 0.00 0 0.00 48 0.60 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,60 0,00 0,00 0,60 0.00 0,00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,60 0.00 0.00 0.00 0,60 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,60 0,00 0.60 0,00 0.00 0,00 0 0,00 51 0.60 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,60 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0,00 0.00 0.60 0.00 0.00 0 0.00 53 0.60 0.00 0.0~ 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 54 1.11 1.11 0,00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,70 0 0.00 55 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0. 70 0 0.00 56 1,08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 58 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.70 0 0,00 59 0.49 0,00 0,00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00· 0.00 -0. 70 0 0.00 RAFTER DESIGN LOADS: Load --Add Snow-Wind_l Wind_2 Long Aux_Load No Id Dead Coll Live Snow Drift -Slide Rain Left Right Left Right Wind Seis Id Coef 26 1 1.00 1.00 1.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0,45 0,00 0.00 0.00 0,00 0.00 0 0.00 4 1.00 1.00 0. 75 0.00 0.00 0.00 0,00 0,00 0.00 0.45 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0,00 0 0.00 6 1.00 1.00 0. 75 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0,00 0 0.00 7 1,00 1.00 0. 75 0.00 0.00 0.00 0 •. 00 0.00 0.00 0.00 0.00 0,45 0.00 0 0.00 8 1.00 1.00 0. 75 0.00 0,00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0. 75 0.00 0.00 0,00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.00 0,45 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.00 0,00 0.00 0.45 0.00 0,00 0 0.00 13 1.00 1.00 0,00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.45 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0,00 0,00 0,00 0,00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0,00 0.00 0,00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.60 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.60 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.11 1.11 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 Page 3 U15S0549A 08/10/2015 50 of 55 DesCalc 22 lill 1.11 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 -0.70 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 24 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 25 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 26 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0. 70 STEPPED LOAD COEFFICIENTS: Basic Location No. --------------------------------------- No. Load Use Id Step Locate coef Locate Coef Locate Coef WINDLl 2 2 41.25 1.00 41.39 0.57 WINDRl 3 2 0.14 0.57 41.39 1.00 WINDL2 R 2 2 41.25 1.00 41.39 0.39 WINDR2 R 3 2 0.14 0.39 41.39 1.00 WINDL2 C 2 2 41.25 1.00 41.39 0.57 WINDR2 C 3 2 0.14 0.57 41.39 1.00 RIGHT ENDWAL L : -------------- BASIC LOADS: ----Edge_Strip_Ratio---- bead Coll Live Snow Rain Basic Load Load Load Load Load Wind 3.5 5.0 20.0 BASIC LOADS AT EAVE: Seis Seis Seis Dead Girt Load 3.00 0.00 5.29 0.0 0.0 23.2 ---Torsion--- Wind Seismic 0.00 0.00 WINO PRESSURE/SUCTION: Wind Wind Column Girt/Header Jamb Panel Parapet Wind_Load_Ratio Zone Deflect Factor Width 0.43 0.60 7.20 Press Suet 20.2 -22.1 20.2 -22.1 20.2 -22.1 25.0 -27.1 34.8 -23.2 34.8 -23.2 Transverse bracing, Facia/Parapet WINO COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Id left Right 1 0.38 -0.58 Wind 2 Wind_2 Long Left Right Left Right Wind 0.74 -0.22 0.40 -0.61 -0.65 2 -1.16 -0.67 -0.80 -0.31 -1.16 -0.67 -1.16 3 -0.67 -1.16 -0.31 -0.80 -0.67 -1.16 -0.67 4 -0.58 0.38 -0.22 0.74 -0.61 0.40 -0.65 Col/ Girt Panel Jamb 1.11 1.23 1.11 Surface Friction 0.00 0.00 0.00 0.00 0 0.00 0 0·.00 0 0.00 0 0.00 0 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add_Snow-Wind_l Wind_2 Long_Wind Column_Wind No. Id Dead Coll Roof Floor Snow Ori ft Slide Rain Left Right Left Right 1 2 Press Suet 59 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 1,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 4 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 5 1.00 1.00 0.00 0,00 0. 75 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.60 0.00 0,00 0.00 0,00 0.00 0,60 0.00 7 1.00 0 .00 0 .00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0,00 0,00 0.00 0.60 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0,00 0.00 0.60 0.00 9 1.00 0.00 0,00 .0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 10 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,60 0,00 0.00 0.00 0,60 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0,00' 0.00 0.00 0.60 12 1.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 14 1.00 0.00 0.00 l).00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,60 0.00 0.60 0.00 15 1.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -~-60 0.60 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,60 0.00 0.00 0.60 17 1.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.60 0.00 0.60 18 1.00 1,00 0. 75 0.00 0.00 0,00 0,00 0.00 0.45 0.00 0.00 0.00 0,00 0.00 0,45 0.00 19 1-.00 l:.00 0. 75 0.00 0.00 0.00 0.00 0.00 0,45 0.00 0.00 0.00 0.00 0.00 0,00 0.45 20 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0,00 0.00 0.00 0.45 0.00 21 1.00 1.00 0. 75 0.00100 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0,45 22 ,1,00 1.00 0. 75 0.00 .00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 23' 1.00 1.00.0.75 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0,00 0.00 0.00 0.00 0.45 24 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,45 0.00 0.00 0.45 0,00 25 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0,45 26 1.00 1.00 0. 75 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,45 0.00 0.45 0.00 27 1,00 1.00· 0.75 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.45 0.45 0.00 28 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0,00 0.00 0.45 29 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.45 0.00 0.45 30 1.00 1,00 0 .00 0.00 0.75 0.00 0.00 0.00 0,45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 31 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0,45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 32 1.00 1.00 ,0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0,00 0.00 0.45 0.00 33 1.00 1,00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 0,00 0.00 0.00 0.00 0.00 0.45 34 1.00 1.00 l'l.00 0.00 0. 75 0,00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0,00 0.00 0.00 0,45 0.00 0.00 0.00 0.00 0.45 36 1.00 1.00 0,00 0,00 0. 75 0.00 0.00 0.00 0.00 0.00 0,00 0,45 0.00 0.00 0.45 0.00 37 1.00 1.00 0,00 0.00 0. 75 0,00 0.00 0.00 0.00 0.00 0,00 0.45 0.00 0.00 0.00 0.45 38 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.45 0.00 0.45 0,00 Page 4 U15S0549A 08/10/2015 Long Tran Aux_Load Seis Seis Id coef 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0,00 0.00 0,00 0 0.00 0.00 0,00 0 . 0.00, 0.00 0,00 0 0.00 0.00 0.00 0 0.00 0.00 0,00 0 0.00 ·0.00 0.00 0 0."00. 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0,00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0,00 0.00 0 0.00 0.00 0,00 0 0.00 0.00 0.00 0 0.00 0.00 0,00 0 0.00 0,00 0.00 0 0.00' 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.0!) 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0,00 0 0.00 51 of 55 DesCalc 39 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.45 0.45 40 1.00 1.00 0.00 0.00 0. 75 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,45 0.00 0.00 41 1.00 1.00 0.00 0.00 0. 75 0,00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.45 0.00 42 0.60 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.60 0,00 0.00 0.00 0.00 0.00 0.60 43 0,60 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.60 0,00 0,00 0.00 0.00 0.00 0.00 44 0.60 0,00 0.00 0.00 0.00-0.00 0,00 0.00 0,00 0,60 0.00 0,00 0,00 0,00 0.60 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,60 0.00 0.00 0.00 0.00 0,00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0,00 48 0.60 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00' 0.00 0.60 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.60 0.00 0.60 51 0.60 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 52 0,60 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 53 0.60 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 '0,00 0,60 0.00 54 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 55 1.11 l.ll 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0,00 0.00 0,00 0.00 56 1.08 1,08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 57 1.08 1.08 0.00 0.00 ().00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 58 0.49 0.00 0.00, 0.00 0,,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 59 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 RAFTER DESIGN LOADS: Load --Add Snow-Wind_l Wind_2 Lohg Aui<_Load Dead Coll Live Snow Drift -Slide Rain No Id Left Right Left Rj,ght Wind Seis Id 26 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 2 1.00 1.00 0,00 1.00 0.00 0.00 0.00 0.00 0,00 0.00 3 1.00 1.00 0. 75 0.00 0,00 0.00 0.00 0.45' 0.00 0.00, 4 1.00 1,00 0.75 0.00 0,00 0,00 0,00 0,00 0.00 0.45 5 1.00 1.00 0. 75 0.00 0,00 0.00 0.00 0.00 0.45 0.00 6 1.00 1,00 0, 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 10 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.45 11 1.00 1.00 0.00 0, 75 0.00 0.00 0.00 0.00 0,45 0.00 12 1,00 1.00 0.00 0. 75 0.00 0.00 0,00 0.00 0.00 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0,00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 15 0,60 0.00 0,00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 16 0.60 0.00, 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0,60 17 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,60 0,00 18 0,60 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 0.60 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 20 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 22 1,11 1.11 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 24 1.08 1,08 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 0,49 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0,00 0,00 26 0.49 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. _______ .. _____ ------------- No. Load Use Id step Locate Coef Locate Coef WINDLl 2 2 WINDRl 3 2 WINDL2 R 2 2 WINDR2 R 3 2 WINDL2 C 2 ,2 WINDR2 C 3 2 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain ~oad Load Load Load Load 3.5 5.0 20.0 0.0 0.0 WIND PRESSURE/SUCTION: Wind Wind Wind Press suet Suct_Roof 16,0 -25,0 0.0 -38. 7 16.0 -27.3 13.4 -2.5 -25.0 18.3 -5.8 34.8 -23.2 18,5 EDGE & CORNER ZONE WIND: 41.25 1.00 41.39 0.58 0.14 0.58 41.39 1.00 41.25 1.00 41,39 0.39 0.14 0.39 41.39 1.00 41.25 1.00 41.39 0.58 0.14 0.58 41.39 1.00 Basic Wind_Load_Ratio Surface Wind Deflect 23.2 0.43 Purlins Gable, Extensions Panels Factor Friction 0.60 0.00 Long Bracing, Building Long Bracing, Wall Edge zone Long Bracing, Facia/Parapet --Purlin------Panel---Wind Surf No. ,zone Id Id Zone Id Width 0,00 0.00 7,20 0.00 7.20 7.20 0.00 Length Press Suet Press Suet 1 2 6 1 3 4 5 7 8 1 U15S0549A 0.00 7.20 0.00 7.20 7.20 7.20 0.00 1.00 1.00 1.00 1.00 1.00 1.18 1.00 1.68 1.00 1.18 1.00 1.68 1.00 1.18 1.00 1.68 1.00 1.18 1.00 2.53 1.00 1.18 1,00 2.53 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0,00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0,45 0.00 0.00 0 0.00 0.45 0.00 0 0,00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.45 0.00 0.00 0 0.00 0.45 0,00 0 0.00 0.00 0,00 0 0,00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.60 0.00 0.00 0 0,00 0.60 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0,70 0 0.00 0.00 -0. 70 0 0.00 0.00 0.52 0 0.00 0.00 -0.52 0 0.00 0.00 0.70 0 0,00 0.00 -0. 70 0 ------------- Locate Coef Seis % Factor Snow 1.163 0,00 Page 5 08/10/2015 Coef 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0;00 0 0.00 0,45 0.00 0.00 0 0.00 0,45 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0,60 0.00 0.00 0 0.00 0.00 0.00 0,00 0 0.00 0,60 0.00 0.00 0 0,00 0,00 0.00 0.00 0 0.00 0.60 0.00 0.00 0 0,00 0.00 0,00 0,00 0 0.00 0,60 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0,00 0,00 0.00 0 0.00 0,60 0.00 0.00 0 0,00 0.60 0.00 0.00 0 0.00 0.00 0.00 0.70 0 0.00 0,00 0.00 -0. 70 0 0.00 0.00 0.00 0.52 0 0.00 0.00 0.00 -0.52 0 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 -0.70 0 0.00 52 of 55 , . 3 0.00· 7.20 1.00 1.18 1.00 1.68 5 0.00 7 .20 1.00 1.18 1.00 1.68 6 7.20 0.00 1.00 1.18 1.00 1.68 9 7.20 7.20 1.00 1.18 1.00 2,53 10 7.20 7.20 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suet 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load---Add_Snow-Wind Wind Id No. Id Dead Coll Live Snow Ori ft Slide Rain Press Suet 2 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 7 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.45 0.00 8 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.45 0.00 9 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.45 10 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 ).2 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 3 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 ·0.00 0. 75 0.00 0.00 0.00 0.00 0.00 5 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0.60 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 7 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.45 0.00 8 1.00 1.00 0.00 0. 75 0,00 0.00 0.00 0.45 0.00 9 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.45 10 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 11 0.60' 0.00 0.00 0.00 0.00 ·0.00 0.00 0.60 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 BRACING DESIGN LOADS: --Load---Add Snow-Wind Wind Seis No. Id Dead Coll Live Snow Drift-Slide Rain Press Suet Load 15 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 2 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 4 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 0.00 6 1.00 1.00 0.00 0. 75 0.00 0.00 0.00 0:00 0.00 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 10 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 11 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 12 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 13 1.08 1.08 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 -0.52 14 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,70 15 0.49 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 -0. 70 RIGID FRAME" # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 s·.0 12.0 0.0 0.0 23.2 0.43 0 BASIC LOADS AT EAVE: Seismic Weak_Axis_L Weak_Axis_R --Torsion----EW Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 4.15 0.00 0.00 0.00 0.00 0.00. 0.00 2.47 2. 75 WIND COEFFICIENTS: surf --Wind 1-0- Id Left Right 1 0.26 -0.56 2 -0.87 -0.55 3 -0.55 -0.87 4 -0.56 0.26 --Wind 2--- Left Right 0.69 -0.13 -0.51 -0.19 -0.19 -0.51 -0.13 0.69 Long_Wind 1 2 -0.63 -0.63 -0.87 -0.55 -0.55 -0.87 -0.63 -0:63 ~urface F.riction 0.00 0.00 0.00 0.00 DesCalc Aux_Load Id coef 0 0.00 0 0.00 0 0.00 0 0.00 •0 0.00 0 0:00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 ·0 0.00 0 0.00 Aux_Load Id Coef 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 ~.00 0 0.00 0 0.00 0 0,00 0 0.00 0 0.00 0 0,00 0 0.00 DESIGN LOADS: -Load----Live-----Add_Snow---Wind_l---Wind_2-Long_Wind --Seismic- No. Id Dead Coll Roof Floor Snow Drift Slide Rain 54 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0,00 U:15S0549A Lt Rt Lt Rt Lt Rt ~ong Tran 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0·.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ·Page 6 08/10/2015 Aux Load Temp Id -Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 53 of 55 • Desca~c 5 1.00 1.00 0.00 0.00 1.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.00 6 1.00 1.00 0,00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00· 0:00 0.00 0 0,00 7 1.00 1.00 0. 75 0,00 0,00 0.00 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0,00 10 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0·.00 0 0.00 11 1.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0,00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00· 0.00 0.00 0.00 0.00 0.00 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0,00 0,00 0,.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0,00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0,60 0,00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0,00 18 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0,00 19 1.00 1.00 0. 75 0.00 0,00 0,00 0,00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.00 20 1.00 1.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0,00 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.00 22 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,45 0,00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,45 0.00 0.00 0.00 0.00 0 0,00 25 1.00 1.00 0.75 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.45 0.00 0.00 0.00 0 0,00 27 1.00 1.00 0.00 0.00 0. 75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.00 28 1.00 1,00 0·.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0,00 0.00 0. 75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,00 30 1.00 1.00 0.00 0,00 0.75 0.00 0.00 0,00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,45 0,00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0,.00 0,00 0,00 0.00 0.00 0.00 0.45 0,00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0,00 0. 75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0,00 0,00 0,00 0 0.00 39 0.60 0.00· 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0,00 0.00 0,00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00· 0 0,00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.60 0.00 0.00 0.00 0 0.00 43 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.70 0.00 0 0.00 44 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 45 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 46 1.11 1.11 0.00 0.00 0.00-0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 47 1.08 1.08 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0·.00 0.00 0.00 0.00 0.00 ,0.52 0.00 0 0.00 48 1.08 1.08 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 -0.52 0.00 0 0.00 49 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0,00 0 0,00 50 1,08 1.08 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0,00 51 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0,00 0.70 0,00 0 0.00 52 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0,00 0.00 -0. 70 0.00 0 0.00 53 0.49 0.00 0.00 0.00 0.00 0,00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 :Jc.35 0.00 0.00 0 0.00 54 0,49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 1.35 0.00 0.00 0 0.00 STEPPED LOAD COEFFICIENTS: Basic surf No. ---------------------------------------No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLl 2 2 41.25 1.00 41.39 0.63 WINDRl 3 2 0.14 0.63 41.39 1.00 WINDL2 2 2 41.25 1.00 41.39 0,37 WINDR2 3 2 0.14 0.37 41,39 1.00 -'? ================================================================================ U15S0549A Seismic Design Report: 8/ 7/15 3:31pm ================================================================================ Building Data -------------Code =IB~ 12 Length = 158.00 Width 82.50 Left Eave Height 18.00 Right Eave Height = 18,00 Seismic Formula ---------------Base Shear, V = 0,667*Ie*Fa*Ss*W/R Vmin = 0. 044*Sds*Ie*W Vmax = Sdl*Ie*W/(T*R) T(Moment_Frame) 0.304 T(Braced_Frame) 0.187 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind be'nt, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at ~igid frame & wind bent knee) Page 7 U15S0549A 08/10/2015 54 of 55 ,. DesCalc Note: Applied load is seismic force multiplied by load combination Fa*Ss Zone/Design Category= Ie 51 Sdl Sds 1.180 D 1.000 0,432 0.452 0.787 Seismic Dead Load, W Roof Dead+Collateral= Frame Dead 8.50 (psf 3.00 (psf 11,50 (psf 3.00 (psf 3.00 (psf 3.00 (psf 3,00 (psf Roof Total L_EW Dead F _sw Dead R_EW Dead B_SW Dead Seismic Forces Roof Bracing R = 3.25, Rho= Cs = 0.2422 w = 154.78 (k ) Force, V 37.49 (k ) Force, = 48.73 (k ) Sidewall Bracing Front R 3.25, Rho= Cs = 0.2422 w = 94.95 (k ) Force, V = 23.00 (k ) Force, Em= 45.98 (k ) Force, E = 29.89 (k ) Back R = 3-.25, Rho= Cs = 0.2422 w = 94.95 (k ) Force, V = 23.00 (k ) Force, Em= 45.99 (k } FOrce, E 29.89 (k ) Endwall Bracing Left R 3.25, Rho= Cs = 0.2422 w = 12.39 (k } Force, V = 3.00 (k } Force, Em= 6.00 (k ) Force, E = 3.90 (k ) Right R = 3.25, Rho= Cs = 0,2422 w = 16.80 (k ) Force, V = 4.07 (k ) Force, Em= 8.14 (k ) For~e, E = 5 .29 (k ) Rigid Frames R = 3.50, Rho= Cs = 0.2249 Frame 1 w 28.40 (k ) Force, V 6.39 (k ) Force, E 8'30 (k ) End Plates Frame R 3.50, omega= Total Base Shear Longitudinal Force, V 45.99 (k ) Transverse Force, V 39.00 (k ) U15S0549A Weight= 149.90 (k ) Weight= 2.44 (k ) Weight= 4.27 (k ) Weight= 2.44 (k ) Weight= 4.27 (k ) Total = 163.31 (k ) 1.30 1.30, Omega= 2.00 1. 30, Omega= 2. 00 1. 30; Omega= 2. 00 1.30, Omega= 2.00 1.30 3,00 Page 8 08/10/2015 55 of 55 . 77 'i?. z,,+. 1 ~ -w Pl~ w2= 1 n ~ 't Cs 6, ·L l<.;,1c,51 s-: '27$, . I . 1~~ %)~ I~ . . . -~ JU1/ ftp a/-kl w/ C/Jff/~Sc 9-1...\-\.B ~@-todc wt_C6 1,si-z~q '-· I 9/10/sAn::W/~~ C,tk/ASJ JI qf 1tlv f>Jvw t l.l 1 f :,· r l ¼-,~; i:.<'-,, t: _,, "' Final Inspection required by: 0 Plan O CM&I O Fire 0 SW OISSUED Approved Date BUILDING 8'Ja-7/1s· PLANNING R-:-rU-l~ ENGINEERING q_ \..\-\S FIRE Expedite? y N W/COlr( lit &-29' -'"° DIGITAL FILES Reauired7 . Y N HazMat APCD . ' Health ·F~rms/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M School ·s,,,vv,er . Stormwater .. .. . Spe~ial Inspection · CFD: y N LandUse: Density; lmpArea: FY: Annex: PFF: y ·l'\I· Comments Date o.lte Date Building Pianning ,. Engineerit:g Fire Need? ' I Dev. By J.G (' - Vl \JH C'w Due? By y· N' y N y N y N_' y N y N 'y N· y N Factor: Date Dcione DDone DDone CID<;me ..