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HomeMy WebLinkAbout2 LEGOLAND DR; ; CBC2017-0634; Permit(_City of Carlsbad Commercial Permit Print Date: 10/21/2018 Job Address: 2 Legoland Dr Permit Type: BLDG-Commercial Work Class: Pool Status: Parcel No: 2111000900 Lot U: Applied: Valuation: $192,323.69 Reference U: DEV2016-0026 Issued: Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U. Final Plan Check U: Inspection: Project Title: LEGOLAND HOTEL CALIFORNIA II AKA LLC H2O Description: LEGOLAND: 3,671 SF POOL & SPA FOR HOTEL II Permit No: CBC2017-0634 Closed - Fina led 12/07/2017 01/18/2018 PBurn 10/21/2018 5:54:25PM Applicant: Owner: Contractor: KURT JACKSON LEGOLAND CALIFORNIA LLC CALIFORNIA COMMERCIAL POOLS INC P0 Box 543185 C/O Property Tax Service Co 2255 Auto Centre or 909-394-1280 DALLAS, TX 75354 Glendora, CA 91740-6721 909-394-1280 BUILDING PERMIT FEE ($2000+) $956.15 BUILDING PLAN CHECK FEE (BLDG) $669.30 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE Aboveground Storage Tanks (First tank) $700.00 FIRE Each Additional Storage Tank $99.00 FIRE Haz Mat Storage Chem Class <10 Chemicals $470.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $8.00 STRONG MOTION-COMMERCIAL $53.85 SWPPP INSPECTION FEE TIER 1- Medium BLDG $238.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $56.00 Total Fees: $3,425.30 Total Payments To Date: $3,425.30 Balance Due: $0.00 Please take NOTICE that approval of- your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. - You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov 7 / V WING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING L 'ENGINEERING 'BUILDING EFIRE IEALTH IAZMAT/APCD C("City of Building Permit Application Plan Check No. CJ3CE2...O( 7OL1 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Cd1sbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building@carlsbadca.gov www.carlsbadca.gov Date JOB ADDRE I SUITE#/SPACE#/UNIT# I APN i_. &o(J I TENANT BUSINESS NAME I CT/PROJECT # LOT # PHASE F F OF UNITS J #BEDROOMS F BATHROOMS CONSTR. TYPE 0CC. GROUP LrJfriveT G( (t 4J DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) fsJEL.t. .--'--.r&. u,ot, JZ' -'€u.J POOL trJ SA ?QL ci 3tf97 S4 s.c:,r \1 -ko E. \oot.. ISPA Wn-'- Jw EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE I AIR CONDITIONING IFIRESPRINKLERS YES I:1#. NO[:] YES [—]NO F-1 APPLICANT NAME PROPERTY OWNER NAME Primary Contact J FçC zcJ ADDRESS ADDRESS Z2 . i-o &JJT tçL 0 CITY STATE ZIP CITY STATE ZIP Jt3cp$q Cf PHONE FAX PHON?', (c tf (jo)31 ç— ço FAX EMAIL EMAIL DESIGN PROFESSION CONTRACTOR BUS. NAME A ADDRESS ADDRESS 1 3' ni/ - 2Ss £. iro CITY STATE ZIP CITY STATE ZIP G'GF C- 17L% ( PHONE FAX PHONE FAX 3S (01 3to (coaç') EMAIL EMAIL 0 4si Y-L.'L-. £e ® c vvt c.0 IS. ('ed "— STATE LIC. F STATE LIC.# I CLASS I CITY BUS. LlC.# 32\4 1f15112 I ' • (Sec. 7031.5 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$5001). Ir NNW Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: El I have and will maintain a certificate of Consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain woAers' compensation, icllurev,ron 370 of Labor Code for the performce is Issued My workers comPensa go Ix /o7u7y7$ and policy number are: Insurance Co. Policy N L7 Expiration Date This section need not be completediAhl permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensatiçrn 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 coat of compensation, damages as provided for )n Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE J(z1\A...._'. jAGENT DATE 1-z 7 Z IN, ild 16 I hereby affirm that lam exempt from Contractor's License Law for the following mason: El I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The 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 Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes ElNo I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ,.PROPERTY OWNER SIGNATURE []AGENT DATE I Is the applicant or future building occupant required to submit a business pla cutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a permit from t ir pollution control district or air V lo anagement district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNE 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 (J Lender's Address I certtfy that l have read the application and state thatthe above information is coned and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to buildingconstniction. I hereby authorize representative of the City of Carisbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CRY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if th5T~ permit tr suspended or abandoned at any time after the work tr commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE M (, / 2o I7 (4— STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CEr?TIFICATE OF OCCUPANCY (Commer c i a l1 Fax (760) 602-8560, Email bUiIdinQäcarIsbadCa.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 FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1.) ASSOCIATED CB#__________________________ MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION ZAPPLICANT'S SIGNATURE DATE JI I REBM11ISREC1O11 H1SEQB' RERBt(B2OM!OI34) Permit Type: BLDG-Commercial Application Date: 12/07/2017 Owner: LEGOLAND CALIFORNIA LLC Work Class: Pool Issue Date: 01/18/2018 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 07/30/2018 Address: 2 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 8193 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 10/21/2018 BLDG-Final 073832-2018 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 01/24/2018 01/24/2018 BLDG-51 046712-2018 Failed Paul Burnette Reinspection Complete Excav/Steel(Pools) Checklist Item COMMENTS Passed BLDG-Building Deficiency 01/29/2018 01/29/2018 BLDG-51 047198.2018 Excav/Steel(Pools) Checklist Item BLDG-Building Deficiency 01/31/2018 01/31/2018 BLDG-53 047386.2018 Elec/Conduit/Wiring( Pools) No Passed Andy Krogh Complete COMMENTS Passed Spa steel Yes Partial Pass Paul Burnette Reinspection Incomplete October 21, 2018 Page 1 of 1 010, EsGil A SAFEbutf Company DATE: 1/16/2018 LI APPLICANT URIS JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0634 SET: II PROJECT ADDRESS: 2 Legoland Dr. PROJECT NAME: Swimming Pool and Spa The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. 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 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 staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: _- Mail Telephone Fa REMARKS: By: David Yao EsGil Telephone #: (by:'f\(-)- Email: In Person Enclosures: 1/8/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbulitCompony DATE: 12/19/2017 U APPLICANT p/j URIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0634 SET: I PROJECT ADDRESS: 2 Legoland Dr. PROJECT NAME: Swimming Pool and Spa 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 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 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. Z The applicant's copy of the check list has been sent to: Kurt Jackson EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Kurt Jackson Telephone #: 909-394-1280 .Date contacted: \'1/( (by:'C.) Email: kjackson@calcommpools.com Mail ephone Fax In Person REMARKS: By: David Yao Enclosures: EsGil 12/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-576 City of Carlsbad CBC2017-0634 12/19/2017 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0634 PROJECT ADDRESS: 2 Legoland Dr. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 12/11 12/19/2017 REVIEWED BY: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes Ll No City of Carlsbad CBC2017-0634 12/19/2017 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: 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2016 California Building Code, which adopts the 2015 IBC, 2015 UMC, 2015 UPC and the 2014 NEC. 2. Provide complete structural plan of the pool and spa with calculation to justify it. Section 107.2. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Section 107.2. Swimming pools and spas shall be shown to comply with Section 11 B-242. Where is the accessible means of entry to the pool and spa (lift?)? Please clearly shown on the plan. The jurisdiction has contracted with EsGil, 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 David Yao at Esgil. Thank you. City of Carlsbad CBC2017-0634 12/19/2017 (DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0634 PREPARED BY: David Yao DATE: 12/19/2017 BUILDING ADDRESS: 2 Legoland Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) pool &spa per city 192,324 Air Conditioning Fire Sprinklers ______ TOTAL VALUE I I 192,324 I Jurisdiction Code cb 113y Ordinance Bldg. Permit Fee by Ordinance 'V Plan Check Fee by Ordinance V Type of Review: RI Complete Review RI Structural Only I $956.211 I $621.541 Repetitive Fee Repeats RI Other RI Hourly Hr. @ * EsGil Fee I $545.041 Comments: Sheet 1 of 1 CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carIsbadcaov DATE: 12/15/17 PROJECT NAME: Lego Hotel II Pool PROJECT ID: SDP 15-26 APN: 211-100-09-00 PLAN CHECK NO: CBC20I7-0634 SET#: I ADDRESS: 2 LEGOLAND DR This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required J Yes Z 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. 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: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Teri Delcamp Li Chris Glassen LII Cindy Wong 760-602-4611 760-602-2784 760-602-4662 teri.delcamo@carlsbadca.gov ChristopherGlassen@carlsbadca.gov Cvnthia.wong@carlsbadca.gov Gina Ruiz ValRay Marshall Dominic Fieri 760-602-4675 760-602-2741 760-602-4664 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Li 760-602-2773 Li Linda Ontiveros Li Linda.Ontiveros@carlsbadca.gov Remarks: Pool & spa for LLC H20 I. Patrett - Engineering Group, Inc. 751 Sunny Grove Lane Glendora, CA 91741 • Phone: (626) 335-4362 • Fax: (626) 963-4812 I ENGINEERING CALCULATIONS I AND DETAILS FOR SWIMMING POOL AND SPA DESIGNS LEGOLAND HOTEL ONE LEGOLAND DRIVE I CARLSBAD, CA I C) I I I I DATE: DECEMBER 21, 2017 ENGINEER: DOUGLAS R. FERRELL :7 RCE # 32994, CALIFORNIA 751 SUNNY GROVE LANE GLENDORA, CA 91741 JAN 82018 (626) 335-4362 Q,ec zo I 0 (v 34 I I I I I Patrett Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: Engineer: -A\j_I Date: 207 Sheet --I of ApplicableDesignCodes California Building Code 2016 ASCE 7-10 Spa Design Criteria Per Geotechnical Engineering Investigation By: Leighton and Associates , November 23, 2015 -Project No. 10075.011 Drained Conditions Active Pressure: 35 pcf At-Rest Pressure: 55 pcf Passive Pressure: 350 pcf Bearing Pressure: 4,000 psf Surcharge (cD Deck Assume 30% of Vertically Applied Surcharge to Act as Horizontal Uniform Load on Pool Wall DL = Weight of 8" max. Concrete Deck Slab Above. LL Design Case = Pool Empty During Construction or for Short Term Maintenance. No 100 psf LL For Full Crowd Operating Condition When Empty. Concrete Design: f'c = 3,000 psi Mm. fy =60ksi = 3jT ACI 10.5 Asmin fy = 0.0033bd5 or Asmin := 200 = 0.0033.b.d5 fy I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I Project: SvirvrviiriG PcL Patrett OT L CARLGaAD _AL COMM Poci Engineering Group, Inc. Engineer: K A vi 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: B/2O17 Sheet of SWIMMtN FOOL LAYOUT FLAN I I I I I I I I I I I I I I I I I I I Project: Patrell Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. 50MMIN FOOL 6ECTION [~TWWA Mb US WK ink I 120 1-7 Sheet _3 of I I I I I I I I I I I I I I I I I I I Project: SVi1MMujg POOL Pat re L L LXo LA NJ E1OI ILL- * CA IS CAL Co'wi Poo, - Engineering Group, Inc. Engineer: KA \rJ 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: J 2D7 Sheet_ of SWIMMING FOOL WALL DETAIL. 2 (4) *4 CONT.— CONCRETE DECK--A- 12" (Y OTHERS) -A \\\\ I 11, EXPANSION JOINT *4 a 12' oz. rn. WORIZONTAL. VERT. REINF (PER TALE)3IICLR _4 1F. CENTER *4 a 12" O.C. E.W. IN FLOOR 24'Ø BAR tI"Tl LAP TYF'. WATER LEVEL WATERLINE TILE RING LINE WI-tilE PLASTER FINISH TYP. 4--m Patre(L Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: 5tnnitv Pool, LthOUNb Ho1& COMMaL POOLS Engineer: Aw Date: ____________ Sheet_5 of E 1NF0fRCEt*01ENT TA5L:, POOL WALL RJEINFORCEMENT TABLE POOL DEPTH 'T' 'as IRADIUS TRANSITION VERTICAL EINF. TO FLOOR INF. 5EYOND END RADIUS 0' TO 3'-' ro 3' 0' - ' *4 e 12' o.c. 24' ' 3' ' - 12' 04 6 12' o.c. 24' STRUCTURAL NOTES: ALL REINFORCING 4ALL BE A5TM A-, GRADE 60, LAPS SHALL BE 50 IA. ALL CONCRETE SHALL BE 2,00 P.J. MIN. COMPRESSIVE STRENGTH AT 28 DAYS ALL SHOTCRETE SHALL BE 2,500 P.5.1. MN. COMPRESSIVE STRENGTH AT 26 DAYS I I I I I I I I I I I I I I 1 I I I I Project: Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 4 Glendora, CA 91741 FAX: (626) 963-4812 Date: TCAL POOL WALL LOAIN MECHANIC.: AT-RE5T CONDITION. COUNTER MOMENT DETERMINATION C4TILEVER WALL U LINE w POOL FLOOR 12' 12' - t f 1 f iD -t- Q CRITIC OlNT CONFIGURATION ff Q/2O1-1 Sheet of I I I I I I I I I I I I I I I I I 1 I Project: VJ1MMlic YôoL- L Patrett CAL COMM Poo t- Engineering Group, Inc. Engineer: K A vJ 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 8'/o fl Sheet 1 COUNTERMOMENTDETERMINATION Pertainina Counter Moment Portions Summed About Critical Point For Pool Wall Desian W = Weight L =Moment Arm M =Moment W1 121n-t).91n+ ift150 L1 [( [(l2in-t).61n] lb (121n-t) := +t+x 2 ft •2 W2 := [(D - R +y).t].1ft.15O-lb - L2 - + x ft3 2 CM1 :=W1•L1 CM2 := W2.1-2 of I I I I I I I I I I I I I I I I I I I Project: Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. COORDINATES OF CRITI CAL FOINTS CRITICAL POINT = INTERSECTION POINT IN COVE WHERE DESIGN OF WALL MEETS FLOOR SLAB DESIGN. USED TO DETERMINE EFFECTIVE VERTICAL WALL I-4ElI-4T. 41 = 3O TO CRITICAL POINT FOR EP1I-4 31- R x=R-R SIN (4') x=O.23ft = R COS () y = 0.42 ft FOR DEPTH -0' R = x = R- R SIN () x = 0.4 ft sl = R c0e () 0.4 ft fri - (TA2L L./kJ LL)I"IM tDOLS kAw 6/2017 Sheet—t6 of f'c= 3000 psi fy = 60000 psi EFP= 55 WLL = 0 WDL = 30 (0.30*LL) (0.30* DL) I Project: soil. Mm IN(, POOL I C-GOLMD f401—CL—CAgU50AP Patrett Engineering Group, Inc. WMM_POOLG Engineer: KIAVJ 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 8/2-on Sheet of I I Pool Wall Design Surcharge LL Design Case: Pool Empty For Short Term Maintenance. ILL =1 0 psf No loopsf LL For Full Crowd Operating Condition When Empty. DL=f 100 psf (8" * 150 pcf) Wt. Of Concrete Deck Slab Above Lateral Surcharae I At 3'-6" Denth b= 12 U t= 6 in ds = 3 in D'=J 3.42 ft Counter Moment =M. CM1 = 53 ft-lb CM2 = 192 ft-lb CMT = 245 ft-lb Spa Wall Design D = 31-6" x = 0.23 ft y = 0.42 ft (D - R + y +6") Water Depth to Critical Point + Top of Water to Top of Soil (6") (Section A Configuration) Pool Wall Design (W1A * 1-10 * See Pg. For Counter Moment Area Wts. W1A & W2A (W2A * L2A) & Moment Arm Lengths L1A & L2A I I I I mu =1 366 Ift-IbI ((1 .6*EFP*DuI3)/6 + (1 6wDA2)/2 - 0.9*CMT r fc.b ' 2 2.35M A 0.0275 I fl2 A5 := [l.17.fyj.Lds _Lds IAmin = 0.119 Iin2 I Asused 0.2 in (0.0033 * b * d) #4 @ 12" o.c. > 0.119 in Use t= 6 in d= 3m #4 @ 12" o.c. Both Directions I As=I0.13061jn21 I 0.119 Iin2 I 0.2 1jfl2 I I Project: SWIMMING POOL I Patr elL L O LAND 0MM_b OLS Engineering Group, Inc. CA L_(1 1 Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: B/20 Ii Sheet ) of j (i At 5'-0" Depth D = 6-0" x = 0.46 ft y = 0.84 ft Counter Moment CM1 = 64 ft-lb CM2 = 382 ft-lb CM1= 446 ft-lb (D - R + y +6") Water Depth to Critical Point + Top of Water to Top of Soil (6") (Section A Configuration) Pool Walt Design (W1A * L1A) * See Pg. For Counter Moment Area Wts. W1A & W2A (W2A * L2A) & Moment Arm Lengths L1A & L2A [1 I I 1 I mu=l 1681 Ift-IbI ((1 .6*EFP*DItt3)/6 + (1.6 WLL D A2)/2 + (1 .2 WDLD"2)/2 - 0.9*CM1 [ 2.35.M 2 A := I.ld - d - ___ S l.lTfy)[ S S 4t'c.tD (0.0033 * b*d) #4@12"o.c. > 0.131 in Use t= 6 in ds = 3m #4 @ 12" O.C. Both Directions I I I I I I I I I I I I I I I I I I I Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. FLOOR SLAB DESIGN : POOL Water Depth Slab t Water Wt. Slab Wt. Total (ft) (in) (Ib/ft2 llb/ft21 1IbIft2 3.5 8 218 75 293 5 8 312 75 387 Allowable Soil Pressure = 4000 psf per Soil Report 2' 100 4000 psf> 387 psf Concrete Weight = 150 pcf Water Weight = 62.4 pcf I Use 6" Concrete Slab w/ #4 @ 12" o.c. Ea. Way I h(,igMMIN& f-hoL LC-OlAJD ko1-cL— rAqLcI2Th 8 /2.01-I Sheet I Iof _JJ(OI I I I I I I I I I I 1 I I I 1 I I I I Project: 5V4IM1ftJ6 POOL- Patrett I Q LA H CAL_cjMfrl_PWLS Engineering Group, Inc. Engineer: kAvJ 751 Sunny Grove Ln, PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 3/20 7 Sheet2. of I REQUIRED REBAR SPLICE DEVELOPMENT LENGTH 3000 psi f := 60000 psi ACI 318 Section 12.2.2 ACI 318 Section 12.2.3 dbfy)t4)e X 3.f dl 25 1d2 := db. 40 lcb + ktr I\ db For #4 Bars db := 0.5in 11'e := 1.0 (Uncoated Bars) := 1.3 (Top Bar) := 0.8 (#6 Or Smaller) dbfy)t)e X - 'dl := - 28.5. in GOVERNS 25./ 3.f tes> = 'd2 db. 40 (cb + ktr ) -17.1.in db Class B Slice = 1'3•d = 37. in =61 Bar Diameters I CBC 2016 X := 1.0 (Normal Wt. Conc.) Cb + ktr = 2.5 db I Project: I Patrett I Engineer: 751 Sunny Grove Group, Inc. e Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: I L PJ201-7 Sheet13 of ___ 6F4 WALL DESIGN I (4) *4 CONT. I CONCRETE DECK 12" i (Y • I EXPANSION JOINT ' , 12 o.c. I-4OIZONTAL >4: VEST. R.EINF (PER TALE) I 67 - TYI. • • : MAT= I iI SPRING LINE WI-HTE PLASTER FINISH CENTER #4 s 12" O.C. E.W. IN FLOOR I Project: SVUMMI\1& POOL Patrett ______________ CAL Coivt'i Pool-C, Engineering Group, Inc. 1 751 Sunny Grove Ln. PH: (626) 335-4362 Engineer: /<A VI Glendora, CA 91741 FAX: (626) 963-4812 Date: /2o 7 Sheet_______ of k I F..,E INFOF-,CEMENT TA5LE I REINFORCEMENT TAELE POOL DEPTH I 'de' RADIUS I VERTICAL REft4F TRANSITION TO FLOOR RE VF. 13EYONV END RADIUS 3'09 - 60 04 a 12' oz. 24' 1. ALL REINFORCING SHALL EE A$Tht A-1, GRADE cø, LAPS SHALL EE Bø EAR DIA. I 2. ALL CONCRETE SHALL EE 2,500 FZ.1. MIN. COMPRESSIVE STRENGTH AT 28 DAYS 3. ALL SHOTCRETE SHALL EE 2,500 PZ.I. MN. COMPRESSIVE STRENGTH AT 28 DAYS I I I I I H I Project: SWIMM ING bDL I PatrelL LODkLCLS C-AL_ Comm _Poj Engineer: 1< A vi Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 8/20 7 Sheet 15 of I - TYPICAL _SPA WALL LOADING I MECHANICS: AT-REST _CONDITION. CANTILEVER WALL COUNTER MOMENTDETE1INATION I i-POOL I WALL SPRING I LINE I w POOL I 330 FLOOR I 12' - t ¶ NIT SECTIONA CONFIGURATION I Project: VJJ Mfvl INJG POOL I Patrett LGo i.A D H CJL_CcMfr1_PooLs I 751 Engineering Group, Inc. Engineer: Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 1 Date: Q/ 2017 Sheet 1(0 of I I(o I COUNTER MOMENT DETERMINATION: SPA WALL I Pertaining Counter Moment Portions Summed About Critical Point For Pool Wall Design W = Weight L = Moment Arm M = Moment 2in-t).91n+ 2 ft3 1 1( 1[(l2in-t).6in] lb (l2in-t) Ift 150 L12 +t+x W2. [(D_R+y).t].1ft.150± ft L2 := CM1 :=W1•L1 I CM2:=W2•1-2 I I I I' I - Project: 5V)Mtv1It\IS Poo_ PatreLL CAL Comm _fr1_PO OLS Engineering Group, Inc. I Engineer: kA td 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 17 Sheet 17 O iJ(n COOINATS OF CRITICAL POINTS I CRITICAL POINT = INTERSECTION POINT IN COVE WHERE DESIGN OF WALL MEETS FLOOR SLAB DESIGN. USED TO DETERMINE EFFECTIVE VERTICAL. WALL HEIGHT. I41 = 330 TO CRITICAL POINT 11 FOR DEPT-1 3-6' x =R - SIN (4,) COS (4') x = 023 ft 0.42 ft L = 3000 psi I f = 60000 psi EFP= 55 D= 09 ri I Project: I Patrell I Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. I Spa Wall Design Sheet of _____ I Surcharge LL =1 0 psf DL=1 100 psf Lateral Stirchirn WLL 0 WDL 30 At '-R" Dcnfh b= 12 in t = 6 in d5 = 3 in D'=I 3.42 ft Counter Moment = CM CM1 = 53 ft-lb CM2 = 192 ft-lb CMT = 245 ft-lb MU =1 366 Ift-IbI I As=I0.027511n21 I A9,1 0.119 Iin2 I Asused 0.93 in LL Design Case: Pool Empty For Short Term Maintenance. No 100psf LL For Full Crowd Operating Condition When Empty. (8" * 150 pcf) Wt. Of Concrete Deck Slab Above (0.30 * LL) (0.30 * DL) Spa Wall Design D = 31-6" x = 0.23 ft y = 0.42 ft (D - R + y +6") Water Depth to Critical Point + Top of Water to Top of Soil (6") (Section A Configuration) Pool Wall Design (W1A * L1A) * See Pg. For Counter Moment Area Wts. W1A & W2A (W2A * L2A) & Moment Arm Lengths L1A & L2A ((1 .6*EFP*DuI3)/6 + (1 .6 wLL D'2)/2 - O.g*CMT (].[dS(dS2 2-35-MU (0.0033 * b * d) #4 @ 12" o.c. > 0.119 in Use t= 6 in d= 3m I #4 @ 12" O.C. Both Directions I Project: VI I MM I f'i B Poo L PatrelL LE,OLAND )+UiEL-CAktAp __ LA-CzMfrLPppLs Engineering Group, Inc. I KAW 751 Sunny Grove Ln. PH: (626) 335-4362 Engineer: Glendora, CA 91741 FAX: (626) 963-4812 Date: _____________ Sheet 1 o (D FLOOR I FLOORSLABDESIGN:SPA I I I Allowable Soil Pressure = 4000 psf per Soil Report ' f& 100 11 4000 psf> 293 psf Concrete Weight = 150 pcf Water Weight = 62.4 pcf Use 6" Concrete Slab w/#4 @ 12"o.c. Ea. Way I I Water Depth Slab t Water Wt. Slab Wt. Total (ft) (in) (Ib/ft) (Ib/ft) (I1b/ft) 3.5 8 218 75 293 I I I I I I I I I I I I I I I I I I I Project: S v' I t'A M Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. Sheet 20 of REQUIRED REBAR SPLICE DEVELOPMENT LENGTH := 3000 psi f := 60000 psi ACI 318 Section 12.2.2 ACI 318 Section 12.2.3 CBC 2016 dbfyt)eX y t es > 1d1 25• 'd2 db. 40. (cb + 't' d For #4 Bars db := 0.51n e := 1.0 (Uncoated Bars) X := 1.0 (Normal Wt. Conc.) 1.3 (Top Bar) 0.8 (#6 Or Smaller) cb + ktr = 2.5 db dfy)tj)e X 'dl := 25•W 28.5-in GOVERNS [_31y tes'l = 17.1 -in cb+ktr 'd2 := db•\ Ffc [ db J j Class BSlice= 13•'d = 37. in =61 Bar Diameters I I I I U I I I I I I I I I I I I I I I Patrett Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. SVIMMIr4o Poot LEOLPNY? I-wL - CP44c TAL COMM Pooc 2011 Sheet21 of EQUIPMENT ROOM L4YOUT ELAN I Project: fP Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 3/2017 Sheet Z2- of Ji(p I SEISMIC LOADS ON EQUIPMENT I PER CBC 2016 -ASCE 7-10 Seismic Use Group = III 1:= 1.25 Site Class = D Spectral Resnonse Coefficients ó 60 t_ ReORT c77 9c I S5 :=1.129 -- ------..----..---- ----- Per Site Specific I Fa := 1.048 Soils Report I 5 := 0.434 Per Site Specific I F := 1.566 Soils Report I 5DS := FaSs ISDS = 0.789 g I 5D1 := !.F.Si ISM = 0.4J I Equipment Anchorage - ASCE 7-10 I Structural ResponseCoefficients 5DS = 0.789 g Seismic Use Group = III z := 0 SD1 = 0.453 g 1.25 Iis 1. Boiler/Furnace: 2. Pump 3. Pressure Vessel/Filter R := 2.5 R := 2.5 R := 2.5 a := 1.0 ap : 1.0 a : 2.5 TABLE 13.6-1 TABLE 13.6-1 TABLE 13.6-1 PUMP ANCHORAGE DETAIL " TI K-TZ (E-111) EMENT (2 TOTAL) - Project: Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. IV1j'1/t POOL, HoiL - (FeLS,44,01 CAL CornrV\ oos KAO S I 2011 —Sheet_2 of (l Lo I I I I I I I I I I I I I I I I I I I I Project: \t MM NI 6 PatretL ___________________ CAL_ COMM _PnOLS Engineering Group, Inc. I 1'AvJ 751 Sunny Grove Ln. PH: (626) 335-4362 Engineer: Glendora, CA 91741 FAX: (626) 963-4812 Date: /2017 Sheet '25 of _ii (.0 I I I I I I I I I I I CIRCULATION PUMP - HORIZONTAL Calculate Seismic Moment and Shear CBC 2016 Pentair Wisperflo WF-8 Weight := 551b SDS 0.789 V:= 0.296•Weight V = l6lb d := 71n (From Base To C.G). x := 8.5in (Dist. Between Bolts) Mseismic := V•d Mseismic = 114-lb-in Secure with Hilti KB-TZ: (2) 5/8" x 3-11/8" Mininimum Embedment ESR-1917 (Mseismic"\ 0.2.S -Weight Tperbolt =1 1+ = 181b x.1 Bolts ) 213oIts V Vperbolt 213oIts = 81b See Pages 2(o 33 for KB-TZ Capacity Analysis Use (2) 5/8" x 3-1/8" Min Embed. I Hilti KB-TZ (ESR-1917) Special Inspection Required 11 I I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility? PROFIS Anchor (c) 2003-2009 Hilti AG FL-9494 Schaan Hulti is a registered Trademark of Hilti AG, Schaan 'PE9TAJ9, \4 16 ?S-V_ RO W I I I!M 1,b!, wwwhilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 1 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1 626-963-4812 Date: 6/28/2017 E-Mail: Kirstypatrell.com Specifier's comments: Pentair Wisperflo WF-8 linput data -- Anchor type and diameter: HIT-HY 200 + HAS B7 3/8 Effective embedment depth: hetopg = 2.375 in. (hej,iirrjjt = 7.500 in.) - Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/20161 3/1/2018 Proof: Design method ACI 318-11 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); It = 0.250 in. Anchor plate: l x I x t = 2.500 in. x 2.500 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, f5'= 3000 psi; h = 9.000 in., Temp. short/long: 32132 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] I I I I I I I I I I tpProfis Anchor 2.7.3 Page: 2 Project: Legoland Hotel Sub-Project I P05. No.: CCP Date: 6/28/2017 I www.hilti.us I Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1 626-963-4812 I E-Mail: Kirsty@patrell.com 2 Load case/Resulting anchor forces I Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force I 1 18 8 0 8 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.00010.000): 18 [lb] I resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 3 Tension load I Load Nua (Ib] Capacity IF Nn Jib] Utilization pN = NJ4, Nn Status Steel Strength* 18 7264 1 OK Bond Strength— 18 562 4 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A I Concrete Breakout Strength-18 1661 2 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength I Nre = ESR value refer to ICC-ES ESR-3187 0 N. ? Nsa ACI 318-11 Table D.4.1.1 I Variables AseN [in. 21 ft. [psi] 0.08 125000 Calculations • ___________ 9685 Results N [Ib] steel IF N 8 [lb] Nua [lb] 9685 0.750 7264 18 I I IT I I Input data and results must be checked for agreement with the existing Conditions and for plausibilityl PROMS Anchor( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan I I I M70 " I --b/ PrOfIS Anchor 2.7.3 fl Legoland Hotel CCP 6/28/2017 www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1 626-963-4812 E-Mail: Kirsty@patrell.com 3.2 Bond Strength Na = (;) 'V edNa 'V cpNa Nba NaO 4tNa Nua ANa = see ACI 318-11, Part 0.5.5.1, Fig. RD.5.5.1(b) ANaO = (2 c)2 Cfda =10daN I Vec,Na ()5i.o CNa 'V edNa = 0.7 + 0.3 (EsoQ) 1.0 cNa 'V C p, - Na - MAX( E 5f 1.0 Nba —a'tk,c'aN.seis7tdahat Page: Project: Sub-Project I Pos. No. Date: ACI 318-11 Eq. (D-18) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (0-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (0-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) I I I I I I I Variables T r,c,uncr [psi] d8 [in.] het [in.] ;, [in.] t b.c [psi] 2261 0.375 2.375 4.000 1064 e0 [in.] eN [in.) cac [in] X a aN,seis 0.000 0.000 3.892 1.000 0.750 Calculations cNa [in.] AN. [in. 21 ANOO [in .2] 'V edNa 5.352 64.00 114.57 0.924 'V edNa 'V ec2Na 'V cp.Na Nba [lb] 1.000 1.000 1.000 2233 Results Na [lb] 4) bond 4) seisrrnc 4) nonductiie 4) N. [lb] N88 [lb] 1153 0.650 0.750 1.000 562 18 3.3 Concrete Breakout Strength I Li I I Ncb = ( ANC ) 'V ed,N 'V c,N 'V cp,N Nb I ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANCO =9h1 'V ec,N (1+2 N)10 'Ved,N = 0.7 + o.3 (!L) 1.0 'V cp,N = MAX(Et.L!!, i!t) 1.0 c8 c8 'Ni Ffc Nb =kc ?a he' ACI 318-11 Eq. (0-3) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (0-8) ACI 318-11 Eq. (0-10) ACI 318-11 Eq. (0-12) ACI 318-11 Eq. (0-6) I Variables her [in.] eC1N [in.] ec2,N [in.] ca,r,un [in.] 'V c,N 2.375 0.000 0.000 4.000 1.000 cec [in.] k5 k a f [psi] 3.892 17 1.000 3000 Calculations ANd [in .2] ANCO [in. 2) I' ecl,N 'V ec2,N 'V ed,N 'V cp,N Nb [lb] 50.77 50.77 1.000 1.000 1.000 1.000 3408 Results NCb [lb] 4t concrete 4) seismic 4) nnnctuctiie 4) Nth [lb] N 8 [lb] 3408 0.650 0.750 1.000 1661 18 Input data and results must be Checked for agreement with the existing conditions and for plausibility! PROFiS Anchor I C >2003-2009 Hilti AG, FL-9494 Schaan Hiiti is a registered Trademark of Hub AG, Schaan I I I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 4 Specifier: KAW Project: Lego)and Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1 626-963-4812 Date: 6/28/2017 E-Mail: Kirstypatrel).com U I I 4 Shear load Load Vua [lb] Capacity $ V, (Ib) Utilization Pv = V1J$ Vn Status Steel Strength* 8 2644 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 8 807 1 OK controls)" Concrete edge failure in direction y+" 8 1141 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vs. = UVs0 (0.6 Av futa) refer to ICC-ES ESR-3 187 d/ Vsteei 2: V 0 AC) 318-11 Table D.4.1.1 I Variables Acov [in .2] f [psi] aV505 (0.6 Asev futa) [lb] 0.08 125000 0.700 5810 Calculations I Vsa,eq [lb] 4067 Results I Vsaeq [lb] steel 4i V. [lb] Van [1)3) 4067 0.650 2644 8 4.2 Pryout Strength (Bond Strength controls) I 'p Na' i1 ea 91 cru.a Ntia] AC) 318-11 Eq. (D0) $ V AC) 318-11 Table (D.4.1.1) AN, seeACl 318-11, Part D.5.5.1, Fig, RD.5.5.1(b) ANaO = (2 a)2 AC) 318-11 Eq. (D-20) I CNa = 10d8 N 11-. AC) 318-11 Eq. (D-21) 1' tlec,Na (T) 51.0 AC) 318-11 Eq. (D-23) I CNa 41 edNa = 0.7 + 0.3 (29.002) 1.0 AC) 318-11 Eq. (D-25) Cna I cNO\ 1.0 cp,Na = MAX( c85 cac AC) 318-11 Eq. (D-27) Nba = A.' Tkc' 0NS' 7t da ' hef AC) 318-11 Eq. (D-22) Variables k I k,c,uncr [psi] da [In.] het [in.] cafto [in.] T Kc [psi] U 1 2261 0.375 2.375 4.000 1064 eC1,N [in.] eC2.N [in.] cac [in.] a i2N,se 0.000 0.000 3.892 1.000 0.750 Calculations Ct4a [in.] Aa [in. 2) ANOO [in. 21 9/edNa 5.352 64.00 114.57 0.924 41 edNa 4J ec2,Na 141 cp,Na N 0 [lb] 1.000 1.000 1.000 2233 Results Vcp [lb] 4 concrete 4i seismic $ nomiuctile 4i Vcp [)b] Vu. [lb] 1153 0.700 1.000 1.000 807 8 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( C) 2003-2009 Hiiti AG, FL-9494 Schaan H/ti isa registered Trademark of HiS AG, Schaan I I I I [1 I 3D! Profis Anchor 2.7.3 I lIP Page: 5 Project: Legoland Hotel Sub-Project I Pos. No.: CCP Date: 6/28/2017 www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1 626-963-4812 E-Mail: Kirstypatrell.com 4.3 Concrete edge failure in direction y+ Avc VCb = (ç) 'V ed,V 'V c,V 'V h,V 'i' paretel,v Vb ACI 318-11 Eq. (0-30) d? Vth2:V ACI 318-11 Table D.4.1.1 Av5 see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Av = 4.5 c ACI 318-11 Eq. (0-32) 'Vec,V = ( 1.0 ACI 318-11 Eq. (0-36) ' 3c/ 'V ed,V = 0.7 + 0.3(j- ~ 1.0 ACI 318-11 Eq. (D-38) 'V h,V = he ACI 318-11 Eq. (0-39) 0,2 Vb = (7 ACI 318-11 Eq. (D-33) d. Variables [in.] Ca2 [in.] [in.] V C,v ha [in.] 4.000 4.000 0.000 1.000 9.000 Ia [in.] X a d [in.] fc [psi] 'V parallei,V 2.375 1.000 0.375 3000 1.000 Calculations Av [in .2] Avcg [in. 21 'V ec,V 11 ed,V 'V h,V Vb [lb] 48.00 72.00 1.000 0.900 1.000 2717 Results VCb [lb] 4) concrete 4) seisn* 4) nonauctile 4) Vcb fib] Vu. [lb] 1630 0.700 1.000 1.000 1141 8 5 Combined tension and shear loads ON Ov Utilization I3N,V [%] Status 0.032 0.010 5/3 1 OK 3w = Pi + 0, <= I I I I I I I I I I I I Li I [1 I I I Li Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Htiti is a registered Trademark of ililti AG, Schaan I !M,311 Profis Anchor 2.7.3 1 (l (p Legoland Hotel CCP 6/28/2017 www.hilti.us Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1626-963-4812 Date: E-Mail: Kirsty@patrell.com I I I 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The c factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part 0.3.3.5.3 (c). Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by (0g. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! I I I I I I I I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilt AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 32J Profis Anchor 2.7.3 I I.Ii2 Company: Patrell Engineering Group Page: 7 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1 626-963-4812 Date: 6/28/2017 E-Mail: Kirsty@patrell.com 7 Installation data I Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS B7 3/8 Profile: no profile Installation torque: 180.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.438 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.375 in. I Recommended plate thickness: not calculated Minimum thickness of the base material: 3.625 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Selling Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • Torque wrench the hole Proper diameter wire brush 11 www.hilti.us Coordinates Anchor in. Anchor x y C 1 0.000 0.000 4.000 4.000 4.000 4.000 Input data and results must be checked for agreement wdh the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilt! AG, FL-9494 Sthaan Hilti is a registered Trademark of Hilt AG, Sthaan I I I I I I I I Li I I I I I I I I jI'l I.I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 8 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1 626-963-4812 Date: 6/28/2017 E-Mail: Kirsty@patrell.com 8 Remarks; Your Cooperation Duties . Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilfi's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. . You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. H I I I I 1 I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor( c) 200-2OO9 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I PUMP ANCHOR AGE DETAIL all TI K-TZ (S-1fl) EMENT (2 TOTAL) Project: Patrell Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. Simrv,r Poot LEcTJOLfNO TEL (A-Si CPL Comm 1ooL5 I<AW ?)1201 -7 Sheet 31+ of ___ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I' I I I I I I Project: S V qJL60VWG POOL Patrett __M__COMM PooL-s Engineering Group, Inc. c Engineer: KAvJ 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: /zo fl Sheet 3S of to CIRCULATION PUMP - HORIZONTAL Calculate Seismic Moment and Shear CBC 2016 Pentair Wisperflo WFE-12 Weight := 601b SDS := 0.789 V := 0.296-Weight V = 181b d := 9.lin (From Base To C.G). X := 6in (Dist. Between Bolts) Mseismic := V•d Mseismic = 162-lb-in Mresisting := 0.9-Weight. Mresisting = 162-lb-in Secure with Hilti KB-TZ: (2) 1/2" x3 1/4" Mininimum Embedment ESR-1917 Tperbolt (Mseismic Mresisting := x1BoIts + 0.2.S5-Weight 51b 2 Bo Its V Vperbolt := = 91b 2Bolts See Pages 3( —for KB-TZ Capacity Analysis Use (2)1/2" x 3 1/4" Min Embed. Hilti KB-TZ (ESR-1917) Special Inspection Required www.hUtius Fa-A-rPog,ç'Fw Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 1 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1 626-963-4812 Date: 6/30/2017 E-Mail: Kirstypatrell.com Specifier's comments: Pentair Wisperfio WFE-12 I I I HIT-HY 200 + HAS B7 1/2 hetact = 3.250 in. (het = - in.) ASTM A 193 Grade B7 ESR-31 87 11/1/20161 3/1/2018 Design method ACI 318-11 /Chem eb = 0.000 in. (no stand-off); t = 0.250 in. 15 x I, x t = 2.500 in. x 2.500 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f5'= 3000 psi; h = 9.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) I I I I I I linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] I z I I t I 510 I 4 4 -c1N I 25 I I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (C) 2003.2009 Hilti AG, FL-9494 Schaon Hilti is registered Trademark of HiS AG, Schaan I 31/ Profis Anchor 2.7.3 1 Page: 2 Project: Legoland Hotel Sub-Project I Pos. No.: CCP Date: 6/30/2017 www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1 626-963-4812 E-Mail: Kirsty©patrell.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (i-Tension -Compression) Anchor Tension force Shear force Shear force x Shear force max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 5 [lb) resulting compression force in (xy)=(0.000/0.000): 0 [lb) H I I Li LI I I I 3 Tension load Load N, [Ibi Capacity 4 N [lb) Utilization pN = NJ$ N. Status Steel Strength* 5 13301 1 OK Bond Strength** 5 581 1 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A I Concrete Breakout Strength** 5 1977 1 OK * anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nre = ESR value refer to ICC-ES ESR-3187 4> N2: Nua ACI 318-11 Table D.4.1.1 Variables Aso,N [in.2] f15 [psi] 0.14 125000 Calculations Nre [lb) 17735 Results N55 [lb] 4> 4t N [lb] N55 [lb] 17735 0.750 13301 5 I I I 11 I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Sthaan Hi!ti is a registered Trademark of Hilt AG, Schaan I I I I I www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1626-963-4812 E-Mail: Kirsty@patrell.com 3.2 Bond Strength N ( ANO 0 = '4/ed,Na4/cp,Na Nba N. N00 A1,10 = see ACI 318-11, Part 0.5.5.1 Fig. RD.5.5.1(b) A 0 (2 CNa )2 cNa =10d 11ec,Na = (+) efI51.o 'V edNa = 0.7 + 0.3 (Esos) 1.0 CHa VcpNa= MAX (0,)S1.0 cac cac Nba —?atk,CaN,SelS7tdahef Page: Project: Sub-Project I Pos. No. Date: ACI 318-11 Eq. (D-18) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) 1 -11!m Profis Anchor 2.7.3 3 Legoland Hotel CCP 6/30/2017 I I I I I I I ri I I I Variables I k.c.uncr [Psi] d0 [in.] het [in.] c00 [in.] t k,. [psi] 2261 0.500 3.250 4.000 1141 eC1,N [in.] eC2N [in.] Cec [in.] 2, a N,sets 0.000 0.000 5.054 1.000 0.750 Calculations c [in.] AN. [in .2] ANaO [in. 2] /4/ edNa 7.136 64.00 203.68 0.868 4/ edNa '41 ec2.Na '4/ cp,Na Nba [lb] 1.000 1.000 1.000 4367 Results Na [lb] 0 bond 0 seismic 4t nonductile 4) N. [lb] Nua fib] 1191 0.650 0.750 1.000 581 5 3.3 Concrete Breakout Strength ANc Nci, = (T) 'V ed,N /4/ c,N iJ cp,N Nb ACI 318-11 Eq. (D-3) I 4t Nth Z N 8 ACI 318-11 Table 0.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) = 9 he, ACI 318-11 Eq. (D-5) 1 1 'Vec.N = ( + 2 eN) ~ 1.0 ACI 318-11 Eq. (D-8) IV ed.N = 0.7 + 03 (.2fl1!i) 1.0 1.5het ACI 318-11 Eq. (D-10) I /4/ cp,N = MAX(; , 1.5h81 51.0 c.cCec ACI 318-11 Eq. (0-12) Nb = kc X NK helis AC 1318-11 Eq. (D-6) U Variables het [in.] ed/N [in.] e,N [in.] Ca,nin [in.] 'V c.N 2.667 0.000 0.000 4.000 1.000 c0 [in.] [psi] 5.054 17 1.000 3000 Calculations AN. [in .2] ANCO [in. 21 /4/ ecl,N 4/ ec2,N 111 ed.N 'V cp,N Nb [lb] 64.00 64.00 1.000 1.000 1.000 1.000 4055 Results Nch [lb] 4) concrete 4/ seismic 4/ nomiactile 4) Nd, [lb] N. [lb] 4055 0.650 0.750 1.000 1977 5 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt! AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt! AG, Sthaan I I H I I I I www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering Group KAW 751 Sunny Grove Lane 626-335-4362 1 626-963-4812 Kirsty@patrell.com I ~ I 1!= Profis Anchor 2.7.3 3t Page: 4 Project: Legoland Hotel Sub-Project I Pos. No.: CCP Date: 6/30/2017 4 Shear load Load Vua [lb] Capacity $V,, jib] Utilization pv = V 8/4,V Status Steel Strength* 9 4842 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 9 1668 1 OK controls) Concrete edge failure in direction y+ 9 1325 1 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V. = aysejs (0.6 AS6,V futa) refer to ICC-ES ESR-3187 ill V 01? V 8 ACI 318-11 Table D.4.1.1 Variables Asev [in .2] f,,, [psi] av,ss (0.6 Asev f,,,8) [lb] 0.14 125000 0.700 10640 Calculations V [lb] 7450 Results V [lb) 4, 4, Vs,, [lb] V,,8 [lb] 7450 0.650 4842 9 I I I I 4.2 Pryout Strength (Bond Strength controls) V1, - V edNa V cp,Na Nb8] 4, Vcp 2! V,, A1,, see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) A,,g = (2 w.)2 CNa =lod,, VeN ( 1 sa C N )1.0 cNa W ed,Na r 0.7+ 0.3 (Es)i.0 Cna V Cp,Na = MAX('-,--,!±lt) r.1.0 c c85 Nba = at k.c aNseis d8 het ACI 318-11 Eq. (D-40) ACI 318-11 Table (D.4.1.1) ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) Variables I k cp t kcunc [psi] d8 [in.] hat [in.] C.,rdn [in.] t tic [psi] 2 2261 0.500 3.250 4.000 1141 e51, [in.] eC2N [in.] c,, [in.] x a aN,ons 0.000 0.000 5.054 1.000 0.750 Calculations cNa [in.] AN. [in.2] AN80 [in. 2) V edNa 7.136 64.00 203.68 0.868 V edNa V ec2.Na V cp,N8 Nb. [lb) . 1.000 1.000 1.000 4367 Results V5 [lb] 0 concrete 4' seismic 4t nonductiie 4, Vcp [lb] V08 [lb] 2383 0.700 1.000 1.000 1668 9 I Input data and results must be checked for agreement with the existing conditions and for piausibihtyi PROFiS Anchor (c) 2003-2009 Hiiti AG, FL-9494 Sctraan Hiiti is a registered Trademark of Hilti AG. Schaan I I I I I I www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1626-963-4812 E-Mail: KirstypatreIl.com Profis Anchor 2.7.3 Page: 5 Project: Legoland Hotel Sub-Project I Pos. No.: CCP Date: 6/30/2017 4.3 Concrete edge failure in direction y+ V.b = ( Avo )Avoo 'I ed,V 'V c.v 'V h,V 'V Vb parailei.V ACI 318-11 Eq. (0-30) 4> V5V a ACI 318-11 Table D.4.1.1 Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avch =4.5 c 1 ACI 318-11 Eq. (D-32) Vec,V = ( 1.0 ACI 318-11 Eq. (D-36) S. 3c81/ t11ed,V = 0.7 + o.3(--) 1.0 ACI 318-11 Eq. (D-38) NJh,V = 1.0 he ACI 318-11 Eq. (D-39) Vb = (7 (1)02 g) ' c de ACI 318-11 Eq. (0-33) Variables c [in.] c [in.] ecv [in.] V c,V h8 [in.] 4.000 4.000 0.000 1.000 9.000 le [in.] d [in.] f [psi] ji paraiieiv 3.250 1.000 0.500 3000 1.000 Calculations Av. [in .2] Avch [in.] >41 ec,V 41 ed,V V h,V Vb [lb] 48.00 72.00 1.000 0.900 1.000 3154 Results VCb [lb] 4i concrete 4> neinrric 4> nsnd,ctile 4> Vch Fib] Vu0 [lb] 1892 0.700 1.000 1.000 1325 9 5 Combined tension and shear loads ON 1v Utilization IN,v [%] Status 0.009 0.007 5/3 1 OK 13i'iv = +PIV<= 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFiS Anchor> c >2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of HiS AG, Schaan I U [1 I I I I I I Li I I I I I I I I I 1.11= Profis Anchor 2.7.3 Legoland Hotel CCP 6/30/2017 www.hilti.us Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No. Phone I Fax: 626-335-4362 1626-963-4812 Date: E-Mail: Kirsty@patrell.com I I I 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (C), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). Part D.3.3.4.3 (b) I part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by COg. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! I I I I I I I I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of HiS AG. Sthaan I I _ I www.hilti.us Profis Anchor 2.7.3 (12] I Company: Patrell Engineering Group Page: 7 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 626-963-4812 Date: 6/30/2017 I E-Mail: Kirsty@patrell.com 7 Installation data Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS B7 1/2 I Profile: no profile Installation torque: 360.001 in.lb Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.563 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 3.250 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.500 in. I Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • Torque wrench the hole Proper diameter wire brush Coordinates Anchor in. Anchor x y c c+,, c C. 1 0.000 0.000 4.000 4.000 4.000 4.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( C) 2003-2009 Hilti AG, FL-9494 Schaan HiS is registered Trademark of Hilti AG, Schaan I I I I I I I I Li I I I I I Profis Anchor 2.7.3 q 3)\ I ( Legoland Hotel CCP 6/30/2017 www.hilti.us Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1626-963-4812 Date: E-Mail: Kirstypatrell.com 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor ( c' 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I I I I I I I I I I I I I I I I I Project: &JUVWiiN€i POOL, LE€IOLAI\Jb Patrett CAL _COM M FboLc Engineering Group, Inc. Engineer: KNN 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 812011 Sheet t*1 of FUMF ANCHORAGE DETAIL (4)%N xJI SS WIL.TI KE (ES SPEC. INSF. RE I I Project: Svql MM (NJ & Poo L. I Patrett LciANJt aAL CoMM FLs Engineering Group, Inc. Engineer: kA vJ I 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: e/20)7 Sheet -k of : t0 I CIRCULATION PUMP - HORIZONTAL I Calculate Seismic Moment and Shear CBC 2016 Paco 4095-7 Pump I Weight := 4581b SDS := 0.789 V := 0.296-Weight V = 1361b d := 9.5in (From Base To C.G). I x := 17in (Dist. Between Bolts) I Mseismic := Vd Mseismic = 1288. lb•in i Secure with Hilti KB-TZ: (4) 5/8" x 3-1/8" Minini mum Embedment ESR-1917 Tperbolt (Mseismic 0.2.S0-Weight 1+ =561b p := x•2Bolts,i I Vperbolt := V = 34 lb 4 Bolts I See Pages for KB-TZ Capacity Analysis Use (4) 5/8" x 3-1/8" Min Embed. Hilti KB-TZ (ESR-1917) Special Inspection Required www.hilti.us Profis Anchor 2.7.3 I I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor( C) 2003-2009 Hilti AG, FL-9494 5chaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Patrell Engineering Group Page: 1 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 626-963-4612 Date: 6/28/2017 E-Mail: kirsty@patrell.com Specifier's comments: Small Circulation Pump Anchorage linput data Anchor type and diameter: Kwik Bolt TZ . SS 304 5/8(3 1/8) Effective embedment depth: het. = 3.125 in., hnom = 3.563 in. Material: AISI 304 Evaluation Service Report: ESR-1 917 SAFEEI Issued I Valid: 6/1/2016 1 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: I x l, x t = 2.500 in. x 2.500 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, f5'= 3000 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B. shear: condition B: no suonIemntnl snlittinri reinforcement nremnt edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (C)) Geometry [in.] & Loading [lb, in.lb] I I I I I I I I I I 1~11W= Profis Anchor 2.7.3 Page 2 Project: Legoland Hotel Sub-Project I Pos. No.: CCP Date: 6/28/2017 I www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-3354362 1626-963-4812 E-Mail: kirsty@patrell.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 56 34 0 34 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000I0.000): 56 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] I I 3 Tension load Load Nua [lb] Capacity $ N [lb] Utilization p, = NJ$ N Status Steel Strength* 56 13410 1 OK Pullout Strength N/A N/A N/A N/A Concrete Breakout Strength** 56 2508 3 OK I *anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength Nsa ESR value refer to ICC-ES ESR-1917 I N0 ~Nua ACI 318-11 Table D.4.1.1 Variables Ase,N [in .2) fut. [psi] I 0.16 115000 Calculations N [lb] 17880 I Results Nsa [lb] 4) steel 4 nonducille N 0 [lb] Nua [lb] 17880 0.750 1.000 13410 56 I I Li I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c )2003-2009 Hilti AG, FL-9494 Schaan Hiiti is a registered Trademark of Hilt AG, Sthaan I I _ I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 3 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1 626-963-4812 Date: 6/28/2017 I E-Mail: kirsty@patrell.com 3.2 Concrete Breakout Strength I Nth = (ANcO ) 'V ed.N 'V c.N 'V cp,N No ACI 318-11 Eq. (D-3) 4t NO Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) I ANco = 9 h 2 ef ACI 318-11 Eq. (D-5) I Wec,N = ( 15 1.0 ACI 318-11 Eq. (D-8) ' 3h/ 'Ved,N = 0.7 + 0.3 () r 1.0 ACI 318-11 Eq. (D-10) I 'Vcp,N = MAX(, 14J2et) ~ 1.0 ACI 318-11 Eq. (D-12) Nb = Ic -Jc half5 ACI 318-11 Eq. (D-6) I Variables h01 [in.] eciN [In.] ec2,N [in] Cam [in.] V c,N 3.125 0.000 0.000 6.000 1.000 c [in.] k f C [psi) - — 7.000 17 1.000 3000 Calculations I AN. [in. 21 ANCO [in. 21 'V ecl,N 'V ec2,N 'V ed,N 'V q,,N Nb [11)] 87.89 87.89 1.000 1.000 1.000 1.000 5144 Results I NCb [lb] 4t concrete seismic 4) nonductile 4) NO [lb] N 0 [lb] • 5144 0.650 0.750 1.000 2508 56 I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Fl ilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt AG, Sthaan I www.hiltius ProfisAnchor 2.7.3 Company: Patrell Engineering Group Page: 4 Specifier: Address: KAW 751 Sunny Grove Lane Project: Sub-Project I Pos. No.: Legoland Hotel CCP LA Phone I Fax: 626-335-4362 1626-963-4812 Date: 6/28/2017 E-Mail: kirsty@patrell.com 4 Shear load Load Vua [lb] Capacity $V, [lb] Utilization Pv = VJ4V> Status Steel Strength 34 6078 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 34 7201 1 OK Concrete edge failure in direction y+° 34 2580 2 OK * anchor having the highest loading **anchor group (relevant anchors) I 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-1917 iii Vsieei2: Vu. ACI 318-11 Table 0.4.1.1 Variables U Arev [in .2] f>> [psi] 0.16 115000 Calculations • Vsa,eq [112] • 9350 Results Vsa,eq [lb) 4> steel 4) nonductile 41 V. [lb] Vea [lb) 9350 0.650 1.000 6078 34 4.2 Pryout Strength ACI 318-11 Eq. (0-40) V5 = [(çANC ) 14/ edN '41 CN 14/ cp,N Nb] 4> VI, VU0 ACI 318-11 Table 0.4.1.1 A see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) A 0 = 9 h 1 ACI 318-11 Eq. (D-5) 'Vec,N = ( + 2 eN) 1.0 ACI 318-11 Eq. (D-8) Wed,N = 0.7 + 0.3 (:) ACI 318-11 Eq. (0-10) 1.5h Wre.N = MAX(21!01!!, i2sf) r. 1.0 cac cac ACI 318-11 Eq. (0-12) Nb = kc x h ACI 318-11 Eq. (0-6) Variables kcp het [in.] eC1,N [in.] ec2,N [in.] c0,ft5 [in.) 2 3.125 0.000 0.000 6.000 >4/ c,N car [in.] k0 0 1 [psi] 1.000 7.000 17 1.000 3000 Calculations AN, [in .2] ANcO [in .2] >4/ ecl,N >4/ ec2,N 'V ed,N V cp,N Nb [lb] 87.89 87.89 1.000 1.000 1.000 1.000 5144 Results [lb) 41 concrete 41 suisn*c 4> nondudile 41 Vcp [lb] V00 [lb] 10288 0.700 1.000 1.000 7201 34 I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor( c 1 2003-2009 H/ti AG, FL-9494 Schaan H/ti is a registered Trademark of Hilti AG, Schaan I I I I I I I I I I www.hilti.us 1~11!m Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 5 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-3354362 1 626-963-4812 Date: 6/28/2017 E-Mail: kirsty@patrell.com 4.3 Concrete edge failure in direction y+ Vct, = ( AVc )tJed,VlJc,vIJhv\lIparaIiei.vVb Avoo ACI 318-11 Eq. (D-30) 4 VCb V08 ACI 318-11 Table D,4.1.1 Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avoo =4.5c ACI 318-11 Eq. (D-32) Wec,V = 2ev ) s 1.0 ACI 318-11 Eq. (D-36) 3c81 '4led,V =0.7+0.3( 1.2 ):5 1.0 ACI 318-11 Eq. (D-38) tlfh,V = "T a 1.0 ACI 318-11 Eq. (D-39) Vb = (7 da (L) ..i)X a lkc ACI 318-11 Eq. (D-33) Variables c [in.] c02 [in.] ecv [in.] V c,v ha [in.] 5.667 6.000 0.000 1.000 6.000 le [in.] a d8 [in.] fc [psi] w parailei,V 3.125 1.000 0.625 3000 1.000 Calculations Av [in .21 Aveo [in .21 'V ec.V 'V ed,V "I' h,V V, [lb] 87.00 144.50 1.000 0.912 1.190 5641 Results Vth [lb) cli concrete cli seisnoc 4t nonductile 4) Vth [lb] Vu. [lb] 3686 0.700 1.000 1.000 2580 34 5 Combined tension and shear loads ON Ov Utilization IN,V [%] Status 0.022 0.013 5/3 1 OK PNV A + 6 <= 1 I I I I I I I I I I I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1626-963-4812 E-Mail: kirsty@patrell.com i - 11 =-- M Profis Anchor 2.7.3 Page: 6 Project: Legoland Hotel Sub-Project I Pos. No.: CCP Date: 6/28/2017 Ii I I I I U I 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! I . An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). I . Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by I (00. I . Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPh). Reference ACI 318-11, Part 0.9.1 Fastening meets the design criteria! I I I I I I I U Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 200-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I _ • www.hilti.us Profis Anchor 2.7.3 U Company: Patrell Engineering Group Page: 7 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP I E Phone I Fax: 626-335-4362 1626-963-4812 -Mail: kirsty@patrell.com Date: 6/28/2017 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304 5/8 (3 1/8) I Profile: no profile Installation torque: 720.001 in.lb Hole diameter in the fixture: df = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 3.750 in. I Recommended plate thickness: not calculated Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer Coordinates Anchor in. Anchor x y c c+X c. 1 0.000 0.000 8.500 6.000 12.000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor( C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I I I [1 I I I I] I [1 I www.hiltius Profis Anchor 2.7.3 Company: Patrell Engineering Group Page: 8 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: CCP Phone I Fax: 626-335-4362 1626-963-4812 Date: 6/28/2017 E-Mail: kirstypatrell.com \ (o 8 Remarks; Your Cooperation Duties . Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. . You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. I I I I LI I I I 11] I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Sctraan I :3u I NAf'A1N6 L&oLpi LIM b I 7 Sheet of \ ( I I I I I I I I I I I I I I I I I I 1 Patrell Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. FILTER ANCHORAGE DETAIL PONT ELEVATION 8ACKWASI-4 SIGH GLASS VALVE I I Project: 4I MMINJE PooL I Patrell CAL_ COMM _POOLS Engineering Group, Inc. Engineer: I<A ____________________________ 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: /2O7 Sheet of \4 (0 I I FILTER ANCHORAGE: SEISMIC OVERTURNING Calculate Seismic Moment and Force - CBC 2016 34" Eko3 Filter I Weight := 65701b SDS := 0.789 V := 0.394Weight V = 2589-lb K ) if" I d 34in + 6in = 23. in (From Base To C.G.)' I (A-dim.) x := 34in (Dist. Between Bolts) i (B-dim.) Mseismic := V.d Mseismic = 59537-lb-in Secure with Hilti KB-TZ: (4)5/8" x4" Minimum Embedment (ESR 1917) Worst Cast is (1) Bolt in Tension on Orthagonal 34" II (Mseismic) + 0.2.S-Weight I Tperbolt := x•2Bolt 4. Bolts = 11351b = 647 lb II Vperbolt V 4Bolts 11 See Pages (P2. for KB-TZ Capacity Analysis Use (4) 5/8" ck x 4" Mm. Embed. Hilti KB-TZ (ESR 1917) I Special Inspection Required Spaced as Shown in Detail IL I I I I I I I I I I I I I I I I I I I www.hilti.us Profus Anchor 2.7.3 Company: Patrell Engineering Page: 1 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 626-963-4683 Date: 6/30/2017 E-Mail: kirsty@patrell.com Specifiers comments: EKo3 Filter Anchorage I Input data ___________ Anchor type and diameter: HlT.HY 200 + HAS B7 3/8 Effective embedment depth: het = 4.000 in. (h01 = - in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/201613/1/2018 Proof: Design method ACI 318-11 I Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, f' = 3000 psi; h = 6.000 in., Temp. short/long: 32/32 F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D. E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, ft.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( C 12003-2009 Hilti AG, FL-9494 Scliaan Hilti is a registered Trademark of Hilti AG, Schaan I www.hilti.us I Company: Profis Anchor 2.7.3 Patrell Engineering Page: 2 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1 626-963-4683 Date: 6/30/2017 E-Mail: I kirsty@patrell.com 2 Load case/Resulting anchor forces I Load case: Design loads \ ( Anchor reactions [lb] Tension force: (+Tension, -Compression) I Anchor Tension force Shear force Shear force x Shear force y 1 1135 647 0 647 max. concrete compressive strain: - [%) max. concrete compressive stress: - [psi] I resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] I 3 Tension load I Load Nu. [lb] Capacity N0 [lb] Utilization p, = NJ4 N0 Status Steel Strength* 1135 7264 16 OK Bond Strength** 1135 1834 62 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A I Concrete Breakout Strength** 1135 3631 32 OK *anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength I Nse = ESR value refer to ICC-ES ESR-3187 i NaNu, AC1318-11 Table D.4.1.1 Variables AseN [in. 21 f [psi] 0.08 125000 Calculations Nse [lb] 9685 Results Nse [lb] steel 4i N. [lb] Nua [ib] 9685 0.750 7264 1135 Li I Li I I Input data and results must be checked for agreement with the existing conditions and for piausibiiityl PROMS Anchor (c) 2003-2OD9 HIM AG, FL-9494 Schaan HIS is a registered Trademark of Hiiti AG, Sthaan I I I I Variables T k,c,uncr [psi] d8 [in.] her [in.] caflth [in.) T k,c [psi] 2261 0.375 4.000 6.000 1064 eCIN [in.] e3N [in.] c0 [in.] CNseis 0.000 0.000 10.653 1.000 0.750 Calculations c [in.) AN. [in .2] ANaO [in. 21 'V edNa 5.352 114.57 114.57 1.000 'V edNa 'V ec2.Na 'V cp.Na Nb. [lb] 1.000 1.000 1.000 3761 Results N. [lb) 4) bond 4) seisnitc 4) nonductile 4t Na [lb) N08 [Ib) 3761 0.650 0.750 1.000 1834 1135 3.3 Concrete Breakout Strength NO =(!o)'VOdNVCN'VNNb AI 4)Nth2:Nue A see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) AN.0 9h 1 1 'V ec.N=(2eN)~10 'V ed,N = 0.7 + 0 3 (CaflOn) 1.0 1.5hef IL r- 'Vcp.N =MAX(Cann_—_,__)1.0 Nb cahet ACI 318-11 Eq. (D-3) ACI 318-11 Table D.4,1.1 AC! 318-11 Eq. (D-5) AC! 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) AC! 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables het [in.] eC1,N [in.] eC2N [in.] Candn [in.] 'V c,N 4.000 0.000 0.000 6.000 1.000 ; [in.] kc X8 f [psi] 10.653 17 1.000 3000 Calculations ANC [in. 21 AN.. [in .2] 'V ecl,N 'V ec2,N 'V ed,N 'V cp,N Nb [lb) 144.00 144.00 1.000 1.000 1.000 1.000 7449 Results Nth [lb] 4) concrete 4) seisnic 4> nonductile 4) Nth [lb] N88 [lb] 7449 0.650 0.750 1.000 3631 1135 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROMS Anchor (c )2003-2009 Hilt) AG, FL-9494 Schaan Hilt) is a registered Trademark of I1l1) AG, Schaan 3.2 Bond Strength N =(0 )WwiNa 'VreNa Nbe ACI 318-11 Eq. (D-18) N. N 0 ACI 318-11 Table D.4.1.1 '4Na see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) a0 = (2 CNa)2 ACI 318-11 Eq. (D-20) a =10da \Jpj' URO ACI 318-11 Eq. (D-21) 'Vec,Na i) 1.0 = ( CNa ACI 318-11 Eq. (D-23) 'Ved,Na = 0.7 + 0.3 (cam.) 15 1.0 ACI 318-11 Eq. (D-25) CNa 'V cp,Na = MAX(E5030. E!s) 5 1.0 Can Cc ACI 318-11 Eq. (D-27) NbO = A 0 Tk,c aN,seis' it d0 h81 ACI 318-11 Eq. (D-22) 5S/\\ I I I I I I I I I I www.hiltius Profis Anchor 2.7.3 Company: Patrell Engineering Specifier: KAW Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Phone I Fax: 626-335-4362 626-963-4683 E-Mail: kirsty@patrell.com 3 Legoland Hotel Eq. Anchorage 6/30/2017 Page: Project: Sub-Project I Pos. No.: Date: I I I I I I I _ I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Page: 4 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage I Phone I Fax: 626-335-4362 1 626-963-4683 Date: E-Mail: kirsty@patrell.com 6/30/2017 4 Shear load I Load Vua [lb] Capacity 4 V [lb] Utilization ftv = VJ$ V0 Status Steel Strength* 647 2644 25 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 647 5266 13 OK I controls)** Concrete edge failure in direction y+** 647 1993 33 OK * anchor having the highest loading **anchor group (relevant anchors) I 4.1 Steel Strength Vsa = ayse= (0.6 Acov f) refer to ICC-ES ESR-3187 4) V,a VU. ACI 318-11 Table D.4.1.1 I Variables Asev [in .2] futa [psi] avocis (0.6 Asev f) [ib] 0.08 125000 0.700 5810 Calculations I V [lb] 4067 Results I V [lb] 4) 4) V [lb] V 0 [lb] • 4067 0.650 2644 647 4.2 Pryout Strength (Bond Strength controls) I V0 =k[() V edNa V cp,Na Nsa] ACI 318-11 Eq. (0-40) 4rV, 2! Vu ACI 318-11 Table (0.4.1.1) ANa seeACl 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) I Na0 = (2 ACI 318-11 Eq. (D-20) Cr a =1Od0 Sj ACI 318-11 Eq. (D-21) = () 1.0 ACI 318-11 Eq. (D-23) I Vec,Na V nd,Na 0.7 + 0.3 () 1.0 ACI 318-11 Eq. (D-25) Cna Vcp,Na = MAX (230, 1.0 ACI 318-11 Eq. (0-27) Nba = X. Tkc aN,seN it d hef ACI 318-11 Eq. (0-22) Variables kcp I k,C,uflcr [psi] d0 [in.] het [in.] c0,0 [in.) T S.0 [psi] 2 2261 0.375 4.000 6.000 1064 eC1N [in.] eN [in.] c [in.] 210 aN,5015 0.000 0.000 10.653 1.000 0.750 Calculations c, [in.] A [in .2] AN.() [in .2] V edNa 5.352 114.57 114.57 1.000 V edNa V ec2,Na V cp,Na N50 [lb] 1.000 1.000 1.000 3761 Results Vcp [lb] 4) concrete 4) seisedc 4) eonduciiie 4) Vcp [lb] Vuo [lb] 7523 0.700 1.000 1.000 5266 647 I Input data and results must be checked for agreement with the existing conditions and for piausibihtyl PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hilt AG, Schoan I U I U www.hilti.us Company: Patrell Engineering Page: Specifier: KAW Project: Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No. Phone I Fax: 626-335-4362 1626-963-4683 Date: E-Mail: kirsty@patrell.com Profis Anchor 2.7.3 5 Legoland Hotel Eq. Anchorage 6/30/2017 (cD 4.3 Concrete edge failure in direction y+ VCb = ( AVc ) V ed,V V CV 'If h,V '41 parallel,V Vb Avoo ACI 318-11 Eq. (D-30) 4) ACI 318-11 Table 0.4.1.1 Avc see ACI 318-11, Part 0.6.2.1, Fig. RD.6.2.1(b) Avoo = 4.5 c 1 ACI 318-11 Eq. (D-32) 11'ec,v = ( S1.0 ACI 318-11 Eq. (D-36) V 3;/ 've,v = 0.7 + 0.3(-9!-) 51.0 ACI 318-11 Eq. (D-38) 'I'h,V = 1.0 h. ACI 318-11 Eq. (D-39) = (7 (1)0.2 ia) 2, a 'd? c de ACI 318-11 Eq. (0-33) Variables ; [in.] c [in.] ecv [in.] 'v c,V he [in.] 4.000 6.000 0.000 1.000 6.000 le [in.] 218 de [in.] c [psi] 'v parallel,V 3.000 1.000 0.375 3000 1.000 Calculations Av [in .2) Av. [in .2] V ec,V V ed,V il/ h,V Vb [lb] 72.00 72.00 1.000 1.000 1.000 2847 Results Vth [lb] 4> concrete 4> selsoac 4> nonductile 4> Vth [lb] Vua [lb] 2847 0.700 1.000 1.000 1993 647 5 Combined tension and shear loads I3N I3v Utilization PN,V [%] Status 0.619 0.325 5/3 61 OK = + <= 1 I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan 1-lilti is a registered Trademark of HiS AG, Schaan I I I I U U I I I I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Page: 6 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1 626-963-4683 Date: 6/30/2017 (91 E-Mail: kirsty@patrell.com 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D. E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (C), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment Part D.3.3.4.3 (d) I part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! I I I I U I LI D I I I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for piausibiiityi PROFIS Anchor(c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt AG. Schaan I — I I M71111 W1 www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Page: 7 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1626-963-4683 Date: 6/30/2017 E-Mail: kirsty@patrell.com 7 Installation data Anchor type and diameter: HIT-HY 200 + HAS B7 3/8 Anchor plate, steel: - Profile: - Installation torque: 15.000 ft.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.438 in. Plate thickness (input): - Hole depth in the base material: 4.000 in. Recommended plate thickness: - Minimum thickness of the base material: 5.250 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • Torque wrench the hole Proper diameter wire brush Coordinates Anchor in. Anchor x y c.5 c+ c., c+, 1 0.000 0.000 6.000 6.000 6.000 6.000 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. I I I ~ I I - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I I I I I I I FILTER ANCHORAGE DETAIL I-HLTI K-TZ WITH 3Y4' EMWMENT 4 - TOTAL (E5R 111) I I I I I I I I I I I I I I I I I I I Patrett Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. L E:GQLA NO Ho-Fe i_- sD I S) 20 1-7 Sheet (.3 of Weight := 9251b V := 0.394Weight 45in d:= +61n=29.in 2 (A-dim.) x := 36.51n - 4in - 4in (B-dim.) Mseismic := V•d SDS := 0.789 V = 364-lb (From Base To C.G.) (Dist. Between Bolts) ~_x 4 Mseismic = 10387-lb-in BETWEEN BOLTS Project: Patr ett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. S/o 17 Sheet of FILTER ANCHORAGE: SEISMIC OVERTURNING Calculate Seismic Moment and Force - CBC 2016 PentairTR140C Secure with Hilti KB-TZ: (4)1/2" 4x 3-1/4" Minimum Embedment (ESR 1917) Worst Cast is (1) Bolt in Tension on Orthagonal Tperbolt (Mseismic) + 0.2.S5-Weight =4011b x.lBolt 4. Bolts Vperbolt V 91 lb 4Bolts See Pages 195- \ for KB-TZ Capacity Analysis Use (4) 1/2" x 3-1/4" Mm. Embed. Hilti KB-TZ (ESR 1917) Special Inspection Required Spaced as Shown in Detail U I I I I I I I I I I I I I I I I I I I _ www.hilti.us Profis Anchor 2.7.3 I Company: Patrell Engineering Page: 1 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1 626-963-4683 Date: . 6/30/2017 I E-Mail: kirsty@patrell.com Specifiers comments: EKo3 Filter Anchorage I I Input data ___________ _______ I Anchor type and diameter: Effective embedment depth: HIT-HY 200 + HAS B7 3/8 hetoi,5 = 2.375 in. (het = 4.750 in.) Material: ASTM A 193 Grade B7 I Evaluation Service Report: Issued I Valid: ESR-3187 11/1/2016 1 3/1/2018 Proof: Design method ACl 318-11 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) I Profile: no profile Base material: cracked concrete, 3000, f,'= 3000 psi; h = 6.000 in., Temp. short/long: 32/32 F Installation: hammer drilled hole, Installation condition: Dry I Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) I Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, ft.lb] LI I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c )2003-2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hub AG, Sthaan I I _ www.hilti.us Profis Anchor 2.7.3 U Company: Patrell Engineering Page: 2 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1626-963-4683 Date: 6/30/2017 E-Mail: kirsty©patrell.com I 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y I 1 401 91 0 91 max. concrete compressive strain: - (%] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] I resulting compression force in (x/y)=(0.000/0.000): 0 [lb] I 3 Tension load I Load Nua [lb] Capacity N [lb] Utilization p, = N8J Nn Status Steel Strength* 401 7264 6 OK Bond Strength** 401 1089 37 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A I Concrete Breakout Strength** 401 1661 25 OK * anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength I Nre = ESR value refer to ICC-ES ESR-3187 4t Nae Nua ACI 318-11 Table D.4.1.1 Variables AN [in .2] f [psi] 0.08 125000 Calculations Nre [lb] 9685 Results N [lb] 4) steel 4> N 8 [lb] Nua [lb] 9685 0.750 7264 401 I n I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Huh AG. Schaan I I I I www.hiltius 1~11= Profis Anchor 2.7.3 Company: Patrell Engineering Page: 3 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage f ,7 Phone I Fax: 626-3354362 1626-963-4683 Date: 6/30/2017 ,) I E-Mail: kirsty@patrell.com \ \ 3.2 Bond Strength Na = ( ANa ) tVecl.NatVcp.Na Nba ANaO ACI 318-11 Eq. (D-18) itt N. a Nua ACI 318-11 Table D.4.1.1 AN. = see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) ANag z(2cN8)2 ACI 318-11 Eq. (D-20) Cfda = 10da 'trJ ACI 318-11 Eq. (D-21) tV ___1_) ec,Na = S 1.0 ACI 318-11 Eq. (D-23) V ed,N. = 0.7 + 0.3(n) :5 1.0 ACI 318-11 Eq. (D-25) W cp,No = MAX (0, ) 5 1.0 ACI 318-11 Eq. (0-27) Nba = tk,c aNdes 71 da hei ACI 318-11 Eq. (D-22) Variables 't c,cuncr [psi] d8 [in.] her [in.] c2 [in.] t k,C [psi] 2261 0.375 2.375 6.000 1064 eC1N [in.] e)N [in.] c8 [in.] x a GN.ses 0.000 0.000 3.892 1.000 0.750 Calculations CNa [in.] AN. [in .2] AN80 [in. 21 V edNa 5.352 114.57 114.57 1.000 V edNa V ec2.Na V cp.Na N58 [lb] 1.000 1.000 1.000 2233 Results Na [lb] ijt bond 4i seisnc 4t nonduc9le )tt Na [lb] Nua [lb] 2233 0.650 0.750 1.000 1089 401 3.3 Concrete Breakout Strength Ndb =()Ved.NVC.NV.NNb 4)Nth 2:NU. ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANCo =9h f I 2eN)510 Vec,N ( 3 he, Wed,N =0.7+0.3(i)%1.0 V cp.N = MAX (C-,-n, 1.5het 51.0 Nb ef ACI 318-11 Eq. (D-3) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (0-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables het (in.] eC1N [in.] e4 [in.] Cann [in.] V c,N 2.375 0.000 0.000 6.000 1.000 ; [in.] k f c [psi] 3.892 17 1.000 3000 Calculations ANC [in. 21 AN.0 [in. 21 V edl,N V ec2,N V ed,N 11 cp,N N5 [lb] 50.77 50.77 1.000 1.000 1.000 1.000 3408 Results Nth [lb) 4) concrete )tt seisrrc 4) nonductiie 4) N, [lb) Nua [lb] 3408 0.650 0.750 1.000 1661 401 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c )2003-2009 Hiiti AG, FL-9.494 Schaan Hiiti is a registered Trademark of Hilt AG, Scitaan I I I I I I I I [.1 I I L I I I I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Page: 4 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone $ Fax: 626-335-4362 1 626-963-4683 Date: 6/30/2017 E-Mail: kirsty@patrell.com 4 Ic 4 Shear load I Load Vua [Ib] Capacity 4,V. [lb] Utilization j = VUJ4I V,, Status Steel Strength* 91 2644 4 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 91 1563 6 OK I controls)** Concrete edge failure in direction y+° 91 1902 5 OK * anchor having the highest loading **anchor group (relevant anchors) I 4.1 Steel Strength V5a = (xvss (0.6 Acov f,,) refer to ICC-ES ESR-3187 4) V5 2: Vua ACI 318-11 Table D.4. 1.1 I Variables Acov [in. 2] f,,. [psi] av,58ts (0.6 Asev f8t8) [lb] 0.08 125000 0.700 5810 Calculations I V5 [lb] 4067 Results I V58 eq [lb] 41 steel 4i vs8 [lb] V,,8 [lb] • 4067 0.650 2644 91 4.2 Pry out Strength (Bond Strength controls) I =k _[( ANa )'41 =fl '41 cpNa N] ACI 318-11 Eq. (D-40) 4' V,, aV,,8 ACI 318-11 Table (D.4.1.1) ANa see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) a0 = (2 ACI 318-11 Eq. (D-20) I i'Ia =1O de 'j11 ACI 318-11 Eq. (D-21) • 1CNa 4lec,Na = ('T) 1.0 ACI 31811 Eq. (D-23) XP ed,Na = 0.7 + 0.3() 5 1.0 ACI 318-11 Eq. (D-25) Cna I 41cp.Na = MAX (E30, 1.0 ACI 318-11 Eq. (D-27) ca. cac I Ntio = A*• Tk,c aN.5eis 71 d8 het ACI 318-11 Eq. (D-22) Variables k,w T k,C,Ufl [psi] d8 [in.] h0 [in.) c8,,,, [in.] T k,c [PSI] I 1 2261 0.375 2.375 6.000 1064 eCIN [in.] eN [in.] c8 [In.] a aN58,s 0.000 0.000 3.892 1.000 0.750 Calculations CNa [in.] AN8 [in .2] AN8O [in .2] '41 edNa 5.352 114.57 114.57 1.000 '41 edNa "II ec2,Na '4! cp,Na N [lb] 1.000 1.000 1.000 2233 Results [lb] 4' concrete 4' seismic 4' norrucctiie 4r V,,,,, [lb) V,, [lb] 2233 0.700 1.000 1.000 1563 91 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Page: 5 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1626-963-4683 Date: 6/30/2017 E-Mail: kirstypatrelI.com 4.3 Concrete edge failure in direction y+ Vth = (:voo -) 'V ed,V "V c,V "V h,V '4/ paraflel,V Vb ACI 318-11 Eq. (0-30) 4) . ACI 318-11 Table 0.4.1.1 Av5 see ACI 318-11, Part 0.6.2.1, Fig. RD.6.2.1(b) Avg = 4.5 c ACI 318-11 Eq. (D-32) 14'ec,V = ( 15 1.0 ACI 318-11 Eq. (0-36) V 3Cai/ 'V=t.v = 0.7 + 0.3('j--):g 1.0 ACI 318-11 Eq. (0-38) '4'h,V = "a 1.0 ACI 318-11 Eq. (D-39) Vb =da ACI 318-11 Eq. (0-33) Variables cal [in.] c [in] e5v [in.] 'V c,V he [in.] 4.000 6.000 0.000 1.000 6.000 le [in.] a d8 [in.] fc [psi] V parallel,V 2.375 1.000 0.375 3000 1.000 Calculations Av5 ['n.2] Avg [in .2] 'il ec.V '4'ed,V 4/ h.V Vb [lb] 72.00 72.00 1.000 1.000 1.000 2717 Results Vth [lb) 4i concrete 4) seis,mc 4) nonductile 4t Vch [lb) Vuo [lb] 2717 0.700 1.000 1.000 1902 91 5 Combined tension and shear loads 13N I3v Utilization I3N,V [%] Status 0.368 0.058 5/3 20 OK 13w = A + 01v < 1 I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG, Sthaan I I I I I I I I I 1 I I I I _ I www.hilti.us Profis Anchor 2.7.3 U - Company: Patrell Engineering Page: 6 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage -70 Phone I Fax: 626-335-4362 1626-963-4683 Date: 6/30/2017 I E-Mail: kirsty@patrell.com 6 Warnings I . The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the I existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout I Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant I standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (C), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). I Part D.3.3.4.3 (b) I part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by I 0)0. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part 0.9.1 I Fastening meets the design criteria! I I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor I c 12003-2009 Hilti AG, FL-9494 Sthaan Hilti is a registered Trademark of Hilti AG, Schaan I I www.hilti.us Profis Anchor 2.7.3 Company: Patrell Engineering Page: Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Ln. Glendora, Ca 91741 Sub-Project I Pos. No.: Eq. Anchorage Phone I Fax: 626-335-4362 1626-963-4683 Date: 6/30/2017 E-Mail: kirsty@patrell.com 7 Installation data Anchor type and diameter: HIT-HY 200 + HAS B7 3/8 Anchor plate, steel: - Profile: - Installation torque: 15.000 ft.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.438 in. Plate thickness (input): - Hole depth in the base material: 2.375 in. Recommended plate thickness: - Minimum thickness of the base material: 3.625 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • Torque wrench the hole Proper diameter wire brush Coordinates Anchor in. Anchor x y c c.X c c,5 1 0.000 0.000 6.000 6.000 6.000 6.000 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I LI I I I I I 4' HOUSE KEEP PAD " VIA. STEEL. WI11-4 EYED ENDS. I I I I I I I I 1 I I I 1 I I I I I I Project: I Patrett 751 Sunny Grove Ln. PH: (626) 335-4362 I C Engineering Group, Inc. I Engineer: _J Glendora, CA 91741 FAX: (626) 963-4812 I Date: HEATER ANCHORAGE DETAIL b' DIA STEEL— ROD EYED EN 98 i-iiui K-TZ L. H.S. UJA-4ER5_ 4' HOUSE KEEP PA WILTI WITH 3 1/4U MIN. EME (ICC E-111) 11-4OUGW EYE WITH TWO H.S. WASHERS EA END. U\ANAIN\(f, POOL DLI\r'I DHOThL A Sheet 72- o I I I I I I I I I I I I I I I I I I I Project: EUJ % rv.. N" i NC--> rol) . PatreLL 1' LECANOHDTELC1\LD c/\L Co P0OuS - Engineering Group, Inc. Fo Engineer: VP\\k) 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 1 -7 Sheet_73 of Heater Anchorage with Runners Calculations: CBC 2016 Weight := 7131b Operating Weight SDS := 0.789 x := 11 .5in Center of Gravity I D := 22in - 6in (Distance between Bolts - Worst Case) I E := 0.296 Seismic Multiplier := Weight.E = 2111b IM := V.x = 202ft.lb Isecure with Hilti KB-TZ: 1/2" 4, x 3-1/4" Mininimum Embedment ESR-1917 I M 0.2.S-Weight I Tperbolt := + = 52 lb D.4b01ts 8b01ts Vrrk,.I+ V = 261b IJIIJJIL 8bolts See pages 74 - for KB-TZ Analysis in Concrete. Use 1/2" 4, x 3-1/4" Min Embed. Hilti KB-TZ (ESR-1917) Special Inspection Required I I I I I I I I I I 1 I I I I I I I I wwwhilti.us PTR Profis Anchor 2.6.6 Company: Patrell Engineering Group Page: 1 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1 626-963-4812 Date: 8/4/2017 E-Mail: kirsty@patrell.com Z4 (,9 Specifiers comments: Heater Base Anchorage linput data Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 114) TV NIM Effective embedment depth: heta = 3.250 in., hnom = 3.625 in. Material: AlSI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 6/1/2016 1 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: Custom; E = 0 psi; f9k = 35998 psi; YMs = 1.100 I, x I x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: calculated (0.039 in.)) Profile: no profile Base material: cracked concrete, 3000, f,'= 3000 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry (in) & Loading (lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-3354362 1626-963-4812 E-Mail: kirsty@patrell.com I I I 1,11!M Profis Anchor 2.6.6 Page: 2 Project: Legoland Hotel Sub-Project I Pos. No.: Date: 8/4/2017 I I I 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 52 26 0 26 max. concrete compressive strain: - [%) max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 52 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] I 3 Tension load I Load Nu. (ft)] Capacity $ N5 [Ib] Utilization fN = N..10 N5 Status Steel Strength 52 8665 1 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 52 2085 3 OK I * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength refer to ICC-ES ESR-1917 Nm = ESR value 4 N55 2: N 5 ACI 318-11 Table D.4.1.1 Variables e.N [in.2] f 3 [psi] 0.10 115000 Calculations Nm [lb] 11554 Results Nsa [lb] 4t steel 41 nonduclile N [lb) Nsa [lb] 11554 0.750 1.000 8665 52 I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c >2003-2009 Hitt AG, FL-9494 Sthaan Hilt is a registered Trademark of Hilt AG, Schaan I I www.hilti.us I Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1626-963-4812 Date: E-Mail: I kirsty@patrell.com 3.2 Concrete Breakout Strength 141 ed,N I1 c,N 141 cp,N Nb Nth = (AN r) ACI 318-11 Eq. (D-3) I 4i NCb2' N 0 ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-11 Eq. (0-5) I 1Vec,N = ( 1 + 2eN) 1.0 ACi 318-11 Eq. (D-8) 'S —hef W ed,N = 0.7 + 03 (!ta) 1.0 l.5het ACI 318-11 Eq. (0-10) I V CP,N = MAX (-E-__ c0 , - 1.5h --) 1.0 ACI 318-11 Eq. (012) el Nb = k A a 'I h 5 ACI 318-11 Eq. (0-6) 1 les Varia bhet [in.] eC1N (in.] e.2,N [in.] c05 [in.] 141 c,N 3.250 0.000 0.000 4.000 1.000 I c, [in.] k, A a f [psi] 7.500 17 1.000 3000 Profis Anchor 2.6.6 3 Legoland Hotel 8/4/2017 IH I Calculations A [in .2] ANCO [in .2] V ecl,N V ec2,N V ed,N V cp,N Nb [lb] 78.77 95.06 1.000 1.000 0.946 1.000 5455 Results I NCb [lb] 4i concrete 4 aeisr.c nondactile d Nth [lb] Nua [lb] I 4277 0.650 0.750 1.000 2085 52 I I I I I I I I Input data and results must be checked for agreement with the existing Conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Fliiti AG, FL-9494 Schaan Hiiti is registered Trademark of HiS AG, Schaarr I I _ www.hilti.us Profis Anchor 2.6.6 Company: Patrell Engineering Group Page: 4 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: -77 I Phone I Fax: 626-335-4362 1 626-963-4812 E-Mail: kirsty@patrell.com Date: 8/4/2017 ) j 4 Shear load I Load V1 (Ib) Capacity f V [lb] Utilization Pv = Vua/f V, Status Steel Strength* 26 4472 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 26 5988 1 OK I Concrete edge failure in direction y+c 26 2233 2 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength I V = ESR value refer to ICC-ES ESR-1917 41 Vsteel 2 Vua ACI 318-11 Table D.4.1.1 Variables I Ase,v [in .2j fute [psi] 0.10 115000 Calculations V [lb] • 6880 Results Vsa,eq [lb] 41 Steel 41 essduclile 41 Vsa [lb] Vua [lb] 6880 0.650 1.000 4472 26 4.2 Pryout Strength Vcp = krrp [(çANo ) V ed,N '1' c,N V cp,N Nb] ACI 318-11 Eq. (D-40) 5 41 V 2: Vua ACI 318-11 Table D.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) I tllec,N ANCO = 9 h 1 ACI 318-11 Eq. (D-5) m (1 +) 1.0 ACI 318-11 Eq. (D-8) Ved,N = 0.7 + 0.3 () 1.0 ACI 318-11 Eq. (D-10) I V CP,N = MAx(9.0L*, _-!t) 15 1.0 ACI 318-11 Eq. (D-12) Nb = kc X a ACI 318-11 Eq. (D-6) I Variables kcp het [in.] eC1N [in.] eN [in.] [in.] 2 3.250 0.000 0.000 4.000 I V c.N cat [In.] k A a f [psi] - 1.000 7.500 17 1.000 3000 Calculations I AN. [in .2] Ai4 o [in. 21 W ecl,N V ec2,N V ed.N V cp,N Nb [lb] 78.77 95.06 1.000 1.000 0.946 1.000 5455 Results Vcp [lb] III concrete Ij> seis,*ac 4t eonductile 41 Vcp [lb] Vua [lb] • 8554 0.700 1.000 1.000 5988 26 I I Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Sctiaan I www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1 626-963-4812 E-Mail: kirsty©patrell.com Profis Anchor 2.6.6 4.3 Concrete edge failure in direction y+ VCb = (-)wed,vtvc,v1!Ih,vtvparaIlei,vVb ACI 318-11 Eq. (D-30) 4) Vcb 2~ Vu. ACI 318-11 Table D.4.1.1 Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco =4.5c ACI 318-11 Eq. (D-32) Vec,v = ( 2e) 1.0 ACI 318-11 Eq. (0-36) 3c31 'I' ed,V = 0.7 + 0.3(1--i) 10 ACI 318-11 Eq. (D-38) Why = 1.0 ACI 318-11 Eq. (0-39) Vb (7 (le)02 4) ? 'Ii c 15 ACI 318-11 Eq. (D-33) Variables c [in.] Ca2 [in] ecv [in.] 'if c,y ha [in.] 7.333 4.000 0.000 1.000 6.000 le [in.] A • d8 [in.] f [psi] 'I' paraiiei,V 3.250 1.000 0.500 3000 1.000 Calculations A 5 [in .2] Avco [in .2] 'ii ec,v V ed,V )41 h,V Vb [lb] 90.00 242.00 1.000 0.809 1.354 7828 Results VCb [lb] 4i concrete 4t seisonc 4) nonductile 4t Vth [lb] Von [lb] 3190 0.700 1.000 1.000 2233 26 I 5 Combined tension and shear loads ON 5v Utilization I3N,V [%] Status 0.025 0.012 5/3 1 OK I 6 Warnings I . Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! I . Condition A applies when supplementary reinforcement is used. The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturers product literature for cleaning and installation instructions. I . Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part 0.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part 0.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The I connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the I anchors by a non-yielding attachment. Part 0.3.3.4.3 (d) / part 0.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference I ACI 318-11, Part 0.9.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFiS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hut AG, Schaan I I I I I I I I I ri I Project: Page. Legoland Hotel / Sub-Project I Pos. No.: 8/4/2017 Date /\\ I I I I I I I I I I I I I I I I I I I www.hilti.us Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-43621626-963-4812 Date: E-Mail: kirstypatrelI.com Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 -lilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Sthaan Fastening meets the design criteria! 1=125M Profis Anchor 2.6.6 6 Legoland Hotel 8/4/2017 iii? I www.hilti.us . Profis Anchor 2.6.6 I Company: Patrell Engineering Group Page: 7 Specifier: KAW Project: Legoland Hotel Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1 626-963-4812 Date: 8/4/2017 I E-Mail: kirstypatrell.com \ 7 Installation data Anchor plate, steel: Custom; E = 0 psi; fyk = 35998 psi Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 1/4) Profile: no profile Installation torque: 480.001 in.lb Hole diameter in the fixture: d1 = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 4.000 in. Recommended plate thickness: calculated (0.039 in.) Minimum thickness of the base material: 6.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump Torque wrench Properly sized drill bit • Hammer Coordinates Anchor in. I Anchor x y c, c,a c. C,y 1 0.000 0.000 4.000 11.000 4.000 11.000 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Mliii AG, FL-9494 Schaan Hilti is a registered Trademark of Mliii AG, Schaan I I I I 11 I I I I I I I I I www.hjlti.us Company: Specifier: Address: Phone I Fax: I E-Mail: 1~11= Profis Anchor 2.6.6 Patrell Engineering Group Page: 8 KAW Project: Legoland Hotel 751 Sunny Grove Lane Sub-Project I Pos. No.: 626-335-4362 1626-963-4812 Date: 8/4/2017 kirsty@patrell.com 8 Remarks; Your Cooperation Duties VA Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. I I I I 1 I I I I 1 I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I I I I I I I I I I I I I I I I Project: LAJ I M M I N ( ECX) L— P LEpLArOhOFELCARL atreLL AL COMM DL2 Engineering Group, Inc. Engineer: K A 751 Sunny Grove Ln. PH: (626) 335-4362 I Glendora, CA 91741 FAX: (626) 963-4812 Date: 2- I 7 Sheet S 2. o - SEISMIC LOADS ON EQUIPMENT PER CBC 2013 -ASCE 7-10 Seismic Use Group = Ill I := 1.25 Site Class = D (For Chlorine /Acid Tank Anchorage Design per ASCE 7-05 Table 1-1) I I I I I I I I I I I I I I I I I I I Project: LAJ I M M I N ( ECX) L— P LEpLArOhOFELCARL atreLL AL COMM DL2 Engineering Group, Inc. Engineer: K A 751 Sunny Grove Ln. PH: (626) 335-4362 I Glendora, CA 91741 FAX: (626) 963-4812 Date: 2- I 7 Sheet S 2. o - SEISMIC LOADS ON EQUIPMENT PER CBC 2013 -ASCE 7-10 Seismic Use Group = Ill I := 1.25 Site Class = D (For Chlorine /Acid Tank Anchorage Design per ASCE 7-05 Table 1-1) Spectral Response Coefficients óO I L 9 E PORT P6 99 Site Specific Soils Report Site Specific Soils Report a Site Class D := 0.434 Site Specific Soils Report Site Class D Fv : 1.566 SDS := FaSs ISDS = 0.789 g SD1 := .F.51 SDI = 0.453 1 g Eguipment Anchorage -ASCE 7-10 Structural Response Coefficients 5DS = 0.789 g Seismic Use Group = II z := 0 SD1 = 0.453 g h:=0 1. Tank/Bins := 2.5 ap:= 1.0 TABLE 13.6-1 I I I I I I I I I I I I I I I I I I I Project: _ Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. 1: Fp:= 0.4.aPDS.WP {1+2.') F = 0.158 W Fpmin := 0.3.SDS.Ip.Wp Fpmin = 0.296 W I Seismic Design Category D I EL Sheet P 3 of L c. STAINLESS STEEL LE FREE OF SLACK WITH YE1WLENE COVER rrcOV1PE %" U-BOLl' AT TOP CABLE ø CRMNG ANGLE ERACKET 1. I0' CHEMICAL STORAGE TAM Project: áw Iv\M ;tG Pôo Patrett OLAHOEL- CPLSAO - Engineering Group, Inc. CAL Corvrsi FoL 7 751 Sunny Grove iGlendora, Ln. PH: (626) 335-4362 Engineer: fr<P '¼IJ _ CA 91741 FAX: (626) 963-4812 Date: B 11200 Sheet________ of (1 CkEMICAL TANK 4NC4OAE DETAIL Iv CAE BOLT WITH STAINLESS STEEL NUT LOOP CABLE ffi rAEOLT WASHER 111 / AND ip WITH TEFLON GASKET 11I"5TA11SEEL / (2) 4" 5.5. ROPE FLUSH WITH CLIPS TIP. 0" LONG TAW TIP. STAINLESS STEEL 4NGLEEARPLAE TIGHT ,?AINST TAW rr itt. -..J7 UI /T\-___-44 SS HILTI Ap 9S1 THICK SLAB Mitt . ' I . •• EACH END OF CABLE) 4 •' . .,., kI WITH 434' MK EMBED. 4 .. 4.. 5 . 4 TOTAL SPECIAL A<$OLTS ....• . INSPECTION Q'D. NOTE: lJJO CABLES PER CHEMICAL STORAGE TAII( AT ø ANGLES. PROVIDE UCLAlIP 0 TOP OF CROSSING. I I I I I Weight := 31201b V := 0.296Weight d := 59in _ 2.46 ft 2 x := 52in = 52-in Mseismic := V•d SDS:= 1.033 V = 924-lb (From Base To C.G.) (Tank Diameter) Mseismic = 27244.lb•in Mresisting = 56249 •lb•in Mresisting := 0.9-Weight. —0.2 .S .Weight. V Resisted (Sliding Shear) I Engineer: Patrett Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: 6J UANAI C1\LCDN'I\A POOLS _____ 1 Date: S/20 17Z Sheet of All I • Chemical Tank Anchoraae: Seismic Overturnina Calculate Seismic Moment and Force - CBC 2016 Cables will Restrain Uplift Worst Case is One Connection Resisting Shear and One Resisting Uplift in Orthoqanal Direction T := Msemic = 524 lb Vperbolt := V = 924 lb ibolts Uplift! Overturning Resisted Tperbolt := T = 524 lb I I I I I I I I 0I Sheet______ of I I I I I I I I I I I I I I I I I I I Project: NA M I N..' LeeoL-A0o Patrett CF\1 GDr'yr Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 I 1t\ \A) Glendora, CA 91741 FAX: (626) 963-4812 Date: _______________ BASE ANGLE CONNECTION: For Angle In Tension Due to Overturning L 3" x 3" x 1/2" x 10" Long 316 SS I T=5241b b:= 10in—in—in b=8.25•in 8 8 I t:= 0.5in S:= 1.3125in M:=T.(s) M=688•Ib•in S := S =O.3438 -in X b t2 6 X f := -- fb = 2000•-Ib S 2 x in F :=3OOOO-Ib - 316SS Y .2 In Fb:= 1.33SF Y ' 0.6 Fk=23940•-lb -- in 2 OK Use L 3" x 3" x 1/2" x 10" Long - 316 SS] )J2-Or7 Sheet 2)7 of - Patrett I Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. Chemical Tank Anchorage: For Angle Resisting Sliding Shear Tension in Bolt: Prying Action - Force Applied to Vertical Angle Leg T = Tension on a Bolt C = Bearing Stress on Concrete V . 1I(_1.31"j 1 Tperbolt:= T= 13851b (Controls Bolt Capacity Design) Vperbolt = 924 lb (Controls Bolt Capacity Design) Try 3/4" SS Hilti KB-TZ x 4-3/4" Minimum Embedment (ESR 1917) See Pages £lfr 15 For KB-TZ Capacity Analysis Use (4) 3/4" 4, x 4-3/4" Min Embed Hilti KB-TZ Connectors: Angle to Concrete Pad (ESR 1917) Spec. Insp. Re 'd I I I I I I I I I I I I I I I I I I I V = 9241b M := V•1.5in = 1385-lb-in C T:= --- = 13851b 1 in Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor ( c ) 2003-2009 1-f ilti AG, FL-9494 Schaan Hilti is a registered Trademark of 1-tilti AG, Schaan I www.hilti.us CH EMICALTIANV, bp,51E Atictio?.A6E Profis Anchor 2.6.6 I Company: Patrell Engineering Group Page: 1 Specifier: KAW Project: Legoland Hotel Pool Address: Phone I Fax: E-Mail: I 1626-963-4812 751 Sunny Grove Lane 626-335-4362 I 626-963-4812 Kirstypatrell.com Sub-Project I Pos. No.: Date: 8/4/2017 1 (.o Specifiers comments: Chemical Tank Base Anchorage I I I I . I I I I I I I I I I I I I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] Kwik Bolt TZ - SS 304314(4 3/4) het act = 4.750 in., hnam = 5.563 in. AISI 304 ESR-1917 6/1/20161 5/1/2017 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.375 in. Custom; E = 0 psi; fyk = 35998 psi; YMs = 1.100 l x l x t = 3.000 in. x 4.000 in. x 0.375 in.; (Recommended plate thickness: calculated (0.039 in.)) no profile cracked concrete, 3000, f,'= 3000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) I www.hilti.us Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1626-963-4812 E-Mail: Kirsty@patrell.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1385 924 0 924 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1385 [lb] resulting compression force in (xiy)=(0.000I0 000): 0 [lb) Page: Project: Sub-Project I Pos. No.: Date: I-11= Profis Anchor 2.6.6 2 Legoland Hotel Pool 8/4/2017 q I Ay I I 3 Tension load Load Nua [lb] Capacity N, (Ib) Utilization = NJ$ Nn Status Steel Strength* 1385 18041 8 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 1385 4699 30 OK I * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N = ESR value refer to ICC-ES ESR-1917 I 4t N2:Nua AC1318-11 Table D.4.1.1 Variables AseN [in .2]fut. [psi) I 0.24 101500 Calculations Nsa [lb] 24055 I Results N58 [lb] 4t steel 41 nonductile 41 N58 [) N. [lb] 24055 0.750 1.000 18041 1385 I I I U I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilt AG, FL-9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan I www.hilti.us I Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1 626-963-4812 Date: I E-Mail: Kirsty@patrell.com 3.2 Concrete Breakout Strength I Nth = (AANO ) '4led,N '41c,N WcpN Nb ACI 318-11 Eq. (D-3) 41 Nth a N00 ACI 318-14—Table-D,4,4.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h ACI 318-11 Eq. (D-5) I '4ec,N = ( +2eN) r-1.0 ACI 318-11 Eq. (0-8) 3 h 1 lVed,N = 0.7 + 0.3 () 1.0 ACI 318-11 Eq. (D-10) I Vcp,N =MAX(2!!f!!,i2ef)1.O ACI 318-11 Eq. (0-12) cac Nb = Ic0 l a Nrf. h ACI 318-11 Eq. (D-6) I Variables het [in.] eciN [in.] eN [in.] comic [in.] '41 c,N 4.750 0.000 0.000 24.000 1.000 I ; [in.] k f [psi] - 9.000 17 1.000 3000 Profis Anchor 2.6.6 3 Legoland Hotel Pool 8/4/2017 cfoj I Calculations AN. [in .2] ANco [in .2] V ecl,N '41 ec2,N V ed,N 4I cp,N Nb [lb] 203.06 203.06 1.000 1.000 1.000 1.000 9639 Results I NCb [lb] 4 concrete 4) seismic $ nonduclile 41 NO [Ib] Nua [Ii)] I 9639 0.650 0.750 1.000 4699 1385 I I I 1-1 I [1 I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan I www.hilti.us Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1 626-963-4812 Date: E-Mail: Kirsty@patreli.com I I Profis Anchor 2.6.6 4 Legoland Hotel Pool 8/4/2017 I 4 Shear load Load Vu. [lb] Capacity V,, [lb] Utilization PV = Vj V, Status Steel Strength* 924 8379 12 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 924 13495 7 OK I Concrete edge failure in direction y+ 924 13072 8 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength I Vsa,eq = ESR value refer to ICC-ES ESR-1917 Vsteei~ V88 ACI 318-11 Table 0.4.1.1 F] Variables I A58v [in .2] futa [psi] 0.24 101500 Calculations I V [lb] . 12890 Results - Vsaeq [lb] 4) steel 4) nonductile V5. [lb] V8. (ib] 12890 0.650 1.000 8379 924 4.2 Pryout Strength = k p 'V ed,N 'V c,N 'V cp,N Nb] ACI 318-11 Eq. (0-40) 0 V08 ACI 318-11 Table 0.4.1.1 ANC see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 e, ACI 318-11 Eq. (D-5) I 'Voc.N = ( +_h!i) 1.0 ACI 318-11 Eq. (D-8) Caffin tVed,N = 0.7 + 0.3 (). 1.0 ACI 318-11 Eq. (0-10) I Vcp,N = MAX (900n, it2tf) 1.0 ACI 318-11 Eq. (0-12) NI) = k ACI 318-11 Eq. (D-6) I Variables kcp het [in.] eC1N tin.] eN [in.] c80 [in.] 2 4.750 0.000 0.000 24.000 'V c,N c8 [in.] f [psi] — 1.000 9.000 17 1.000 3000 Calculations I A [in .2] AN.. [in .2] 'V ecl,N 41 ec2,N 'V ed,N 'V cp,N Nb [lb] 203.06 203.06 1.000 1.000 1.000 1.000 9639 Results I fib] 4) concrete 4i seismic 4 nonductile 4) V [lb] Vua [lb] 19279 0.700 1.000 1.000 13495 924 [1 I Input data and results must be checked for agreement with the existing conditions and for piausibihtyl PROFl5 Anchor( c) 2003-2009 Hiiti AG, FL-9494 Schaan i-iiiti is a registered Trademark of Huh AG, 5chaan I www.hilti.us Profis Anchor 2.6.6 Company: - Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1626-963-4812 E-Mail: Kirsty@patrell.com 4.3 Concrete edge failure in direction y+ Vcb = ( AV~) 41 ed,V 41 c,V 41 h,V 'q' paraiiei,V Vb Avo ACI 318-11 Eq. (D-30) 4) V 0 ACI 318-11 Table 0.4.1.1 Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avg = 4.5 C~i ACI 318-11 Eq. (D-32) '4lec,V = 1 1.0 AC! 318-11 Eq. (D-36) 3Ca1 \Ved,v = 0.7 + 0.3(i---) 1.0 ACl 318-11 Eq. (D-38) 1.0 ACI 318-11 Eq. (0-39) Vb = (7 (le) he A, a'Cf.ACI 318-11 Eq. (D-33) Page: Project: Sub-Project I Pos. No.: Date: 5 Legoland Hotel Pool 8/4/2017 Variables c [in.] Ca2 [in.] ecv [in.) j C,v he [in.] 19.667 24.000 0.000 1.000 8.000 le [in.] A, a da [in.] fc [psi] '41 paraliei,V 4.750 1.000 0.750 3000 1.000 Calculations Av. [in .2) Av [in .2] 41 ec,V 41 ed,V XV h,V Vb [lb] 428.00 1740.50 1.000 0.944 1.920 41890 Results Vth [lb) 4t concrete 4) seisnoc 4i nonductiie II,) VCb Jib] Vua [lb] 18675 0.700 1.000 1.000 13072 924 5 Combined tension and shear loads IN I3v Utilization PN,V [%] Status I 0.295 0.110 5/3 16 OK 6 Warnings I . Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The D factor is increased for non-steel Design Strengths except Pullout I . Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant I . standard! An anchor design approach for structures assigned to Seismic Design Category C, 0, E or F is given in ACI 318-11 Appendix 0, Part 0.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part 0.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part 0.3.3.5.3 (a), Part 0.3.3.5.3 (b), or Part 0.3.3.5.3 (c). I Part D.3.3.4.3 (b) I part 0.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) / part 0.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part 0.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength I of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference I ACI 318-11, Part 0.9.1 input data and results must be checked for agreement with the existing conditions and for plausubiiityi PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I I I I I I www.hilti.us Company: Patrell Engineering Group Page: Specifier: KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1626-963-4812 Date: E-Mail: Kirsty©patrell.com Fastening meets the design criteria! 1~11!m Profis Anchor 2.6.6 6 Legoland Hotel Pool 8/4/2017 93/ I I I I 1 I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Flilti AG FL-9494 Schaan Hit is a registered Trademark of Ftilti AG Schaan I-11EM www.hilti.us Profis Anchor 2.6.6 Company: Patrell Engineering Group Page: 7 Specifier: KAW Project: Legoland Hotel Pool Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Phone I Fax: 626-335-4362 1 626-963-4812 Date: 8/4/2017 94 E-Mail: Kirsty©patrell.com 7 Installation data Anchor plate, steel: Custom; E = 0 psi; f, = 35998 psi Anchor type and diameter: Kwik Bolt TZ - SS 304 3/4 (4 3/4) Profile: no profile Installation torque: 1320.002 in.lb Hole diameter in the fixture: df 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.375 in. Hole depth in the base material: 5.750 in. Recommended plate thickness: calculated (0.039 in.) Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque wrench Properly sized drill bit • Hammer Coordinates Anchor in. Anchor x y c, c,5 c c,0 1 0.000 0.000 29.500 24.000 29.500 29.500 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I I I H I I I H I H I U I I I I I H I www.hiltlus lIIIIIII= I IMM Profis Anchor 2.6.6 Company: Patrell Engineering Group Page: 8 Specifier: KAW Project: Legoland Hotel Pool Address: Phone I Fax: 751 Sunny Grove Lane 626-335-4362 1 626-963-4812 Sub-Project I Pos. No.: Date: 8/4/2017 q5/ . E-Mail: Kirstypatrell.com 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. El I I I I I I I I I I I I I I I I I 11 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFiS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hilti AG, Sclraan I I I I I I I I I I I I I I I I I Project: Patrett - Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. 3/2o 17 Sheet____ of Base Angle Connection: Bending in Vertical Angle Leg (For Angle Resisting Sliding Shear - Continued) L 3" x 3" x 1/2" x 10" Long 316 SS V = 9241b b:= lOin - in - 7 in = 8.25-in 8 8 t:= O.5in d:= 1.51n zmA = -V(d) + M = 0 EMA = 1385•lb-in MT = C(lin) + M = 0 MT = 1385lb•in = 0.344•in3 f x in F := 30000 Ib — Y .2 In 1.33.0.6.F = 23940 2 in fb<Fb OK I Use L 3" x 3" x 1/2" x 10" Long - 316 I I I I I I I I I I I I I I I I I I I Project: 5W I M N'\ I N& PWL Patrett C ____________ r\ LCoj\ M _ fôis - Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: O 7 Sheet of STORAGE TANK : PUNCHING SHEAR @ SLAB ,Case 1 Volume := 500gal Weight := 31201b t 52in L'allow := 4-\f2-500 lb .2 In allow > 'punching Weight lb SoilPr:= +6in•150— (D2 ft 3 Allowable Bearing Pressure = 4,000 psf Per Site Specific Soils Report Loads OK for Existing Slab ] Weight vpunching := rt.cj.0.85.6in lb punching =3.7..j_ allow = 200ib in SoilPr = 287 lb ft2 EJhI 1, ' : Project: L\J41R PLAY LMff5 I 1P Patrett LE-xLA CAL COMM 8201 <-; Engineering Group, Inc. I 751 Sunny Grove Ln. PH: (626) 335-4362 Engineer: qq II1 Date: 10 Sheet of Glendora, CA 91741 FAX: (626) 963-4812 SEISMIC DESIGN CRITERIA I ASCE 7-10 SECTION 11 &12 and CBC 2016 Section 1603.1.5 I 1. SEISMIC USE GROUP =II I = 1.0 SPECTRAL RESPONSE COEFFICIENTS I S = 1.129 ASCE FIG. 22-1 Fa = 1.048 TABLE 11.4-1 SITE CLASS D I S1 = 0.434 ASCE FIG. 22-2 I FV = 1.566 TABLE 11.4-2 SITE CLASS SITE CLASS=D I 4. SDS = FaSs SDS = 0.789 g 2. D1 = I5D1 = 0.453 g 1 5. SEISMIC DESIGN CATEGORY -ASCE TABLES 11.6-1 & 11.6-2 BASIC SEISMIC-FORCE-RESISTING SYSTEM: INVERTED PENDULUM TYPE STRUCTURES DESIGN BASE SHEAR: V =Cr,.W ASCE EQ. 12.8-1 Project: I Patrett Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 I I Engineer: Glendora, CA 91741 FAX: (626) 963-4812 Date: /7 Sheet 100 of ASCE TBL 15.4-2 C = 0.39 ASCE EQ. 12.8-2 10. ANALYSIS PROCEDURE USED -WORKING STRESS DESIGN E=Eh +EV ASCE EQ. 12 Eh = P * QE ASCE EQ. 12.4-3 Ev =0.2* SIDS *D ASCE EQ. 12.4-4 QE = Vhoriz = SEISMIC BASE SHEAR: HORIZONTAL LOAD = C P = 1.0 ASCE 7-05 Section 15.6 PE = p.CD PE = 0.394D ALLOWABLE STRESS DESIGN LOAD COMBINATIONS: 1605A.3 EQ 16A-13 1.OD + 0.75L+ 0.75 (W or 0.7E EQ 16A-12 1.OD+(Wor0.7E) E = 0•7•PE JE = 0.276.DI 1605A.3.1.1 = NO STRESS INCREASES ALLOWED WHEN USING THESE LOAD COMBINATIONS I I I I I I I I I I I I I I I I I I I 8.&9. R=2 SJs - R Critical lb P = 30.4-- ASCE 7-10 EQ. 29.5-1 I ft2 l I ASD = 18.262 lb —i. ft P := q.G.CAf ASD := 0.6.P (Per Load Combinations forASD) Patrett Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 10/17 Sheet 10! of WIND LOADS: PER CBC 2016 SECTION 1603.1.4 ASCE 7-10 SECTION 29.2 (Open Signs! Lattice Framework) BASIC WIND SPEED = 110 (49) FIG. 26.5-1A V := 110mph Kd := 0.85 TBL 26.6-1 - OPEN SIGNS & LATTICE FRAMEWORK Risk Category II EXPC H:!~21ft K := 0.85 TABLE 29.3-1 ASCE 7-10 Kzt := 1.0 ON FLAT GROUND -ASCE 7-10 Sec. 26.8.2 NOT ON A HILL OR ESCARPMENT Flat Sided Members I I I I I I I I I I I I I I I I I I I 2 lb 0.00256.1r .KZ.KZ .Kd.V2 qz = 22.38- G := 0.85 ASCE 7-10 Sec. 26.9.1 Cf := 1.6 FIGURE 29.5-2 c = 0.3 to 0.7 Ii LEGO REDDISH BROWN 192 (POST) LION BANNERS LEGO YELLOW 24 83G453 PIPE / FLANGES 12C110 PIPE CAP 304SS LEGO REDDISH BROWN 192 (POST) - AES AND POOL DESIGNER TO CONFIRM FINISHES ARE ACCEPTABLE FOR WATER ENVIRONMENTS AND CLEANING / CHEMICAL TREATMENTS ASSOCIATED WITH DESIGNED POOL. 59I8 -1 1 20..6. I-.----- page 5 68 -i Project: WATER 11..AY ELb LEOL,Ô S1D HOTEL - PatreLL CAL COMM PoLc - Engineering Group, Inc. Engineer: P4ik 751 Sunny Grove Ln. PH: (626) .335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 10/17 Sheet IO2.Of Water Bucket Pool Feature I I I I II. I I I I I I I LEGO YELLOW 24 2SCH304SSPIPE rnffr1 Jj 40 FED IT PIPE W/ BRASS / TUNING VALVE LEGO % RED 21 5.15 GALLON TIPPING L SCFI 40 BUCKET PIPE 304SS 3509S 2304SS PIPE FLANGES Ensure diameter of - water feature and r spray is within pool edges once feature is located in pool 8 SCH. 40 304S3 PIPE WI PLUMBING CONNECTION ACCESS PLATE vxBI1i304SS BASE PLATE ESCUCIIEON COVER . HALF COUPLING 12, WlE1B3G4s5 TANK HEAD 2.ISQII3O4SS 5S i... SCALE: 1'j7 11-0 .1 FLOOR OM DOM Project: kJA1U PLAY LEMEJT5 I A N. l-1- &.2i 1-t I'J Li ii' ralFeLL CAL COMM Engineering Group, Inc. Engineer: MJ f 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: JO /J7 Sheet_IO of Water Bucket Pool Feature : Foundation Detail I I I I I I I I I I I I I I I I I I I TYPICAL THICKENED SLAB DETAIL NOTE: WATER FEED FROM PUMP ROOM TO BE POOL WATER AT 30 FEET OF HEAD PRESSURE AT 20 GALLONS PER MINUTE. A&ES TO CONFIRM DESIGN OF FEATURE IS BASED ON INSTALLATION IN WATER DEPTH OF APPROX. 1'-6" TO 2'-0". Patrett Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: WATER R-AV ELE-MENT LEGO LAOD Ho=l-- ~~A~USBAD-'J Engineer: iVIJ i'— Date: 10/17 Sheet_iO of WA rj ,vcv- FE/TIRE FOL)ND'l TW,'J PO:/(Al 3i'< MOM T1.Jr, MA1iv pip (Ip,)wArrz IN PIPE D V, 2, , I to/ i (20,51(a -7') i- 77 (7,70 112q) I I I 2" c-1 40 rip IvArE?2 fr.J 2Pt'.E c C (/)(.(2c ') -t-.z (11)(2 O7 wprE12 IN PI PES cov-r 0 1 Z 5712- 2, q p -r 2- ) 17,qbq,4)1&2.,q pc[) 202 I p1ps 2 (71 5, 7.5 ')'IlqV '/q AtUbuN/''i (1szpcc)7 3 lb V, D127(, (/03z iL) =2 f35 lb V0f2,(202./5I O 27 o (73 113 2o ( M ThIAC = 25I(2o 5 /7 1/2 ) 5(a 12 (us') 4- 206(i9.') = 'lb 10 2 2. IL+ 9-02-1 6 + 7 )'O7 /. I I I I I I I I I I I I I 10/17 Sheet of Project: Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. Wfwh MOM E-7Jr AAA-lt'J PIPE MAW p,p (b2 27 P IPt (2.37 "/I)(53. SI-S>'2) z(i')(j ;(q ( flPs &AN~2,3-7s '112-)(qO '112-) f ( = oo lb ° 16 (ZO, 5107'12-) ' (13 5575 SE1W1IC LOAPIPJ& 66VET)2!SJS I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Project: Patr ett I - Engineering Group, Inc. I I Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 I Glendora, CA 91741 FAX: (626) 963-4812 Date: Thickened Slab Design: Water Bucket Pool Feature b := 3.5ft t := 14in (Footing (Dimensions) Py Footing W:= 13071b+(b•b.t).150-lb - = 3451 lb ft3 M := 39541b-ft Mresist := W Mresist = 6039fHb FS Mresist FS = 1.527 OK M Mresist _M Xavg := Xavg = 0.604ft e:= b —xavg e=1.146ft I SollPressure := W - + 6-W-e SoliPressure = lb 835 < 4000 psf OK b2 b•b2 ft Per Soils Report Use a 3'-6" x 3'-6" x 14" Footing w/#4 12" o.c. Ea. Way Bottom CA I 0/17 Sheet_FO( of U I I I I I I I I I I I I I I I I I I Project: Patr ell - Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 4 Glendora, CA 91741 FAX: (626) 963-4812 Date: Sheet_107 of Water Dome Pool Feature TH-151 Water Dome Pool Feature MATERIAL WILL BE SWITCHING FROM 304SS TO 316SS PINWHEEL D MfNIFIG SPINS 36T , : SPINNER PLEASE PROV SHIELD GRAPHIC. 2"SCH. 40 PLASTIC BEARINGS Ir SCH. 110,304SS PIPE -CAP WATER R:AY] -N0771 ET WATER DOME (VARI S ADJUSTMENT PLATE ADJUSTMENT PLATE ALLOWS FOR 12 PVC SHIELD WI ADJUSTMENT OF SPRAY GRAPHICS DOME DIAMETER. WATEI SPRAY DOME IS 421" 1• ADJUSTABLE FROM 3-0 TO 17-0" IN DIAMETER ALL 3043S CONSTRUCTION 123I4RAOIUS OF 1-6 TO 6-0") 96?1C Ir SCH. 40 304S8 PIPE WI PLUMBING CONNECTION ACCESS PLATE 1 2" 1500 304SS HALF COUPLING . C>---- XØI?3"304SS BASE PLATE W IØ1F3O4SSTANKHEAD, - ESCIJCHEONCOVER . . L -. I I I I I I I I I I I I I 1 I I I I I Patrett Project: Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: i 17 Sheet I D& of Water Dome Pool Feature: Foundation Detail I I L/ U 2SCH. 40 PVC PIPE I 1 AINLESS STEEL 1O'MIN ~'IEMBED 17 MIN. STUB UP 6 TYP POOL FLOOR 1I I I ' ii ji FEED FROM 6"...........................r- 8" PUMP ROOM #4 REBAR O,C. / \ EACH 7P) NOTEWATER FEED FROM PUMP ROOM TOBEPOOLWATERATSOFEETOFHEAD TYPICAL THICKENED SLAB DETAIL PRESSURE AT 60 GALLONS PER MINUTE DESIGN OF FEATURE IS BASED ON INSTALLATION IN L' WATER DEPTH OF 1-6" Project: Patrett Engineering Group, Inc. Engineer: I 751 Sunny Grove Ln. PH: (626) 335-4362 4 Glendora, CA 91741 FAX: (626) 963-4812 Date: WATER PLAY ELEMEJS.JT I I I A I r A Oh ( A TN 1 0/17 Sheet 0.9 of IIIP I I WATE-R OM _FAnJ _u,vcino,i D&u01'J ScMIc I3AcE PIMEJT VVvw po !~i- - '/' (g,l) CL- to) (Lt,O l GA b) (2) 5Ci+ '.10 P/s' I ) soI +-1- wAr1v2 /At p), (FLofrvat (207 h/2()2" Vpsr t 50 I I I I V1 o27 (o i) = ji I O,2(I70Ih)4 I 11 MiOrAL I)- lb ( 04 '12-) +- L/716(cT,(07 1 ) I WIOTAL = L/0q 16 1- 170 It, 7L1 IL, LI I I I I I I I 1 I I Project: V'JRI PLAY LEMJ IS Patrett CA L _COMM _lDOLS Engineering Group, Inc. Engineer: Mi (K 751 Sunny Grove Ln. PH: (626) 335-4362 I Glendora, CA 91741 FAX: (626)963-48121 Date: tO! 17 Sheet_110 o J VVIvtJD DA<E AJ OM ENT- VmAIN PIPE /o i LE?,eO it'° MAD (I. os') o1 '7 5'( 01 099 4-- P (21 3 75'//2- q (I' y ') I13'(i1')J (S.2&2psf iO c! I MThTAL )o (o'/l4 ioi (9i7') = /bI 'f Ajiwc, L,Lp/co 0vE,2c M I __________________________________ Project: V\TER PLAY LEME111~ I Patrett LEG,oLArp CAL COMM_POLS Engineering Group, Inc. I Engineer: M-1 t<. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: IC/I7 Sheet I I I of I Thickened Slab Design: Water Dome Pool Feature I b := 2.5ft t := 14in (Footing Dimensions) I P, Footing lb W := 5741b + (b.b.t).150-- = 1668 lb ft3 I M:= 1061lb-ft Mresist := W• - Mresist = 2085 ft1b 2 I Mresist FS := ES = 1.965 OK I Mresist_M X Vg : Xavg = I e := b- - x 2 avg e = 0.636ft I SoilPressure := + = W 6•W•e I lb - lSoilPressure 674 < 4000 psf OK b2 bb2 I ftH I Per Soils Report Use a 2'-6" x 2'-6" x 14" Footing I w/#4 a 12" o.c. Ea. Way BottomI I I I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I November 23, 2015 I Project No. 10075.011 To: Merlin Entertainment Group/US Holding, Inc. do LEGOLAND California, LLC I One Lego Drive Carlsbad, California 92008 I Attention: Mr. Keith Carr Subject: Geotechnical Update Report, Proposed Castle Hotel Expansion,. I LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. I (Leighton) has conducted a geotechnical update for the proposed Castle Hotel Expansion that is planned for the LEGOLAND Theme Park in Carlsbad, California (see Figure 1) This report presents the results of our review of pertinent geotechnical I documents, subsurface exploration, laboratory testing, geotechnical analyses, and provides our conclusions and recommendations for the proposed development I Based on the result of our current geotechnical study, the proposed 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 report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. MAI I Respectfully submitted, Ir NO. 457 LEIGHTON AND ASSOCIATES, INC. • GEOLQGIS /• 7/31/Ii,J j 0. £z ((!No. 4S23 '24 'J William D. Olson, RCE 45289 \\ 1//,/,j/ Mike D. Jensen, CEG 2457 Associate Engineer Senior Project Geologist Distribution: (4) Addressee LI I 3934 Murphy Canyon Road, Suite B205 *.San Diego, CA 92123-4425 858.292.8030 a Fax 858.292.0771 wwww.leightongeo.com Li I 10075.011 Table 1 2013 CBC Mapped Spectral Acceleration Parameters Site Class D Site Coefficients Fa = 1.048 FV 1.566 Mapped MCE Spectral Accelerations Ss = 1.129g = 0.434g Site Modified MCE Spectral Accelerations SMS = 1.184g SM1 = 0.680g Design Spectral Accelerations SDS = 0.789g SW = 0.4539 I I I . XJ:J 9 Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the 1 following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered I Earthquake (MCEG). The mapped MCEG peak ground acceleration (PGA) is 0.448g for the site. For a Site Class D, the FPGA is 1.052 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) I is 0.471g for the site. I 4.5 Secondary Seismic Hazards In general, secondary seismic hazards can include soil liquefaction, seismically- induced settlement, lateral displacement, surface manifestations of liquefaction, I landsliding, seiches, and tsunamis. The potential for secondary seismic hazards at the subject site is discussed below. 1 4.5.1 Liquefaction and Dynamic Settlement I Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction I and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous I liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. I $ I-10- Leghton Table 2 Maximum Slope Ratios Maximum Slope Ratio Excavation Depth Maximum Slope Ratio In Old Paralic Deposits (feet) In Fill Soils and/or Santiago Formation 0 to 5 1:1 (Horizontal to Vertical) Vertical 5 to 15 1:1 (Horizontal to Vertical) 1:1 (Horizontal to Vertical) I I I I I 10075 .0 11 I I I 1 6.3 I I I I The above values are based on the assumption that no surcharge loading or equipment will be placed within 10 feet of the top of slope. Care should be taken during excavation adjacent to the existing structures so that undermining does not occur. A "competent person" should observe the slope on a daily basis for signs of instability. Foundation Design Considerations At the time of drafting this report, building loads were not known. However, based on our understanding of the project, the proposed structure and settlement sensitive improvements may be constructed with conventional foundations. Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the soils encountered within 5 feet of pad grade have a low potential for expansion (Ek50). If more expansive materials are encountered and selective grading cannot be accomplished, revised foundation recommendations may be necessary. The foundation recommendations below assume that the all building foundations will be underlain by properly compacted fill. 6.3.1 Conventional Foundations The proposed structure and settlement sensitive improvements may be supported by conventional, continuous or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 4,000 pounds per square foot (psf) if founded in dense compacted fill soils. The allowable bearing pressures may also be increased by one-third when considering loads of I I U I I -19- I Leighton 10075.011 ~Jf to - short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and I 24 inches for square or round footings. 6.3.2 Preliminary Slab Desian Slabs on grade should be reinforced with reinforcing bars placed at slab I mid-height. Slabs should have crack joints at spacings designed by the structural engineer. Columns, if any, should be structurally isolated from slabs. Slabs should be a minimum of 5 inches thick and reinforced with I No. 3 rebars at 18 inches on center on center (each way). The slab should be underlain by 2-inch layer of clean sand (S.E. greater than 30). A I moisture barrier (10-mu non-recycled plastic sheeting) should be placed below the sand layer if reduction of moisture vapor up through the concrete slab is desired (such as below equipment, living/office areas, I etc.), which is in turn underlain by an additional 2-inches of clean sand. If applicable, slabs should also be designed for the anticipated traffic loading using a modulus of subgrade reaction of 140 pounds per cubic inch. All I waterproofing measures should be designed by the project architect. I The slab subgrade soils underlying the foundation systems should be presoaked in accordance with the recommendations presented in Table 3 prior to placement of the moisture barrier and slab concrete. The subgrade I soil moisture content should be checked by a representative of Leighton prior to slab construction. 6.3.3 Foundation Setback I We recommend a minimum horizontal setback distance from the face of slopes for all structural foundations, footings, and other settlement- sensitive structures as indicated on the Table 3 below. This distance is measured from the outside bottom edge of the footing, horizontally to the slope face, and is based on the slope height. However, the foundation I setback distance may be revised by the geotechnical consultant on a case- by-case basis if the geotechnical conditions are different than anticipated. I I 1 -20- Leighton 10075.011 I 6.4 Lateral Earth Pressures and Retaining Wall Design i 11 / I 1P Should retaining walls be added to the project, Table 5 presents the lateral earth pressure values for level or sloping backfill for walls backfilled with and bearing against fully drained soils of very low to low expansion potential (less than 50 per ASTM D4829). Table 5 Static Equivalent Fluid Weight (pcf) Conditions Level [ 2:1 Slope Active 35 55 At-Rest 55 65 Passive 3 50 (Maximumof3ksf) 150 (slopingdown) Walls up to 10 feet in height should be designed for the applicable equivalent fluid unit weight values provided above. If conditions other than those covered herein are anticipated, the equivalent fluid unit weight values should be provided on an individual case-by-case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical drainage design is contained in Appendix D. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D1557). If foundations are planned over the backfill, the backfill should be compacted to 95 percent. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight as outlined in Section 6.3.3. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of -23- Leighton I I ii I I I I I I I SAN DIEGO REGIONAL HAZARDOUS MATERIALS 'k QUESTIONNAIRE OFFICE USE ONLY RECORD ID 0 PLAN CHECK# !\ 04 kPOb sL1c% BPDATE I / Buslness'S$Ome - Business Contact Telephone # 6eornia-CommeaERoe Kurt Jackson t909 394-1280 Y. Project Address City State Zip Code APN# 2 Legoland Drive Carlsbad 92008- Mailing Address City State Zip Code Plan Fiie# 2255 E Auto Center Dr Glendora CA 91740- Project Contact Kurt Jackson Appljcant E-mail Cr" Telephone # - (6261633-6530 x The Touuowing questions represent tile lacuhtys activities, NOT the specific project description. PART I FIRE flEPARTMFNT - WA7ARnflhIR MATERLEI nniiqirmi. fli"l'IIDAPJ(W ('1 Aeelcl('ATIrIM. s.....e , .RI. . ulegol: inoucate Dy circiung me hem, wnemar your ousiness win use, process, or store any of the following hazard applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: NIA Facility's Square Footage (including proposed project): N/A Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6, Oxidizers 10. Cryogenics Flammable/Combustible Liquids Pyrophorics 11. Highly Toxic or Toxic Materials 4, Flammable Solids Unstable Reactives 12. Radioactives materials. It any of the Items are circled, Corrosives Other Health Hazards None of These, Call (858) 505-6100 prior to the issuance of a building permit. - 3oo ctoj .Q LAi'ut 4Q~i4.k... -. FEES ARE REQUIRED Project Completion Date: 2017-03-15 Bkpected tiate of Occupancy: 418/17 YES 0 NO 0 (for new construction or remodeling projects) is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 4 1@ 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons. 500 pounds and/or 200 cubic feet? 0 Z Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Z Will your business use an existing or Install an underground storage tank? * 0 Z Will your business store or handle Regulated Substances (CalARP)? 0 0 ' Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 N Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to I the answer to any of the Diego, CA 92123. El CaIARP Exempt Date Initials El CaiARP Required Date Initials o CalARP Complete Date Initials PART Ill; SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: The following questions are intended to ideiitlfy the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. For more comprehensive requirements, please contact APCD at aacdcomosdcountv.ca.00v (858) 586-2650; 0(10124 Old Grove Road. San Diego, CA 92131. YES NO 0 CR Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? If yes, contact APCD prior to issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION .11 or 2 I YES) Has an asbestos survey been performed? 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes. contact APCD prior to the issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or the APCD facteheet (www.sdaocd.ora/inlo/Fads/perrnits.odf) for typical equipment requiring an APCD permit. If yes, contact APCD prior to the Issuance of a building permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary? Briefly describe business activities: Briefly describe proposed project: Swimming Pool Construction New Pool and Spa at Legoland Hotel I decIrp under pen!ty of perjury that to the best of my knowledge and belief the res n made herein are true and correct. 2 / 8 / V7 Name of Owner or Authorized Agent Signiturd-1pEbmer or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:_________________________________________________________________ BY: DATE: I - EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED I.OflkbjR.DING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCO COUTV APCD COUNTY-HMD APCD - Cl ...,. I•. " A stamp in this box QDL'L exempts businesses from corn0eRgorpd1Insyardo4s MaterIals Business Plan. Other permitting requirements may still apply.. HM9171 (08/15) pojiryt.d:.4 County of San Diego - DEH - Hazardous Materials Division cw s . t,J,, Wellg. 14, '\! O '1 IVIAJ ttUUt44J pun tp 0 t HEALTH IVtION P L!C 1OMISC LANEOUS fJTPWQ DT A T 1IXVt'V' A 001 1(' A 'F1r,ThJ ', OF n'oó"rthio2l - GPAU~t)r~ - of R€€E1VED r (For off ice use only) qJS1014 PLAN CHECK #: OFFICE SAN DIEGO INTAKE DATE: I.- 55.10 Overland Ave #110 s" AMT PAID: - AUG 0 7 RhC L SAN DIEGO, CA 92123 CHECK.# j PART I (858) 505-6660 TATION] -11 Facility NameLE.6,QL?,.I b Assessor's Parcel No. FacilityAddress dT4E gacz.) DR City ARD Zip 921108 BUSINESS OWNER: Name ,4'1/ J1't? r4/AjA-&A/73 Company Mailing Address vE Z4A/2 Ak City State Zip_____ Phone ( ) Fax ( )___________________ E-Mail__________________________________________ DESIGNER/CONTRACTOR: Name )HN FiRELL Company 2fl-aL.L-EMb'NEEI2I'./t1 Mailing Address 71 -St)IUAJ'/I2QV,IA! City bLEJJOQR'Is State C4 Zip 917411 E-Mail Address 32' H p ( _PR 7'f ELL . State Contractor's License if applicable 'Y1 5 1 _72- Contact Person 76 w4 Ff—=re1z Li.Contact Phone Contact Fax ((V) q&3 - Contact E-Mail Address __WI (' P&Z. -POOLwtmvt'i k1!JiTh I Total # of Pools at Site: i Total Square Feet of Each Fool: Projected Construction Completion Date: 2 FaoL31P37 sv ll'-( TYPE OF POOL (s) Pool ["Spa El Wader flTherapyiMedical [1 Interactive Water Feature [1 Competition El Instructional El Spray Pad El Diving El Slide Landing Pool El Water Attraction El Special Purpose If Special Purpose, explain? Mb Perimeter Overflow Pool(s) ElYes 9No Indoor Pool Dyes Rio MAJOR RENOVATION: changcs to existing pool shell or plumbing &om.pOel ElYes ElNo- Describe REMODEL: for rec. bldg with sanitary facilities or water feature addition to existing pool. ElYes ElNo Describe SEWER: ublic ElSeptic/ Private WATER: 1'Public ElWell/Private (If private contact Land Use at (858) 565-5173) 1.1dentify the municipal water and wastewater district D /171/14/. WATEI / C/2Lce, LYEW,7€1 i7 Restrooms: Are separate toilet facilities for men and women located within 100 feet of the public pool? fes []No SANITARY FACILITES (Indicate for new pools, remodels and major renovations) Number of Toilets Number of Urinals Number of Sinks Number of Showers I Number of Drinking Fountains MEN 1 2 2. l4irc>g WOMEN OTHER ACTIVITIES EIMASSAGE I ElBODY ART ElPERMANENT. COSMETICS I ElBODY PIERCING EOTHER______ FOOD &HOUSING DiViSION-PLAN CHECK P-1 FI-LD-PC-178 (04/17) PART II SUBMIT THE FOLLOWING DOCUMENTS WITH YOUR FOR NEW POOL OR MAJOR RENOVATION APPLICATION. Applications will not be processed until all required documents are received and all fees are paid. Plans must be submitted to a stated scale (i.e. pool = ¼" per ft., spa = '/2 "per ft.) and done in a professional manner. The minimum size is 11" x 17". A total of four (4) sets are required for new pools and major remodels of pools, three (3) sets for all other facilities, remodels and renovation. Name, address, and telephone number of owner, pool contractor or pool company, general contractor and architect to be on plans. Address of pool to be constructed. Include Vicinity Map for new Sites. Plot plan drawn to scale showing the pool location in relation to all buildings on the property. Where applicable such as for restroom exemption, indicate the travel distance in feet from the pool to the living quarters on the property that are farthest from the pool. Smaller scale is acceptable on the plot plan only. Indicate equipment make and model numbers on the plans and include a complete data sheet (See document Pool Plan Checklist). Scale floor plan of pool equipment room or area, minimum scale '/2 inch = 1 foot. Identify all equipment and plumbing. Pool user restroom, dressing and shower facilities plan (when necessary). If restroom, dressing and shower facilities are required or proposed. (See document Pool Ancillary Facilities Checklist). Pool decking, pool fencing or enclosure plans. Existing facilities must be clearly defined. Exhaust ventilation plans to be included for indoor pools. Identify all structures and features within the pool enclosure area. _ flMunicpal/County Agpy Ecground 11 Waterparkrrheme Park - .......................... Government Facility OCountry Club/Private C1 ......_ --.,Clleg University EResort/Convention Center 1 LjjHealth Club/Swim Club Puiblic/Private_School E] Apartment Complex/Rental I EgHoteumotel 1 flCommon Interest Developrnent - LIYMCA/YWCAIBoys & Girls Club LiBed and Breakfast ljOther: O& 3-41S611 4! jJf1j'JHn . 11upVlW Li Resurfacing the pool interior - Describe type of finish and color of pool interior. Include plan top view with dimensions, fixtures including split drain detail as applicable. [I] The enclosure - Submit elevations and details of the fence and gates and a site plan showing the location of the new fence. Li Removal and replacement of the deck - Submit a deck plan and fully describe scope of all work to be done including drainage. El Equipment ChangSee Part M. I declare under penalty of perjury that to the best of my knowledge and belief, the description of use and information contained on this application and plans are correct and true. I hereby consent to all necessary inspections made pursuant to law and incidental to the issuance of this review and the operation of this business. I also agree to conform to all conditions, orders, and directions, issued pursuant to the California Health and Safety Code, and all applicable County and City Ordinances. I understand that if the plans are incomplete due to a lack of any of the required information, the plans will be rejected and upon resubmission, a plan recheck fee will be charged. I am aware that plan check fees are not fully refundable and that plans, once reviewed, will be picked up within 60 days or they will be discarded. Plans are valid for one year after stamp. Any changes to the released documents will be submitted and filed with the f San ......................................................... Environment .Health. .............................................................- \,.._---. ,I Date Authorized Signature /V A V44 17 Print Name and Title Here /J'J fJIZLL PE. - I HER AGENCIES: Li bLJ)t. DEPARTMENT I U FIRE DEPARTMENT U WATRJWASTEWATER DISTRICTS 0 DEH-LWQ 0 DEIJ-HAZMAT (NOTE: If you are the business owner and an honorably discharged veteran you may be eligible for a fee exemption). FHD-PC-178 (04/17) FOOD & HOUSING DIVISION-PLAN CHECK P-2 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control BMPs Management BMPs Pollution Control BMPs C: 2 .2 C: 2 .C: ci) rn o 0 .2' E - E - a . E w ---. 0' C: 0) CL).s -- c,, - Cl) > . - C' g i) w Best Management Practice* 0 CL) . (BMP) r Description ' - o ci Cl) .- E c,, o 1) o o in 0 CD a' - , - ._ , , - , - >_, Q0 Q, C' E ' E E 0 0 L C) - a' CI) a' o o - 0 '-' o > -' - C' - a' () 0 0 L 2 U) = U) U) . L) - Li. i (. - C' n> 0 cn -4-' L U) CL U) E 0 (I) D 0 k. CL C' 0 CL 0 0 CL a' C' -, 0 > Q -.-. 0 0 0 0-0 0 0 CASQA Designation — r— Co M r' - Lo co r— - r N- -j- CjJ N) L() C JJJJJLJJJLJ U)(fl(nU) Construction Activity LiJ U) co U) U) (I) Cl) U) Cl) , Grading/Soil Disturbance >' Trenching/Excavation Stockpiling - - — — — — — — — Drilling/Boring --- - - - - - Concrete/Asphalt Sawcutting Concrete Flatwork - Paving > Conduit/Pipelnstallation — Stucco/Mortar Work - Waste Disposal Staging/Lay Down Area - Equipment Maintenance and Fueling - Hazardous Substance Use/Storage - Dewatering - Site Access Across Dirt - Other (list): Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of! BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for inforration and details of the chosen BMPs and how to apply them to the project. I PROJECT INFORMATION Site Address: -- -°' Assessor's Parcel Number: Choose one Emergency Contact: Name:_______ s—lw 24 Hour Phone: ('i1) 3W{ 12-O Construction Threat to Storm Water Quality (Check Box) El MEDIUM iS LOW Page 1 of 1 REV 11/17 I STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP CA3C, X1T- STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST:. (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH. AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Vur 'J co OWNER(S)/OWNER'S AGENT NAME (PRINT) OWNER(S)/qW)ER'S AGENT NAME (SIGNATURE) E-29 (CityQf Carlsbad WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Owner: n4c4L.t4 1%) fZI )f 1'Contractor: C 0i(2J.tflf'j C-A2--- Job Address: LCfOLAt' Phone Number: 3-0 Permit #: Estimated Cost of Project: $_________________________________ Type of Project: KNew Construction fl Remodel or T.l. U Residential SCommercial U Demolition (check all that apply) fl Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at a minimum of 65% per CALGreeri Sec. 5.408.1. Failure to comply may result in a penalty fee up to $1,000. For projects which consist of mainly equipment and/or racking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit, may be deemed to meet the 65% minimum requirement upon approval of Building Department. ALTERNATIVE FORMS OF COMPLIANCE: (If selected, do not complete Tables 1 & 2 below) UT Construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Building Official prior to final. (This option not applicable for most construction projects.) Square feet of construction area___________________ X 2 lbs. = lbs. of allowable waste. I plan on using a WASTE MANAGEMENT roll-off bin. All receipts shall be provided to the Building Official prior to final. Table 1 - Estimated Waste (To be filled out prior to permit issuance - refer to example on Page 2.) MATERIALS lbs. of waste to betaken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt /oncr Jo 04D c-o —Nq (L ___ctr€ Brick! Masonry Cardboard Drywall Landscape Debris Lumber! Wood Metals Mixed Waste Trash /_Garbage Other: TOTAL lbs: o Estimated Percentage to be Re-Used or Recycled ___% at the inormation provided herein, to the best of my knowledge, is true and correct. UlL)WlItI illlLlld I) orOwn r( Date Official Use Only U Plan Approved U Plan Denied LI Project Valuation Approved Reviewed / Approved by:_________________________________ Page 1 of 2 REv.01-2017 Table 2 -Actual Waste (To be completed after construction.) MATERIALS lbs. of waste taken to LANDFILL lbs. of waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method (complete only if different than Table 1) Asphalt/ Concrete Brick! Masonry Cardboard Drywall Landscape Debris Lumber! Wood Metals Mixed Waste Trash ! Garbage Other: TOTAL lbs.: Actual Percentage Re-Used or Recycled % Official Use Only LI 65% Goal Achieved 065% Goal Not Achieved E Alternative Compliance Achieved Penalty Paid $ Reviewed / Approved by:_____________________________________________ EXAMPLE: Use the following example as a guide to completing this form. MATERIALS lbs. of waste to be taken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt/Concrete 0 3000 ABa Co. Brick/Masonry 950 W/v / P_-LSO 7PrLck ov.-fte Cardboard 0 150 ABC. Co. Drywall 0 50 A-Ba Uncj Co. Landscape Debris o 120 Lc)iec , Re-vse& Ou,-.SLte Lumber/Wood soc 0 w&ise Me&et Metals 300 200 W1vl / AC. ffi2 kUi&g Mixed Waste 1500 0 V/M Trash / Garbage 300 a VIM Other: POOL i.utfte 0 00 lAseo) ri.$)'iec( Bcise ot-sLte TOTAL lbs.: 200 5,370 Percentage to be Re-Used or Recycled 6 7 % Formula: Total Re-used or Recycled X 100 = % Re-Used or Recycled (Total Combined Waste) 5370 X 100 = 67% Re-Used or Recycled (2700+ 5370) Since 67% exceeds the minimum requirement of 65%, this plan complies. Page 2 of 2