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HomeMy WebLinkAbout1594 MARBRISA CIR; ; CBC2024-0104; PermitBuilding Permit Finaled (city of Carlsbad Commercial Permit Print Date: 03/14/2025 Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1594 MARBRISA CIR, CARLSBAD, CA 92008 BLDG-Commercial Work Class: 2111312300 Track#: $0.00 l ot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Pool Description: GRAND PACIFIC RESORTS: NEW SPA AND ASSOCIATED EQUIPMENT Applicant: Property Owner: AQUATIC TECHNOLOGIES LISA ZOSCAK 32232 PASEO ADELANTO, #STEA SAN JUAN CAPISTRANO, CA 92675-3600 (949) 493-9548 GRAND PACIFIC CARLSBAD LP 5900 PASTEUR CT, # SUITE 200 CARLSBAD, CA 92008-7336 {760} 827-4125 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) FIRE Special Equipment (Ovens, Dust, Battery) SB1473 -GREEN BUILDING STATE STANDARDS FEE SWIMMING POOL -COMMERCIAL SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $1,711.50 Total Payments To Date: $1,711.50 Permit No: Status: CBC2024-0104 Closed -Finaled Applied: 04/15/2024 Issued: 08/07/2024 Finaled Close Out: 03/14/2025 Final Inspection: 11/27/2024 INSPECTOR: Alvarado, Tony Contractor: AQUATIC TECHNOLOGIES 32232 PASEO ADELANTO, # A SAN JUAN CAPISTRANO, CA 92675-3600 (949) 493-9548 Balance Due: AMOUNT $201.50 $197.00 $104.00 $524.00 $1.00 $310.00 $292.00 $82.00 $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. Fai lure 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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (_ Cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Liv W Z-1-VI DY Est. Value PC Deposit S"1d) / , ?0 Date Y--15-ZO 2vf Job Address 1594 Marbrisa Cir., Villa 67 Suite: _____ APN: ___________ _ Tenant Name #: _________________ Lot #: ____ Year Built: _________ _ Year Built: __ _ Occupancy: __ _ Construction Type: __ _ Fire sprinklers0ES0NO A/C:QYESQNO BRIEF DESCRIPTION OF WORK: New spa and spa equipment -------------------------------- D Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ 0Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ [{] Pool/Spa:68 SF Additional Gas or ElectricalFeatures? ____________ _ D Solar: ___ KW, ___ Modules, Mounted: ORoof OGround D Reroof:. _____________________________________ _ D Plumbing/Mechanical/Electrical Oother: -------------------------------------- APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Lisa Zoscak Name: Grand Pacific Resorts, LP Address· 32232 Paseo Adelanto, Ste A Address: 5900 Pasteur Court, Ste 200 City· San Juan Capistrano State: CA Zip:_9_26_7_5 __ City: Carlsbad State:_C_A __ Zip: 92008 Phone· 949-338-4189(c) 949-493-9548(0) Phone: 760-431-8500 Email· lisa@aquatictechnologies.com Email: --------------------- DES I G N PROFESSIONAL CONTRACTOR OF RECORD Name: Jeff Canfield Business Name: Aquatic Technologies Address: 1050 Campanile Address: 32232 Paseo Adelanto, Ste A City: Newport Beach State:_C_A_-'Zip: 92660 City: San Juan Capistrano State:_C_A __ Zip: 92675 Phone: 949-383-8275 Phone: 949-493-9548 Email: jeff@jeffcanfield.com Email: lisa@aquatictechnologies.com Architect State License:_c_5_3_59_5 _________ CSLB License#: 744177 Class:._c_5_3 _____ _ Carlsbad Business License# (Required): BLOS1211868 APPLICANT CERT/FICA TION: /certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _L_is_a_z_o_s_c_a_k _____ _ DATE: 4-8-24 SIGN:~'J~~ v 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm underpenaltyof perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division] of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo .. _____________________________________ _ -OR- 0 1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: _z_u...cnch'---A-'me.:c.n..:.ca:...n ________________ _ Policy No. WC4503556 Expiration Date: _1_0-_1-_24 _____________ _ -OR- O certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender's Address: ___________________ _ CONTRACTOR CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT}: Lisa Zoscak SIGNATURE: ~ £""~ DATE:_4_-8_-_24 ___ _ Note: If the person signing above is an authorized agent for the contractor provide a letter of a&tfiorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does 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). -OR- D 1, 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). -OR-□I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: ,\,\0, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, 1 cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the appUcable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I lwww.leginfo.ca.gov/ calaw. html. OWNER CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans isaccurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 CALIFORNIA ACKNOWLEDGMENT CIVIL CODE § 1189 e:n::noecrrco,J~a a tl00006'~73J30?GGC"8:61 tAJ B '88 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. 1===•••=•=••·~ 'AMELA VASQUEZ : a ~•Ulry ,ultllc • C1llfornl1 I : Orin,. County c.,,,mlsslen • 2344611 - • •i Comm. ex,;,,. Foo 12, 202! Place Notary Seal and/or Stamp Above I certify under PENAL TY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. s;gn,Q.,_.._,__--'-'C.C,...a. ...... ..-.,,__,.c_.....,_...._.,-..::"'--=-7'- OPTIONAL Completing this information can deter alteration of the document or fraudulent reattachment of this form to an unintended document. Description of Attached Doettq:1ent /J _J_ , Title or Type of Document: _j?...Q.L\ ~ ,± L..Lu.::t:R.~~ DocumentDate:Z ..:::J -j;;Q.-4 ~rofPages: ____ _ Signer(s) Other Than Named Above: _______________________ _ □ Individual □ Attorney in Fact ~~~~ □ Guar~2-ervator Signer is Repre~---------- □ Individual □ Trustee □ Other: Signer is Representing: _________ _ □ Attorney in Fact □ Guardian or Conservator ~i.'818l!l@'N?3?Co/l09'41fffil~lrP:ert~~QfifilffifflJO)lli8iJll.ffl880ftftlflrPI~ ©2019 National Notary Association PERMIT INSPECTION HISTORY for (CBC2024-0104) Permit Type: BLDG-Commercial Work Class: Pool Application Date: 04/15/2024 Owner: GRAND PACIFIC CARLSBAD LP Status: Scheduled Date 11/27/2024 Issue Date: 08/07/2024 Subdivision: CITY OF CARLSBAD TRACT NO 15-08 Closed -Finaled Expiration Date: 05/12/2025 Address: 1594 MARBRISA CIR CARLSBAD, CA 92008 IVR Number: 55833 Actual Inspection Type Start Date Inspection No. Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS 11/27/2024 BLDG-Final Inspection Checklist Item 269620-2024 COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Inspection Primary Inspector Status Passed Tony Alvarado Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Complete Friday, March 14, 2025 Page 3 of 3 PERMIT INSPECTION HISTORY for (CBC2024-0104) Permit Type: BLDG-Commercial Work Class: Pool Application Date: 04/15/2024 Owner: GRAND PACIFIC CARLSBAD LP Issue Date: 08/07/2024 Subdivision: CITY OF CARLSBAD TRACT NO Status: Scheduled Date 11/12/2024 15-08 Closed -Finaled Expiration Date: 05/12/2025 IVR Number: 55833 Address: 1594 MARBRISA CIR CARLSBAD, CA 92008 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Checklist Item BLDG-Building Deficiency Status COMMENTS 1. Four points around new inground shotcrete public spa connection with ground equipotential wire and handrails and light poles grounded 2. Gas line under air pressure test with tracer wire -OK BLDG-54 Equipotential 263239-2024 Passed Tony Alvarado Bond(Pools) Checklist Item BLDG-Building Deficiency COMMENTS 1. Four points around new inground shotcrete public spa connection with ground equipotential wire and handrails and light poles grounded 2. Gas line under air pressure test with tracer wire -OK BLDG-SW-Inspection Checklist Item 263434-2024 COMMENTS Partial Pass Tony Alvarado Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 11/12/2024 BLDG-55 267518-2024 Fence/Prep laster Passed Tony Alvarado Checklist Item COMMENTS BLDG-Building Deficiency NOTES Created By Shawn Huff BLDG-SW-Inspection 267752-2024 TEXT Special notes such as: Gate code, "ok to enter property", dog present, electric meter number (for residential solar permits), phone number of contact person for inspection, etc. ROGER STALMER 949-292-3281 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Complete Passed Yes Re inspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Created Date 11/08/2024 Reinspection Incomplete Friday, March 14, 2025 Page 2 of 3 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2024-0104) Permit Type: BLDG-Commercial Application Date: 04/15/2024 Owner: GRAND PACIFIC CARLSBAD LP Work Class: Pool Issue Date: 08/07/2024 Subdivision: CITY OF CARLSBAD TRACT NO 15-08 Status: Closed -Finaled Expiration Date: 05/12/2025 Address: 1594 MARBRISA CIR IVR Number: 55833 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/10/2024 09/10/2024 BLDG-51 260629-2024 Passed Tony Alvarado Complete Excav/Steel(Pools) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-52 Pool Plumbing 260404-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-53 260403-2024 Passed Tony Alvarado Complete Elec/Conduit/Wiring(Po ols) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-57 Gunite 260356-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Approved per structural swimming pool Yes and spa engineering, plans and detail specifications -OK BLDG-SW-Inspection 260632-2024 Partial Pass Tony Alvarado Relnspectlon Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 10/07/2024 10/07/2024 BLDG-23 263436-2024 Passed Tony Alvarado Complete Gasrrest/Repairs Friday, March 14, 2025 Page 1 of 3 _..-Aquatic TECliNOL.OGIES1 ' ~ August 7, 2024 To whom it may concern: I authorize Kylie Greenway to sign for and represent Hart Brothers Cor ~:truc.:ti(,ll, Inc. oba Aquatic Technologies for the purpose of obtaining any necessary permits and .3pf>lying 'for a business license. Sincerely, Andrew P. Taylor Vice President Aquatic Technologies 949-493-9548 office 714-624-1936 cell Amy Harbert Director <!Countp of ~an mtego Department of Environmental Hulth and Quality Food and Houalng Dlvlalon P.O. Box 129H1, San Olego, CA 12112-8211 Ph<,noc(Hl)50Ml5tl•u,(Hl)HM920 www.sdcdehq.org PLAN APPROVAL SHEET Record ID: DEH2024-FPOOL-001901 DBA: MARBRISA VILLA 67 Address: 1594 MARBRISA CIR, CARLSBAD, CA 92008-4723 Submitted By: LISA ZOSCAK. Email: LISA@AQUA TICTECHNOLOGIES.COM Heather Buonomo, REHS Director of Environmental Health Date: 05/22/2024 Plans are approved by the Department of Environmental Health and Quality, Food and Housing Division (DEHQ-FHD) contingent upon the following: 1) DEHQ-FHD stamped plans must be maintained at the jobsite, followed during construction, and available for the Specialist to review at the time of inspection. 2) Changes to the structures, appurtenances, equipment layout or application must be submitted for approval. Changes made without approval will make the plan approval null and void. 3) Obtain all applicable local building and safety authority permits and approvals prior to the final inspection by DEHQ- FI-ID. 4) All pool-related equipment shall be certified by an American National Standards Institute (ANSI) accredited testing agency or in the absence of ANSI standards a nationally recognized standard will be considered. 5) Prior to pouring concrete, call or email the Plan Check Specialist to schedule a pre-guoite inspection. Large pools may call for plumbing inspection prior to backfilling. 6) The operational Health Permit may be applied for after the pre-gunite inspection. 7) At the final inspection all equipment including signs, safety devices, free chlorine test kit, first aid kit, and vacuuming equipment shall be available. 8) It is recommended that a Certified Pool Operator (CPO) be responsible for the pool. Contact the National Swimming Pool Foundation at nspf.org for listing of CPO classes. 9) Keys, cards or other means of access shall be made available for routine inspection by DEHQ once the pool completes construction. I 0) All equalizer and/or suction lines must have an ASME/ ANSI Al 12.19.8 standard anti-entrapment drain covers. 11) Should the pool area be maintained open for use by pool users for bodies of water that are not being remodeled/ renovated, the permittee and contractor will implement measures to prevent unauthorized access to the worksite while maintaining the rest of the pool area, bodies of water, and ancillary facilities in compliance with both Title 22 and 24. 12) ADA handrails leading to pool gates and fences does not exempt gate or fence from having non-climbable objects within a 5 foot radius when measured from the top of the .gate or fence. 13) Pools with private residences as part of the enclosure-As required by law, DEHQ bas approved these plans despite your reliance on a proposed pool enclosure that includes an inoperable window in a residential wall. That window must remain inoperable. Any deviation between these approved plans and the actual configuration of the pool and surrounding area would be a violation of the state Pool Code and related regulations, and by operation oflaw would make the pool a public nuisance (Health and Safety Code 116060) which DER could summarily abate (RSC 116063.) Moreover, if the inoperable window that is part of this pool enclosure were made operable, even on an emergency exit "Environmental and public health through leadership.partnership and science" • -2 -Date: 05/22/2024 basis, that operable window would also create a risk of injury or death for small children. This would make the pool unsafe and subject to closure by DEHQ (22 California Code of Regulations 65545.) 14) DEHQ will order this pool closed if the window that is part of the pool enclosure is made operable, whether that change is made by the pool operator or the occupant of the residence or required by another regulatory authority. Any other changes to the pool enclosure that were not approved in advance by this department could also result in closure of the pool until the violations were corrected and DEHQ approved reopening the pool. Because of the importance of keeping this window inoperable, we urge you to provide a copy of this letter to the occupants of the residence in which this window is located, to other residents who will use this pool, and to any subsequent owner or operator of this pool. 15) NOTE: The owner/operator is responsible for the function, calibration, maintenance, and testing of the safety vacuum release, suction-limiting vent, gravity drainage, or automatic pump shut-off system. Environmental Health and Quality will not inspect the system to determine whether it is functioning properly, if it has been calibrated, if it is being properly maintained, and will not conduct testing of the system. 16) Ifno inspections are completed after two (2) years from the date the plans were approved, then the approved plan will be voided and new plans must be resubmitted for approval. CONTACT THE PLAN CHECK SPECIALIST AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE MID AND FINAL INSPECTIONS. A FINAL INSPECTION MUST BE CONDUCTED AND AN ENVIRONMENTAL HEALTH AND QUALITY PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS POOL FACILITY. Ernesto Reyes Contact Info: 858-831-8394, Emesto.Reyes@sdcounty.ca.gov "Environmental and public health through leadership.partnership and science" Structural Calculations for Hilton Grand Vacation Club Marbrisa Carlsbad Spa 1594 MarBrisa Circle Carlsbad, CA 92008 Job# 24-020 June 21, 2024 Plan Check Response JEFF CANFIELD Consulting Engineer 1050 Campanile Newport Beach, CA 92660 949.383.8275 jeff@jeffcanfield.com Design Criteria Soils Report: Soils Report not provided Soils values will be based on Code minimum values from Table 1806A.2 Site Soils Conditions: Allowable Bearing Pressure 1,500 psf Lateral Bearing Pressure 100 pcf Applicable Codes: California Building Code 2022 ASCE 7-16 Concrete Strength: f'c = 3,000 psi, Min. fy = 40 ksi Type 11/V Cement Minimum W/C Ratio= 0.50 JEFF CANFIELD Consulting Engineer 12" TYP SPA LAYOUT 8'-3" ~L__ ¾" _J ----t----~ -- JEFF CANFIELD Consulting Engineer Sc::! 9 C') 1050 Campanile Newport Beach, CA 92660 949.383.8275 jeff@jeffcanfield.com :::c: * worst case loading is when pool is empty. The pool wall must carry the soil as a cantilevered retaining wall t Wall Weight X JEFF CANFIELD Consulting Engineer C - LOADING DIAGRAPHM a:: t ' 0 0 X JEFF CANFIELD Consulting Engineer COORDINATES FOR 3'-6" DEPTH R = 1'-0" x = R -R*SIN (33) = 0.68 FT y = R*COS (33) = 1.26 FT COORDINATES FOR 5'-6" DEPTH R = 2'-0" x = R -R*SIN (33) = 0.911 FT y = R*COS (33) = 1.68 FT COORDINATES OF CRITICAL POINTS Pool Wall Design (3'-6" Depth) Soil Loading Equivalent Fluid Pressure (EFP) = 100 pcf Concrete Wall f' = C 3,000 psi f = y 40,000 psi cl>= 0.9 b= 12 in 12 inch segment of wall t= 6 in Thickness of wall d = s 3 in Depth of steel Depth= 3.5 ft Wall Depth Coordinates of Critical Points for wall R= x= y= 10 in Radius of wall-to-slab transition 0.38 ft 0.70 ft «1>= 33 degree D'= 3.87 ft Design Depth Surcharge LL= DL = 0 psf 50 psf Lateral Surcharge 0 lb/ft 25 lb/ft Overturning Moments Msoll = Msurcharge = 962.69 ft-lb 186.78 ft-lb 182.49 ft-lb 1,674.91 ft-lb Water depth to Critical Point+ Top of wall to Top of Soil (6") No Live Load present when pool is empty Weight of concrete pool deck slab (assume 4" thick) (0.5 * LL) (0.5 * DL) (EFP*D'A3)/6 (wLL *D'A2)/2 + (WoL *D'A2)/2 (b*t* 150)*(t/2+x) 1.6*Msoil + 1.6*Msurcharge -0.9*CM Area of Steel Required (per ft of wall) A= 5 A s min= A s used = 0.1951 in2 • 2 0.1188 m . 2 0.20 m 1#4@ 12" o.c. > 0.1951 in2 SLOPE Ya" TO ¼" PER FT. PRECAST COPING 6" JEFF CANFIELD Consulting Engineer BOND BEAM PER DETAIL 3/SPS-100 SEE SP PLANS FOR SEAT DIMENSIONS 3" . I • --~ 1 • • • • REINFORCING NOT REQUIRED CLR. . •. ·1. • . • • ;. : •• : .-/--~1 IN BUil T-UP SEAT OR STEPS #4@ 1211 O.C. 4 II ----..::------+t--. ·.:-• • 4 • '1i4al ...... ' 1 --RECESSED LIGHT EACH WA y . 1! : • 4..l I i/ • .}' . . ,, , FIXTURE l . . . . . . ' \ .. II,., •• ;, ,. .. ... <> * 4'-0" MAX DEPTH • • ' • ... • • •. • = w .. • -......_..:_"'T" __ -¼--;-~~;;_;;;;;;~~ . • .. ~. co-__ .;;._ ____ .. ....;•:.... ~ SPA WALL DETAIL 1050 Campanile Newport Beach, CA 92660 949.383.8275 jeff@jeffcanfield.com Development Length per ACI 318 td I = db *f/cptcpcn .. *25*sqrt(f c) td2= [(3/40)*(f/sqrt(f 0))*( <j)i(p0<p.<p8N'(( Cb +k1,)/db))]db fc= 3,000 fy= 40,000 'A,= <pt= psi psi 1.0 Normal weight Cone. 1.0 Bottom bar (Less than 12" below bar) 1.0 Noncoated bars 1.3 for coated bars 1.5 when cover<3db or spacing<6db cp.= 0.8 #6 bars or smaller 1.0 for #7 bars or larger <pg= 1.0 GR 40 or 60 I. 15 for GR 80 1.3 for GR 100 db= 0.5 for #4 bar cb= 3 when spacing = 6", cb=l/2S when cover = 3", cb=cover+l/2db=3.25 kir= 0 No transvers bars crossing the plane of splitting td1= 14.61 in Governs ---------t d 2 = 8.76 in Class B Splice = 1.3* 4 = 18.99 in for #4 bars Slab Design Soil Loading Allowable Bearing Pressure = Water Loading Water Wt at 3'-6" Depth = Water Wt at 5'-0" Depth = Concrete Slab Loading Wslab at 6" Thick = Total Water and Slab Loading Wwater at 5'-0" + Wslab = 1,500 psf 218 psf 312 psf 75 psf 387 psf Wweight*Depth = 62.4*3.S Wweight*Depth = 62.4*5 Wconc*Thickness = 150*.S Allowable Soil Pressure = 1,500 psf > 387 psf O.K Slab shall be: 6" cone. Slab w/ #4 @ 12" o.c. Each Way Hydrostatic Relief Valves shall be provided to prevent hydrostatic Pressure when pool is drained. ASCE. AMERICAN SOCIETY OF CIVIL ENGINEE!lS Address: 1594 Marbrisa Cir Carlsbad, California 92008 https://ascehazardtool,ora/ ASCE Hazards Report Standard: ASCE/SEI 7-22 Risk Category: II Soil Class: Default co .... .,_c., .. t_. O,dl•=••JM Page 1 of 4 Latitude: 33.131341 Longitude: -117.311137 Elevation: 211.11766859959718 ft (NAVO 88) Sat Apr 06 2024 ASCE. AMERICAN SOCIETY OF CMl ENGINEfRS Seismic Site Soil Class: Results: Sos Seismic Design Category: D Default 0.55 1.42 0.96 0.95 0.64 1 6 1 4 1 2 1 0 08 06 04 Multi-Period MCER Spectrum • • 02 o----------------- 0 2 4 Sa (g) vs T(s) 6 8 1 6 Two-Period MCE R Spectrum 1 4 1 2 1 0 08 06 04 02 0 0 2 3 4 Sa(9) vs T(s) 5 6 7 8 MCER Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. 1 10 9 TL : Ss : S1 : V s30 1 2 1 0 08 06 0 4 02 8 1.19 0.38 260 Multi-Period Design Spectrum oL-----====~==:::=,=:, 0 2 4 Sa(9) vs T(s) 6 8 1 0 Two-Period Design Spectrum 09 .-is 08 07 06 05 04 03 02 0 1 0 0 2 3 4 5 Sa (g) vs T(s) 6 7 8 Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. 10 9 https://ascehazardtool.org/ Page 2 of4 Sat Apr 06 2024 ADA Lift Footing Loads: Dead Load Weight of lift Load Factor Live Load 109 lbs 1.2 JEFF CANFIELD Consulting Engineer Weight of User Load Factor 350 lbs (Designed for 1.5x350 lbs) 1.6 Seismic Load Site Class Sos Importance Factor Seismic Use Group Soil (Assumed) Allowable Bearing Press. Allowable Lat. Bearing Press. Seismic Design Force D -Default 1.7 Maximum 1.0 1 1,500 psf 100 psf Fp~ 0.4xa~osxWp x (i+2 x~) Sos= 1.7 a =1 p I =1 p I P WP (Dead) = 109 lbs WP (Live) = 525 lbs Rp = 2.5 z = 42.5 in h = 42.5 in I Dead = 20.99 in I Live = 42 in Controlling Fp= 517.3 lbs --(--------- Not Greater Than Fp= 1.6S05 IpWp = 1,724.48 lbs Not Less Than Fp = 0.3S05 Ip Wp = 323.34 lbs JEFF CANFIELD Consulting Engineer Controlling Overturning Moment Mor(LL+DL) = 1.2 X Wp(Dead) XI Dead+ 1.6 X Wp(Live)X luve = 38,025 lb-in = 3,169 lb-ft Mor(Seismic) = 1.0 X z X Fp + 1.2 X Wp(Dead)X loead + 1.0 X Wp(Live)X luve = 46,783 lb-in = 3,899 lb-ft Controlling Project Title: Engineer: Jeff Canfield Project ID: Project Descr: ADA Lift Footing General Footing Project File: ADA Lift Footing.ec6 UC#: KW-06013415, Build:20.23.05.25 (c) ENERCALC INC 1983-202~ DESCRIPTION: ADA Lift Footing Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Add Ftg Wt for Soil Pressure = Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 = 1.0 : 1 Yes Yes No No Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Load location offset from footing center. .. ex : Prll to X-X Axis = Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete ... at Bottom of footing 3.750 ft 3.0 ft 12.0 in 16.5 in in in in in 3.0 in Reinforcing A Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # # 5.0 4 5.0 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone Bars along Z-Z Axis 88.9 % # Bars required on each side of zone 11 .1 % plied Loads D P : Column Load = 0.1 10 OB : Overburden = M-xx M-zz 0.190 V-x V-z ~L Lr Soil Design Values Allowable Soil Bearing Soil Density Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than z 1.50 ksf 225.0 pcf No 225.0 pcf 0.350 1.0 ft ksf ft ksf ft X --R'-1----f l-------11----'--- X "' -;i 1------------------'0 5-#4Bars ·sec ,on Cool<rrigto+Z L s 0.530 1.840 0.20 ~ u w , rn 5 -# 4 Bars i~ ~-t ' w Z-Z Section Looking to+)( E 3.90 0.520 H k ksf k-ft k-ft k k Project Title: Engineer: Jeff Canfield Project ID: Project Descr: ADA Lift Footing General Footing Project File: ADA Lift Footing.ec6 UC#: KW-06013415, Build:20.23.05.25 (c) ENERCALC INC 1983-202< DESCRIPTION: ADA Lift Footing DESIGN SUMMARY _______________________________ __. ..... 1¥iGl•l•dl--- Min. Ratio PASS 0.6571 PASS n/a PASS 1.515 PASS n/a PASS 0.01914 PASS 0.07063 PASS 0.009346 PASS 0.009346 PASS n/a PASS 0.04927 PASS 0.007363 PASS 0.007363 PASS 0.03493 Item Soil Bearing Overturning -X-X Overturning -2-2 Uplift 2 Flexure (+X) 2 Flexure (-X) X Flexure (+2) X Flexure (-2) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+2) 1-way Shear (-2) 2-way Punching Applied 0.9857 ksf 0.0 k-ft 2.230 k-ft 0.0 k 0.2490 k-ft/ft 0.9189 k-ft/ft 0.0980 k-ft/ft 0.0980 k-ft/ft 0.0 psi 4.048 psi 0.6049 psi 0.6049 psi 5.740 psi Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Soll Bearing Rotation Axis & ecc ecc Load Combination ... Gross Allowable (in) X-X, D Only 1.50 n/a 0.0 X-X, +D+L 1.50 n/a 0.0 X-X, +D+0.750L 1.50 n/a 0.0 X-X, +0.60D 1.50 n/a 0.0 2-2, D Only 1.50 2.352 n/a 2-2, +D+L 1.50 16.431 n/a 2-2, +D+0.750L 1.50 13.566 n/a 2-2, +0.60D 1.50 2.352 n/a Overturning Stablilty Rotation Axis & Load Combination ... Overturning Moment X-X, D Only None X-X, +D+L None X-X, +D+0.750L None X-X, +0.60D None 2-2, D Only 0.190 k-ft 2-2, +D+L 2.230 k-ft 2-2, +D+0.750L 1.720 k-ft 2-2, +0.60D 0.1140 k-ft Footing Flexure Capacity Governlng Load Combination 1.50 ksf 0.0 k-ft 3.379 k-ft 0.0 k 13.010 k-ft/ft 13.010 k-ft/ft 10.486 k-ft/ft 10.486 k-ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+L about 2-2 axis No Overturning +D+L No Uplift + 1.20D+ 1.60L +1.20D+L+E + 1.20D+ 1.60L +1.20D+1.60L n/a +1.20D+1.60L +1 .20D+1.60L +1.20D+1 .60L +1.20D+L+E Actual Soll earing Stress @ Location Bottom, -2 Top, +2 Left, -X Right, +X 0.1548 0.1548 n/a n/a 0.2019 0.2019 n/a n/a 0.1901 0.1901 n/a n/a 0.09287 0.09287 n/a n/a n/a n/a 0.1067 0.2028 n/a n/a 0.0 0.9857 n/a n/a 0.0 0.6330 n/a n/a 0.06404 0.1217 Resisting Moment Stability Ratio 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 0.0 k-ft Infinity 3.114 k-ft 16.387 3.379 k-ft 1.515 3.312 k-ft 1.926 1.868 k-ft 16.387 Actual/ Allow Ratio 0.103 0.135 0.127 0.062 0.135 0.657 0.422 0.081 Status OK OK OK OK OK OK OK OK Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X, +1.40D 0.01540 +2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.40D 0.01540 -2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1 .20D+1.60L 0.0980 +2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1 .20D+1.60L 0.0980 -2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+L 0.06620 +2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1 .20D+L 0.06620 -2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1 .20D 0.01320 +2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D 0.01320 -2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +0.90D 0.00990 +2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +0.90D 0.00990 -2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1 .20D+L +E 0.06620 +2 Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+L +E 0.06620 -2 Bottom 0.2592 AsMin 0.2667 10.486 OK Project Title: Engineer: Jeff Canfield Project ID: Project Descr: ADA Lift Footing General Footing Project File: ADA Lift Footing.ec6 UC#: KW-06013415, Build:20.23.05.25 (c) ENERCALC INC 1983-202< DESCRIPTION: ADA Lift Footing Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +0.90D+E 0.00990 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +0.90D+E 0.00990 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK Z-Z, +1.40D 0.07921 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.40D 0.009442 +X Bottom 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D+1.60L 0.9147 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D+1.60L 0.2490 +X Bottom 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1 .20D+L 0.6770 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D+L 0.07892 +X Bottom 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D 0.06789 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D 0.008094 +X Bottom 0.2592 AsMin 0.3333 13.010 OK Z-Z, +0.90D 0.05092 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +0.90D 0.006070 +X Bottom 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D+L +E 0.9189 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +1.20D+L +E 0.02174 +X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +0.90D+E 0.6892 -X Top 0.2592 AsMin 0.3333 13.010 OK Z-Z, +0.90D+E 0.01630 +X Top 0.2592 AsMin 0.3333 13.010 OK One Way Shear Load Combination ... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1.40D 0.20psi 0.00psi 0.10 psi 0.10 psi 0.20psi 82.16 psi 0.00 OK +1.20D+1.60L 4.05psi 0.00psi 0.60 psi 0.60 psi 4.05psi 82.16 psi 0.05 OK +1.20D+L 2.90psi 0.00psi 0.41 psi 0.41 psi 2.90psi 82.16 psi 0.04 OK +1.20D 0.17psi 0.00psi 0.08 psi 0.08 psi 0.17psi 82.16 psi 0.00 OK +0.90D 0.13 psi 0.00psi 0.06 psi 0.06 psi 0.13 psi 82.16 psi 0.00 OK +1.20D+L+E 4.05psi 0.00psi 0.41 psi 0.41 psi 4.05psi 82.16 psi 0.05 OK +0.90D+E 3.04psi 0.00psi 0.06 psi 0.06 psi 3.04psi 82.16 psi 0.04 OK Two-Way "Punching" Shear All units k Load Combination ... Vu Phi*Vn Vu/ Phi*Vn Status +1.40D 0.45 psi 164.32psi 0.002748 OK +1.20D+1 .60L 3.33 psi 164.32psi 0.02024 OK +1.20D+L 2.20 psi 164.32psi 0.01338 OK +1.20D 0.39 psi 164.32psi 0.002355 OK +0.90D 0.29 psi 164.32psi 0.001767 OK +1.20D+L+E 5.74 psi 164.32psi 0.03493 OK +0.90D+E 4.31 psi 164.32psi 0.0262 OK Motion Trek 350 Accesible Lift Anchor Design Criteria Loads Materials Dead Load 109 lbs Steel Members 304 S.S. Dead Load Factor 1.2 Anchor Bolts ASTM A325 Live Load 525 lbs Concrete f'c 2,500 Live Load Factor 1.6 Reinforcing Fy ASTM A615 Grade 40 Seismic Loads Welds F7X-EXXX or E70XX Site Class D Epoxy Simpson Set-3G Sos 1.7 Max Importance 1 Seismic Use Group 1 Seismic Design Force (ASCE 7-16 13.3.1) ( 0.4 • ap * SDS • Wp) (z) Fp = R -. (1 + 2 • -) !!E. h Ip Sos aP Ip Wp(Oead) w p(Live) RP 1.7 2.5 Lr~:: ~+1-----·-l---1--.-~,,,~ ~ t" NOi ' z h 1 109 lbs. 525 lbs. 2.5 l .. =-_i_ ... 42.5 in. 42.5 in. 42 in. 20.99 in. 1293.36 lbs. Controlling NOT GREATER THAN Fp = 1.6SDS * Ip • Wp NOT GREATER THAN Fp = 0.3SDS • Ip • Wp F P Had Rail Live Load Overturning Moment 1,724.48 lbs. 323.34 lbs. 200 lbs. ASCE 7-16 4.5.1 MoT(LL+OL) = 1.2 * w p(Dead) * ldead + 1.6 * w p(Live) * luve Mor(LL+DL) = 38,025 in-lbs 3,169 ft-lbs MoT(Selsmlc) = 1.0 * z * Fp + 1.2 • wp(Oead) * loead + 1.0 • w p(Live) * luve Mor(Selsmkl = 146,783 in-lbs 13,899 ft-lbs Controlling l Resulting Forces Mor 46,783 in-lbs Wu 970.8 lbs I plate 0 in het 6 in µ,haft 0.78 µcone 0.00 F1A 11,689.81 lbs Fie 11,689.81 lbs F2 0.00 lbs D 0.00 in Anchorage Variables d 2.83 in f'c 2500 psi hef 6 in cal 18 in sl in ca2 18 in s2 in Design loads Nua 0 lbs Rua 11689.81 lbs vu. 517.344 lbs n 1 Tensile Failure Modes Concrete Breakout Capacity in Tension ¢Neb ~ Nua Neb= (ANc/ANco) X tj,,-c,N X tj,od,N X tj,c,N X tj,cp,/ol X Nb Nb = kc x vrc x h.t"l.5 kc Nb Nb Not to Exceed Nb Used !V<P, N (a) 17 12,492.40 17,361.98 12,492.40 d dF2 FFR2 FFRl hne dFlB hnA dFlA lMx Diameter of Insert Concrete compressive strength Embed Depth Edge Distance to closest face Spacing of anchors Edge distance to face 2 Spacing of anchors 2 No Uplift Present Factored Horizontal Factored Shear Number of Anchors Ca,min cac 18 Minimum of c.1 and c.2 15 tpcp, N (o) tpcp, N (bl tpcp, N tped, N tpc, N e'N tpec, N (a) tpec, N (I) ANco ANc n X ANco ANc/Anoo <l>Ncb 1.2 0.6 1 1 1.25 0 1 1 0.65 324 324 324 1.00 11,118.85 OK 2.38 in 0.00 in 0.00 lbs 9,118.05 lbs 2.51 in 0.84 in 3.49 in 4.84 in 0.00 in-lbs -9118.00 lbs 11,690.00 lbs 517.00 lbs Vertical Friction Force Factored Horizontal Factored Shear ,,,-----w. / I F,. Tension Failure of Anchor Steel Strength of Anchor Nsa=Ase,N*futa Ase,N= futa=l.9fya= fya= futa= Cl>Nsa= Shear Capacity Cast In Place Pryout Cl>Vcpg ~ Vua Vcp=min(kcp x Na; kcp x NbcJ kcp Neb Cl> Cl>Vcp 4.43 sqin 36 ksi 68.4 ksi 196.9578 kips 2 17,105.92 0.7 23,948.29 lbs Concrete Breakout Strength in Shear Vcb=(Avc/Avco)l!led,V l!lc,V l!lh,V Vb lj,ed,V= 65.5 lj,c,V= 1 lj,h,V= 1 Vb= 37,645 Avco= 1,458 <125ksi OK Ave= Vcb= Cl>Vcb 1,458 (Unless limited by edge or corner) 2,465,774 lbs Strength of Steel Anchor in Shear Cl>Vsa=Ase, v•futa Tension Shear Interaction Nua/Cl>Nn + Vua/Cl>Vn s 1.2 Nua/Cl>Nn Vua/Cl>Vn Concrete Bearing Capacity <j>Rb ~ Rua Rb= (1/2)*(w)*(3*(hef-hFIA)) w= f'c*d w= R1>= 1,726,042 lbs OK 196.9578 kips 0 0.0003 5,937.50 psi 26,825.63 lbs 0.65 17,436.66 lbs OK I-I c., w I 1-z w ~ ~ c.. L{) :::> (") 0 w ~ :::> ~ ~ ~ 0::: I-oz IW (.) ~ zo <( w . cc z~ ~w 48" MAXIMUM EQUIPMENT WIDTH ,. . MAX EQUIPMENT WEIGHT = 2,000 LBS • . .. . • . . ., . . " . 1 '-2" 1 '-8" MIN. MIN. ANCHOR EDGE DIST. SPACING • . . JEFF CANFIELD Consulting Engineer (4) 3/a" DIA. SIMPSON 'STRONG-BOLT 2' WEDGE ANCHORS TO BE INSTALLED INTO STRUCTURALLY SOUND CONCRETE EQUIPMENT BASE ANCHORAGE 1050 Campanile Newport Beach, CA 92660 949.383.8275 jeff@jeffcanfield.com Pool Equipment Anchorage Design Criteria Equipment Properties Max Height Max Width Max Weight h= w= W = p 54 in 48 in 2,000 lbs Seismic Design Force (ASCE 7-16 13.3.1) ( 0.4 • ap • SDS • Wp) (z) Fp = ------• (1 + 2 • -) !!.E. h Ip Base Anchorage Only a0 1.0 Component amplification factor S05 0.9S0 Short period spectral acceleration 10 1.0 Component importance factor W0 2,000 lbs. Component operating weight R0 1.5 Component response modification factor z 0 in. Height in structure of point of attachment h 54 in. Average roof height of structure F0 506.67 lbs. NOT LESS THAN Fp = 0.3SDS •Ip • Wp NOT GREATER THAN Fp = l.6SDS •Ip • Wp F O Seismic Design Force Anchor Bolt Design Bolt (bl = SP = Cmln = A,.= Category = fya = futa = Nua = n 0*(Fp h/2)/(2 SP)= Vua =n 0 *Fp/4 = n o= Tension Design Steel Capacity N,a = <l>N,. = <1>1<1>.N,a = Concrete Breakout Capacity ANcO = ANc = kc,= e'N = '¥ ecN = 'JI edN = 'J'tN: 'JI cpN: Nb= 570 lbs. Controlling 3,040 lbs. 570 lbs. ICC-ESR-3037 and ACI 318-19 5/8 in. bolt size 20 in. min. spacing 6.5 in. min. edge dist. 0.166 in.2 bolt stress area 1 anchor category 85,000 psi yield strength 115,000 psi tensile strength 1,154.3 lb tensile force in bolt 427.5 lb shear force in bolt 3.0 17,930 lbs (ICC-ESR-3037 Table 28) 8,740.88 lbs 68.0625 in2 (ACl318 Eq. 17.4.2.lc) 68.0625 in2 17.00 0 1 (AC1318 Eq. 17.4.2.4) 1 (AC1318 Eq. 17.4.2.5) 1 (ACl318 Eq. 17.4.2.6) 1 (ACl318 Eq. 17.4.2.7) 3,876.31 lbs (ACl318 Eq. 17.4.2.2) <I>,.= <l>cb = <I>.= <l>eq = 0.75 0.65 0.65 0.65 f, = 2,500 psi hmln = 5.5 in. Cac = 6.5 in. hnom = 3.375 in. h.r = 2.75 in. (ICC-ESR=3037 Table 3A) (ICC-ESR=3037 Table 3A) (ICC-ESR=3037 Table 3A) (ICC-ESR=3037 Table 3A) compressive cone strength min cone thickness critical edge dist nominal embed effective embed N,b = 3,876.31 lbs (ACl318 Eq. 17.4.2.1) <l>N,b = <l>p<l>eqN,b = 1,637.74 lbs Pullout Strength 'f' cP = 1 (ACl318 Eq. 17.4.3.6) NP= 6,545 lbs (ESR-3037 Table 2B) 'I' ,pNp = 6,545 lbs <l>Npn = <l>p<l>eqNpn = 2,765.26 lbs Controlling Case Ultimate Tensile Capacity <l>Nn = 2,765.26 lbs Shear Design Steel Capacity v,. = 6,745 lbs (ESR-3037 Table 3B) <1>v,. = <1>,b<1>.0v,. = 2,849.76 lbs Concrete Breakout Capacity AvctJ = 190.125 in2 (ACl318 Eq. 17.5.2.lc} Av,= 190.125 in2 e•v = 0 'I' ecv = 1 (ACl318 Eq. 17.5.2.5) 'f' edV = 0.9 (ACl318 Eq. 17.5.2.6) 'f' cV = 1 (ACl318 Eq. 17.5.2.7) 'f'hv = 1.68 (ACl318 Eq. 17.5.2.8) Vb= 4723.32 lbs (AC1318 Eq. 17.5.2.2} V,b = 7141.66 lbs (ACl318 Eq. 17.5.2.1} <l>V,b = <l>p<1> •• v,b = 3,017.35 lbs Controlling Case Pryout Capacity K,p = 2 (ESR-3037 Table 3B) V cp = k,pNcb = 7,752.61 lbs (ACl318 Eq. 17.5.3.1) <l>V,p = <l>p<l>eqVcp = 3,275.48 lbs Ultimate Tensile Capacity <l>Vn = 3,017.35 lbs Check Interaction NuafcJ>Nn = 0.4174106 < 1.0 OK Vua/cl>Vn = 0.1416806 < 1.0 OK Nu.f<l>Nn + Vua/FVn = 0.5590913 < 1.2 OK SIMPSON Strong-Tie Anchor Designer™ for Concrete Software Version 3.3.2404.1 1.Project iotormatjon Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.875 Effective Embedment depth, he, (inch): 2.500 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 4.50 Cac (inch): 6.00 Cm1n (inch): 6.00 Sm1n (inch): 3.00 Recommended Anchor Company: Engineer: Project: Address: Phone: E-mail: - Comment: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Uncracked Compressive strength, r c (psi): 2500 4-'c.v: 1.4 I Date: I 2/17/2023 I Page: I 1/5 -- Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Anchor Name: Strong-Bolt® 2 -3/8"0 STB2, hnom:2.875" (73mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie 41> Load and Geometry Anchor Designer™ for Concrete Software Version 3.3.2404.1 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua (lb): 1155 Vuax [lb]: 428 Vuay [lb]: 0 <Figure 1> z t . . . . . . . l/ Company: Engineer: Project: Address: Phone: E-mail: 11551b .a .. .... /······ ····-•.. / X I Date: I 2/17/2023 I Page: I 2/5 -·--- Olb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com , SIMPSON Strong-Tie <Figure 2> Anchor Designer™ for Concrete Software Version 3.3.2404.1 CX) 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: CX) Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) 1155.0 Sum 1155.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1155 Resultant compression force (lb): 0 428.0 428.0 Eccentricity of resultant tension forces in x-axis, e'N, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 • Shear load y, Vuay (lb) 0.0 0.0 0 0 N M I Date: I 2/17/2023 I Page: j 3/5 Shear load combined, ✓(Vuax)2+(Vuay)2 (lb) 428.0 428.0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ for Concrete Software Version 3.3.2404.1 4, Steel Strength of Anchor in Tension (Sec, 17,6,1) N •• (lb) ¢ ¢Nsa (lb) 5600 0.75 4200 Company: Engineer: Project: Address: Phone: E-mail: 5, Concrete Breakout Strength of Anchor in Tension (Sec, 17,6,2) Nb = kck✓fchor1•5 (Eq. 17.6.2.2.1) kc J... f c (psi) h or (in) Nb (lb) 24.0 1.00 2500 2.500 4743 ¢Neb =¢ (Ar;c/ A Nco)'Pot1,N'Pc,N'Pcp,NN b (Sec. 17.5.1.2 & Eq. 17.6.2.1a) Ca.mn (in) 'Pc,11 56.25 56.25 6.00 1.000 1.00 6, Punout Strength of Anchor in Tension (Sec. 17.6,3) ¢Npn = ¢'1'c,PA.aNp(fcl2,500)" (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report) 'Pc,P Ila Np (lb) f c (psi) n 1.0 1.00 3340 2500 0.50 I Date: I 2/17/2023 T Page: I 4/5 ---- '//cp,N Nb (lb) ¢Neb (lb) 1.000 4743 0.65 3083 ¢Npn (lb) 0.65 2171 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ for Concrete Software Version 3.3.2404.1 a, Steel Strength of Anchor in Shear (Sec, 11.1,11 v •• (lb) rA,out ¢ rA,ou1¢V •• (lb) 1800 1.0 0.65 1170 Company: Engineer: Project: Address: Phone: E-mail: 9, Concrete Breakout Strength of Anchor in Shear (Sec, 17,1,21 Shear perpendicular to edge in x-direction: Vbx = minj7(/o/da)°-2✓d.k✓fcCa11•5; 9k✓fcCat1•5j (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) lo (in) da (in) ,1.8 fc (psi) Cai (in) Vbx (lb) 2.50 0.375 1.00 2500 6.00 4604 ¢VcbK =¢(Ave/ Avco)'P0<1.v'Pc.v'Ph,VVbx (Sec. 17.5.1.2 & Eq. 17.7,2.1a) lflod.V lflc,V 162.00 162.00 1.000 1.400 1.000 4604 1 o, Concrete Pryout Strength of Anchor in Shear (Sec, 17.7,3) ¢Vcp = ¢kcpNcb = ¢kcp(ANcl ANco)'P0<1,N'Pc,N'Pcp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANc (in2) ANco (in2) 'P0<1,N 'Pc,N 'Pcp,N 2.0 56.25 56.25 1.000 1.000 1.000 11, Results Interaction of Tensile and Shear forces (Sec, 817,81 Tension Factored Load, Nua (lb) Design Strength, lllNn (lb) Steel 1155 4200 Concrete breakout 1155 3083 Pullout 1155 2171 Shear Factored Load, Vua (lb) Design Strength, 0Vn (lb) Steel T Concrete breakout x+ Pryout 428 428 428 Interaction check (Nual¢Nua)513 Sec. R17.8 0.35 0.19 1170 4511 6641 Combined Ratio 53.6% 3/8"0 STB2, hnom:2.875" (73mm) meets the selected design criteria. 12, Warnings -Designer must exercise own judgement to determine if this design is suitable. 4743 Ratio 0.28 0.37 0.53 Ratio 0.37 0.09 0.06 -Refer to manufacturer's product literature for hole cleaning and installation instructions. ¢ 0.70 ¢ 0.70 Permissible 1.0 I Date: I 2/17/2023 I Page: I 5/5 ¢Vcbx (lb) 4511 ¢Vcp (lb) 6641 Status Pass Pass Pass (Governs) Status Pass (Governs) Pass Pass Status Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ' I I' . " I-I C) ijJ I I-I-I z C) w I-~ ijJ I 0.. I C) ::, I-ijJ a z I w w ~ 0.. 0.. ~ ::, I-a rn w ';::R . . I' I r~ '- I -'i= ~ ~ MAX TANK WEIGHT = 555 LBS I ~ JEFF CANFIELD Consulting Engineer ~ (E) SOLID GROUTED CMU WALL 1/2" DIA. EYE SOLT W/ SIMPSON SET-3G EPOXY, 6" EMBED RESTRAINING BAND NYLON STRAP 2000 LB TEST EQUIPMENT WALL ANCHORAGE 1050 Campanile Newport Beach, CA 92660 949.383.8275 jeff@jeffcanfield.com Pool Equipment Anchorage 53 Gallon Chlorine Storage Tank Design Criteria Equipment Properties Max Height Max Width Max Weight h= w= W = p 37 in 23 in 550 lbs Seismic Design Force (ASCE 7-16 13.3.1) Wall Anchorage Tank and full liquid weight Fp -( 0.4 • ap %OS • Wp), ( l + 2 • (j,)J aP 1.0 Component amplification factor Sos 0.950 Short period spectral acceleration IP 1.0 Component importance factor WP 550 lbs. Component operating weight RP 1.5 Component response modification factor z 24.6667 in. Height in structure of point of attachment h 37 in. Average roof height of structure 325.11 lbs. Controlling NOT LESS THAN Fp = 0.3SDS • Ip • Wp 157 lbs. NOT GREATER THAN Fp = 1.6SDS • Ip • Wp 836 lbs. FP Seismic Design Fore 325.11 lbs. I I v F1 ✓ ~ ' --I'"------ 'r I' I\ FP i ~ ➔ ffi 111 '--V l "' .... :,: & g " " ~ Iii .. "' :,: ., ~ WP ,? i ~ N ~ I I l/2 EQUIPMENT DIAMETER EQUIPMENT DIAMrnR EQUIPMENT WALL ANCHORAGE LOADING _,,,,--(E) SOUD GROUTED CMUWALL ,,...-l/2• DIA. EYE BOU / W/ SIMPSON S£l-3G El'OXY. s• EMB£O, -RESTRAINING BAND NYLON STRAP 2000L8T£ST 1 M0 , = FP x 2Equipment Height MR= (.9) ( Wp x½Equipment Diameter)+ (Strap Restraint)(¾Equipment Height) 501.21 lb-ft 2,500.07 lb-ft Anchor Bolt Design Bolt (b) = Bolt height SP= ¾ = Category= fya = ICC-ESR-4844 1/2 in. 24.6667 in. 8 in. 12 in. 0.0514 in.2 1 80,000 psi futa = 100,000 psi Tension Nua = Q0(Fp h/2)/(Bolt height) = 3.0 Tension 1,825 lbs *Max Strap Restraint Force = 845 lb Tension capacity of 1/2" bolt in Simpson Set-3G Epoxy eye bolt size height from slab min. spacing min. edge dist. bolt stress area anchor category yield strength tensile strength fc = 2,000 psi compressive emu strength hmin = 8 in. min emu thickness dembed = 4.5 in. nominal embed 352. 7 lb tension force in bolt (ICC-ESR 4844 Table 8) • Utilized in Resisting Moment calculation 7/24/24, 7:29 PM CalcSummary ADM Anchor Designer Masonry Calculation Summary SET-3G w/ 1 /2"0 F1554 Gr. 36 with hef=3 inches does meetthe selected design criteria. Governing Tension Ratio: 23.05% (Pass) Resulting Anchor Forces Anchor Tension (lb) Shear Ob) Failure Mode Steel Strength Masonry Breakout Adhesive Strength https://app.strongtie.com/adm? _ga=2.3O761791 .1864411979.172187 4243-369317 4 7 4.1645076965 Ratio 5.72% 19.48% 23.05% Demand (lb) Capacity (lb) 353.00 6176.25 353.00 1812.56 353.00 1531.53 1/1 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FAOLITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs ~EN RAIN IS EMINENT. 2. THE Ov.NER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION Of THE OTY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE Ov.NER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN ORCUMSTANCES ~ICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY ~EN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE OTY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH OTY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND Aa<NO'M..EDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION if POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE if ST()lM WATER TO CONSTRUCTION RELATED POLLUTANTS; ANO (2) ADHERE TO, AND AT All TIMES, COMPLY 111TH THIS OTY APPROVED TIER 1 CONSlRUCTION S\\l'PP THROUGHOUT rnE DURATION OF rnE CONSlRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPRO'IED BY THE OTY OF CARLSBAD. Kylie Greenway -2024 DATE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB ___ _ SW Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs .., § .!! ,g ~ -0 - Cf.I C u "t, C ~ &e C: tl-i::, ~ --a01 E ~ .i 5 £ ~ i ·t -~ : i § .!! 01 c~ o. E: c -~ C 0 "' "" ~ ·c "-er ._ o § "' .! Best Management Practice* ~ .E O ~ rn ~ m ~ 5 ~ c§ tJ c§ b <> ~ IJ.J ~ o 6 :;:; -i -~ - (BMP} Descnption ➔ i ~ ~ V) -~ ., :: § ~ g' ; g, CD -~ ~ ,:, a. "'C g ~ 0, j ~ ~ ~ ~ i ~ ii en ti 3'; ti ~:i~&Q ino~mcn·ego., ~~~~ ufio.~&Jo~ ooo~~ o~8~.!~ ~ "2 .c -~ ., Lt.. _§ iS 1 .; 5 ~ E] :s I :st b :g _g-0 :g ~ ·6 "ii g, 'i ! 0. ~ ! g, b g, b g 0 _Q t: 0 8-"'O 4> .8 O ~ U C a; 0 O ~ O 8 -O 5; ~ --ti 4,1, -a -O i= a: •-C N C a: C ~ ~ t!3d l7S c7> ~ 6 G: <3 v,~ ~ V>d: vi c V>o:: i d: ci!..o ~ >0 j(ij j vi ~o ~j ~j oj CASOADes!IJnatlon ➔ ,..__ co en --n ..,.. "1 <O ,..__ (0 e -N -,.., ,..__ co -N ,.., ... ..n <O co 1 I I I I I I I I I I I I I I I I I I I I I I I I eonstruttionActivity &l &l &l &l IX IX IX IX IX IX IX IX l!c l!c ~ ~ ~ ~ i i i i i i i Q-adina/Soi Disturbance X X Trenchina/txcavotion X X Stockomna Dnllinn /Rorina Conaete/Asohalt Sowruttina Conaete Flatwor1c Paving Conduit "'"'e Installation X A Stucco/Mortar Wor1c Waste Disposal Stoaina A av Down Area Eouwvnent Maintenance and Fuelr10 Hazardous Substance Use/Storaae Dewaterina Site Access Across Dirt other Oistl: Instructions: 1. 0,eck the box to the left al all applicable construction activity (first column) expected to occur during construction. 2. 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. Oloose one or more BMPs )'OU intend to use during construction from the list. Oleck the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and detals of the chosen BMPs and how to apply them ta the project. SHOW THE LOCA T/ONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 PROJECT INFORMATION Site Address:. 1594 Marbrisa Cir. Assessor's Poree! Number: -------- Emergency Contact: Name: Andy Taylor 24 Hour Phone: 714-624-1936 Construction Threat to Storm Water Quality (O,eck Box) 0 MEDIUM ~ LOW REV 02/16