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Home My WebLink About2622 EL CAMINO REAL; A; CBC2022-0315; PermitBuilding Permit Finaled Commercial Permit Print Date: 04/03/2023 Job Address: 2622 EL CAMINO REAL, # A, CARLSBAD, CA 92008-1254 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 1670307600 Track#: Valuation: $335,952.24 Lot#: Occupancy Group: B Project#: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Construction Type:V-B Orig. Plan Check#: Occupant Load: 40 Plan Check #: Code Edition: 2019 Sprinkled: Yes Project Title: Description: KIDSTRONG: COM-Tl (3,666 SF) NON STRUCTURAL Applicant: CGR DEVELOPEMENT TERRI DICKERHOFF 5635 EVENING SKY DR SIMI VALLEY, CA 93063-5757 (213) 422-1450 FEE BUILDING PLAN CHECK Property Owner: PLAZA SOUTH LLC ROBIN BEALE CAMERON 10721 TREENA ST, # 200 SAN DIEGO, CA 92131-1081 (619) 469-3600 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -NON-STRUCTURAL FIRE Plan Review (per hr -Regular Office Hours) SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,835.21 Total Payments To Date: $2,835.21 Permit No: Status: (city of Carlsbad CBC2022-0315 Closed -Finaled Applied: 08/24/2022 Issued: 11/29/2022 Finaled Close Out: 04/03/2023 Final Inspection: 03/07/2023 INSPECTOR: Dreibelbis, Peter Balance Due: Kersch, Tim Maldonado, Ada lmira AMOUNT $832.78 $194.00 $98.00 $16.00 $1,362.86 $223.50 $14.00 $94.07 $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. 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 { City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Chec~U>.ZZ-0 31S- Est. Value ~ _a 3~ '16°.2.• Z'"f PC Deposit JI 4a 3.?,.• ..,.0 Date ~ -Z.'( -2.o 2%.. APN: 1670307700 Tenant Na ~;:..:.--....:==-_.. ___________ Lot #:, ____ Vear Built: ________ _ Year Built:, __ _ Occupancy:_B __ Construction Type: V-B Fire sprinklers0'ES0NO A/C:0YESQNO BRIEF DESCRIPTION OF WORK: Tl for a 3,666 square foot kid's gym D Addition/New: ___________ New SF and Use,, _________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify), ___ _ [Z]Tenant Improvement: _3_,6_66 ___ SF, _____ SF, Existing Use: Restaurant Proposed Use: Per Services/Fitness Existing Use: _______ Proposed Use: _______ _ -,;J )-..► D Pool/Spa:. _____ SF Additional Gas or Electrical Features?-----'--'--'-'-------- D Solar: ___ KW,, ___ Modules, Mounted:0Roof 0Ground 1, ~\\~ ~ D Reroof:. _____________________ 1..:..1::...~1.,_'l _____ _ [Z] Plumbing/Mechanical/Electrical T.I. includes mechanical, plumbing and electrical systems Oother: ----------------------------------- APPLICANT (PRIMARY CONTACT) Name: Terri Dickerhoff PROPERTY OWNER Name: __________________ _ Address: 5635 Evening Sky Drive Address: _________________ _ City· Simi Valley State:_C_A __ Zip: 93063 City: _________ State: ___ Zip: ___ _ Phone: 213.422.1450 Phone:. __________________ _ Email· cgrdev@gmail.com Email: __________________ _ CONTRACTOR OF RECORD DESIGN PROFESSIONAL Name: FM Group Business Name: TBD :r'rf:0l,yS( Q b \A;l O.:e.¥-S Address: 15974 N. 77th Street, Suite 100 Address: l O 4 0 l3. \jQV:?-e t\ 'A-J{ City: Scottsdale State: AZ. Zip:._8_52_6_0 __ City: ':fM il:V\'C. \ V'/\ State:CJA Zip: 9 ?-.<?-0 G Phone: Phone: :]\ lj Lf 2,;z __ y 7 L.{ 'f Email: lf-l\~0?, \I.).) · R~-t' ~ ~ CiAN\e V]{ 0 w:#x S · ( CM/\ CSLB License#: I OlO 0 ~1,3 Class:. ___ b'""'"'------ Email: earvizu@fmgroup.net Architect State License: _c_2_57_a_a _______ _ Carlsbad Business License# (Required):131-.0S t) 1'1 .. 1D r-ll ' 2 DZ. l- APPL/CANT CERTIFICATION: I certify that I have read the application d state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City o · onces and tote laws relating to building construction. NAME {PRINT): Terri Dickerhoff SIGN:~~~~~~:2~~~-U---DATE: 8.23.2022 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 CO NTRACTOR 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 under penaltyof perjury that I am licensed under provisions of Chapter9 (commencingwith Section 7000)of Division 3 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 f ollowing declarations (CHOOSE ONE): D 1 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 t his permit is issued. Policy No. ______________________________________ _ m~:~ and will maintain worker's compensation, as required by Section 3700 of the Labor Code, f the performance of the work for which this permit is issued. '---¼r; workers' CO.!JlP~Sation insurance carrier and policy number are: Insurance Company Name: · O,.✓ \-<. V'fl (.)(\Jv f' \e. V' • 0 . Policy No. ? I '1--J e AAPC\ Y,..Y e, Expiration Date: --=.l....l-~t'.-l.-~...L------- "1fc~:;ficate 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 ~~ject to t he 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 t he work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name:, ____________________ Lender's Address: ____________________ _ CONTRACTOR CERT/FICA T/ON: 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}= rno.aj)uu Q-ey 0 s1GNATURE:J..--,,L----J-~--0ATE: \\ l 1.,q t '1.-1'-- Note= If the person signing above is a~ authorized age~t for the contractor provide a le -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor 's License Law f or 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 Cont ractor'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· . D1, as owner of t he 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) . . QR. D i am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 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, I 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 capyof the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted arat the f ollowing Web site: http:I/www./eginfo.ca.gov/ ca/aw.html. OWNER CERT/FICA TION: /certifythat I have read the application and state that the above information is correct and that the information on t he plans is accurate. I agree to comply with al I City ordi nonces and State laws relating to bui /ding 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: 760-602·2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0315) Permit Type: BLDG-Commercial Application Date: 08/24/2022 Owner: PLAZA SOUTH LLC Work Class: Tenant Improvement Issue Date: 11/29/2022 Subdivision: PARCEL MAP NO 08586 Status: Closed -Finaled Expiration Date: 08/07/2023 Address: 2622 EL CAMINO REAL, # A IVR Number: 42877 CARLSBAD, CA 92008-1254 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Ins pection Date Start Date Status 12/08/2022 BLDG-SW-Pre-Con 198415-2022 Cancelled Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/09/2022 12/09/2022 BLDG-21 198416-2022 Passed Tim Kersch Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/13/2022 12/13/2022 BLDG-84 Rough 198611-2022 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 12/15/2022 12/15/2022 BLDG-16 Insulation 198809-2022 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/19/2022 12/19/2022 BLDG-17 Interior 199082-2022 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/24/2023 01/24/2023 BLDG-17 Interior 201357-2023 Cancelled Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/26/2023 01/26/2023 BLDG-17 Interior 201577-2023 Passed Peter Dreibelbis Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Second layer ok at rated party wall Yes Monday, April 3, 2023 Page 1 of 2 PERMIT INSPECTION HISTORY for (CBC2022-0315) Permit Type: BLDG-Commercial Application Date: 08/24/2022 Owner: PLAZA SOUTH LLC Work Class: Tenant Improvement Issue Date: 11/29/2022 Subdivision: PARCEL MAP NO 08586 Status: Closed -Finaled Expiration Date: 08/07/2023 Address: 2622 EL CAMINO REAL, # A IVR Number: 42877 CARLSBAD, CA 92008-1254 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/31/2023 01/31/2023 BLDG-17 Interior 201772-2023 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/01/2023 02/01 /2023 BLDG-34 Rough 202018-2023 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/08/2023 02/08/2023 BLDG-85 T-Bar, Ceiling 202620-2023 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers NOTES Created By TEXT Created Date Seta Levanduski ROBERT 909-536-5789 02/07/2023 03/06/2023 03/06/2023 BLDG-Fire Final 200871-2023 Passed Adalmira Maldonado Complete Checklist Item COMMENTS Passed FIRE-Building Final Yes 03/07/2023 03/07/2023 BLDG-Final Inspection 204818-2023 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes NOTES Created By TEXT Created Date Angie Teanio 909-536-5789 Robert 03/06/2023 Monday, April 3, 2023 Page 2 of 2 N ~ NORTON SCHMIDT ~:~ Consulting Engineers October 6, 2022 Mr. Edgar Arvizu FM Group Inc. 602677-5417 earvizu@fmgroup.net REC ac11 2 ?..G?.2 C\ 1Y B RE: KIDSTRONG 22-131 CARLSBAD -CITY COMMENT RESPONSE JOB #2022-2200 2622 EL CAMINO REAL CARLSBAD, CA PERMIT 22-018-224_PC1 Dear Mr. Arvizu This letter is in regard to the city comments relating to structural items at the above referenced address. For background, the building runs east/west. There are large parallam beams that run north/south at approximately 19' OC. Intermediate to those are 14"x3-1/2" wood beams on 8' OC that span to each of the parallam beams. The roof joists are 2x6s that span the 3-1/2"x14 • solid wood beams. Each HVAC unit is supported by a doubled 2x6. Per the city's structural comments, the information is below. 1. Calculations attached. 2. Calculations attached. Norton & Schmidt Consulting Engineers, LLC appreciates this opportunity to provide you with this report. Please let us know if there is anything else, we may do for you. Sincerely, R. Grant Russell, P.E., MSCE Principal 816-701-7355 ch CBC2022-0315 l=I > 1--0 2622 EL CAMINO REAL #A KIDSTRONG: COM-Tl (3,666 SF) NON STRUCTURAL 311 E. 11th Avenue • North Kansas City, MO 64116 1670307600 10/12/2022 CBC2022-0315 [ AMEIIICAN SOCIETY Cl' avll ENGINEERS Address: 2622 El Camino Real Carlsbad, California 92008 https://asce7hazardtool.onllne/ ASCE 7 Hazards Report Standard: ASCE/SEI 7-22 Risk Category: 11 Soil Class: D -Stiff Soil Page 1 of 4 Elevation: 59.58 ft (NAVO 88) Latitude: 33.176753 Longitude: -117.325925 Thu Oct 06 2022 ASCE. AMElllCAN SOCIEIY Of al/II. ENGINEERS Seismic Site Soil Class: Results: PGAM : 0.53 SMs 1.4 S M1 0.93 Sos 0.94 So1 0.62 1 6 Multi-Period MCER Spectrum 1 4 1 2 1 0 0.8 06 04 02 0 0 2 4 6 8 Sa (g) vs T(s) 1 4 Two-Period MCE R Spectrum 1 2 1 0 08 06 04 02 0 0 2 3 4 5 6 7 8 Sa (g) VS T(s) MCER Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. 10 9 TL : 8 Ss : 1.14 S1 : 0.36 Soc Vs30 260 1 2 Multi-Period Design Spectrum 1 0 08 06 04 02 0 0 2 4 Sa (g) vs T(s) 6 8 1 0 Two-Period Design Spectrum 09 08 07 06 05 04 03 02 0, 0 0 2 3 4 5 6 7 8 Sa (g) VS T(s) Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. https://asce7hazardtool.onllne/ Page 2 of 4 Thu Oct 06 2022 10 9 ASCE. AMEIIICAN SOCIEIY Of CM. ENGINEERS Data Accessed: Thu Oct 06 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 3 of 4 Thu Oct 06 2022 ASCE. AMERICAN SOC1EIY Of CM. ENGINEE!lS The ASCE 7 Hazard Tool ls provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from Information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated In the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not Intend, nor should anyone Interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals In Interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume ail risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any Information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https:l/asce7hazardtool.onllne/ Page 4 of 4 Thu Oct 06 2022 Norton & Schmidt Conaumng Englnoors, LLC 311 Eu! 11th Avanua North Kan-City, MO 114118 Phone: (816) 421-4232 www.nortonochmldtc:om C..,. _&_°""""'C_ Loads D, I., Project: Address: Date: Job No. 5 psf 20 psf 5 psf 10 psf 10 psf Kid Strong 2422 El Camino Real, Carlsbad, CA 6-Oct-22 Calc'd by: RGR Checked by: 2022-2200 Sheet No. 1 of 1 ---------- assump1ions: • beams are simply supported & continuously, laterally braced • lumber is not wet, hot, used flat, nor Incised • a 1.15 load duration factor automatically applies to sawn lumber with roof load • max deflections from each simultaneous point load condition are conservatively summed and do not account for location along axis roof dead load roof live load ceiling dead load celling live load floor dead load floor live load wall dead load 41 40 psf -Deck Load is 60 psf 8 psf beam rf trib clg trib fl trib wall ht Pmld P, P, Mmax unity DL+LL R• length [ft] w x, X2 member defl. # [ft] [ft! [ft] [ft] [plf] [lb] [lb] [ft] [lb] [ft] [ft-lb] check [lb] ratio rtoof 1 8.00 1.50 1.50 45 200 760 (2) 2x6 DF-L No.2 0.45 816 280 2 19.00 8.00 8.00 240 0 400 3 11841 4x14 DF-L No.2 -198. 0.93 349 2343 ·;eismic Design of Non Structural Components -Chapter 13 ASCE Ip= 1 Sds 0.92 ap 2.5 *air side HVARC Wp 800 Rp 6 20 h 20 Fp= 368 Horizontal Force acting on HVAC Units Vp= 147 Vertical Force Acting on HVAC Unit Ra [lb] 280 2617 I ~ a, GENERAL INFORMATION Bl-FLEX® Bi-Metal Self-Drilling Structural Screws PRODUCT DESCRIPTION Bi-Flex structural screws are bi-metal se~-drilling tapping screws that provide the corrosion resistance of 300 series stainless steel and the efficiency of drill screws. Bi-Flex screws are suitable for use in both steel and aluminum. GENERAL APPLICATIONS AND USES • Steel-to-steel connections • Aluminum-to-aluminum connections • Aluminum-to-steel connections • Wood-to-steel connections FEATURES AND BENEms + High strength, ductility and reliability + Immune to hydrogen assisted stress corrosion cracking (HASCC) + Higher corrosion resistance compared with carbon steel and 410 series stainless steel fasteners + Stalgard GB coating creates greater galvanic compatibility in dissimilar metal applications, including connections involving aluminum + 18-8 stainless compatible with pressure treated lumber APPROVALS AND LISTINGS • International Code Council, Evaluation Service (ICC-ES), ESR-4367 • International Code Council, Evaluation Service (ICC-ES), ESR-4374 • Code compliant with the International Building Code/International Residential Code: 2021 IBC/IRC, 2018 IBC/IRC, 2015 IBC/IRC and 2012 IBC/IRC • 2020 Los Angeles Building Code (LABC) and Los Angeles Residential Code (I.ARC) ICC-ES Report Supplement • 2020 Florida Building Code (FBC) ICC-ES Report Supplement • Tested in accordance with AISI S905 and ICC-ES AC500 for attaching Miscellaneous Building Materials to Steel • Tested in accordance with ICC-ES AC491 for use in Aluminum GUIDE SPECIFICATIONS 05 05 23 -Metal Fastenings, 09 22 16.23 -Fasteners. Fasteners shall be Bi-Flex as supplied by Elco Construction Products, Towson, MD. Fasteners shall be installed with published instructions and the Authority Having Jurisdiction. SECTION CONTENTS General Information ......................... 1 Installation Specifications .............. 2 Installation Procedures ................... 3 Perfonnance Data ............................ 4 Ordering Information ..................... 12 ANCHOR MA'IERIALS • 300 series (18-8) stainless head and shank and hardened steel tapping threads and drill point DIAMETER • #8,#10,#12 • 1/4" HEADsm.ES • Hex Washer Head (HWH) • Pan Head (PPH) • Pancake Head (PPCKH) • Undercut Flat Head (PUFH) • Flat Head (PFH) FINISH • Stalgard GB (Galvanic Barrier) coaijng CODE US'fED CODE U S'fED I ICC-ES ESR-4367 ICC~374 iiiiAo-iiia -- 300 series stainless steel head and shank Hardened steel point and tapping threads The head marking consists of the number "3" above the ELCO• logo as shown below. I I I ~ Stalgard• GB coating provides a barrier to resist I I ~ ® Hex Washer Head Flat, Pan and Pancake Head galvanic corrosion between dissimilar metals www.elcoconstrucllon.com INSTALLATION SPECIRCATIONS Point Size Selectlon Maximum Combined Matarlal Thickness By Point Type top material pro-<lrllled top matertal to be or pr&1)Unched :~:i • TOTAL ..L@ rllled void or gj:: material -THICKNESS ,.__Insulation--+-"' TOTAL -TO BE T = THICKNESS bottom • DRILLED bottom bottom • TO BE materlal matertal material DRILl.ED to be drilled to be drilled to be drilled ~ "-■lllltdlcl lnstallalllNI 11PM Diameter RPM #8 #10 2500 #12 #12-1800 1/4" •• Apples to 112 ~tar screws wkh point type 5 Nollllnalll!Nt llltalSIIN Gauge Dcelmnl (In) 25 0.021 22 0.030 20 0.036 18 0.048 16 0.060 14 0.075 12 0.105 Dltlllng and Tapping capacity (Maximum Matarlal Thickness) Aluminum .500' .500' .400" .400' la .371' la ., Cl) .l2 i .., ~ :.2 I-"iij .300' ~ .300' ·c ~ '!;j ~ ~ al al .250' C: .230' C: :E :E E .200' ., ... E .200' 8 8 .121· .too• .110· .100' .100' I NomlullcnwlbN #8 .164 #10 .190 #12 .216 1/4" .250 .IIOO' .IIOO' .210' 2 I r!! "" 3 ,. DI Steel I I I Minimum Edge Distance For Framing 0-;cre: d Minimum Spacing: 3d Minimum Edge Distance: 1.5d Members Under The 2018, 2015, 1 m(_e Ir: (in,) (in,) and 2012 IBC: 3d ~ ~ 0.19 9/16 5/16 9/16 (#10) 0.216 11/16 3/8 11/16 (#12) 0.25 3/4 3/8 3/4 (1/4") 0.3125 15/16 1/2 15/16 (5/16'1 1. For screws used In framing connec11ons, when the spacing between screws Is less than 3 times the nominal screws diameter, but at least 2 times the scrflN diameter, the allowable and design connection shear strength values must be reruced by 20 percent [Refer to Sectkln 81.5.1.3 of AISI S240 (Section 01.5 of AISI S200 for the 2015 and 2012 IBC)]. 2. For screws used in framing connect!ons, when the edge Is parallel to the direction of the applied force, the minimum edge distance may be 1.5 times the nominal SCff1N diameter. [Refer to Sectkln B1 .5.1.3 of AISI S240 (Section 01 .5 of AISI S200 for 1he 2015 and 2012 IBC)]. ' Screw I Minimum Spacing: 3d I Diameter: d (in.) (in,) 0.19 1/2 (#10) 0.216 9/16 (#12) 0.25 5/8 (1/4") INSTAUATION PROCEDURES Select a torque adjustable screwgun that aligns with the recommended installation RPM's of the particular fastener (DEWALT VersaClutch Screwguns are recommended). Adjust the setting on the screwgun so that the tool does not overdrive the fastener. Attach an appropriate sized hex nut driver/ phlllips bit to the screwgun. Mount the screw fastener head Into the driver. \ Minimum Edge Distance: 1.5d (in.) 5/16 3/8 3/8 Place the screw fastener against the work surface. While the screw fastener Is In a perpendicular position, begin driving the screw fastener Into the base material. Note: The Ideal speed and pressure will depend on the characteristics of the base matertal as well as the screw size and point type. A trial Installation Is suggested to determine the optimal tool setting, speed and pressure for the matertal and application. Drive the screw fastener unfil the head of the screw Is In contact and snug tight with the work surface and/or the matertal being fastened. www.elcocanstrucllan.com PERFORMANCE DATA ' ''' I ~ Minimum Description Head Torsional Styles Strength (In-lbs) #8-18 HWH 1,510 505 755 1,195 400 600 45 #8-18 PPH 1,435 480 720 1,065 355 535 32 #10-16 HWH 2,040 680 1,020 1,505 500 755 48 #10-16 PPH,PPCKH 1,715 570 855 1,250 415 625 43 #10-16 PFH 1,760 585 880 1,410 470 705 43 #12-14 HWH 2,790 930 1,395 2,085 695 1,040 95 #12-14 PUFH,PPCKH 2,330 775 1,165 1,615 540 810 73 #12-24 HWH 2,940 980 1,470 2,145 715 1,075 95 #12-24 PFH 2,395 800 1,195 1,840 615 920 73 1/4"-14 HWH 3,580 1,195 1,790 2,600 865 1,300 135 1/4"-20 HWH 3,835 1,280 1,915 3,045 1,015 1,520 135 1/4"-20 PUFH 3,040 1,015 1,520 2,355 785 1,180 108 1/4"-20 PFH 3,410 1,135 1,705 2,555 850 1,275 108 1. Ultlmate strengths are based on laboratory tests. 2. Allowable (ASD) strenglhs are based on a safety factor, 0, of 3.00 in accordance with ICC-ES AC118 and AISI S100-16. 3. Design (l.RFO) strengths are based on a resistance factor, ;, of 0.50 In accordance with ICC-ES AC118 and AISI S100-16. 4. Fa ASO tension conneciloos, the kmer of the ASO tension strength, ASO pull-out strength and ASO pull-over strength must be used fa design. 5. Fa LRRl tension connections, the lower of the IRFD tension strength, lRFD pull-out strength and L.RFO pull-over strength must be used for design. 6. Fa ASO shear connections, the lower of the ASD Shear (Bearing) Capacity and the ASO Fastener Shear Strength must be used for design. 7. Fa l.RfO shear connections, the lower of the LRRJ Shear (Bearfng) Gapaclty and the LRRl Fastener Shear Strength must be used for design. Ultlmate Shear (Baartng) Capacity of Screw Connections In Steel, lbf·2.a Screw Size Head Style Steel Thickness (lapped Sheets/Bars) 18-1B Ga. 16-16 Ga. 14-14 Ga. 12-12 Ga. 1/8" -1/8" 3/16" • 3/16" #8-18 HWH, PPH 805 ----- #10-16 HWH, PPCKH, PFH 865 1,210 1,690 --- #12-14 HWH, PPCKH, PUFH 925 1,290 1,805 2,755 -- #12-24 HWH 925 1,290 1,805 2,755 3,280 4,920 1/4"-14 HWH 995 1,390 1,940 3,190 1/4"-20 HWH 995 1,390 1,940 3,190 3,795 5,695 1. Ultlmate strengths are based on calrulatlons In accadance with /lJSI S100-16, 2. Ultlmate load capacities must be reduced by a minimum safety factor to determine allowable loads (ASD) a by a load resistance facta to determine strength design capacities (1.RFD). 3. The first thickness listed Is of the steel In conta:t with the screw head, the second thickness listed Is of the steel not In contact with the screw head. #8-18 HWH, PPH 270 #10-16 HWH, PPCKH, PFH 290 405 565 #12-14 HWH, PPCKH, PUFH 310 430 600 920 #12-24 HWH 310 430 600 920 1,095 1,640 1/4"-14 HWH 330 465 645 1,065 1/4"-20 HWH 330 465 645 1,065 1,265 1,900 1. Allowable (ASD) strengths are based on a safety factor, 0=3.00, determined in accordance with AISI S100-16. 2. Values are based on steel members with a minimum tensile strength of Fu = 45 ksl. 3. Allowable (ASD) Shear (Bearfng) capacities for other member thk:l<nesses may be determined by lnteipolating within the table. 4. Fa ASO shear connections, the lower of the ASD Shear (Bearing) Capacity and the ASO FastBner Shear Strength must be used for design. 5. Fa steel with a minimum tensile strength Fi. ;, 58 ksl, multiply tabulated values by 1.29 and for steel with a minimum tensile strength Fi. ;, 65 ksi steel, multiply tabulated values by 1.44. 6, The first number Is the thickness of steel In contact with the screw head, the second number Is the thickness of the steel not In contact with the screw head, I 4 5 #8-18 HWH,PPH 405 #10-16 HWH, PPCl<H, PFH 435 605 845 #12-14 HWH, PPCKH, PUFH 460 645 900 1,380 #12-24 HWH 460 645 900 1,380 1,640 2,460 1/4"-14 HWH 495 695 970 1,595 1/4"-20 HWH 495 695 970 1,595 1,900 2,850 1. Design (LRfD) strengths are based on a safety factor, ; = 0.50 determined In accordance with AISI S100-16. 2. Values are based on steel members with a minimum tensile strength of F, = 45 ksl. 3. Design (I.RR)) Shear (Bearing) capacltles for other member thicknesses may be determined by lnt8fl)Olaflng within the table. 4. For LRFO shear connections, the lower of the LAFD Shear (Bearing) capacity and the LRFO Fastener Shear Strength must be used for design. 5. For steel with a minimum tensile strength F,;,, 58 ksi, multiply tabulated values by 1.29 ard for steel with a minimum mnslle strength F, ;,, 65 ksl steel, multiply tabulated values by 1.44. 6. The first nlll1ber Is the thickness of steel In contact with the safN/ head, the second number Is the thickness of the steel not In contact with the safNI head. #8-18 #2 300 335 525 855 #10-16 #2 275 405 475 835 #10-16W/W #3 350 1,360 #12-14 #2 315 450 535 920 #12-14 #3 250 405 480 825 1,160 1,570 #12-24 #5 1,170 1,285 1,805 1,955 #12-24W/W #5 350 1,140 1,525 1/4"-14 #2 370 530 650 1,100 #1/4'-20 #3 410 470 865 1,600 1,600 1/4"-20W/W #5 250 1.400 2,715 1/4"-20 #5 1,360 1,745 2,000 2,735 1. Ultimate strengths are based on laboratory tests. 2. Ultimate load capacities must be reduced by a minimum safety factor to determine allowable loads (ASO) or by a load resistance factor to determine strength design capacities (I.RR)). #8-18 #2 100 110 175 285 #10-16 #2 90 135 160 280 #10-16 W/W #3 110 500111 #12-14 #2 105 150 180 305 #12-14 #3 85 135 160 275 385111 525 #12-24 #5 390 Ill 430 600 650 #12-24 W/W #5 90 380111 565 1/4"-14 #2 125 175 215 365 #1/4"-20 #3 135 155 290 535111 620 1/4"-20W/W #5 55 385111 780 1/4"-20 #5 455111 580 665 910 1. Allowable (ASO) strengths ara based on a safety factor ,0, detarmined in accoidarce with AISI S100-16. 2. Values are based on steel members with a mnlmum tensile strength of Fu = 45 ksl. 3. Allowable (ASO) pull-out capacities for other member thicknesses may be determined by lnt8fl)Olatlng within the table. 4. For A.50 tension connections, the lower of the A.50 tension strength, /JSJ pull-out strength and A.50 pull-over strength must be used for design. 5. Unless otheiwise noted, for steel with a minimum tensile strength Fu 2:52 ksi, multiply tabulatad values by 1.15; when Fu ;,, 58 ksl, muttiply tabulated values by 1.29; when Fu ;,, 65 ksl, multiply tabulated values by 1.44. 6. For steel with a minimum tansile strength Fu ;, 52 ksi, multiply tabulatad values by 1.15. \ www.elcoconstrucllon.com #8·18 #2 150 165 265 430 #10·16 #2 135 205 240 420 #10·16W/W #3 175 800 Ill #12· 14 #2 160 225 270 460 #12-14 #3 125 205 240 410 620 Ill 835 #12·24 #5 625 111 645 960 #12·24 W/W #5 140 605 111 900 1/4"·14 #2 185 265 325 550 #1/4"·20 #3 205 235 435 850 Ill 930 1/4"·20W/W #5 90 615 111 1,245 1/4"·20 #5 725 111 930 1,065 1,460 1. Design (l.AFD) strengths are based on a resistance factor, I?, determined In accordance wl1l1 AISI S100· 16. 2. Values are based on stool members with a minimum tensile strength of FtJ = 45 ksi. 3. Design (l.AFD) pull-out capacities for other member thicknesses may be determiled by hterpolating w11111n the table. 4. For LRFO tension connectioos, the kJwer of the LAFD tension strength, LRFO pull-out strength and LRfD pull-over strength must be used for design. 5. Unless otheiwise noted, for steel with a minimum tensile strength Fu ~52 ksi, multiply 1abulated values by 1. 15; when Fu~ 58 ksi, multiply tabulated values by 1.29; when FtJ ~ 65 ksi, multlply tabulated values by 1.44. 6. For steel with a minimum tensile strength Fu~ 52 ksi, multiply tabulated values by 1.15. #8·18 HWH 475 160 235 675 225 340 810 270 405 1,080 360 540 1,350 450 #8·18 PPH 445 150 220 635 210 315 760 255 380 1,015 340 505 1,265 420 #10·16 HWH 565 190 280 805 270 405 965 320 485 1,285 430 645 1,610 535 #10·16 PPCKH 615 205 310 880 295 440 1,060 355 530 1,410 470 705 1,765 590 #10·16 PPH 515 170 255 735 245 370 885 295 440 1,180 395 590 1,475 490 #12· 14 HWH 585 195 295 840 280 420 1,005 335 505 1,340 445 670 1,675 560 #12·24 HWH 585 195 295 840 280 420 1,005 335 505 1,340 445 670 1,675 560 #12· 14 PPCKH 615 205 310 880 295 440 1,060 355 530 1,410 470 705 1,765 590 1/4"·14 HWH 705 235 355 1,010 335 505 1,210 405 605 1,615 540 805 2,020 675 1/4"·20 HWH 705 235 355 1,010 335 505 1,210 405 605 1,615 540 805 2,020 675 675 635 805 880 735 840 840 880 1,010 1,010 1. Tabulated pull-over strengths were calculated in accordance with .AJSI S100-16 . .AJlowable W,0) ard Design (LRFD) strengths are based on a sarety factor, 0, and rasis1ance factor, ;. of 3.00 ard 0.50 respect!vely, In accordance w1111.AJSI S100-16. 2. Pan head and pancake head fasteners do not meet the requirements of .AJSI S100-16. However, laborato,y testing sha.wd calculated pull-over capac/tles to be conservatiVe, and tlxJs, these capacities are reported In the table. 3. Values are based on stool with a minimum tensile strength of Fi,= 45 ksi. 4. For steel with a minimum tensile strength Fu ~52 ksi, multiply tabulated values by 1. 15; when Fu ~ 58 ksi, multiply 1abulated values by 1.29; when Fu ~ 65 ksl, multiply tabulated values by 1.44. 5. For A5D tension connections, the klw9r of the A5D tension strength, A5D putt-out strength and A5D pull-over strength must be used for desl(Jl. 6. For LRFD tension connectioos, the kJwer of the LRFO tension strength, LRFO pull-OJI strength and LRFD pull-over strength must be used for design. I 6 I ~ "' 7 #12-14 HWH 3 920 1.410 1,480 #12 -14 PPCKH 3 910 1,420 1,505 #12 -24 HWH 5 880 2,125 1,855 1,375 2,525 2,205 1,460 2,525 2,205 1/4" -14 HWH 3 915 1,430 1,520 1/4" -20 HWH 5 875 1,360 2,355 1,365 1,615 2,795 1,445 2,295 2,795 1 . U1t!mate strengths are based on laboratory testing. 2. Ultimate load capacl1les must be reduced by a minimum safety factor to determine allowable loads (ASO) or by a load resistance factor to determine strength design capacl1les (l.RFD). 3. The first thickness listed Is of the aluminum In contact with the SCffNI head, the second thickness listed Is of the aluminum not In contact with the SCffNI head. 4. Testing lnciuded the usa of a flexible spacer material between the aluminum and the steel to simulate the use of lnterstltlal materfals Intended to prevent galvank: corrosion. The thicknesses ct these 5paC8fS are noted In the Allowable (ASO) and Design (LRFO) stllflQth tables. of Screw Connections of Aluminum to Steel, lbf-2.3,•.s.e #12 -14 HWH 3 300 111 470 111 500111 #12 -14 PPCKH 3 300 111 470 "' 500111 #12 -24 HWH 5 295 710 620 460 840 735 485 840 735 1/4" -14 HWH 3 305 Ill 475 " 505111 1/4" -20 HWH 5 290 455 785 455 540 930 480 765 930 1. Allowable (ASO) strengths are based on a safety factor, 0 =3.0, determined in accordance with the Aluminum Design Manual, AA AOM-2020. 2. The first thickness listed Is of the aluminum In contact with the SCffNI head, the second thickness listed Is of the aluminum not In contact with the SCffNI head. 3. Values are based on the following mlnlmlJTI steel strengths: Fu= 58 ksl, Fy = 36 ksl. 4. For ASO shear connections, the lower of the ASO Shear (Bearng) Capacity and the ASO Fastener Shear Strength must be used for design. 5. Testing ilcluded the use of a flexlble spacer matertal between the aluminum and the steel to simulate the use of lnterstltlal materfals Intended to pr8Yent galvanic corrosion. Unless otherwise noted, the spacer thickness used In testing was 0.063 inch. 6. Spacer thickness used In testing was 0.05 Inch. of Screw Connections of Aluminum to Steel, tbf.u,4.s,e #12 -14 HWH 3 450 Ill 705 • 750• #12 -14 PPCKH 3 455 111 710 • 750• #12 -24 HWH 5 440 1,060 930 685 1,260 1,100 730 1,260 1,105 1/4"-14 HWH 3 460 111 715 111 760 Ill 1/4" -20 HWH 5 435 680 1,180 680 805 1,400 725 1,150 1,400 1. Design (lRFO) strengths are based on a safety factor, 0 =3.0, determined In accordance with the Aluminum Design Manual, AA AOM-2020. 2. The flrst thickness listed Is of the aluminum In contact with the SCffNI head, the second thickness listed Is of the aluminum not In contact with the scrfN/ head. 3. Values are based on the folllowlng minimum steel strengths: FU= 58 ksl, Fy = 36 ksl. 4. For lRFO shear connections, the lower of the lRFD Shear (Bearlng) Capacity and the lRFO Fastener Shear Strength must be usad for design. 5. Testlng Included the use of a flexlble spacer matertal between the aluminum and the steel to simulate the use of lnterstltlal mateflals Intended to prevent galvanic corrosion. Unless otherwise noted, the spacer thickness used In testing was 0.063 Inch. 6. Spacer thickness used In testing was 0.05 Inch. \ www.elcocanstrucllan.com ~ Screw 1--1 ~--~ Size #8-18 HWH #2 340 340 680 460 460 925 -585 585 1,140 - #8-18 PPH #2 340 340 680 -460 460 925 585 585 1,140 - #10-16 HWH #2 395 395 785 -535 535 1,070 -680 680 1,355 #10-16 PPCKH #2 395 395 785 -535 535 1,070 -680 680 1,355 #10-16 PPH #2 395 395 785 -535 535 1,070 -680 680 1,355 #12-14 HWH #2 445 445 890 -610 610 1,215 -770 770 1,540 - #12-14 PUFH #2 490 ---620 ---620 -- #12-14 HWH #3 445 1,000 1,250 -610 1,270 1,625 770 1,270 1,685 - #12-14 PPCKH #3 445 1,005 1,275 -610 1,280 1,325 -770 1,280 1,325 - #12-24 HWH #5 445 445 1,270 1,820 610 610 1,640 1,820 770 770 1,675 1,820 1/4'-14 HWH #2 515 515 1,030 -700 700 1,405 -890 890 1,780 - 1/4"-20 HWH #3 515 970 1,360 -700 1,235 1,870 -890 1,235 2,175 - 1/4"-20 HWH #5 515 515 1,220 2,245 700 700 1,710 2,615 890 890 2,075 2,615 1. Ultlmate strengths In shaded cells are based on laboratoiy testing. 2. Ultimate strengths In unshaded cells are based on calculatjons In accordance with the Aluminum Design Manual, MADM-2020. 3. Ultimate load capacities must be reduced by a minimum safety factor to detennlne allowable loads V\SD) or by a load resistance factor to detennlne strength design capacities (LRFO). 4. The fir.rt thickness listed Is of the aluminum In contact with the scrrJoN head, the second thickness listed Is of the aluminum not In contact with the scrrJoN head. ' Screw 1--1 .. ·-~ Size #8-18 HWH #2 115 115 225 -155 155 310 -195 195 380 - #8-18 PPH #2 115 115 225 155 155 310 -195 195 380 - #10-16 HWH #2 130 130 260 180 180 355 -225 225 450 - #10-16 PPCKH #2 130 130 260 180 180 355 -225 225 450 - #10-16 PPH #2 130 130 260 180 180 355 -225 225 450 - #12-14 HWH #2 150 150 295 205 205 405 -255 255 515 - #12-14 PLfH #2 165 -205 --205 --- #12-14 HWH #3 150 335 415 -205 425 540 -255 425 560 - #12-14 PPCKH #3 150 335 425 -205 425 440 -255 425 440 - #12-24 HWH #5 150 150 425 605 205 205 545 605 255 255 560 605 1/4"-14 HWH #2 170 170 345 235 235 470 -295 295 595 - 1/4"-20 HWH #3 170 325 455 235 410 625 -295 410 725 - 1/4"-20 HWH #5 170 170 405 750 235 235 570 870 295 295 690 870 1. Allowable (ASD) strengths are based on a safety factor, O =3.00, determined in accordance with the Aluminum Design Manual, AA AOM-2020. 2. The fir.rt thickness listed Is of the aluminum In contact with the scrrH1 head, the second thickness listed Is of the aluminum not In contact with the sarm head. 3. All<mable strengths In shaded cells are awllcable to sarH1S which are self-drilled thrrugh both pieces of alumlmrn. 4. Allowable strengths In unshaded cells are applicable to screws Which are self-drlHed through ooth pieces of aluminum and to SCfrHIS which are Installed through exlstjng holes In the aluminum In contact with the sarm head and se~-drilled Into the reclevlng member. aearance holes have the follON!ng dimensions: 0.177 Inch for #8 screws: 0.201 Inch for #1 O screws: 0.228 Inch for #12 screws: 0.266 inch for 1/4-lnch screws. 5. For A.5D shear connectlons, the lower of the A.5D Shear (Bearing) capacity and the A.5D Fastener Shear Strength must be used for design. I 8 Desi LRFD Shea . ' rt ca of Screw Connections I Alu I lbf 12~45 Screw I •u• -1 .. ; ..... ~ Size #8-18 HWH #2 170 170 340 -230 230 460 -290 290 585 #8-18 PPH #2 170 170 340 230 230 460 -290 290 585 - #10-16 HWH #2 195 195 390 -265 265 535 -340 340 675 - #10-16 PPCKH #2 195 195 390 -265 265 535 -340 340 675 - #10-16 PPH #2 195 195 390 -265 265 535 -340 340 675 - #12-14 HWH #2 225 225 445 305 305 610 -385 385 770 - #12-14 PUFH #2 245 --310 --310 -- #12-14 HWH #3 225 500 625 -305 635 810 -385 635 840 - #12-14 PPCKH #3 225 505 635 -305 640 665 -385 640 665 - #12-24 HWH #5 225 225 635 910 305 305 820 910 385 385 840 910 1/4"-14 HWH #2 260 260 515 -350 350 705 -445 445 890 - 1/4"-20 HWH #3 260 485 680 -350 620 935 -445 620 1,090 1/4"-20 HWH #5 260 260 610 1,125 350 350 855 1,305 445 445 1,035 1,305 1. Design (l.Rf!l) strengths are based on a resistance factor, f=<l.50, determined In accordance with the Aluminum Design Manual, AA ADM-2020. 2. The first thickness listed Is of the aluminum In contact with the saew head, the second thlcknesS listed Is of the aluminum not In contact l'<ith the saew head. 3. Design strengths In shaded cells are applicable to screws which are se~-dnlled through both pieces of aluminum. 4. Design strengths In unshaded cells are applicable to screws which are ~-dnlled through both pieces of aluminum and to screw.; which are Installed through existing holes In the aluminum In contact with the saew head and se~-dnlled Into the receiving merrter. Clearance holes have the following dimensions: 0.177 Inch for #8 screws; 0.201 Inch for #1 O screws: 0.228 Inch for #12 screws: 0.266 Inch for 1/4-lnch screws. 5. For LRfO shear connections, the lower of the LRFD Shear (Bearing) Gapaclty and the LRFO Fastener Shear Strength must be used for design. bf Screw I Point Size Type #8-1 8 #2 205 525 ---305 755 ---370 960 --- #10-16 #2 215 570 ---300 840 --385 1,080 - #12-14 #2 210 620 ---320 925 ---400 1,220 --- #12-14 #3 165 490 1,060 1,510 -255 810 1,490 1,940 -330 1,045 1,770 2,090 - #12-24 #5 -435 925 1,165 1,310 -640 1,265 1,555 1,820 -825 1,400 1,785 2,110 1/4"-14 #2 250 710 ---400 1,070 --540 1,420 - 1/4"-20 #3 180 515 990 1,465 -285 770 1,430 1,970 -365 1,025 1,780 2,275 - 1/4"-20 #5 -360 775 1,065 1,185 -570 1,020 1,525 1,695 -820 1,070 1,980 2,120 1. Ult1mate strengths are based on laboratory tests. 2. Utlmate load capacities must be reduced by a minimum safety factor to determine allowable loads ~) or by a load resistance factor to detenmlne strength design capacities (I.RFD). I 'Ji ca ' ~ f Screw lbf Screw I Point Size Type #8-1 8 #2 70 175 ---100 250 ---125 320 --- #10-16 #2 70 190 ---100 280 ---130 360 -- #12-14 #2 70 205 ---105 310 --135 405 -- #12-14 #3 55 165 355 505 -85 270 495 645 -110 350 590 695 - #12-24 #5 -145 310 390 435 -215 420 520 605 275 465 595 705 1/4"-14 #2 85 235 ---135 355 ---180 475 - 1/4"-20 #3 60 170 330 490 -95 255 475 655 -120 340 595 760 - 1/4"-20 #5 -120 260 355 395 -190 340 510 565 -275 355 660 705 1. Alk>wable (ASD) strengths are based on a safety factor, 0 = 3.00, determined in accordance with the Aluminum Design Manual, AA ADM-2020. 2. For i\5D tension connections, the lower of the A.SD tension strength, A.SD pl.di-out strength and A.SD pull-over strength must be used for design. 9 \ www.elcoconstructlon.com ,. Screw I Point Size Type #8-18 #2 105 260 . 150 375 . . . 185 480 . . . #10-16 #2 110 285 . . 150 420 . . . 195 540 . . #12-14 #2 105 310 . -160 460 ---200 610 -. #12-14 #3 80 245 530 755 125 405 745 970 -165 525 885 1,045 - #12-24 #5 . 220 465 580 655 -320 630 780 910 -415 700 890 1,055 1/4"-14 #2 125 355 -. 200 535 --270 710 -- 1/4"-20 #3 90 255 495 735 145 385 715 985 185 515 890 1,135 . 1/4"-20 #5 -180 390 530 590 . 285 510 760 850 -410 535 990 1,060 1. Design o,RFO) strengths are based on a resistance factor, +:0.50, determined In accordance with the Aluminum Design Manual, AA ADM-2020. 2. For A.SO tension coonectlons, the k1Ner of the A.SO tension strength, A.SO plAl-out strength and A.SO pull-OY8f strength must be used for design. of Screw bf Screw I Point Size Type #8-18 HWH 110 215 435 650 145 295 595 890 190 375 750 1,125 #8-18 PPH 95 190 380 565 130 260 515 770 160 325 650 975 #10-16 HWH 135 505 1,225 2,155 185 790 1,910 3,365 235 1,105 2,675 4,710 #10-16 PPCKH 160 545 1,300 2,270 220 850 2,030 3,545 280 1,190 2,840 4,960 #10-16 PPH 115 225 450 680 155 310 615 925 195 390 780 1,170 #12-14 HWH 130 520 1,665 2,200 175 815 1,975 3,440 220 1,140 2,745 4,815 #12-14 PUFH . 840 1,785 . . 1,310 2,120 --1,390 2,120 . #12-14 PPCKH 145 545 1,300 2,270 195 850 2,030 3,545 250 1,190 2,840 4,960 #12-24 HWH 130 520 1,665 2,200 175 815 1,975 3,440 220 1,140 2,745 4,815 1/4"-14 HWH 160 605 1,785 2,455 220 950 2,225 3,835 280 1,325 3,115 5,375 1/4"-20 HWH 160 605 1,785 2,900 220 950 2,225 3,835 280 1,325 3,115 5,375 1. Ultimate strengths In shaded cells are based on laboratory tests. 2. Ultlmate strengths In unshaded cells are bawd on calculatlons In accordance with the Aluminum Design Manual, AA AOM-2020. 3. Ultlmate load capacities must be reduced by a minimum safety factor to detennlne allowable loads (A.SO) or by a load resistance factor to determine strength design capacities (LRFO). ' Screw I Point Size Type #8-18 HWH 35 70 145 215 50 100 200 295 65 125 250 375 #8-18 PPH 30 65 125 190 45 85 170 255 55 110 215 325 #10-16 HWH 45 170 410 720 60 265 635 1,120 80 370 890 1,570 #10-16 PPCKH 55 180 435 755 75 285 675 1,180 95 395 945 1,655 #10-16 PPH 40 75 150 225 50 105 205 310 65 130 260 390 #12-14 HWH 45 175 555 735 60 270 660 1,145 75 380 915 1,605 #12-14 PUFH 280 595 -435 705 --465 705 . #12-14 PPCKH 50 180 435 755 65 285 675 1,180 85 395 945 1,655 #12-~4 HWH 45 175 555 735 60 270 660 1,145 75 380 915 1,605 1/4"-14 HWH 55 200 595 820 75 315 740 1,280 95 440 1,040 1,790 1/4"-20 HWH 55 200 595 965 75 315 740 1,280 95 440 1,040 1,790 1. Allowable strengths are based on a safety factor, 0 = 3.00, determined in accordance with the Aluminum Design Manual, AA AOM-2020. 2. Avallable strengths In shaded cells apply to screws which are self-drifted. 3. Avallable strengths In unshaded cells are applicable to screws which are se~-ilr1lled and to screws which are Installed In existing hoi9s In the aluminum which have the following dimensions: 0.1 n Inch for #8 screws; 0.201 Inch for #10 screws; 0.228 Inch for #12 screws; 0.266 Inch for 1/4-lnch screws. 4. AIICW1able strengths for member thicknesses which are not addressed In the table may be determined by calculation In accordance with the ADM. 5. For A.SO tension connections, the lower of the A.SO tension strength, A.SO pull-out strength and A.SO pull·OY8f strength must be used for design. I 10 .. Pu -ov ca of Screw Co Screw I Point Size Type #8-18 HWH 55 110 215 325 75 150 295 445 95 190 375 565 #8-18 PPH 45 95 190 285 65 130 255 385 80 165 325 490 #10-16 HWH 70 255 610 1,075 95 395 955 1,680 120 555 1,340 2,355 #10-16 PPCKH 80 270 650 1,135 110 425 1,015 1,770 140 595 1,420 2,480 #10-16 PPH 55 115 225 340 75 155 310 460 95 195 390 585 #12-14 HWH 65 260 830 1,100 90 405 990 1,720 110 570 1,375 2,410 #12-14 PUFH -420 890 -655 1,060 --655 1,060 #12-14 PPCKH 70 270 650 1,135 100 425 1,015 . 1,770 125 595 1,420 2,480 #12-24 HWH 65 260 830 1,100 90 405 990 1,720 110 570 1,375 2,410 1/4"-14 HWH 80 305 895 1,230 110 475 1,115 1,920 140 665 1,560 2,685 1/4"-20 HWH 80 305 895 1,450 110 475 1,115 1,920 140 665 1,560 2,685 1. Design (lRRl) strengths are based on a resistance factor, 4> = 0.50, determined In accordance with the Alumlm1n Design Manual, M ADM-2020. 2. Design strengths In shaded cells apply to screws which are seH-dr111ed. 3. Design strengths In unshaded cells are applicable to screws which are self-d~lled and to screws which are Installed In existing holes In the aluminum which have the fol/owing dimensions: 0.177 Inch for #8 screws; 0.201 lrdl for #10 scr!WIS; 0.228 Inch for #12 screws; 0.266 Inch for 1/4-lnch screws, 4. Design strengths for member thicknesses which are not addressed In the table may be determined by calculation In accordance with the ADM. 5. For LRFD tension connections, the lower of the LRFD tension strength, LRFD pul•out strength and LRFD pull-over strength must be used for design. t Shearing (Bearing) Tension Pull-Out Pull-Over 11 \ www.elcoconstructlon.com ORDERINGINFORMATN)N Bl Flex SeH Drlllln Structu I Screws I Description I I I Maximum I Minimum I Nominal Head I Nominal Head I Cat. No. (Diameter-TPI x Point Type Finish Load-Bearing Protrusion Diameter Height Qty/ Carton Nominal Length) Length Length (in.) (in,) (In.) (in.) #lllllllllllr,1/4"11a .......... EAJ100 #8-18 X 3/4" #2 stalgard GB 0.156 19/32" 0.335 0.140 5,000 EAJ102 #8-18X1" #2 stalgard GB 0.406 19/32" 0335 0.140 5,000 #llllllllllll',#2l'llllpll'Mlllld EAX100 #8-18 X3/4" #2 stalgard GB 0.156 I 19/32" 0315 0.110 5,000 EAX102 #8-18X1" #2 stalgard GB 0.406 19/32" 0.315 0.110 5,000 #1D ..... ,1111''11a ..... lllld EAJ110 #10-16 X 3/4" #2 stalgard GB 0.250 1/2" 0.400 0.160 5,000 EAJ120 #10-16X1" #2 stalgard GB 0.500 1/2" 0.400 0.160 5,000 EAJ140 #10-16 X 1-1/2" #2 stalgard GB 1.000 1/2" 0.400 0.160 2,500 #10 ......... #2 l'llllpl Pan HIid EAX110 #10 -16 X 3/4" #2 stalgard GB 0.250 1/2" 0.365 0.130 5,000 EAX120 #10-16x1" #2 stalgard GB 0.500 1/2" 0.365 0.130 5,000 #10 ........ #2 Pllllpl l'lllcaD Null EBN300 #10-16x 1" #2 stalgard GB 0.500 1/2" 0.435 0.075 4,000 #12 DIIIMtlr, 1111'' Ila .......... EAJ185 #12-14x1" #2 Stalgard GB 0.406 19/32" 0.415 0.200 3,000 EAJ190 #12-14x1" #3 stalgard GB 0.406 19/32" 0.415 0.200 4,000 EAJ200 #12-14x 1-1/4" #3 stalgard GB 0.656 19/32" 0.415 0.200 2,500 EAJ215 #12 -14 X 1-1/2" #2 stalgard GB 0.906 19/32" 0.415 0.200 2,500 EAJ220 #12-14x 1-1/2" #3 stalgard GB 0.906 19/32" 0.415 0.200 2,500 EAJ320 #12 • 24 X 1-1/2" #5 stalgard GB 0.500 1" 0.415 0.200 2,500 EAJ240 #12-14x2" #2 stalgard GB 1.406 19/32" 0.415 0.200 1,500 EAJ340 #12 -24 X 2" #5 stalgard GB 1.000 1" 0.415 0.200 2,000 EAJ260 #12 -14 X 2-1/2" #3 stalgard GB 1.906 19/32" 0.415 0.200 1,000 #12 ........ #3 l'llllpl Ulldlrcat Flat HIid EBN200 ~q #12-14x1" #2 stalgard GB 0.406 19/32" 0.415 0.090 4,000 EBN220 ~q #12-14x1-1/4" #2 stalgard GB 0.656 19/32" 0.415 0.090 2,500 EBN240 ~q #12 -14 X 1-1/2" #2 stalaard GB 0.906 19/32" 0.415 0.090 2,500 #12 DIIIMtlr, #2 l'llllpl Plncala IINII EBN320 #12 -14 X 1" #3 stalgard GB 0.406 19/32" 0.435 0.075 4,000 1/4" lllllnllla:, 3/111 ............. EAJ415 1/4" -14 X 1" #2 stalgard GB 0.406 19/32" 0.500 0.250 2,500 EAJ540 1/4" • 20 X 1" #3 stalgard GB 0.406 19/32" 0.500 0.250 2,500 EAJ430 1/4" -14x 1-1/2" #2 Stalgard GB 0.906 19/32" 0.500 0.250 1,000 EAJ580 1/4" • 20 X 1-1/2" #3 Stalgard GB 0.906 19/32" 0.500 0.250 1,000 EAJ600 1/4" • 20 X 1-1/2" #5 stalgard GB 0.500 1" 0.500 0.250 1,000 EAJ445 1/4"-14x2" #2 stalgard GB 1.406 19/32" 0.500 0.250 1,500 EAJ610 1/4" • 20 X 2" #3 stalgard GB 1.406 19/32" 0.500 0.250 1,500 EAJ615 1/4" • 20 X 2" #5 stalgard GB 1.000 1" 0.500 0.250 1,500 EAJ640 1/4" -20 X 2-1/2" #3 stalgard GB 1.906 19/32" 0.500 0.250 1,000 EAJ650111 1/4" -20 X 3" #3 Stalgard GB 2.406 19/32" 0.500 0.250 500 EAJ630 1/4" • 20 X 3" #5 Stalgard GB 2.000 1" 0.500 0.250 500 EAJ650111 1/4" -20x4" #3 stalgard GB 3.406 19/32" 0.500 0.250 500 EAJ670 1/4"-20x4" #5 stalgard GB 3.000 1" 0.500 0.250 500 EAJ675171 1/4" • 20 X 5" #5 Stalgard GB 4.000 1" 0.500 0.250 250 EAJ680171 1/4" • 20 X 6" #5 stalgard GB 5.000 1" 0.500 0.250 250 EAJ690C111 1/4" • 20 X 8" #5 Stalgard GB 7.000 1" 0.500 0.250 150 1/4" lllanlllr, #3 l'llllpl ...,_. Flat IINII EBN630"''" 1/4" • 20 X 3" #3 Stalgard GB 2.406 19/32" 0.480 0.100 500 EBN640"''q 1/4" • 20 X 4" #3 Stalgard GB 3.406 19/32" 0.480 0.100 500 1. The Maximum Load Bear1ng Length Is calculated by subtracting the Minimum Protrusion Length from the Nominal length of the fastener. 2. Minimum Protrusion Length Is the length that allows the hardened steel tip and lead threads to protrude out of the back side of the su~g mater1al. 3. Nominal head diameter Is the diameter of the Integral washer on hex washer head fasteners. 4. Nominal head height Includes the thickness of the Integral washer on hex washer head fasteners. Cl> 5. Unless otheMise noted, all fasten81S are fully threaded. Usable thread length Is equal to the maximum load bearing length. ~ 6. Partlally threaded fastener with a usable thread length of 1.60". I 7. Partlally threaded fastener with a usable thread length of 2.60". ~ 8. Partlally threaded fastener with a usable thread length of 2.15". I 9. Partlally threaded fastener with a usable thread length of 1.35". 10. Undercut Flat Head screws have an 82 degree head angle. I 12 13 '' I Description I I I Maximum Load-1 Minimum I Nominal Head I Protrusion Cat No. (Diameter-TPI x Point Type finish Bearing Length Length Diameter Qty / Carton Nominal Length) (in.) (in.) (in.) #101111111111r,n.....,. RIii 111a11 w1111 Miga EBN140 ~1 I #10-16 X 1-1/2" I #3 I Stalgard GB I 0.813 I 11/16" I 0.370 I 3,500 #12 Dlllnlllr, #3 Pllllpa RIii Hiad wllll Mlgl EBN345 l'l I #12-24x2-13/16" I #5 I Stalgard GB I 1.563 I 1-1/4" I 0.415 I 1,000 ........... #3 ..... Flat Hlad wtlll Miga EBN645 i'l I 1 /4" -20 X 2-13/16" I #5 I Stalgard GB I 1.563 I 1-1/4" I 0.480 I 1,000 1. The Maximum Load Bearng Length Is calculated by subtracting the Minimum Protrusion Length from the Nominal Length of the fastener. 2. Minimum Protrusion Leogth Is the length that allows the hardened steel tip and lead threads to protrude out of the b<K:k side of the suppoltlng rnater1al. 3. Unless otherwise noted, all fasteners are fuly threaded. Usable thread length Is equal to the maximum load bearing leogth. 4. Flat Head screws have an 82 degree head angle. Load Bearing Area ~e Hex Washer Head Pan Head Undercut Flat and Flat Head Screwguns Cat No. I Description I Screw Diameter DW268 2,500 RPM VSR VERSA-CLUTCH"' Screwgun #8&#10 DW267 2,000 RPM VSR VERSA-CLUTCHN Screwgun #12 & 1/4" DW269 1,000 RPM VSR VERSA-CLUTCH'" Screwgun 5/16" DCF622M2 20V MAX' XR-VERSA-CLUTCH™ Adjustable Torque Screwgun Kit #8-1/4" •For 2CN w.t: Maximum Initial battery l'Oltage measi.red without a wondoad Is 20 volts. Nominal voltage Is 18. Fasteners must be Installed perpendicular to the work surfocs using a maximum 2500 RPM screw g111 wtth a torque sensing nose piece. Guidance on Installation RPM of particular scrf!N diameters can be found on page 2. lmpacl tools 118 not nlCOlllllllllded for the Installation of Bl-Flex las1Bnen. Accessories Cat No. I Description DWA3HLDFT 31N IMPACT READY-HOLDER DWA1PH21R3 1 IN PHIWPS #2 IMPACT READY-BIT TIP (3 PACK) DWA1PH31R3 1 IN PHIWPS #3 IMPACT READY-BIT TIP (3 PACK) DW22211R 1/4" x 2-9/16" IMPACT READY-MAGNECTIC NUT DRIVER DW22221R 5/16" x 2-9/16" IMPACT READY-MAGNECTIC NUT DRIVER DW22231R 3/8" x 2-9/16" IMPACT READY-MAGNECTIC NUT DRIVER DWANGFT32SET 32 PIECE NEXT GEN IR FLEX TORQ SET DWANGFT26SET 26 PIECE NEXT GEN IR FLEX TORQ SET \ ~\UUUM I. • I Pancake Head ••• Ill www.elcoconstrucllon.com ATTACH CLIP TO CURB USING (2) #lOxl SELF DRILLING SCREWS. ~ QUANTITY PER UNIT 3-10 TON RTU: 12.5-25 TON RTU: BENO FLANGE UP AND AROUND BASE FLANGE OF UNIT. ATTACH TO BASE RAIL OF UNIT USING 2 #lOxl SELF DRILLING SCREWS. 7 I~ I CURB TOP FLANGE+.125" -r-i I ~14 10 PER UNIT • "j 10" (N!:.TAU... ~~W~ Afff!o)(-_j 8 PER UNIT ~IM~~ ,·•~Z,~ F~tr\ -n,f t'r ?t-1f.l •----NOTES ~ t:1F ~M:.C 12,MI,... 'f""sEISMIC CLIP IS MADE OF 18GA GALVANIZED STEEL 2. All FASTENERS PROVIDED BY CONTRACTOR METHOD OF ATTACHMENT USE A MINIMUM OF TWO (2) CLIPS PER SIDE AT CORNERS, AND THE CUPS SHOULD NOT BE SPACED MORE THAN 48" ON CENTER. ADD ADDITIONAL CLIPS AS NEEDED TO ACHEIVE SPACING ON LARGER UNITS. ATTACH 4" SIDE OF QJP TO IN THE INSIDE PORTION OF ROOF CURB. (NOTE: PRIOR TO INSTALLATION OF THE UNIT). THEN FOLD THE 1-" PORTION OF THE CllP AROUND THE BASE RAIL ANO ATTACH VIA #10 SCREWS. INSTALLATION OF ROOFING MATERIAL ANO/OR FLASHING CAN NOT INCREASE TOP FLANGE WITH. CUP CLEARANCE AS SHOWN. OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# ___________________ 1 PLAN CHECK # ___________________ 1 BP DATE KidStrong Business Contact Kory Kraning Telephone# 619.517.4632 State APN# Project Address (include suite) City 2622 El Camino Real, Suite A, Carlsbad, CA 92008 Zip Code t~==]O 301-1-o Mailing Address (include suite) Same City State Zip Code Plan File# Project Contact Terri Dickerhoff Applicant E-mail Telephone# cgrdev@gmail.com 213.422.1450 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 5. Organic Peroxides 9. Water Reactives 6. Oxidizers 10. Cryogenics 7. Pyrophorics 11. Highly Toxic or Toxic Materials 13. Corrosives 14, ..,QJ~eli-tiff?lil} f,'lilzards 1 sl,Mb'111el6f'these. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMDl: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suile 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 1. 2. 3. 4 . 5. 6 . 7. 8. YES NO (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). □ Kl □ Kl Will your business dispose of Hazardous Substances or Medical Waste in any amount? □ Kl Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? □ □ □ □ □ 1K] Will yo_ur business store or handle carcinogens/reproductive toxins in any quantity? 1K] Will your business use an existing or install an underground storage tank? 1K] Will your business store or handle Regulated Substances (CalARP)? 1K] Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? ~ Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Exempt I Date Initials 0 CalARP Required I Date Initials Date PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD}: The following questions are intended to identify the majori of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be ex••••m APCD requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomp@oo t .ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. YES NO 1. D ~ Will the project disturb 100 square feet or more of existing building materials? 2. D [cl Will any load supporting structural members be removed? 3. O [cl (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? . 4. D [29 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a 5. □ 6. □ notification may be required at least 1 O working days prior to commencing asbestos removal. Additionally, a notification may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. Ii] Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. O (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda ? Briefly describe business activities: Kid's Gym Briefly de cribe proposed project: na rovement for a Kid's G m I de.i.Lare 4ns;!_er P,enalJy off erjury that to the best of my knowledge and be · 1 em u1ckernof _.._..,c;..-e.....>111-.ie1---1--1-------- 8 I 2022 Name of Owner or Authorized A ent rized A ent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ________________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASEO FOR BUILOING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD .. •A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other perm1ttIng requirements may still apply HM-9171 (9/18) County of San Diego -DEH -Hazardous Materials Division Building Permit Finaled Revision Permit Print Date: 04/03/2023 Job Address: 2622 EL CAMINO REAL, # A, CARLSBAD, CA 92008-1254 Permit No: Status: (city of Carlsbad PREV2022-0161 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: 1670307600 Track #: Va luation: $0.00 Lot#: Occupancy Group: B Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type:V-B Bathrooms: Occupant Load: 40 Code Edition: 2019 Sprinkled: Yes Project Title: Orig. Plan Check#: CBC2022-0315 Plan Check#: Description: KIDSTRONG: REVISED BLDG DATA TO NON-SPRINKLERED AND OCCUPANCY TO A3 Applicant: CGR DEVELOPEMENT TERRI DICKERHOFF 5635 EVENING SKY DR SIMI VALLEY, CA 93063-5757 (213) 422-1450 FEE BUILDING PLAN REVIEW -Revisions FIRE A-2 & A-3 Occupancies -Tl Total Fees: $873.00 Building Division Property Owner: PLAZA SOUTH LLC ROBIN BEALE CAMERON 10721 TREENA ST, # 200 SAN DIEGO, CA 92131-1081 (619) 469-3600 Total Payments To Date: $873.00 Applied: 12/29/2022 Issued: 01/27/2023 Finaled Close Out: 04/03/2023 Final Inspection: INSPECTOR: Balance Due: AMOUNT $129.00 $744.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov 4( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number C f2C1trk2 .. 031 s---Plan Revision Number ff!. e,J202:z-OJ(o I Project Address 2v2 L e\ ({)Jvv\",'('.c) i{l.(C\\ -\\-~, Cav:\,~'ocid, (}A q2-oog General Scope of Revision/Deferred Submittal: _________________ _ CONTACT INFORMATION: Name \[V)£A~$)$ ~S Phone J\4-Lf2,-Z.-4]L\v'\ Fax,___ ____ _ Address (040 {;.r\W':J:d\ ~Vf, City '8:wA'nl\VV) Zip q2ftlC Email Address ~lA~\~'1es () aMWcow,\~~ . ( um Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations D Soils D Energy D Other 4. 5. 6. 7. 2. Describe revisions in detail Does this revision, in any w ay, alter the exterior of the project? D Yes Does this revision add ANY new floor area (s)? D Yes '?J!No Does this revision affect any fire related issues? D Yes ~ No 3. List page(s) where each revision is shown Date --------- 1635 Faraday Avenue, Carlsbad, CA 920 8 Ph: 442-339-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov