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Home My WebLink About2740 S Bristol St - Plan (2)Bldg #101123931 Elect #20186003 APPROVALS: PLNG - C. Santana BLDG - A. SO PUBLIC WORKS - Y. Soto ELECT - M. Smith N IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 0 1 05/16/2025 07/29/2025 ISSUED FOR PERMIT RE-ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS C1.0 ACCESSIBILITY SITE PLAN REALTY 2740 BRISTOL LLC SITE PLAN1 ACCESSIBLE PATH OF TRAVEL PLAN2 PROPOSED ACCESSIBLE STALLS DETAILS3 EV C H A R G I N G ONL Y 18' 18' 18' 5' 9' 12' 9' EV C H A R G I N G ON L Y EV C H A R G I N G ON L Y 18' 18' 18' 9' 9' 5' 5' 5' 4' EV C H A R G I N G ONL Y NO PAR K I N G NO PAR K I N G 5' 5' NO PA R K I N G NO PA R K I N G 12' ACCESSIBLE PARKING SPACES TABLE TOTAL No. OF EVCS: 12 PROVIDED TYPE REQ'D PROVIDED VAN ACCESSIBLE EVCS 1 1 STANDARD ACCESSIBLE EVCS 1 1 AMBULATORY EVCS 0 0 N IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 0 1 05/16/2025 07/29/2025 ISSUED FOR PERMIT RE-ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS C1.1 EQUIPMENT FOUNDATION PLAN REALTY 2740 BRISTOL LLC FOUNDATION LOCATION PLAN1 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 0 1 05/16/2025 07/29/2025 ISSUED FOR PERMIT RE-ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS C1.2 ACCESSIBILITY DETAILS REALTY 2740 BRISTOL LLC NO SCALE 1TYPICAL PAVEMENT DETAIL NO SCALE 2ACCESSIBLE PATH OF TRAVEL MARKINGS DETAIL NO SCALE 3 NO SCALE 4 NO SCALE 5 POST MOUNTED REQUIREMENTS FOR ACCESSIBLE SIGNS ACCESSIBLE PARKING SIGN 1'-0" 3'-0" 4" WIDE WHITE BORDER VAN PAINT SYMBOL AND BORDER WITH WHITE REFLECTORIZED PAINT PAINT FIELD WITH REFLECTORIZED PAINT BLUE INTERNATIONAL SYMBOL OF ACCESSIBILITY (ISA) ACCESSIBLE SIGN $250 MINIMUM FINE EACH PARKING SPACE RESERVED FOR PERSONS WITH DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN EQUAL TO PORCELAIN ON STEEL, PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE, CONSISTING OF THE ISA SYMBOL IN WHITE ON BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQ. INCHES IN AREA SPACES COMPLYING WITH 2022 CBC CHAPTER 11B, SIGN 3B SHALL HAVE AN ADDITIONAL SIGN STATING "VAN ACCESSIBLE" MOUNTED BELOW THE SYMBOL OF ACCESSIBILITY (SEE ACCESSIBLE SIGN 3B). ACCESSIBLE $250 MINIMUM FINE VAN ACCESSIBLE SIGN ACCESSIBLE SIGN 3B MAY BE ONE SIGN CONFORMING TO SIGN 1 FOR DISPLAY CONDITION AND COLOR AND SIGN 3A FOR SYMBOL SIZE, MATERIAL AND MOUNTING CBC 2022 SECTION 11B-502.6. PARKING SPACE IDENTIFICATION SIGNS SHALL BE 60" MINIMUM ABOVE FINISH FLOOR OR GROUND SURFACE MEASURED TO THE BOTTOM OF THE SIGN. EXCEPTION: SIGNS LOCATED WITHIN A CIRCULATION PATH SHALL BE A MINIMUM OF 80" ABOVE FINISH FLOOR OR GROUND SURFACE MEASURED TO THE BOTTOM OF THE SIGN. VAN ACCESSIBLE SIGN TO MATCH WIDTH OF SIGN 3A. LETTERING SHALL BE 1" MINIMUM HEIGHT. FINISH ADJ. GRADE AT PARKING OR WALKWAY SURFACE 12" FINISH GRADE AT SIGN @ PLANTER AREA 12" CONC. FOOTING (SEE NOTE 1) 2 1/4" DIA. GAVL. STL BOLTS W/NUTS MIN. EA. SIGN. PIPE & CAPPED TOP NOTE 1. CONTRACTOR TO SELECT APPROPRIATE SIGN. VA R I E S (4 " M A X ) 36 " 3" 60 " (8 0 " F O R S I G N S L O C A T E D WI T H I N A C I R C U L A T I O N P A T H ) 3' - 0 " 5" 5" 1' - 6 " 36" MIN. OUTLINE (4" MIN. WIDTH) STRIPES AT 36" MAX O.C. (4" MIN. WIDTH) NOTES 1.ACCESSIBLE PATH OF TRAVEL MARKINGS TO EXTEND FROM ACCESSIBLE PARKING SPACE ACCESS AISLE TO ACCESSIBLE DESIGNATED ENTRANCE OF BUILDING. 2.MARKINGS TO BE PAINTED PER CBC 2022 11B-812.7.2. 7 1 1/2" GALV. STD STL. - 1.ALL CONSTRUCTION SHALL CONFORM TO THE 2022 CBC (CALIFORNIA BUILDING CODE). 2.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE PLANS AND AT THE CONSTRUCTION SITE PRIOR TO COMMENCING WORK AND SHALL REPORT ANY DISCREPANCY TO OWNER BEFORE PROCEEDING. 3.CONTRACTOR SHALL TAKE CARE NOT TO DAMAGE ANY EXISTING MATERIALS, STRUCTURES OR IMPROVEMENTS THAT ARE TO REMAIN AFTER THE CONSTRUCTION. CONTRACTOR SHALL REPAIR ANY DAMAGES TO THE SAME THAT ARE THE RESULT OF HIS OPERATIONS TO A CONDITION EQUAL TO OR BETTER THAN WAS EXISTING AT HIS OWN EXPENSE. 4.CONTRACTOR SHELL ENSURE THAT ALL WORK IS CARRIED OUT IN A SAFE ENVIRONMENT. IT SHALL BE THEIR RESPONSIBILITY TO SEE THAT ALL CONSTRUCTION SAFETY REGULATIONS APPLICABLE ARE OBSERVED. CONTRACTOR SHALL COMPLY WITH ALL GOVERNING AND COMPANY FIRE REGULATIONS. 5.ALL CONSTRUCTION MATERIALS SHALL BE NEATLY STACKED IN AREAS DESIGNATED AND APPROVED BY OWNER. 6.DO NOT SCALE DRAWINGS. USE DIMENSIONS NOTED. 7.EXISTING UNDERGROUND UTILITIES AND FOUNDATIONS SHALL BE LOCATED BY CAREFUL EXCAVATION INCLUDING AS REQUIRED. EXCAVATION BY HAND BEFORE STARTING FOUNDATION EXCAVATION WORK. SUPPORT AND PROTECTION OF THESE UTILITIES AND FOUNDATIONS SHALL BE PROVIDED DURING EARTHWORK OPERATIONS IF THEY ARE TO REMAIN IN PLACE. SHOULD UNCHANGED OR INCORRECTLY CHARTED UNDERGROUND UTILITIES AND FOUNDATIONS BE ENCOUNTERED DURING EXCAVATION, CONSULT THE OWNERS CONSTRUCTION COORDINATOR IMMEDIATELY FOR DIRECTIONS. 8.ALL UNDERGROUND PIPING, ELECTRICAL GROUNDING AND DUCT BANKS SHALL BE IN PLACE PRIOR TO POURING FOUNDATIONS AND PAVING. 9.THE CIVIL PLANS SHALL BE USED IN CONJUNCTION WITH ALL OTHER RELEVANT PLANS FOR THE PROJECT. 10.ALL STEEL, INCLUDING FASTENERS, ANCHOR BOLTS, AND THE ACCESSORIES, EXPOSED TO WEATHER, SHALL BE GALVANIZED OR STAINLESS STEEL. 11.ASPHALT SECTIONS MUST BE: PARKING STALLS = 3" A/C OVER 6" A/B, DRIVES 3" A/C OVER 10" (COMM.) 12" (INDUSTRIAL). CIVIL GENERAL NOTES: 1.CONCRETE CONSTRUCTION DETAILS SHALL CONFORM TO THE LATEST EDITION OF ACI 318. 2.CONCRETE PILES SHALL CONFORM TO THE LATEST ADDITION OF ACI 336.1. 3.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150 TYPE II UNLESS OTHERWISE NOTED. 4.AGGREGATE SHALL CONFORM TO ASTM C33 AND SHALL HAVE A MINIMUM SIZE OF 1 INCH. 5.REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A706, GRADE 60 UNLESS NOTED OTHERWISE. DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO ACI DETAILING MANUAL. 6.SPLICING OF REINFORCING STEEL IS NOT PERMITTED. 7.CONCRETE PROTECTION FOR REINFORCEMENT: REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVERAGE (EXCEPT AS NOTED ON STRUCTURAL DRAWINGS). A) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3” B) CONCRETE EXPOSED TO EARTH OR WEATHER = 2” C) CONCRETE NOT EXPOSED TO WEATHER AND NOT IN CONTACT WITH GROUND = 2” 8.ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 9.ALL BARS SHALL BE CLEAR OF DUST, GREASE, OR OTHER MATERIALS THAT MIGHT AFFECT ITS BOND TO CONCRETE. ALL BAR BENDS SHALL BE MADE COLD. 10.ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 MIN GR 36 UNLESS NOTED OTHERWISE. 11.GROUT: A)GROUT UNDER STEEL PLATES SHALL BE CEMENTITIOUS NON-SHRINK STRUCTURAL TYPE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI. B)GROUT UNDER ALL RECIPROCATING AND CENTRIFUGAL MACHINERY EQUIPMENT SUBJECT TO VIBRATION SHALL BE FLOWABLE EPOXY TYPE WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI. 12.CURING AND PROTECTION SHALL BE IN ACCORDANCE WITH ACI 301, CHAPTER 12. CONCRETE SHALL BE PROTECTED ADEQUATELY FROM DAMAGED BY SUN, RAIN, FLOWING WATER, OR MECHANICAL IMPACT, AND SHALL NOT BE ALLOWED TO DRY OUT FROM THE TIME IN THIS PLACE UNTIL THE COMPLETION OF THE CURING PERIOD. CURING SHALL BE ACCOMPLISHED BY MOIST CURING OR BY APPLICATION OF LIQUID MEMBRANE-FORMING COMPOUND. CURING SHALL BE INITIATED IMMEDIATELY FOLLOWING THE REMOVAL OF FORMS. 13.ALL EQUIPMENT SHALL BE PLACED AFTER VERIFICATION THAT THE CONCRETE MEETS THE REQUIRED STRENGTH. 14.ALL EXPOSED EDGES ON CONCRETE STRUCTURES SHALL HAVE A 1”, 45° CHAMFER UNLESS OTHERWISE NOTED. 15.CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'C = 2,500 PSI UNLESS OTHERWISE NOTED ON DESIGN DRAWING. 16.CONCRETE FINISH: A)HORIZONTAL SURFACE SHALL HAVE A STEEL TROWEL FINISH. B)VERTICAL SURFACE SHALL BE FILLED AND SACKED TO PROVIDE A SMOOTH SURFACE FREE OF VOIDS. CONCRETE NOTES: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 1 07/29/2025 RE-ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS C1.3 CIVIL NOTES & DETAILS REALTY 2740 BRISTOL LLC NO SCALE 16" CURB DETAIL NO SCALE 2ASPHALT PATCH AT CURB DETAIL N IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 1 07/29/2025 RE-ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS C1.4 DEMO & PRECISE GRADING PLAN REALTY 2740 BRISTOL LLC CIVIL DEMO PLAN1 21'-6" 9' 18'-10" 5' 1' 28' PRECISE GRADING PLAN2 30' IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 0 05/16/2025 ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS S0.0 STRUCTURAL NOTES REALTY 2740 BRISTOL LLC1.ALL CONSTRUCTION SHALL CONFORM TO THE 2022 CBC (CALIFORNIA BUILDING CODE). 2.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE PLANS AND AT THE CONSTRUCTION SITE PRIOR TO COMMENCING WORK AND SHALL REPORT ANY DISCREPANCY TO OWNER BEFORE PROCEEDING. 3.CONTRACTOR SHALL TAKE CARE NOT TO DAMAGE ANY EXISTING MATERIALS, STRUCTURES OR IMPROVEMENTS THAT ARE TO REMAIN AFTER THE CONSTRUCTION. CONTRACTOR SHALL REPAIR ANY DAMAGES TO THE SAME THAT ARE THE RESULT OF HIS OPERATIONS TO A CONDITION EQUAL TO OR BETTER THAN WAS EXISTING AT HIS OWN EXPENSE. 4.CONTRACTOR SHELL ENSURE THAT ALL WORK IS CARRIED OUT IN A SAFE ENVIRONMENT. IT SHALL BE THEIR RESPONSIBILITY TO SEE THAT ALL CONSTRUCTION SAFETY REGULATIONS APPLICABLE ARE OBSERVED. CONTRACTOR SHALL COMPLY WITH ALL GOVERNING AND COMPANY FIRE REGULATIONS. 5.ALL CONSTRUCTION MATERIALS SHALL BE NEATLY STACKED IN AREAS DESIGNATED AND APPROVED BY OWNER. 6.DO NOT SCALE DRAWINGS. USE DIMENSIONS NOTED. 7.EXISTING UNDERGROUND UTILITIES AND FOUNDATIONS SHALL BE LOCATED BY CAREFUL EXCAVATION INCLUDING AS REQUIRED. EXCAVATION BY HAND BEFORE STARTING FOUNDATION EXCAVATION WORK. SUPPORT AND PROTECTION OF THESE UTILITIES AND FOUNDATIONS SHALL BE PROVIDED DURING EARTHWORK OPERATIONS IF THEY ARE TO REMAIN IN PLACE. SHOULD UNCHANGED OR INCORRECTLY CHARTED UNDERGROUND UTILITIES AND FOUNDATIONS BE ENCOUNTERED DURING EXCAVATION, CONSULT THE OWNERS CONSTRUCTION COORDINATOR IMMEDIATELY FOR DIRECTIONS. 8.ALL UNDERGROUND PIPING, ELECTRICAL GROUNDING AND DUCT BANKS SHALL BE IN PLACE PRIOR TO POURING FOUNDATIONS AND PAVING. 9.THE STRUCTURAL PLANS SHALL BE USED IN CONJUNCTION WITH ALL OTHER RELEVANT PLANS FOR THE PROJECT. 10.INSPECTION FORM, STRUCTURAL OBSERVATION AND SPECIAL INSPECTION SHALL BE PERFORMED PER CBC 2022. SEE REQUIREMENTS ON THIS SHEET. 11.ALL STEEL, INCLUDING FASTENERS, ANCHOR BOLTS, AND THE ACCESSORIES, EXPOSED TO WEATHER, SHALL BE GALVANIZED. 12.THE STRUCTURAL CALCULATIONS PROVIDED BY THE ENGINEER OF RECORD SHALL BE CONSIDERED PART OF THESE PLANS. STRUCTURAL GENERAL NOTES:DESIGN CRITERIA: 1.GOVERNING CODES: CALIFORNIA BUILDING CODE (2022 EDITION) ASCE / SEI 7-16, “MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES” AMERICAN SOCIETY OF CIVIL ENGINEERS. ACI 318-14, “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE” AMERICAN CONCRETE INSTITUTE. 2.DESIGN LOADS: WIND LOAD: WIND SPEED = 89 MPH EXPOSURE CATEGORY = C RISK CATEGORY = I SEISMIC LOAD: SITE CLASS = D (DEFAULT) RISK CATEGORY = I SEISMIC DESIGN CATEGORY = D IMPORTANCE FACTOR = 1.0 SS = 1.287 S1 = 0.461 SMS = 1.544 SDS = 1.030 SD1 = N/A FA = 1.2 FV = N/A 3.SOIL DESIGN VALUES: FOUNDATION DESIGN BASED ON ALLOWABLE SOIL BEARING = 1,500 PSF (CBC 2022 TBL. 1806.2) 1.CONCRETE CONSTRUCTION DETAILS SHALL CONFORM TO THE LATEST EDITION OF ACI 318. 2.CONCRETE PILES SHALL CONFORM TO THE LATEST ADDITION OF ACI 336.1. 3.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150 TYPE II UNLESS OTHERWISE NOTED. 4.AGGREGATE SHALL CONFORM TO ASTM C33 AND SHALL HAVE A MINIMUM SIZE OF 1 INCH. 5.REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A706, GRADE 60 UNLESS NOTED OTHERWISE. DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO ACI DETAILING MANUAL. 6.SPLICING OF REINFORCING STEEL IS NOT PERMITTED. 7.CONCRETE PROTECTION FOR REINFORCEMENT: REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVERAGE (EXCEPT AS NOTED ON STRUCTURAL DRAWINGS). A) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3” B) CONCRETE EXPOSED TO EARTH OR WEATHER = 2” C) CONCRETE NOT EXPOSED TO WEATHER AND NOT IN CONTACT WITH GROUND = 2” 8.ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 9.ALL BARS SHALL BE CLEAR OF DUST, GREASE, OR OTHER MATERIALS THAT MIGHT AFFECT ITS BOND TO CONCRETE. ALL BAR BENDS SHALL BE MADE COLD. 10.ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 MIN GR 36 UNLESS NOTED OTHERWISE. 11.GROUT: A)GROUT UNDER STEEL PLATES SHALL BE CEMENTITIOUS NON-SHRINK STRUCTURAL TYPE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI. B)GROUT UNDER ALL RECIPROCATING AND CENTRIFUGAL MACHINERY EQUIPMENT SUBJECT TO VIBRATION SHALL BE FLOWABLE EPOXY TYPE WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI. 12.CURING AND PROTECTION SHALL BE IN ACCORDANCE WITH ACI 301, CHAPTER 12. CONCRETE SHALL BE PROTECTED ADEQUATELY FROM DAMAGED BY SUN, RAIN, FLOWING WATER, OR MECHANICAL IMPACT, AND SHALL NOT BE ALLOWED TO DRY OUT FROM THE TIME IN THIS PLACE UNTIL THE COMPLETION OF THE CURING PERIOD. CURING SHALL BE ACCOMPLISHED BY MOIST CURING OR BY APPLICATION OF LIQUID MEMBRANE-FORMING COMPOUND. CURING SHALL BE INITIATED IMMEDIATELY FOLLOWING THE REMOVAL OF FORMS. 13.ALL EQUIPMENT SHALL BE PLACED AFTER VERIFICATION THAT THE CONCRETE MEETS THE REQUIRED STRENGTH. 14.ALL EXPOSED EDGES ON CONCRETE STRUCTURES SHALL HAVE A 1”, 45° CHAMFER UNLESS OTHERWISE NOTED. 15.CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'C = 2,500 PSI UNLESS OTHERWISE NOTED ON DESIGN DRAWING. 16.CONCRETE FINISH: A)HORIZONTAL SURFACE SHALL HAVE A STEEL TROWEL FINISH. B)VERTICAL SURFACE SHALL BE FILLED AND SACKED TO PROVIDE A SMOOTH SURFACE FREE OF VOIDS. CONCRETE NOTES: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 0 05/16/2025 ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS S1.0 STRUCTURAL DETAILS REALTY 2740 BRISTOL LLC NO SCALE 1 NO SCALE 8 6 2 3 4 7SWITCHBOARD CONCRETE PAD DETAIL 5 FRONT SIDE SCALE: 12" = 1'-0" ℄ ℄ ℄ ℄ (12) 3/8" DIA. HILTI KWIK BOLT TZ2 SS 304 ANCHORS WITH MIN. EFF. EMBEDMENT OF 2.5". LOCATION PER SWITCHBOARD MFR. SPEC'S. 12'-4" 4' - 9 " 6" MIN TYP. 6" M I N TY P . SWITCHBOARD PER ELECTRICAL PLANS. PLAN REBAR NOT SHOWN FOR CLARITY. GRADE 2" CLR. GRADE 2" CLR. #6 @ 12" O.C. TOP & BOTTOM, EACH WAY #6 @ 12" O.C. TOP & BOTTOM, EACH WAY TOP OF FTG. 12 " 2" 3"CL R . TOP OF FTG. 12 " 2" 3"CL R . 6" MIN. 95% COMPACTED BACKFILL. 6" MIN. 95% COMPACTED BACKFILL. SWITCHBOARD PER ELECTRICAL PLANS. SWITCHBOARD PER ELECTRICAL PLANS. NOT USED PLAN 31-3/8" 29 - 1 / 2 " 86 - 5 / 8 " 31-3/8" 86 - 5 / 8 " 29-1/2" FOUNDATION PER DETAIL 2 ON THIS SHEET. TITAN 320KW LEVEL 3 CHARGER. DUAL PORT EV CHARGER DETAIL (EVC LEVEL 3)SCALE: 12" = 1'-0"DUAL PORT FOUNDATION DETAIL (EVC LEVEL 3) ℄ ℄℄ 4'-0" 3' - 6 " (6) 3/8" DIA. HILTI KWIK BOLT TZ2 SS 304 ANCHORS WITH MIN. EFF. EMBEDMENT OF 2.5". LOCATION PER MFR. SPEC'S. REBAR NOT SHOWN FOR CLARITY. LEVEL 3 DUAL PORT CHARGER BASE. GRADE TOP OF FTG. 12 " 3" 2"2" CLR.TOP OF FTG. 12 " 2" GRADE 2" CLR. #6 @ 12" O.C.#6 @ 12" O.C. 6" MIN. 95% COMPACTED BACKFILL. CL R . 3"CL R . 6" MIN. 95% COMPACTED BACKFILL. PLAN ℄ CONCRETE BOLLARD DETAIL NO SCALE REMOVABLE BOLLARD DETAIL NO SCALE NO SCALE 3" 9/ 1 6 " SAFETY LOCK (CODE 170116) WELD, TYPICAL, WILL BE PAINTED OVER WITH A ZINC PRIMER EYE BOLT, 1/2" x 6", STEEL GALVANIZED (TO BE INSTALLED PARALLEL TO EDGE OF PAD) CUT FROM 1/2" x 6" EYE BOLT, STEEL GALVANIZED DETAIL A 32 " M I N - 3 3 " M A X 6" ± 3 " 3" M I N 4' - 0 " 12" MIN END CAP VISIBILITY STRIPS 4" SCH 40 GALV STEEL PIPE 5" SCH 40 GALV STEEL PIPE SLEEVE CONCRETE FOUNDATION SEE DETAIL A 3" 1'-9" 4' - 0 " M I N . 4' - 0 " CONCRETE EXISTIN GRADE SURFACE 4" GALVANIZED SCHEDULE 40 STEEL PIPE FILL WITH CONCRETE VISIBILITY STRIPS NOTES 1.PAINT BOLLARD WITH ONE PRIME COAT AND TWO FINISH COATS. PRIME COAT TO BE EPOXY ENAMEL (CARBOLINE "890" OR EQUAL). THE FIRST FINISH COAT SHALL BE EPOXY ENAMEL. THE SECOND FINISH COAT SHALL BE ALIPHATIC POLYURETHANE (AMERON "AMERSHIELD" OR EQUAL). PRIOR TO APPLYING PAINT, THE PIPE SURFACE SHALL BE PREPARED IN ACCORDANCE WITH COATING. 2.THE BOLLARD IS USED FOR WARNING SIGN ONLY. IT IS NOT DESIGNED FOR VEHICULAR BARRIER PURPOSE. TRANSFORMER ANCHORAGE DETAIL NOTE 1.MINIMUM 9" CONCRETE EDGE DISTANCE REQUIRED FOR PROPOSED ANCHOR. 3/8" DIA. HILTI KWIK BOLT TZ SS 304 MECHANICAL ANCHOR W/ MIN. EMBEDMENT OF 2.5" (OR APPROVED EQUAL). HEAVY DUTY NUT WASHER 2. 5 " M I N . CONCRETE TRANSFORMER PAD NO SCALETYPICAL EV LOGO DETAIL 4" WIDE WHITE BORDER PAINT SYMBOL AND BORDER WITH WHITE REFLECTIVE PAINT PAINT FIELD WITH RELFECTORIZED GREEN IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. REV DATE DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER UTILITY ACCEPTANCE STAMP 0 05/16/2025 ISSUED FOR PERMIT XXXX MP MP 2740 SOUTH BRISTOL ST SANTA ANA, CA ELECTRICAL VEHICLE CHARGING STATIONS S1.1 SCE STANDARD DETAILS REALTY 2740 BRISTOL LLC SCE PAD MOUNT SWITCH SCE PAD MOUNT TRANSFORMER DATEREV DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SHEET TITLE SHEET NUMBER REALTY 2740 BRISTOL LLC EV CHARGING STATION 2740 SOUTH BRISTOL ST SANTA ANA, CA E3.0 ELECTRICAL EQUIPMENT XXXX XX FS 0 05/16/2025 ISSSUED FOR PERMIT DATEREV DESCRIPTION PROJECT NO: DRAWN BY: CHECKED BY: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SHEET TITLE SHEET NUMBER REALTY 2740 BRISTOL LLC EV CHARGING STATION 2740 SOUTH BRISTOL ST SANTA ANA, CA E4.0 ELECTRICAL DETAILS XXXX XX FS 0 05/16/2025 ISSUED FOR PERMIT FULLY TRAFFIC RATED METAL COVER (BOND TO GROUND ROD) WITH HOLD DOWN BOLTS. LABEL COVER AS REQUIRED FINISHED GRADE 1" DRAIN HOLE BELL END PRECAST REINFORCED CONCRETE BOX, SIZE PER PLANS PRECAST REINFORCED EXTENSION CRUSHED ROCK SUMP 24" 6" 12" MIN. TRAFFIC RATED COVER PEA GRAVEL PRECAST CONCRETE PULL BOX GROUND ROD CLAMP 3/4" x10'-0" MIN. COPPER-CLAD STEEL GROUND ROD #4/0 BC GROUND WIRE 30" BELOW GRADE 12" MIN. GROUND ROD CLAMP 3/4" x10'-0" MIN. COPPER-CLAD STEEL GROUND ROD #4/0 BC GROUND WIRE 30" BELOW GRADE FINISHED GRADE FINISHED GRADE AT GRADE PULL BOX DETAIL5 TYPICAL GROUND WELL2 TYPICAL GROUND ROD3TYPICAL EV LOGO DETAIL1 4" WHITE BORDER PAINT SYMBOL AND BORDER WITH WHITE REFELCTIVE PAINT PAINT FIELD WITH REFLECTORIZED GREEN 3/4" x10'-0" MIN. COPPER-CLAD STEEL GROUND ROD 12 k V 12kV 12 k V 12kV UNITSTRUT DETAIL4 12 k V 12kV ELECTRICAL VEHICLE CHARGING STATION MSB-1 MAIN SHUT OFF SWITCH 4000A BREAKER Rev: 08/30//2019 Page 1 of 2 CEC 2019 ELECTRICAL VEHICLE (EV) CHARGING SYSTEMS Non-residential Buildings and Facilities Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Eligibility Checklist for Expedited EV Charging Station Permit: Non-Residential Buildings and Facilities Type of Charging Station(s) Power Levels (proposed circuit rating) Check one Level 1 110/120 volt alternating current (VAC) at 15 or 20 Amps Level 2 - 3.3 kilowatt (kW) (low) 208/240 VAC at 20 or 30 Amps Level 2 – 6.6kW (medium) 208/240 VAC at 40 Amps Level 2 – 9.6kW (high) 208/240 VAC at 50 Amps Level 2 – 19.2kW (highest) 208/240 VAC at 100 Amps Other (provide detail): Provide rating: Permit Application Requirements: A. Does the application include EVCS manufacturer's specs and installation guidelines? Y N Electrical Load Calculation Worksheet: A. Is an electrical load calculation worksheet included? () Y N B. Based on the load calculation worksheet, is a new electrical service panel upgrade required? Y N Amps or higher, is a completed panel schedule with electrical calculations included Y N Site Plan and Single Line Drawing: A. Is a site plan and separate electrical plan with a single-line diagram included with the permit application? Y N requirements (CEC 625.52 (B)), is a mechanical plan included with the Y N Rev: 08/30//2019 Page 2 of 2 Compliance with the California Electrical Code: A. Does the plan include EVCS manufacturer's specs and installation guidelines? Y N B. Does the electrical plan identify the amperage and location of existing electrical service panel? Y N CEC 625.43 Y N Y N CEC 300.5 Y N Compliance with the California Green Building Standards Code (CGBSC): A. Do the CAL Green EV Readiness installation requirements apply to this project? Y N CGBSC Table 5.106.5.3.3 Y N CGBSC 5.106.5.3.1 for single charging spaces or CGBSC 5.106.5.3.2 for multiple charging Y N Compliance with California Building Code, Chapter 11B for Accessibility Features: B. Do the plans clearly depict all required accessible EVCS features for the disabled? Y N Table 11B-228.3.2.1? Y N 11B- 812 Figure 11B-812.9? Y N Notes: This criteria is intended for an expedited EVCS permitting process. If any items are checked NO, please revise plans to fit within the eligibility checklist; otherwise the permit application may go through the standard plan review and approval process. Electrical plans shall be completed, stamped and signed by a California Licensed Electrical Engineer or a C-10 electrical contractor. EVCS project review is limited to health and safety requirements found under local, state, and federal law. EVCS permit approval is not subject to approval of an association (as defined in Section 4080 of the Civil Code). Project Address: Applicant Signature: Applicants Printed Name: Contractor’s License Number and type: - STRUCTURAL CALCULATIONS: New EV Chargers Prepared for: REALTY 2740 BRISTOL LLC _______________________________________________ Michael M. Phillips, PE Date (Seal) Revision #Date Comments 0 5/18/2025 ISSUED FOR PERMIT Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 1 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Date: Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 5/18/2025 Table of Contents: pg Double EV Charger (Level 3) Foundation Loads 3-4 Distribution Switchboard Foundation Loads 5-6 Charge Management System H-Frame Footing 7-9 Site Specific Wind & Seismic Criteria Attachment A Enercalc Foundation Calculations Attachment B Hilti Anchor Specifications Attachment C Charger Manufacturer Spec Sheet Attachment D Design Code: CBC 2022 ASCE 7-16 Min. Design Loads for Buildings & Other Structures ACI 318-19 Seismic Design Criteria: CBC 2022 (ASCE 7-16) Site Class: D-Default Seismic Design Category: D Risk Category: I (See attached seismic report for site specific values) Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 2 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Date: Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Foundation Design: Double Level 3 EV Charger Design Data: L d PX PY B L b l Cabinet Size (ft) Equipment Load P1 (lbs)Width (b)Depth (l)Height - h Double Level 3 Charger Ass'y 1080 2.46 2.61 7.22 Footing Width - ft (B) Length - ft (L) Thickness - ft (T) Area - sf (A) Foundation Size 3.5 4.0 1.0 14 Sxx = 8.2 Section Modulus- Short direction Syy = 9.3 Section Modulus- Long direction f’c = 4000 psi Conc. Strength fy = 60000 psi Steel Strength ρ = 150 pcf Density of conc. w/ reinforcing steel Qa = 1500 psf Allowable Soil Bearing Pressure (2022 CBC Sect. 1806) SDS = 1.03 Seismic Design Spectral Accel. Ie = 1.0 Importance Factor μ = 0.25 Coefficient of Friction Loads: PF = 2,100 lbs Weight of Foundation P = 3,180 lbs Total Foundation Dead Load PL = 200 lbs Live Load Wind Force: Lateral Force Due to Wind FWIND = qz * G * Cf * As (Tbl 29.4-1)(Tbl 26.8-1)(Tbl 26.6-1)(Tbl 26.9-1)(Wind Vel.) Kz = 0.85 KZT = 1 Kd = 0.85 Ke = 1 Vw = 89 qz = 0.00256 * Kz * K ZT * Kd * Ke * Vw 2 = 14.7 psf Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 3 Cf = 0.9(ASCE 7-16 Fig. 29.4-1)G = 0.85 (ASCE 7-16 Sect. 26.11) ALong = 17.8 sf ATrans = 18.8 sf FLong = 199 lbs FTrans = 211 lbs Controlling Wind Force Fcontrol = 211 lbs Seismic Design Force due to cabinet (Fp)(ASCE 7-16 Eq. 13.3-1) Fp = 0.4 * ap * SDS * Wp Rp Ip * 1 + 2 * z hc = 178.0 lbs ap = 1 Component Amplification Factor (ASCE 7-16 Tbl 13.6-1) Rp = 2.5 Component Response Modification Factor Ip = 1.0 Component Importance Factor Wp = P1 = 1080 lbs Weight of cabinet z = 0 ft Height in structure of point of attachment with cabinet hc = h1 = 7.22 ft Height of cabinet FP,min = 0.3 * SDS * Ip * Wp = 333.7 lbs Fp,max = 1.6 * SDS * Ip * Wp = 1779.8 lbs V = 333.7 lbs Lateral Load due to Seismic on cabinet (Based on max/min Fp) LOADCONTROL = Max V, Fcontrol = 333.7 lbs See Attached Enercalc Printout for Dual Lvl 3 Charger Foundation Calculations Use #6 bars both ways @ 12" o.c. Anchor Design: * See attached computer generated Hilt specification documents. Use (6) HILT 3/8" dia. Kwik Bolt TZ2 SS 304 anchors with minimum embedment of 2.5". Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 4 Foundation Design: Distribution Switchboard Design Data: L d PX PY B L b l Cabinet Size (ft) Equipment Load P1 (lbs)Width (b)Depth (l)Height - h Distribution Switchboard 1,850 3.75 11.33 5.25 Footing Width - ft (B) Length - ft (L) Thickness - ft (T) Area - sf (A) Foundation Size 4.75 12.33 1.0 58.6 Sxx = 46.4 Section Modulus- Short direction Syy = 120.4 Section Modulus- Long direction f’c = 4000 psi Conc. Strength fy = 60000 psi Steel Strength ρ = 150 pcf Density of conc. w/ reinforcing steel Qa = 1500 psf Allowable Soil Bearing Pressure (2022 CBC Sect. 1806) SDS = 1.03 Seismic Design Spectral Accel. Ie = 1.0 Importance Factor μ = 0.25 Coefficient of Friction Loads: PF = 8,785 lbs Weight of Foundation P = 10,635 lbs Total Foundation Dead Load PL = 200 lbs Live Load Wind Force: Lateral Force Due to Wind FWIND = qz * G * Cf * As (Tbl 29.4-1)(Tbl 26.8-1)(Tbl 26.6-1)(Tbl 26.9-1)(Wind Vel.) Kz = 0.85 KZT = 1 Kd = 0.85 Ke = 1 Vw = 89 qz = 0.00256 * Kz * K ZT * Kd * Ke * Vw 2 = 14.7 psf Cf = 0.9 (ASCE 7-16 Fig. 29.4-1)G = 0.85 (ASCE 7-16 Sect. 26.11) Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 5 ALong = 19.7 sf ATrans = 59.5 sf FLong = 221 lbs FTrans = 667 lbs Controlling Wind Force Fcontrol = 667 lbs Seismic Design Force due to cabinet (Fp)(ASCE 7-16 Eq. 13.3-1) Fp = 0.4 * ap * SDS * Wp Rp Ip * 1 + 2 * z hc = 304.9 lbs ap = 1 Component Amplification Factor (ASCE 7-16 Tbl 13.6-1) Rp = 2.5 Component Response Modification Factor Ip = 1.0 Component Importance Factor Wp = P1 = 1850 lbs Weight of cabinet z = 0 ft Height in structure of point of attachment with cabinet hc = h1 = 5.25 ft Height of cabinet FP,min = 0.3 * SDS * Ip * Wp = 571.7 lbs Fp,max = 1.6 * SDS * Ip * Wp = 3048.8 lbs V = 571.7 lbs Lateral Load due to Seismic on cabinet (Based on max/min Fp) LOADCONTROL = Max V, Fcontrol = 667 lbs See Attached Enercalc Printout for Switchboard Foundation Calculations Use #6 bars (top & bottom) both ways @ 12" o.c. Anchor Design: * See attached computer generated Hilt specification documents. Use (12) HILT 3/8" dia. Kwik Bolt TZ SS 304 anchors with minimum embedment of 2.5". Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 6 Foundation Design: Charge Management System H-Frame Design Data: Equipment: Gas Supply Post Assembly Weight (lbs)Height (ft) PUNI = 31.5 lbs PPIPE = 2.5 lbs PEquip = 25 lbs PTot = 59 lbs hp = 6 ft (height from base plate to top) hcg = 4.02 ft (height from base to C.G. of assembly) xcg = 0 in (Horiz. distance from centerline to C.G.) f’c = 4000 psi Conc. Strength fy = 60000 psi Steel Strength Seismic Force:(Antenna considered non-building structure) SDS = 1.03 Ie = 1.0 R = 1.0 CS = SDS/(R/Ie ) = 1.03 Lateral Force due to weight of assembly V = PTot * Cs = 61 lbs Check Cs: CT = 0.02 (ASCE 7-16 Tbl. 12.8-2) x = 0.75 (ASCE 7-16 Tbl. 12.8-2) Ta = CT * hp x = 0.0767 (ASCE 7-16 Sect. 12.8.2.1 Eqn. 12.8-7) CU = 1.4 (ASCE 7-16 Tbl. 12.8-1) TMAX = CU * Ta = 0.107 (ASCE 7-16 Sect. 12.8.2) T = 0.0767 CSMAX = SDS T * R I e = 13.43 OK Wind Force: Lateral Force Due to Wind FWIND = qz * G * Cf * As (Tbl 29.4-1)(Tbl 26.8-1)(Tbl 26.6-1)(Tbl 26.9-1)(Wind Vel.) Kz = 0.85 KZT = 1 Kd = 0.85 Ke = 1 Vw = 89 qz = 0.00256 * Kz * K ZT * Kd * Ke * Vw 2 = 14.7 psf Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 7 Cf = 0.9 (ASCE 7-16 Fig. 29.4-1)G = 0.85 (ASCE 7-16 Sect. 26.11) AGSP,1 = 4 sf FWIND = qz * AGSP,1 = 59 lbs Controlling Lateral Force Fcontrol = 61 lbs Max Moment:MMAX = Fcontrol * Cs * hcg = 252 ft-lbs Pole Base Plate and Anchor Design: Base Plate:Base plate is already attached as part of the GSP-1 assembly. Anchors:Use (4) Hilti Kwik Bolt TZ2 - SS 304 3/8"∅ w/ 3" embedment (See Hilti Computer Output Attached) Foundation Design: qa = 1500 psf Allow. Soil Bearing Pressure (2022 CBC Tbl. 1804.2) μr = 2000 6 = 333.3 psf Soil Friction Resistance (CBC Sec. 1807.2) qa,lat = 100 psf Allow. Soil Lat. Bearing Pressure (Min. CBC Tbl 1806.2) σ = 1 Redundancy Factor (ASCE 7-16 12.3.4) μ = 0.25 Soil Coefficient of Friction ρ = 150 pcf Weight of Reinforced Conc. Footing: dmin = 0.5 * A * 1 + 1 + 4.36 * hcg A 0.5 = 2.16 ft Calc'd depth of embedment (CBC Eq. 18-1) Where: d = 3.0 ft Total length of footing b = 2.0 ft dia. of footing demb = 3 ft assumed depth of embedment A = 2.34 * Fcontrol S1 * b = 0.7 sf S1 = qa,lat * demb 3 = 100 psi depthcheck = demb dmin = 1.39 OK Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 8 Check end bearing pressure:(Frictional resistance assumed zero for conservative design.) WFTG = ρ * pi * b 2 2 * d = 1,414 lbs Weight of Footing AEND = pi * b 2 2 =452 sq. in. qapplied = WFTG + PTot AEND = 469 psf OK Check Reinforcing Steel: Design Data: bin = b * 12 = 24 in e = 2.0 in de = bin - 2 * e = 20 in rb# = 5 Reinforcing Bar # rbqty = 8 Reinforcing Bar Qty. Min. Long. Reinforcement: AS,min,flex = 3 * f’c0.5 * bin * de fy = 1.52 sq. in.Min. Reinf. Steel (Flexural) AS,min,long = 0.005 * AEND=2.26 sq. in.Min. Reinf. Steel (Longitudinal) AS,provided = 2.45 sq. in.OK Reinf. Steel Provided Use 8- #5 bars longitudinally. Use 3-#3 bars @ 2" O.C. at top. Use 2-#3 bars @ 12" O.C. at bottom. Project:Bristol EVCS By:MP Sheet No. Location:2740 S Bristol St Date:05-18-2025 Santa Ana, CA Chk'd:Job No. Subject:EV Chargers Structural Calcs Gasteiger Engineering, LLC 8549 Wilshire Blvd., Suite2029 Beverly Hills, CA 90211 Date: 9 ASCE Hazards Report Address: 2740 S Bristol St Santa Ana, California 92704 Standard:ASCE/SEI 7-16 Latitude:33.710003 Risk Category:I Longitude:-117.88593 Soil Class:D - Default (see Section 11.4.3) Elevation:0 ft (NAVD 88) Wind Results: Wind Speed 89 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1A and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Sun May 18 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 15% probability of exceedance in 50 years (annual exceedance probability = 0.00333, MRI = 300 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Sun May 18 2025 Attachment A SS : 1.287 S1 : 0.461 F a : 1.2 F v : N/A SMS : 1.544 SM1 : N/A SDS : 1.03 SD1 : N/A T L : 8 PGA : 0.549 PGA M : 0.659 F PGA : 1.2 Ie : 1 C v : 1.357 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Sun May 18 2025 Page 2 of 3https://ascehazardtool.org/Sun May 18 2025 Attachment B CITY OF SANTA ANA Project Title: Huntington Beach Mining and Building Agency Engineer: M. Phillips, PE Project ID: P *:!V Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 198, DESCRIPTION: Level 3 Dual Charger Master ID: DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.2786 Soil Bearing 0.4597 ksf 1.650 ksf +D+0.70E about Z-Z axis PASS 2.654 Overturning - X-X 1.438 k-ft 3.816 k-ft +0.60D+0.70E PASS 2.322 Overturning - Z-Z 1.438 k-ft 3.339 k-ft +0.60D+0.70E PASS 2.040 Sliding - X-X 0.2338 k 0.4770 k +0.60D+0.70E PASS 2.040 Sliding - Z-Z 0.2338 k 0.4770 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06091 Z Flexure (+X) 1.046 k-ft/ft 17.179 k-ft/ft +1.406D+2.OE PASS 0.06091 Z Flexure (-X) 1.046 k-ft/ft 17.179 k-ft/ft +1.406D-2.OE PASS 0.05868 X Flexure (+Z) 1.146 k-ft/ft 19.529 k-ft/ft +1.406D+2.OE PASS 0.05868 X Flexure (-Z) 1.146 k-ft/ft 19.529 k-ft/ft +1.406D-2.OE PASS 0.1165 1-way Shear (+X) 7.061 psi 60.607 psi +1.406D+2.OE PASS 0.1165 1-way Shear (-X) 7.061 psi 60.607 psi +1.406D-2.OE PASS 0.1078 1-way Shear (+Z) 6.832 psi 63.366 psi +1.406D+2.OE PASS 0.1078 1-way Shear (-Z) 6.832 psi 63.366 psi +1.406D-2.OE PASS 0.02648 2-way Punching 5.024 psi 189.737 psi +1.406D+2.OE Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.650 n/a 0.0 0.2271 0.2271 n/a n/a 0.138 X-X, +D+0.60W 1.650 n/a 0.4777 0.2137 0.2406 n/a n/a 0.146 X-X, +D+0.450W 1.650 n/a 0.3583 0.2171 0.2372 n/a n/a 0.144 X-X, +0.60D+0.60W 1.650 n/a 0.7962 0.1229 0.1497 n/a n/a 0.091 X-X, +D+0.70E 1.650 n/a 7.235 0.02377 0.4305 n/a n/a 0.261 X-X, +D+0.5250E 1.650 n/a 5.426 0.07462 0.3797 n/a n/a 0.230 X-X, +0.60D+0.70E 1.650 n/a 12.058 0.0 0.3628 n/a n/a 0.220 Z-Z, D Only 1.650 0.0 n/a n/a n/a 0.2271 0.2271 0.138 Z-Z, +D+0.60W 1.650 0.4506 n/a n/a n/a 0.2127 0.2416 0.146 Z-Z, +D+0.450W 1.650 0.3379 n/a n/a n/a 0.2163 0.2380 0.144 Z-Z, +0.60D+0.60W 1.650 0.7509 n/a n/a n/a 0.1218 0.1508 0.091 Z-Z, +D+0.70E 1.650 7.235 n/a n/a n/a 0.0 0.4597 0.279 Z-Z, +D+0.5250E 1.650 5.426 n/a n/a n/a 0.05283 0A015 0.243 Z-Z, +0.60D+0.70E 1.650 12.058 n/a n/a n/a 0.0 0.4234 0.257 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+0.60W 0.1266 k-ft 6.360 k-ft 50.237 OK X-X, +D+0.450W 0.09495 k-ft 6.360 k-ft 66.983 OK X-X, +0.60D+0.60W 0.1266 k-ft 3.816 k-ft 30.142 OK X-X, +D+0.70E 1.438 k-ft 6.360 k-ft 4.423 OK X-X, +D+0.5250E 1.078 k-ft 6.360 k-ft 5.897 OK X-X, +0.60D+0.70E 1.438 k-ft 3.816 k-ft 2.654 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 0.1194 k-ft 5.565 k-ft 46.608 OK Z-Z, +D+0.450W 0.08955 k-ft 5.565 k-ft 62.144 OK Z-Z, +0.60D+0.60W 0.1194 k-ft 3.339 k-ft 27.965 OK Z-Z, +D+0.70E 1.438 k-ft 5.565 k-ft 3.870 OK Z-Z, +D+0.5250E 1.078 k-ft 5.565 k-ft 5.160 OK Z-Z, +0.60D+0.70E 1.438 k-ft 3.339 k-ft 2.322 OK CITY OF SANTA ANA Project Title: Huntington Beach Pb3aning and Building Agency Engineer: M. Phillips, PE Project ID: *'!S Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Level 3 Dual Charger Master ID: Date: All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 0.7950 k No Sliding OK X-X, +D+0.60W 0.1194 k 0.7950 k 6.658 OK X-X, +D+0.450W 0.08955 k 0.7950 k 8.878 OK X-X, +0.60D+0.60W 0.1194 k 0.4770 k 3.995 OK X-X, +D+0.70E 0.2338 k 0.7950 k 3.40 OK X-X, +D+0.5250E 0.1754 k 0.7950 k 4.534 OK X-X, +0.60D+0.70E 0.2338 k 0.4770 k 2.040 OK Z-Z, D Only 0.0 k 0.7950 k No Sliding OK Z-Z, +D+0.60W 0.1266 k 0.7950 k 6.280 OK Z-Z, +D+0.450W 0.09495 k 0.7950 k 8.373 OK Z-Z, +0.60D+0.60W 0.1266 k 0.4770 k 3.768 OK Z-Z, +D+0.70E 0.2338 k 0.7950 k 3.40 OK Z-Z, +D+0.5250E 0.1754 k 0.7950 k 4.534 OK Z-Z, +0.60D+0.70E 0.2338 k 0.4770 k 2.040 OK 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, +1.40D 0.2160 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.40D 0.2160 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D 0.1851 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D 0.1851 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D+0.50W 0.2002 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D+0.50W 0.1701 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D-0.50W 0.1701 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D-0.50W 0.2002 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D+W 0.2153 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D+W 0.1550 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D-W 0.1550 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.20D-W 0.2153 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.90D+W 0.1690 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.90D+W 0.1087 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.90D-W 0.1087 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.90D-W 0.1690 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.406D+2.OE 1.146 +Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.406D+2.OE 0.4191 -Z Top 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.406D-2.OE 0.4191 +Z Top 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +1.406D-2.OE 1.146 -Z Bottom 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.6940D+2.OE 0.2082 +Z Top 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.6940D+2.OE 0.2082 -Z Top 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.6940D-2.OE 0.2082 +Z Top 0.2592 ACI 7.6.1.1 0.5029 19.529 OK X-X, +0.6940D-2.OE 0.2082 -Z Top 0.2592 ACI 7.6.1.1 0.5029 19.529 OK Z-Z, +1.40D 0.1654 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.40D 0.1654 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D 0.1418 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D 0.1418 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D+0.50W 0.1293 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D+0.50W 0.1542 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D-0.50W 0.1542 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D-0.50W 0.1293 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D+W 0.1169 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D+W 0.1666 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D-W 0.1666 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.20D-W 0.1169 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.90D+W 0.08144 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.90D+W 0.1312 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.90D-W 0.1312 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.90D-W 0.08144 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.406D+2.OE 0.3229 -X Top 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.406D+2.OE 1.046 +X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.406D-2.OE 1.046 -X Bottom 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +1.406D-2.OE 0.3229 +X Top 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.6940D+2.OE 0.1594 -X Top 0.2592 ACI 7.6.1.1 0.440 17.179 OK CITY OF SANTA ANA Project Title: Huntington Beach Naaning and Building Agency Engineer: M. Phillips, PE Project ID: P *:!V Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Level 3 Dual Charger Master ID: Date: Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As PhIvMn Status k-ft Surface in"2 in^2 in"2 k-ft Z-Z, +0.6940D+2.OE 0.1594 +X Top 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.6940D-2.OE 0.1594 -X Top 0.2592 ACI 7.6.1.1 0.440 17.179 OK Z-Z, +0.6940D-2.OE 0.1594 +X Top 0.2592 ACI 7.6.1.1 0.440 17.179 OK One Way Shear X Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 1.02 psi 1.02 psi 1.02 psi 60.61 psi 0.02 OK +1.20D 0.87 psi 0.87 psi 0.87 psi 60.61 psi 0.01 OK +1.20D+0.50W 0.79 psi 0.95 psi 0.95 psi 60.61 psi 0.02 OK +1.20D-0.50W 0.95 psi 0.79 psi 0.95 psi 60.61 psi 0.02 OK +1.20D+W 0.71 psi 1.03 psi 1.03 psi 60.61 psi 0.02 OK +1.20D-W 1.03 psi 0.71 psi 1.03 psi 60.61 psi 0.02 OK +0.90D+W 0.49 psi 0.82 psi 0.82 psi 60.61 psi 0.01 OK +0.90D-W 0.82 psi 0.49 psi 0.82 psi 60.61 psi 0.01 OK +1.406D+2.OE 1.98 psi 7.06 psi 7.06 psi 60.61 psi 0.12 OK +1.406D-2.OE 7.06 psi 1.98 psi 7.06 psi 60.61 psi 0.12 OK +0.6940D+2.OE 0.98 psi 0.98 psi 0.98 psi 60.61 psi 0.02 OK +0.6940D-2.OE 0.98 psi 0.98 psi 0.98 psi 60.61 psi 0.02 OK One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 1.24 psi 1.24 psi 1.24 psi 63.37 psi 0.02 OK +1.20D 1.06 psi 1.06 psi 1.06 psi 63.37 psi 0.02 OK +1.20D+0.50W 0.97 psi 1.15 psi 1.15 psi 63.37 psi 0.02 OK +1.20D-0.50W 1.15 psi 0.97 psi 1.15 psi 63.37 psi 0.02 OK +1.20D+W 0.88 psi 1.24 psi 1.24 psi 63.37 psi 0.02 OK +1.20D-W 1.24 psi 0.88 psi 1.24 psi 63.37 psi 0.02 OK +0.90D+W 0.62 psi 0.98 psi 0.98 psi 63.37 psi 0.02 OK +0.90D-W 0.98 psi 0.62 psi 0.98 psi 63.37 psi 0.02 OK +1.406D+2.OE 2.42 psi 6.83 psi 6.83 psi 63.37 psi 0.11 OK +1.406D-2.OE 6.83 psi 2.42 psi 6.83 psi 63.37 psi 0.11 OK +0.6940D+2.OE 1.20 psi 1.20 psi 1.20 psi 63.37 psi 0.02 OK +0.6940D-2.OE 1.20 psi 1.20 psi 1.20 psi 63.37 psi 0.02 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 4.48 psi 189.74psi 0.02362 OK +1.20D 3.84 psi 189.74psi 0.02025 OK +1.20D+0.50W 3.84 psi 189.74psi 0.02025 OK +1.20D-0.50W 3.84 psi 189.74psi 0.02025 OK +1.20D+W 3.84 psi 189.74psi 0.02025 OK +1.20D-W 3.84 psi 189.74psi 0.02025 OK +0.90D+W 2.88 psi 189.74psi 0.01519 OK +0.90D-W 2.88 psi 189.74psi 0.01519 OK +1.406D+2.OE 5.02 psi 189.74psi 0.02648 OK +1.406D-2.OE 5.02 psi 189.74psi 0.02648 OK +0.6940D+2.OE 4.32 psi 189.74psi 0.02277 OK +0.6940D-2.OE 4.32 psi 189.74psi 0.02277 OK General Footing DESCRIPTION: Switchboard Foundation Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 General Information CITY OF SANTA ANA Project Title: Huntington Beach Naaning and Building Agency Engineer: M. Phillips, PE Project ID: Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE Master ID: Date: Material Properties Soil Design Values fc : Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 120.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 150.0 pcf Soil Passive Resistance (for Sliding) = 100.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.250 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 4.750 ft Length parallel to Z-Z Axis = 12.330 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 13 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) M Direction Requiring Closer Separation Bars along X-X Axis 13-#6Bars X-X Section Looking to +Z Z 5-#6Bars Z-Z Section Looking to +X # Bars required within zone 55.6 % # Bars required on each side of zone 44.4 % Applied Loads D Lr L S W E H P : Column Load = 1.850 0.20 k OB : Overburden = ksf M-xx = 3.50 k-ft M-zz = 1.601 k-ft V-x = 0.2210 0.3050 k V-z = 0.6670 0.3050 k CITY OF SANTA ANA Project Title: Huntington Beach Pb3aning and Building Agency Engineer: M. Phillips, PE Project ID: *'!S Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 198, DESCRIPTION: Switchboard Foundation Master ID: DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1273 Soil Bearing 0.2101 ksf 1.650 ksf +D+0.70E about Z-Z axis PASS 15.734 Overturning - X-X 2.50 k-ft 39.339 k-ft +0.60D+0.60W PASS 11.359 Overturning - Z-Z 1.334 k-ft 15.155 k-ft +0.60D+0.70E PASS 7.472 Sliding - X-X 0.2135 k 1.595 k +0.60D+0.70E PASS 3.986 Sliding - Z-Z 0.4002 k 1.595 k +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01388 Z Flexure (+X) 0.2508 k-ft/ft 18.076 k-ft/ft +1.406D+L+1.50E PASS 0.01388 Z Flexure (-X) 0.2508 k-ft/ft 18.076 k-ft/ft +1.406D+L-1.50E PASS 0.06781 X Flexure (+Z) 1.224 k-ft/ft 18.048 k-ft/ft +1.20D+L+W PASS 0.06781 X Flexure (-Z) 1.224 k-ft/ft 18.048 k-ft/ft +1.20D+L-W PASS 0.02146 1-way Shear (+X) 1.324 psi 61.686 psi +1.406D+L+1.50E PASS 0.02146 1-way Shear (-X) 1.324 psi 61.686 psi +1.406D+L-1.50E PASS 0.04946 1-way Shear (+Z) 3.050 psi 61.652 psi +1.20D+L+W PASS 0.04946 1-way Shear (-Z) 3.050 psi 61.652 psi +1.20D+L-W PASS 0.04513 2-way Punching 8.562 psi 189.737 psi +1.406D+L-1.50E Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.650 n/a 0.0 0.1816 0.1816 n/a n/a 0.110 X-X, +D+L 1.650 n/a 0.0 0.1850 0.1850 n/a n/a 0.112 X-X, +D+0.750L 1.650 n/a 0.0 0.1841 0.1841 n/a n/a 0.112 X-X, +D+0.60W 1.650 n/a 2.821 0.1610 0.2022 n/a n/a 0.123 X-X, +D+0.750L+0.450W 1.650 n/a 2.086 0.1687 0.1996 n/a n/a 0.121 X-X, +0.60D+0.60W 1.650 n/a 4.702 0.08839 0.1295 n/a n/a 0.078 X-X, +D+0.70E 1.650 n/a 0.2409 0.1798 0.1833 n/a n/a 0.111 X-X, +D+0.750L+0.5250E 1.650 n/a 0.1782 0.1828 0.1855 n/a n/a 0.112 X-X, +0.60D+0.70E 1.650 n/a 0.4015 0.1072 0.1107 n/a n/a 0.067 Z-Z, D Only 1.650 0.0 n/a n/a n/a 0.1816 0.1816 0.110 Z-Z, +D+L 1.650 0.0 n/a n/a n/a 0.1850 0.1850 0.112 Z-Z, +D+0.750L 1.650 0.0 n/a n/a n/a 0.1841 0.1841 0.112 Z-Z, +D+0.60W 1.650 0.1496 n/a n/a n/a 0.1788 0.1844 0.112 Z-Z, +D+0.750L+0.450W 1.650 0.1107 n/a n/a n/a 0.1820 0.1863 0.113 Z-Z, +0.60D+0.60W 1.650 0.2494 n/a n/a n/a 0.1061 0.1118 0.068 Z-Z, +D+0.70E 1.650 1.505 n/a n/a n/a 0.1531 0.2101 0.127 Z-Z, +D+0.750L+0.5250E 1.650 1.113 n/a n/a n/a 0.1628 0.2055 0.125 Z-Z, +0.60D+0.70E 1.650 2.509 n/a n/a n/a 0.08047 0.1374 0.083 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+L None 0.0 k-ft Infinity OK X-X, +D+0.750L None 0.0 k-ft Infinity OK X-X, +D+0.60W 2.50 k-ft 65.566 k-ft 26.224 OK X-X, +D+0.750L+0.450W 1.875 k-ft 66.490 k-ft 35.459 OK X-X, +0.60D+0.60W 2.50 k-ft 39.339 k-ft 15.734 OK X-X, +D+0.70E 0.2135 k-ft 65.566 k-ft 307.099 OK X-X, +D+0.750L+0.5250E 0.1601 k-ft 66.490 k-ft 415.240 OK X-X, +0.60D+0.70E 0.2135 k-ft 39.339 k-ft 184.259 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+L None 0.0 k-ft Infinity OK Z-Z, +D+0.750L None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 0.1326 k-ft 25.258 k-ft 190.486 OK Z-Z, +D+0.750L+0.450W 0.09945 k-ft 25.615 k-ft 257.563 OK CITY OF SANTA ANA Project Title: Huntington Beach Naaning and Building Agency Engineer: M. Phillips, PE Project ID: *'!S Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Switchboard Foundation Master ID: Date: Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z, +0.60D+0.60W 0.1326 k-ft 15.155 k-ft 114.292 OK Z-Z, +D+0.70E 1.334 k-ft 25.258 k-ft 18.932 OK Z-Z, +D+0.750L+0.5250E 1.001 k-ft 25.615 k-ft 25.598 OK Z-Z, +0.60D+0.70E 1.334 k-ft 15.155 k-ft 11.359 OK All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 2.659 k No Sliding OK X-X, +D+L 0.0 k 2.709 k No Sliding OK X-X, +D+0.750L 0.0 k 2.696 k No Sliding OK X-X, +D+0.60W 0.1326 k 2.659 k 20.051 OK X-X, +D+0.750L+0.450W 0.09945 k 2.696 k 27.112 OK X-X, +0.60D+0.60W 0.1326 k 1.595 k 12.031 OK X-X, +D+0.70E 0.2135 k 2.659 k 12.453 OK X-X, +D+0.750L+0.5250E 0.1601 k 2.696 k 16.839 OK X-X, +0.60D+0.70E 0.2135 k 1.595 k 7.472 OK Z-Z, D Only 0.0 k 2.659 k No Sliding OK Z-Z, +D+L 0.0 k 2.709 k No Sliding OK Z-Z, +D+0.750L 0.0 k 2.696 k No Sliding OK Z-Z, +D+0.60W 0.4002 k 2.659 k 6.644 OK Z-Z, +D+0.70E 0.2135 k 2.659 k 12.453 OK Z-Z, +D+0.750L+0.5250E 0.1601 k 2.696 k 16.839 OK Z-Z, +0.60D+0.70E 0.2135 k 1.595 k 7.472 OK Z-Z, +D+0.750L+0.450W 0.3002 k 2.696 k 8.983 OK Z-Z, +0.60D+0.60W 0.4002 k 1.595 k 3.986 OK Footing Flexure 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 0.8404 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.40D 0.8404 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+1.60L 0.8242 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+1.60L 0.8242 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+L 0.7852 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+L 0.7852 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+0.50W 0.9396 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+0.50W 0.5010 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D-0.50W 0.5010 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D-0.50W 0.9396 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+L+W 1.224 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+L+W 0.3466 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+L-W 0.3466 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.20D+L-W 1.224 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.90D+W 0.9788 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.90D+W 0.1017 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.90D-W 0.1017 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.90D-W 0.9788 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.406D+L+1.50E 0.9570 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.406D+L+1.50E 0.8607 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.406D+L-1.50E 0.8607 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +1.406D+L-1.50E 0.9570 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.6940D+1.50E 0.4647 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.6940D+1.50E 0.3684 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.6940D-1.50E 0.3684 +Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK X-X, +0.6940D-1.50E 0.4647 -Z Bottom 0.2592 ACI 7.6.1.1 0.4632 18.048 OK Z-Z, +1.40D 0.1247 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.40D 0.1247 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+1.60L 0.1223 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+1.60L 0.1223 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+L 0.1165 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+L 0.1165 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK CITY OF SANTA ANA Project Title: Huntington Beach Pb3aning and Building Agency Engineer: M. Phillips, PE Project ID: *'!S Project Descr: EV Chargers Str ctural Ca s Approved FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Switchboard Foundation Master ID: Date: Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Status k-ft Surface in^2 inA2 in"2 k-ft Z-Z, +1.20D+0.50W 0.1024 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+0.50W 0.1114 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D-0.50W 0.1114 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D-0.50W 0.1024 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+L+W 0.1076 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+L+W 0.1255 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+L-W 0.1255 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.20D+L-W 0.1076 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.90D+W 0.07122 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.90D+W 0.08914 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.90D-W 0.08914 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.90D-W 0.07122 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.406D+L+1.50E 0.01896 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.406D+L+1.50E 0.2508 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.406D+L-1.50E 0.2508 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +1.406D+L-1.50E 0.01896 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.6940D+1.50E 0.05410 -X Top 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.6940D+1.50E 0.1778 +X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.6940D-1.50E 0.1778 -X Bottom 0.2592 ACI 7.6.1.1 0.4639 18.076 OK Z-Z, +0.6940D-1.50E 0.05410 +X Top 0.2592 ACI 7.6.1.1 0.4639 18.076 OK One Way Shear X Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0.66 psi 0.66 psi 0.66 psi 61.69 psi 0.01 OK +1.20D+1.60L 0.65 psi 0.65 psi 0.65 psi 61.69 psi 0.01 OK +1.20D+L 0.62 psi 0.62 psi 0.62 psi 61.69 psi 0.01 OK +1.20D+0.50W 0.54 psi 0.59 psi 0.59 psi 61.69 psi 0.01 OK +1.20D-0.50W 0.59 psi 0.54 psi 0.59 psi 61.69 psi 0.01 OK +1.20D+L+W 0.57 psi 0.66 psi 0.66 psi 61.69 psi 0.01 OK +1.20D+L-W 0.66 psi 0.57 psi 0.66 psi 61.69 psi 0.01 OK +0.90D+W 0.38 psi 0.47 psi 0.47 psi 61.69 psi 0.01 OK +0.90D-W 0.47 psi 0.38 psi 0.47 psi 61.69 psi 0.01 OK +1.406D+L+1.50E 0.11 psi 1.32 psi 1.32 psi 61.69 psi 0.02 OK +1.406D+L-1.50E 1.32 psi 0.11 psi 1.32 psi 61.69 psi 0.02 OK +0.6940D+1.50E 0.28 psi 0.94 psi 0.94 psi 61.69 psi 0.02 OK +0.6940D-1.50E 0.94 psi 0.28 psi 0.94 psi 61.69 psi 0.02 OK One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 2.22 psi 2.22 psi 2.22 psi 61.65 psi 0.04 OK +1.20D+1.60L 2.18 psi 2.18 psi 2.18 psi 61.65 psi 0.04 OK +1.20D+L 2.08 psi 2.08 psi 2.08 psi 61.65 psi 0.03 OK +1.20D+0.50W 1.42 psi 2.39 psi 2.39 psi 61.65 psi 0.04 OK +1.20D-0.50W 2.39 psi 1.42 psi 2.39 psi 61.65 psi 0.04 OK +1.20D+L+W 1.10 psi 3.05 psi 3.05 psi 61.65 psi 0.05 OK +1.20D+L-W 3.05 psi 1.10 psi 3.05 psi 61.65 psi 0.05 OK +0.90D+W 0.45 psi 2.40 psi 2.40 psi 61.65 psi 0.04 OK +0.90D-W 2.40 psi 0.45 psi 2.40 psi 61.65 psi 0.04 OK +1.406D+L+1.50E 2.30 psi 2.51 psi 2.51 psi 61.65 psi 0.04 OK +1.406D+L-1.50E 2.51 psi 2.30 psi 2.51 psi 61.65 psi 0.04 OK +0.6940D+1.50E 0.99 psi 1.21 psi 1.21 psi 61.65 psi 0.02 OK +0.6940D-1.50E 1.21 psi 0.99 psi 1.21 psi 61.65 psi 0.02 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 7.92 psi 189.74psi 0.04173 OK +1.20D+1.60L 7.76 psi 189.74psi 0.04092 OK +1.20D+L 7.40 psi 189.74psi 0.03899 OK +1.20D+0.50W 6.79 psi 189.74psi 0.03577 OK +1.20D-0.50W 6.79 psi 189.74psi 0.03577 OK +1.20D+L+W 7.40 psi 189.74psi 0.03899 OK +1.20D+L-W 7.40 psi 189.74psi 0.03899 OK +0.90D+W 5.09 psi 189.74psi 0.02682 OK CITY OF SANTA ANA Project Title: Huntington Beach Pkaoning and Building Agency Engineer: M. Phillips, PE Project ID: Project Descr: EV Chargers Str ctural CaWspprOVed FOR PERMIT ISSUANCE General Footing LIC# : KW-06013382, Build:20.25.03.07 E2 CONSULTING ENGINEERS, INC. (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Switchboard Foundation Master ID: Date: Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +0.90D-W 5.09 psi 189.74psi 0.02682 OK +1.406D+L+1.50E 8.56 psi 189.74psi 0.04513 OK +1.406D+L-1.50E 8.56 psi 189.74psi 0.04513 OK +0.6940D+1.50E 3.93 psi 189.74psi 0.02069 OK +0.6940D-1.50E 3.93 psi 189.74psi 0.02069 OK www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 1 Michael Phillips, PE 5/19/2025 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 3/8 (2 1/2) hnom3 Item number: 2210245 KB-TZ2 3/8x5 SS304 Specification text: Hilti Æ 3/8 in Kwik Bolt TZ2 - SS 304 with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 10/1/2024 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 39.350 in. x 25.600 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (b)) Shear load: yes (17.10.6.3 (a)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, ft.lb] Attachment C www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 2 Michael Phillips, PE 5/19/2025 1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -1,080; Vx = 334; Vy = 0; Mx = 2,404.000; My = 0.000; Mz = 0.000; yes 17 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 27 56 56 0 2 27 56 56 0 3 150 56 56 0 4 150 56 56 0 5 274 56 56 0 6 274 56 56 0 Max. concrete compressive strain: 0.01 [‰] Max. concrete compressive stress: 63 [psi] Resulting tension force in (x/y)=(0.025/5.038): 901 [lb] Resulting compression force in (x/y)=(0.025/-12.267): 1,981 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*274 4,637 6 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**901 5,305 17 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa [lb]f f Nsa [lb]Nua [lb] 6,182 0.750 4,637 274 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 3 Michael Phillips, PE 5/19/2025 3.2 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N 337.50 56.25 6.350 4.125 1.000 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N y cp,N kcr 0.000 1.000 5.038 0.427 1.000 1.000 17 l a Nb [lb]f f seismic f Ncbg [lb]Nua [lb] 1.000 4,250 0.650 0.750 5,305 901 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 4 Michael Phillips, PE 5/19/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*56 3,177 2 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**334 35,700 1 OK Concrete edge failure in direction x+**334 8,725 4 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa [lb]aV,seis f f Vsa [lb]Vua [lb] 4,887 1.000 0.650 3,177 56 4.2 Pryout Strength ANc [in.2]ANc0 [in.2]ca,min [in.]kcp cac [in.]y c,N 337.50 56.25 6.350 2 4.125 1.000 ec1,V [in.]y ec1,V ec2,V [in.]y ec2,V y ed,N kcr 0.000 1.000 0.000 1.000 1.000 17 l a Nb [lb]f f seismic f Vcpg [lb]Vua [lb] 1.000 4,250 0.700 1.000 35,700 334 4.3 Concrete edge failure in direction x+ le [in.]da [in.]ca1 [in.]AVc [in.2]AVc0 [in.2] 2.500 0.375 6.350 356.71 181.45 y ed,V y parallel,V ec,V [in.]y ec,V y c,V y h,V 1.000 1.000 0.000 1.000 1.000 1.000 l a Vb [lb]f f seismic f Vcbg [lb]Vua [lb] 1.000 6,340 0.700 1.000 8,725 334 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.170 0.038 5/3 6 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 5 Michael Phillips, PE 5/19/2025 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 6 Michael Phillips, PE 5/19/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -17.637 -9.200 6.350 41.650 11.800 30.200 2 17.663 -9.200 41.650 6.350 11.800 30.200 3 -17.637 0.000 6.350 41.650 21.000 21.000 Anchor x y c-x c+x c-y c+y 4 17.663 0.000 41.650 6.350 21.000 21.000 5 -17.637 9.200 6.350 41.650 30.200 11.800 6 17.663 9.200 41.650 6.350 30.200 11.800 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 3/8 (2 1/2) hnom3 Profile: no profile Item number: 2210245 KB-TZ2 3/8x5 SS304 Hole diameter in the fixture: df = 0.438 in. Maximum installation torque: 30.093 ft.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.375 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 3/8 in Kwik Bolt TZ2 - SS 304 with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Level 3 Double Charger Page: Specifier: E-Mail: Date: 7 Michael Phillips, PE 5/19/2025 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 1 Michael Phillips, PE 5/19/2025 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 3/8 (2 1/2) hnom3 Item number: 2210245 KB-TZ2 3/8x5 SS304 Specification text: Hilti Æ 3/8 in Kwik Bolt TZ2 - SS 304 with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 10/1/2024 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 136.000 in. x 45.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (b)) Shear load: yes (17.10.6.3 (a)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, ft.lb] www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 2 Michael Phillips, PE 5/19/2025 1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -1,850; Vx = 667; Vy = 0; Mx = 3,502.000; My = 0.000; Mz = 0.000; yes 5 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 9 111 111 0 2 9 111 111 0 3 24 111 111 0 4 24 111 111 0 5 24 111 111 0 6 9 111 111 0 Max. concrete compressive strain: 0.00 [‰] Max. concrete compressive stress: 9 [psi] Resulting tension force in (x/y)=(7.613/4.239): 97 [lb] Resulting compression force in (x/y)=(0.380/-21.370): 1,947 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*24 4,637 1 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**97 5,753 2 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa [lb]f f Nsa [lb]Nua [lb] 6,182 0.750 4,637 24 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 3 Michael Phillips, PE 5/19/2025 3.2 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N 337.50 56.25 14.000 4.125 1.000 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N y cp,N kcr 0.053 0.986 4.239 0.469 1.000 1.000 17 l a Nb [lb]f f seismic f Ncbg [lb]Nua [lb] 1.000 4,250 0.650 0.750 5,753 97 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 4 Michael Phillips, PE 5/19/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*111 3,177 4 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**667 35,700 2 OK Concrete edge failure in direction x+**667 14,905 5 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa [lb]aV,seis f f Vsa [lb]Vua [lb] 4,887 1.000 0.650 3,177 111 4.2 Pryout Strength ANc [in.2]ANc0 [in.2]ca,min [in.]kcp cac [in.]y c,N 337.50 56.25 14.000 2 4.125 1.000 ec1,V [in.]y ec1,V ec2,V [in.]y ec2,V y ed,N kcr 0.000 1.000 0.000 1.000 1.000 17 l a Nb [lb]f f seismic f Vcpg [lb]Vua [lb] 1.000 4,250 0.700 1.000 35,700 667 4.3 Concrete edge failure in direction x+ le [in.]da [in.]ca1 [in.]AVc [in.2]AVc0 [in.2] 2.500 0.375 13.000 684.00 760.50 y ed,V y parallel,V ec,V [in.]y ec,V y c,V y h,V 1.000 1.000 0.000 1.000 1.000 1.275 l a Vb [lb]f f seismic f Vcbg [lb]Vua [lb] 1.000 18,571 0.700 1.000 14,905 667 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.017 0.045 5/3 1 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 5 Michael Phillips, PE 5/19/2025 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 6 Michael Phillips, PE 5/19/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -59.000 -9.000 14.000 132.000 19.500 37.500 2 59.000 -9.000 132.000 14.000 19.500 37.500 3 -59.000 9.000 14.000 132.000 37.500 19.500 Anchor x y c-x c+x c-y c+y 4 59.000 9.000 132.000 14.000 37.500 19.500 5 23.000 9.000 96.000 50.000 37.500 19.500 6 23.000 -9.000 96.000 50.000 19.500 37.500 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 3/8 (2 1/2) hnom3 Profile: no profile Item number: 2210245 KB-TZ2 3/8x5 SS304 Hole diameter in the fixture: df = 0.438 in. Maximum installation torque: 30.093 ft.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.375 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 3/8 in Kwik Bolt TZ2 - SS 304 with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: E2 Consulting Engineers | Distribution Switchboard Page: Specifier: E-Mail: Date: 7 Michael Phillips, PE 5/19/2025 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Note: Pictures are for reference only, please prevail in kind. Titan 320 General Information Input Rating 480Vac±10%, 3 phases, 50/60Hz, L1+L2+L3+PE+N (Nuetral Optional) Input Current Rating AC 410A Power Factor ≥0.98 @ Full Load Efficiency 97% Output Interface CCS1+NACS NACS+NACS CCS1+CCS1 Output Power 240kW max.(80kW as an increment) / 320kW max.(80kW as an increment) Output Voltage 150 -1000Vdc Output Current CCS1: 400A rating. NACS: 380A rating (All support 500A output for a short time) OCPD (Overcurrent Protection Device)500A System Protection Overload, Overvoltage, Undervoltage, Overcurrent, Short circuit, Over temperature, Ground fault, Integrated surge protection,IMD User Interface Display 10.4” touch screen Support Language English (Other languages available upon request) Button and Switch Emergency Button User Authentication RFID card, App, Payment Terminal (optional) RFID Reader ISO/IEC 14443 A/B, ISO/IEC 18092, IEC/ISO 15693 Communication Network Interface 4G, Wi-Fi, Ethernet Protocol (EVSE&Backend)OCPP 2.0.1J Protocol (EVSE&EV)DIN 70121, ISO 15118 Environmental Operating Temperature -22°F to 131°F (Derating from 122°F ) Storage Temperature -40°F to 158°F Humidity 5% to 95% no condensation Altitude ≤6561’ above sea level Mechanical NEMA Enclosure Type 3R IK Rating IK10 (Screen is IK08) Cooling Forced Air Charging Cable Length 16’ 5” or 19’ 8” (optional) Cable Management System Optional / Swing Arm version 16'5" cable @ approx. 9'10" operating range (cable will not touch ground) 19'8" @ approx. 13'1" operating range (1' cable will be on ground) Dimensions (WxHxD) 31 3/8 x 86 5/8 x 29 1/2” (with cable management system) Weight Approx. 1080 lb (excluding power modules)* Installation Ground mounting Certification and Standards Standards and Compliance FCC part 15 Class A, UL 2202, UL 2231-1, UL 2231-2 Certification CSA, FCC, OCA, Energy Star, CTEP Main Features Specifications •200-1000Vdc wide output voltage range, compatible with most EV models in market. •High performance, 97% efficiency & maximum 500A output. •Flexible configuration, CCS1 and NACS available. •User friendly Cable Management –easier operation. Light on the top(optional) for clearer indication. •Connect to any backend based on OCPP protocol. •Dynamic load management. Attachment D ORANGE COUNTY FIRE AUTHORITY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL and RESIDENTIAL TRACT developments CITY -OF SANTA ANA Pla 6g a gency - GO A& FC R PERMIT ISSUP NCE INSTRUCTIONS: • Fill in the project/business address and provide a brief description of the scope of work and type of business qM#@fit ttpt will take place. • Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification set� te: • If you answer: - "YES" to any part of questions 1 through 10, submit the type of plan indicated in italics to O rH. • In some cases, other plan types not indicated herein may also be necessary depending on specific conditions • Visit www.ocfa.orq for submittal information and locations. If you need assistance in filling out this form or have questions regarding rani araments fnr review_ please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. .- '-- --- --- -- . , Address Suite city 2740 S. Bristol St Santa Ana Project ScopelBusiness Description Installation of 6 - Level 3 Ev Chargers and electrical service 1. U Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. O O Property is adjacent to a wildland area or non -irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100' from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300' from an oil/gas seep, or < 1000' from a landfill? Methane Work Plan. (PR170) 4. �(� Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. �©Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring forages 5+ is exempt unless classified as an E occupancy by the Building Officiao? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leavin a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. (� © Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft O © maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12' (6' for high -hazard O O commodities, plastic, rubber, foam, etc.)? High -piled Storage Plan (PR330) 10.LJ � /� Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a �:.i commercial cooking hood? Hood & Duct Extinguishing System, notjust the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above�e: Donnie Martin Phone Number t 714 299-1306 I Date 05 28 2025 Building Department: If you have verified that all of the questions have been answered accurately as "NO", and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE CITY OF SANTA ANA Planning and Building Agency VIRF GE COGy C'4ClFU a�P H00.�C ORANGE COUNTY FI: Y Approved Plan Referral Form FOR PERMIT ISSUANCE Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all "No". City / County Official Requesting Review: City / County Reference #: City / County: Contact Name: Title: AUTHORI Date: E-Mail: Phone #: Master ID: Date: ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County: t OCFA COMMENTS: OCFA Authorization ElNo further action required on this specific plan type, based on information provided on: ❑ Project to be taken in for OCFA Review. Other: Name: Contact #: odated: 06/02/2020 rs Date: