Project_11567_Bay_Area_Drawings_8-13-24.pdf

PROJECT WORK

AREA - 6 EVSE

TITLE SHEET

E1.0

PROJECT LOCATION

CODES AND PREFERENCES SHEET INDEX

SYMBOLS AND ABBREVIATIONS

EVSE DESCRIPTION SCOPE OF WORK

EXISTING EVSE SPACES NEW EVSE SPACES

FLEET WORKPLACE WORKPLACEFLEET

845 CASA GRANDE RD.,

PETALUMA, CA 94954

State of California

Department of General Services

Real Estate Services Division

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

Architecture & Engineering Section

707 Third Street, Suite 4-105

West Sacramento, California 95605

Janelle Goulding 916 823-7059 Phone 916 376-6216 Fax Janelle.Goulding@dgs.ca.gov

EVSE LEVEL II - PARKS

AND RECREATION - BAY

AREA DISTRICT OFFICE

WP JA LG KK

V3

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

03/30/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

24-0059

Issue Date: 8/14/2024

VOLTAGE DROP CALCS NEW PANEL "EVSE"

CONDUIT/CABLE SCHEDULE(E) MAIN SWITCHBOARD 'MSB'

800A, 120/240V, SINGLE PHASE

30 DAY LOAD RECORDING: PEAK 18.88KW

800A/1P

(E)

TO (E) UTILITY

(E)

600A/1P

(NEW)

400A/1P

(E)

400A/1P

(E)

(E)

PANEL

A 120/240V

400A

(E)

PANEL

B 120/240V

400A

845 CASA GRANDE RD.,

PETALUMA, CA 94954

State of California

Department of General Services

Real Estate Services Division

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

Architecture & Engineering Section

707 Third Street, Suite 4-105

West Sacramento, California 95605

Janelle Goulding 916 823-7059 Phone 916 376-6216 Fax Janelle.Goulding@dgs.ca.gov

EVSE LEVEL II - PARKS

AND RECREATION - BAY

AREA DISTRICT OFFICE

WP JA LG KK

SINGLE LINE DIAGRAM

AND PANEL SCHEDULES

E1.1 V3

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

03/30/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

NO

PARKING

108"

(TYP.)

G G G

G

G G G G

G

DRAWING LIMITS

D R

A W

IN

G

L

IM

IT

S

DRAWING LIMITS

D R

A W

IN

G

L

IM

IT

S

N E1.2

AS NOTED

ELECTRICAL PLAN

845 CASA GRANDE RD.,

PETALUMA, CA 94954

State of California

Department of General Services

Real Estate Services Division

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

Architecture & Engineering Section

707 Third Street, Suite 4-105

West Sacramento, California 95605

Janelle Goulding 916 823-7059 Phone 916 376-6216 Fax Janelle.Goulding@dgs.ca.gov

EVSE LEVEL II - PARKS

AND RECREATION - BAY

AREA DISTRICT OFFICE

WP JA LG KK

V3

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

03/30/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

SPECIAL INSPECTIONS REQUIRED

CONCRETE CONSTRUCTION:

STEEL CONSTRUCTION:

GENERAL NOTES:

845 CASA GRANDE RD.,

PETALUMA, CA 94954

State of California

Department of General Services

Real Estate Services Division

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

Architecture & Engineering Section

707 Third Street, Suite 4-105

West Sacramento, California 95605

Janelle Goulding 916 823-7059 Phone 916 376-6216 Fax Janelle.Goulding@dgs.ca.gov

EVSE LEVEL II - PARKS

AND RECREATION - BAY

AREA DISTRICT OFFICE

WP JA LG KK

E2.0

NONE

GENERAL NOTES

V3

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

03/30/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

CONDUIT TRENCH HANDHOLES

E2.1

NONE

ELECTRICAL DETAILS

845 CASA GRANDE RD.,

PETALUMA, CA 94954

State of California

Department of General Services

Real Estate Services Division

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

Architecture & Engineering Section

707 Third Street, Suite 4-105

West Sacramento, California 95605

Janelle Goulding 916 823-7059 Phone 916 376-6216 Fax Janelle.Goulding@dgs.ca.gov

EVSE LEVEL II - PARKS

AND RECREATION - BAY

AREA DISTRICT OFFICE

WP JA LG KK

EVSE 70A SERVICE PEDESTAL CONDUIT STUB-UP

16302

ELECTRICAL

EQUIPMENT FOUNDATION

V3

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

03/30/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

4' LONG WHEEL STOP

12 GROUND WELL

NONE

1" MIN., 2" MAX. FROM

SOIL. CONDUCTOR SHALL BE

CONTINUOUS; COORDINATE

WITH STRUCTURAL.

#4/0 AWG BARE COPPER.

SLAB CONSTRUCTION

(SEE STRUCTURAL DETAILS)

BARE COPPER CONDUCTOR

TO PANEL EVSE

20 FEET MIN. #4/0

RIGID NON-METALLIC CONDUIT

BARRIER PROHIBITED

BED OR VAPOR

W/EARTH; DRY GRAVEL

IN DIRECT CONTACT

CONC. FOUNDATION

2" MIN

BOND TO GROUND RING 36" BELOW GRADE

UNLESS OTHERWISE NOTED.

BOND TO GROUND RING

G G G G G G G

G

TO PANEL EVSE

FLEET EVSE SIGNAGE

E2.2

NONE

ELECTRICAL DETAILS

845 CASA GRANDE RD.,

PETALUMA, CA 94954

State of California

Department of General Services

Real Estate Services Division

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

Architecture & Engineering Section

707 Third Street, Suite 4-105

West Sacramento, California 95605

Janelle Goulding 916 823-7059 Phone 916 376-6216 Fax Janelle.Goulding@dgs.ca.gov

EVSE LEVEL II - PARKS

AND RECREATION - BAY

AREA DISTRICT OFFICE

WP JA LG KK

GROUND ROD CONNECTION

PANEL BOARD SUPPORT

UFER GROUNDING ELECTRODE

PERMANENT BOLLARD

BOLLARD SPACING

V3

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

03/30/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

X-X

VII. REINFORCING STEEL:

1. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

2. REINFORCING STEEL FOR CAST-IN-PLACE NONPRESTRESSED CONCRETE MEMBERS SHALL HAVE THE

FOLLOWING CONCRETE COVER, SEE ACI 117 FOR TOLERANCES.

A. CONCRETE EXPOSED TO EARTH OR IN CONTACT WITH GROUND:

a. CAST AGAINST AND PERMANENTLY IN CONTACT WITH EARTH 3"

b. EXPOSED TO WEATHER OR IN CONTACT WITH EARTH (#5 AND SMALLER) 1-1/2"

c. EXPOSED TO WEATHER OR IN CONTACT WITH EARTH (#6 AND LARGER) 2"

B. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, JOISTS AND WALLS (#11 AND SMALLER) 3/4"

b. SLABS, JOISTS AND WALLS (#14 AND LARGER) 1-1/2"

c. BEAMS, COLUMNS AND PEDESTALS 1-1/2"

3. BAR SPLICES MAY BE DELETED AND CONTINUOUS REINFORCING USED AT CONTRACTORS OPTION. BAR SPLICES SHALL BE MADE AT POINTS OF MINIMUM STRESS. IN FRAMED BEAMS AND SLABS SPLICE TOP

BARS AT MID-SPAN, BOTTOM BARS OVER SUPPORTS.

4. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH ACI 318 AND THE

'MANUAL OF STANDARD PRACTICE' BY CRSI AS MODIFIED BY THE CONTRACT DOCUMENTS.

5. FIELD BENDING OF REINFORCEMENT SHALL NOT BE PERMITTED WITHOUT SEOR APPROVAL. ALL

REINFORCING BENDS SHALL BE MADE COLD.

IV. REINFORCED CONCRETE:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318 AND ACI 301 WITH MODIFICATIONS AS NOTED

ON THE CONTRACT DOCUMENTS.

2. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND BEAR THE WET SEAL OF A CIVIL ENGINEER LICENSED IN THE STATE OF THE PROJECT AND BE PROVIDED TO THE SEOR FOR REVIEW. EACH MIX DESIGN SHALL BEAR THE NAME OF THE PROJECT AND THE SPECIFIC USE.

3. CONCRETE MODULUS OF ELASTICITY SHALL MEET THE MINIMUM PROVIDED IN ACI 318 SECTION 19.2.2 FOR THE 28-DAY STRENGTH SPECIFIED BELOW. TEST SHALL BE IN ACCORDANCE WITH ASTM C469.

4. CONCRETE SHALL HAVE THE FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS.

LOCATION STRENGTH, f'c CONCRETE TYPE

A. FOUNDATIONS 4,000 PSI* NORMAL WEIGHT

* INDICATES FOOTING DESIGNED FOR F'c = 2,500 PSI THEREFORE SPECIAL INSPECTIONS NOT

REQUIRED

1. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II. CONCRETE EXPOSED TO SOILS

CONTAINING CORROSIVE ELEMENTS (SULFATES) SHALL COMPLY WITH CBC 1904.1.

2. FLY ASH MAY BE USED AS A SUBSTITUTE FOR PORTLAND CEMENT. WEIGHT OF FLY ASH SHALL NOT EXCEED 15% OF CEMENT WEIGHT. FLY ASH SHALL CONFORM TO ASTM C618 CLASS F AND LOSS OF

IGNITION SHALL BE LIMITED TO 2%.

3. MIXING OPERATIONS SHALL CONFORM TO ASTM C94.

4. ALL CONCRETE NOT IN CONTACT WITH EARTH TO HAVE FINISH AS SPECIFIED BY ARCHITECT OR AS

COVERED IN PROJECT SPECIFICATIONS. UNLESS OTHERWISE NOTED, NON-ARCHITECTURAL

CONCRETE COLUMNS AND WALLS SHALL HAVE 3/4”CHAMFERED CORNERS.

5. AGGREGATE FOR NORMALWEIGHT CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS

OF ASTM C33 AND PROJECT SPECIFICATIONS.

6. ALL CONCRETE SHALL BE REINFORCED. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT AS REQUIRED BY ACI-318 IN ELEMENTS WHERE NO REINFORCEMENT IS INDICATED ON THE DRAWINGS.

7. DRY PACK OR GROUT UNDER BASE PLATES AND SILL PLATES SHALL BE 7000 PSI MIN AT 28 DAYS.

8. CONCRETE PLACEMENT SHALL CONFORM TO ACI 304 AND PROJECT SPECIFICATIONS. SANDBLAST ALL

CONCRETE SURFACES WHICH NEW CONCRETE WILL BE PLACED AGAINST.

9. TWO HOURS MUST ELAPSE BETWEEN END OF COLUMN OR WALL POURS AND THE BEGINNING OF

FLOOR POURS.

10. ALL REINFORCEMENT, ANCHOR BOLTS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY HELD IN PLACE WHILE CONCRETE IS POURED. ADDITIONAL BARS TO BE PROVIDED BY THE CONTRACTOR FOR

SUPPORT AS NEEDED.

11. MECHANICAL, ELECTRICAL AND PLUMBING OPENINGS AND SLEEVES ARE SHOWN INDICATIVELY AND

SMALL OPENINGS AND SLEEVES ARE NOT SHOWN. SEE SLAB EDGE, MECHANICAL, ELECTRICAL,

PLUMBING AND OTHER TRADES FOR SIZE AND LOCATION OF ALL SLAB AND WALL OPENINGS AND SLEEVES. CONTRACTOR TO DEVELOP AND SUBMIT A SINGLE COORDINATION DRAWING COMBINING ALL TRADES INDICATING ALL SLAB OPENINGS AND SLEEVES PRIOR TO POURING CONCRETE FOR REVIEW

BY STRUCTURAL ENGINEER.

12. ALL PIPE AND CONDUIT OPENINGS SHALL BE SLEEVED AND CAST IN PLACE UNLESS OTHERWISE

NOTED. DO NOT SAWCUT, CORE OR CORE DRILL STRUCTURAL CONCRETE WITHOUT EXPLICIT

DIRECTION FROM THE STRUCTURAL ENGINEER. DRILL BITS THAT CAN CUT OR DAMAGE REINFORCING

ARE NOT PERMITTED TO BE USED ON STRUCTURAL CONCRETE.

13. CONDUITS AND PIPES SHALL NOT BE PERMITTED IN STRUCTURAL CONCRETE ELEMENTS UNLESS SPECIFICALLY REVIEWED BY THE STRUCTURAL ENGINEER. ALL CONDUITS TO BE EMBEDDED IN THE

STRUCTURAL CONCRETE SHALL BE SUBMITTED FOR STRUCTURAL REVIEW ON A SINGLE

COORDINATED CONDUIT DRAWING COMBINING ALL TRADES DEVELOPED AND COORDINATED BY THE

CONTRACTOR. COORDINATED CONDUITS/PIPES MUST BE PLACED IN ONE LAYER AVOIDING

CROSSOVER AND SPACED AT THE GREATER OF 3" OR 3 DIAMETERS. DRAWINGS SHALL SHOW STUB-UP LOCATIONS, BEND RADIUS AND DETAILS OF CONDUIT/PIPE INSTALLATION. ALL CONDUITS AND PIPES

SHALL BE INSTALLED PER THE REQUIREMENTS OF ACI 318 SECTIONS 20.7 AND 26.8.2.

A. ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM

CONDUIT IS PROHIBITED. CONDUIT OUTSIDE DIAMETER SHALL NOT EXCEED 2" OR 1/6 SLAB

THICKNESS, WHICHEVER IS LESSER. CONDUIT SHALL BE FIRMLY CHAIRED AND TIED TO PREVENT

DISPLACEMENT DURING POURING.

II. DESIGN LOADS:

1. DEAD LOAD: EQUIPMENT SELF WEIGHT.

2. WIND LOAD

A. ULTIMATE DESIGN BASIC WIND SPEED V(ult) = 92 MPH

B. WIND IMPORTANCE FACTOR = 1.00

C. WIND EXPOSURE CATEGORY = C

3. SEISMIC LOAD

A. SITE CLASS = D (DEFAULT)

B. RISK CATEGORY = II

C. SEISMIC IMPORTANCE FACTOR = 1.00

D. MAPPED SPECTRAL RESPONSE

a. SHORT PERIOD SS = 1.76 g

b. 1-SECOND PERIOD S1 = 0.67 g

E. DESIGN SPECTRAL RESPONSE (5% DAMPED)

a. SHORT PERIOD SDS = 1.41 g

I. GENERAL NOTES:

1. ALL STRUCTURAL WORK SHALL CONFORM TO THE DRAWINGS, THE PROJECT SPECIFICATIONS, ALL

DRAWING NOTES, AND THE 2022 CALIFORNIA BUILDING CODE (CBC).

2. ALL APPLICABLE REFERENCE STANDARDS, AS MODIFIED BY THE BUILDING CODE, INCLUDE:

A. ASCE/SEI 7-16: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

B. ACI 318-19: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

C. AISC 360-16: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

D. ACI 117-10: STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE

CONSTRUCTION AND MATERIAL

E. AISI SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS, 2016

3. THE SCOPE OF WORK IS NOT SOLELY DEFINED BY THESE DOCUMENTS.

4. TYPICAL DETAILS APPLY THROUGHOUT THE PROJECT, EVEN IF NOT SPECIFICALLY REFERENCED IN PLANS OR DETAILS. DETAILS OF CONSTRUCTION NOT FULLY SHOWN OR NOTED ON THE DRAWINGS NOR CALLED OUT IN THE SPECIFICATIONS SHALL BE OF THE SAME SIZE AND CHARACTER AS FOR

SIMILAR CONDITIONS WHICH ARE SHOWN AND NOTED.

5. ALL FORCES INDICATED IN THE STRUCTURAL DRAWINGS ARE SERVICE LOADS AS DEFINED BY ASCE-7, UNLESS NOTED OTHERWISE.

6. DO NOT USE SCALED DIMENSIONS; USE ONLY WRITTEN DIMENSIONS. WHERE NO DIMENSION IS

PROVIDED, CONSULT THE ARCHITECT FOR CLARIFICATIONS BEFORE PROCEEDING WITH WORK.

7. SEE ARCHITECTURAL DRAWINGS FOR SITE POSITIONING AND PROJECT DATUM, REFERENCE IS (0'-0")

AS SHOWN ON ARCHITECTURAL DRAWINGS.

8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE

INCLUDING SAFETY OF PERSONS AND PROPERTY AND THE MEANS AND METHODS OF CONSTRUCTION.

9. STRUCTURAL ELEMENTS SHALL BE CENTERED ABOUT GRIDLINES OR DIMENSION LINES, UNLESS

OTHERWISE NOTED.

10. THE CONTRACTOR SHALL PROVIDE ENGINEERED DESIGNS OF TEMPORARY SHORING AND BRACING AND MAKE SAFE ALL FLOORS, ROOFS, WALLS, EXCAVATIONS AND ADJACENT PROPERTY AS PROJECT

CONDITIONS AND LOCAL BUILDING CODE REQUIRE.

11. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC. REQUIREMENTS. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT

SHOWN ON PLAN. DISCREPANCIES AND/OR INTERFERENCES SHALL BE REPORTED TO THE ARCHITECT

IMMEDIATELY.

12. OPENINGS SHALL NOT BE MADE IN ANY STRUCTURAL MEMBER UNLESS SPECIFICALLY SHOWN ON THE

STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER.

13. DEFICIENT WORK AND WORK NOT IN CONFORMANCE WITH THE CONTRACT DOCUMENTS AS IDENTIFIED

BY THE ARCHITECT OR INSPECTOR SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE.

CONTRACTOR SHALL COMPENSATE OWNER FOR SERVICES ARISING FROM DEFICIENT WORK.

14. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY REQUIRED DEWATERING OF THE SITE

DURING CONSTRUCTION.

15. THE CONTRACTOR SHALL PREPARE ENGINEERED DESIGN AND SHALL BE RESPONSIBLE FOR

CONFIRMING ADEQUACY OF AS BUILT STRUCTURE FOR ALL SURCHARGE LOADS RESULTING FROM

COMPACTION AS WELL AS CRANES TRUCKS, BULLDOZERS OR ANY OTHER CONSTRUCTION

EQUIPMENT. ENGINEERED DESIGNS SHALL BE PREPARED, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION AND SUBMITTED TO ENGINEER OF RECORD FOR REVIEW.

16. THE STRUCTURAL COMPONENTS BY THEMSELVES ARE A NON-SELF-SUPPORTING STRUCTURE.

LATERAL FORCES DUE TO WIND, EARTHQUAKE, OR SOIL ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE LATERAL SYSTEM. CERTAIN ELEMENTS SHOWN ON THE STRUCTURAL DRAWINGS

(SUCH AS BRACING, ROOF AND FLOOR SLABS, AND CONCRETE IN COMPOSITE COLUMNS) ARE

REQUIRED FOR OVERALL OR LOCAL STABILITY OF OTHER ELEMENTS (SUCH AS BEAMS, COLUMNS, AND WALLS). IF DUE TO SEQUENCING OF CONSTRUCTION, THESE STABILITY ELEMENTS ARE NOT IN PLACE, THE CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE TEMPORARY

SHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. THE

CONTRACTOR SHALL PROVIDE THIS SHORING/BRACING UNTIL THE REQUIRED STRUCTURAL ELEMENTS AND THEIR CONNECTIONS HAVE BEEN INSTALLED AND REACH THEIR FINAL DESIGN STRENGTHS.

17. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FRAMED FLOORS OR ROOFS.

THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.

CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING WHERE STRUCTURE IS NOT COMPLETE OR HAS

NOT ATTAINED DESIGN STRENGTH.

18. BUILDING TOLERANCES: STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR

CONCRETE CONSTRUCTION AND MATERIALS.

III. FOUNDATIONS:

1. FOUNDATION DESIGN CRITERIA ARE BASED ON CODE MINIMUM VALUES AS SPECIFIED IN CHAPTER 18

"SOILS AND FOUNDATIONS" OF THE 2022 CALIFORNIA BUILDING CODE (CBC).

2. FOOTINGS ARE DESIGNED BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1,500 PSF.

3. LATERAL BEARING PRESSURE FOR FOOTING DESIGN IS 100 PSF.

4. SOIL PREPARATION OF THE SITE SHALL FOLLOW THE RECOMMENDATIONS DESCRIBED IN CHAPTER 18 OF 2021 CBC. THIS INCLUDES REMOVAL OF EXISTING STRUCTURES/UTILITIES, REMOVAL OF EXISTING FILL WHERE DEEMED NECESSARY, PREPARATION OF THE SUBGRADE & COMPACTION, EXCAVATIONS

FOR NEW FOUNDATIONS & SLABS, AND BACKFILLING TO RETAINING WALLS.

5. FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL OR COMPACTED FILL MATERIAL 12 INHES IN DEPTH WITH THE IN-PLACE DRY DENSITY NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT

OPTIMUM MOISTURE CONTENT DETERMINED IN ACCORDANCE WITH ASTM D1557.

6. LOCATION OF ALL UNDERGROUND UTILITIES SHALL BE VERIFIED PRIOR TO CONSTRUCTION OF FOUNDATION TO AVOID ANY INTERFERENCE. CONTRACTOR SHALL EXPOSE EXISTING UTILITY LINES IN THE IMMEDIATE AREA TO DETERMINE THEIR EXACT INVERT ELEVATION, SIZE AND LOCATION RELATIVE TO THE FOUNDATION. NOTIFY THE ENGINEER IMMEDIATELY OF ANY INTERFERENCE WITH PILES, FOOTINGS OR FOUNDATION WALLS.

7. CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, AND SEEPAGE. WATER SHALL NOT BE ALLOWED TO STAND IN TRENCHES OR FORMS BEFORE OR AFTER CONCRETE IS PLACED, AND SHALL BE PUMPED OUT. IF BOTTOMS OF TRENCHES

BECOME SOFTENED DUE TO RAIN OR OTHER WATER BEFORE FOUNDATIONS ARE CAST, THE

CONTRACTOR SHALL, AT THEIR OWN EXPENSE, EXCAVATE THE SOFTENED MATERIAL AND REPLACE

WITH CONCRETE.

8. CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING AND SHORING REQUIRED TO SAFELY AND ADEQUATELY RETAIN THE EARTH BANKS AND ANY EXISTING

STRUCTURE.

9. EXCAVATIONS FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO

PLACING OF CONCRETE AND REINFORCING. CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL

ENGINEER WHEN THE EXCAVATIONS ARE READY FOR INSPECTION. THE GEOTECHNICAL ENGINEER

SHALL SUBMIT A LETTER OF COMPLIANCE TO THE OWNER.

10. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING

WALLS BEFORE CONCRETE OR MASONRY HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR

SHALL BRACE OR PROTECT ALL BUILDING WALLS BELOW GRADE FROM LATERAL LOADS UNTIL

ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN STRENGTH.

CONTRACTOR SHALL PROVIDE FOR DESIGNS, PERMITS AND INSTALLATION OF BRACING AND

PROTECTION.

VIII. ANCHOR RODS:

1. ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 1A THREADS, UNLESS NOTED

OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS

JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK

WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS.

A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE.

2. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED.

3. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD

PROJECTION FOR NUT INSTALLATION.

4. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FRAMEWORK.

5. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION

ENGINEER.

6. AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG-TIGHT CONDITION.

7. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE

MATERIAL SHALL NOT BE ENLARGED BY BURNING.

VI. MECHANICAL AND ADHESIVE ANCHORS:

1. ADHESIVE ANCHORS AND DOWELS INSTALLED INTO CONCRETE:

A. "SET-XP”BY SIMPSON STRONG TIE (ICC ESR-2508)

B. "HIT-RE 500-SD" BY HILTI, INC. (ICC ESR-3814) EQUIPMENT ANCHORAGE UON

C. "PURE110+BY DEWALT (ICC ESR-3298)

2. EXPANSION ANCHORS INSTALLED INTO CONCRETE:

A. "STRONG-BOLT 2" BY SIMPSON STRONG-TIE (ICC ESR-3037)

B. "KWIK BOLT TZ2 (KB-TZ2)”BY HILTI, INC. (ICC ESR-4266)

C. "POWER-STUD+SD2" BY DEWALT (ICC ESR-2502)

3. ADHESIVE ANCHORS: ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS AND ANSI B18.22.1

TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED AS ASTM A193 GRADE B7

THREADED RODS TO USE ASTM A 563 GRADE DH HEAVY HEX NUTS AND ASTM F 436 WASHERS.

4. ADHESIVE DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.

5. ALL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC-ES REPORT AND MANUFACTURERS

RECOMMENDATIONS.

6. UNLESS OTHERWISE NOTED, PROVIDE MINIMUM EMBEDMENT OF ANCHORS PER ICC-ES REPORT &

MANUFACTURERS RECOMMENDATIONS.

7. CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL

ASSEMBLIES ATTACHED WITH MECHANICAL OR ADHESIVE ANCHORS.

8. PRIOR TO ALL DRILLING OR CORING, THE CONTRACTOR SHALL (1) VERIFY THE EXISTING CONCRETE OR MASONRY THICKNESS TO PREVENT DAMAGE TO THE OPPOSITE FACE OF CONCRETE AND MAINTAIN 1 -1 /2 ”CLEAR COVER U.N.O., AND (2) IDENTIFY EXISTING REINFORCING LOCATIONS BY PACHOMETER, PROBING, CHIPPING, ETC. TO AVOID DAMAGE EXISTING REINFORCING.

9. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS

LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE

ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS

NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.

10. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION TO SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER

(AAI) CERTIFIED THROUGH ACI/CRSI OR EQUIVALENT (ACI 318-14 17.8.2.2).

11. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI 318-14 17.1.2).

SETTING INFORMATION SYM. UNITS

NOMINAL ANCHOR DIAMTER (IN.)

INSTALLATION TORQUE

CARBON STEEL

INSTALLATION TORQUE

STAINLESS STEEL

TINST

TINST

FT-LB

(Nm)

FT-LB

(Nm)

1/4 3/8 1/2 5/8 3/4

(5)

(41)

(68)

(54)

(149)

(8)

(41)

(54)

(81)

(169)

SLAB STEP/ DEPRESSION

SLOPE UP

SLOPE DOWN

RIDGE

VALLEY

REVISION NUMBER

ELEVATION

SECTION MARK

ELEVATION MARK

GRID BUBBLE

S301

S201

SLAB THICKNESS

CHANGE

DETAIL MARK

S501

THE INSPECTOR SHALL OBSERVE THESE FUNCTIONS ON A RANDOM BASIS.

OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS.

OBSERVE

THESE INSPECTIONS SHALL BE PERFORMED FOR EACH CONNECTION OR MEMBER,

AND COMPLETED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.

PERFORM

SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT CONTINUOUSLY

WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED

CONTINUOUS

SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT

WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF

WORK.

PERIODIC

A QUALIFIED PERSON EMPLOYED OR RETAINED BY AN APPROVED AGENCY AND

APPROVED BY THE BUILDING OFFICIAL AS HAVING THE COMPETENCE NECESSARY TO

INSPECT A PARTICULAR TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION.

SPECIAL

INSPECTOR

INSPECTION OF CONSTRUCTION REQUIRING THE EXPERTISE OF AN APPROVED

SPECIAL INSPECTOR IN ORDER TO ENSURE COMPLIANCE WITH THE BUILDING CODE

AND THE APPROVED CONSTRUCTION DOCUMENTS.

SPECIAL

INSPECTION

DEFINITIONS

REFERENCES

CODES/STANDARDS

SPECIAL INSPECTION AND TEST REQUIREMENTS

TYPE REQUIRED INSPECTIONS AND/OR TESTSFREQUENCY

INDICATES SPECIAL INSPECTION OF ITEM IS REQUIRED FOR THE WORK DEFINED IN

THE CONSTRUCTION DOCUMENTS FOR THIS PROJECT.

INSPECTION AND TESTING REQUIREMENTS ON THIS SHEET ARE IN ACCORDANCE

WITH SECTION 1705 OF THE 2022 CALIFORNIA BUILDING CODE (CBC). AND HAVE BEEN

IDENTIFIED AS A STATEMENT OF SPECIAL INSPECTIONS AS REQUIRED BY CBC

SECTION 1704.3. THE OWNER OR THE OWNER'S AUTHORIZED AGENT, OTHER THAN

THE CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO

PROVIDE THE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION AS

REQUIRED BY CBC SECTION 1705 AND IDENTIFY THE APPROVED AGENCIES TO THE

BUILDING OFFICIAL. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO

THE INSPECTIONS BY THE BUILDING OFFICIAL THAT ARE IDENTIFIED IN CBC SECTION

110. SPECIAL INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE WITH CBC SECTION

1704.2.1, AND ALL OTHER APPLICABLE SECTIONS AND STANDARDS.

SPECIAL INSPECTIONS AND TESTS INDICATED ON THIS SHEET ARE FOR THE

STRUCTURAL WORK, SEE OTHER DISCIPLINES DRAWINGS AND SPECIFICATIONS FOR

REQUIRED NONSTRUCTURAL SPECIAL INSPECTIONS AND TESTS.

STATEMENT OF SPECIAL INSPECTIONS

CONCRETE CBC 1705.3

4. ANCHORS POST-INSTALLED

IN HARDENED CONCRETE

MEMBERS

INSPECT ALL OTHER MECHANICAL OR ADHESIVE ANCHORS THAT ARE NOT ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS - SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI318: 17.8.2 OR OTHER QUALIFICATION PROCEDURES.

PERIODIC ACI 318: 17.8.2

GENERAL NOTES ABBREVIATIONS

Issue

Project

Supervisor Designed Drawn

Sheet Title

Sheet Scale

Sheet Number

A x

B C D E F G H I J K L M N O

AB C D E F G H I J K L M N O

File Date

V3

PROFESSIONAL STAMP

Work OrderDSA Building Number

Vault File Number

Address

Checked

N/A

S-001.

IS DK

Stantec Consulting Services Inc.

801 South Figueroa Street Suite 300 Los Angeles, CA 90017-3007 Tel: (213) 955-9775

GENERAL NOTES

AD

S-001

# POUND

& AND

@ AT

AB ANCHOR BOLT

ACS ALL COMMON SIDES

ADDL ADDITIONAL

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

ALT ALTERNATE

ARCH,

ARCH'L

ARCHITECT, ARCHITECTURAL

BL BRICKLEDGE

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BN BOUNDARY NAILING

BO BOTTOM OF

BOB BOTTOM OF BEAM

BOD BOTTOM OF DECK

BOS BOTTOM OF STEEL

BOT, BOTT BOTTOM

BP BASE PLATE

BRBF BUCKLING RESTRAINED BRACED

FRAME

BRG BEARING

BTWN BETWEEN

C CHANNEL

CB CONCRETE BEAM

CC CARRIED COLUMN

CEN CENTER

CFMF COLD-FORMED METAL FRAMING

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT, CONNECTION

CONT CONTINUOUS

CTR CENTERED

CWI CERTIFIED WELDING INSPECTOR

D, DIA DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEF DEFORMED, DEFINITION

DEFL DEFLECTION

DET, DTL DETAIL

DIAG DIAGONAL

DN DOWN

DWG DRAWING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATOR

EMB EMBED

EN EDGE NAILING

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQ SPA EQUAL SPACE

ES EACH SIDE

EW EACH WAY

EXIST, (E) EXISTING

EXT EXTERIOR

FD FLOOR DRAIN

FDN, FNDN FOUNDATION

FF EL FINISH FLOOR ELEVATION

FN FIELD NAILING

FOA FACE OF ANGLE

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FT FEET

FTG FOOTING

Fy YIELD STRESS

GA GAGE, GUAGE

GALV GALVANIZED

GB GRADE BEAM

GLB GLUED-LAMINATED BEAM

GT GIRDER TRUSS

H, HORIZ HORIZONTAL

HC HOLLOW CORE

HI HIGH

HK HOOK

HSS HOLLOW STRUCTURAL STEEL

IN INCHES

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

K KIPS

KB KNEE BRACE

L ANGLE

LB POUND

LF LINEAR FOOT

LG LENGTH

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LO LOW

LT WT LIGHTWEIGHT

LVL LEVEL

MAX MAXIMUM

MC MOMENT CONNECTION

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEZZ MEZZANINE

MFR,

MANUF

MANUFACTURER

MID MIDDLE

MIL MILLIMETER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

N NORTH

NA NOT APPLICABLE

NDT NON-DESTRUCTIVE TESTING

NEW, (N) NEW

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OWSJ OPEN WEB STEEL JOIST

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R RADIUS

REF REFER, REFERENCE

REINF REINFORCED, REINFORCEMENT

REM REMAINDER

REQ'D REQUIRED

REQ'MTS,

REQMTS

REQUIREMENTS

REV REVISION

SAD SEE ARCHITECTURAL DRAWINGS

SC SLIP CRITICAL

SCHED SCHEDULE

SCJ SAWN CONTROL JOINT

SECT SECTION

SF SQUARE FEET

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SOG SLAB ON GRADE

SPA SPACES, SPACING

SQ SQUARE

SSH SHORT SLOTTED HOLE

STD STANDARD

STL STEEL

STRUCT STRUCTURE, STRUCTURAL

SUPP SUPPORT

T&B TOP AND BOTTOM

TEMP TEMPORARY

THK THICK

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOUNDATION

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOSC TOP OF STRUCTURAL CONCRETE

TOSL TOP OF SLAB

TOT TOTAL

TOW TOP OF WALL

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V, VERT VERTICAL

VIF VERIFY IN FIELD

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WB WIND BRACE

WBBP WIND BRACE BASEPLATE

WHSS WELDED HEADED STEEL STUD

WP WORKING POINT, WORK POINT

WRT WITH RESPECT TO

WT WEIGHT

WWR WELDED-WIRE REINFORCEMENT

YD YARD

SYMBOLS

No. Date Description

09-30-2224

8-8-24

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

08/13/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

2'

1'

1'

PEDESTAL BASE

& FOUNDATION

2' - 0"

1' - 0" 1' - 0"

ANCHOR POINT

PER MFR TYP

(4) TOT

CONDUIT STUB UP PER

MFR REQUIREMENTS

TYP

AA

C

LR3"

TYP

3" CLR

M

IN

1'

BTC POWER SINGLE

PORT 70A PEDESTAL

BY OTHERS

SECTION A-A

FINISHED GRADE

SUBGRADE PER

GENERAL NOTES

(2) #5 EA WAY

EQUIPMENT BASE

BY OTHERS

WT = 78 LBS

4" 3/ 4"

2 1/4"7"

NOTE:

1. FOOTING MAY BE FLUSH WITH ADJACENT PAVING AS REQUIRED.

PAVING PER NOTE 1

CONDUIT

NON SHRINK GROUT

P E R M

F P

11" PER MFR

PEDESTAL BASE

& FOUNDATION

11 1/2"

1/ 2"

M A X

1/ 2"

3/8" DIA AB

CONTRACTOR'S ALT: 3/8" DIA

THREADED ROD W/ HITLI HIT-HY 200

V3 ADHESIVE (ICC ESR - 4868)

W/ 8" EMB

6" E

M B

PANEL BOARD

PER ELEC DWGS

WT = 80 LBS

UNISTRUT P1000

CHANNEL TYP

UNISTRUT P1026 ANGLE

W/ (2) 1/2" BOLT

W/ (2) P1006 SPRING NUT

TYP

ELEVATION

1/2" DIA HILTI KB-TZ2

W/ 2" EMB

UNISTRUT P1047

U-BRACKET TYP

W/ (3) 1/2" BOLT W/

(3) P1010 SPRING NUT

(E) 3 1/4" LIGHT-WT

CONC O/ 3" MTL DECK

UNISTRUT P2548-30 BRACE

W/ 1/2" BOLT & P1010

SPRING NUT EA END

2' - 0"

ALIGN HORIZONTAL

BACKING CHANNEL

W/ MFR PROVIDED

CONNECTION POINTS

AS REQUIRED

CONNECT SWITCH TO

HORIZONTAL CHANNEL

W/ (3) #10 SMS PER STRUT

5 3/4"

TYP

3" 1' - 8"

4' M

IN

.0 0°

1' - 8"

2"

SUBGRADE PER

GENERAL NOTES

6"

TYP

3" CLR

(3) #5 EA WAY

CENTERED IN CONC

TYP

6"

3/8" DIA MB W/ OVERSIZE

PL WASHER TYP (4) TOT

AT MFR ANCHOR POINTS

1' - 3" PER MFR

4' P E R M

F P

5' "42 M

IN

A

A

SECTION A-A

TYP

6"

Issue

Project

Supervisor Designed Drawn

Sheet Title

Sheet Scale

Sheet Number

A x

B C D E F G H I J K L M N O

AB C D E F G H I J K L M N O

File Date

V3

PROFESSIONAL STAMP

Work OrderDSA Building Number

Vault File Number

Address

Checked

N/A

S-002

IS DK

Stantec Consulting Services Inc.

801 South Figueroa Street Suite 300 Los Angeles, CA 90017-3007 Tel: (213) 955-9775

DETAILS

AD

NTSS-002

6 EVSE 70A SERVICE PEDESTAL FOUNDATION PLAN

NTS S-002

8 DISTRIBUTION PANEL SUPPORT FRAME

No. Date Description

09-30-2224

8-8-24

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

08/13/24

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans