HomeMy WebLinkAbout2621 S Birch St - 101119515 & 20182981 - PlanG
NOTES TO SUBCONTRACTOR:
1. THE GENERAL SUBCONTRACTOR MUST VERIFY ALL DIMENSIONS, CONDITIONS AND ELEVATIONS
BEFORE PROCEEDING WITH THE WORK. ALL DISCREPANCIES SHALL BE RESOLVED BEFORE
PROCEEDING WITH THE WORK. ALL WORK SHALL BE PERFORMED IN A WORKMANLIKE MANNER IN
ACCORDANCE WITH ACCEPTED CONSTRUCTION PRACTICES.
2. IT IS THE INTENTION OF THESE DRAWINGS TO SHOW THE COMPLETED INSTALLATION. THE
SUBCONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING, SHORING, TIES, FORM
WORK, ETC. IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL ORDINANCES, TO SAFELY
EXECUTE ALL WORK AND SHALL BE RESPONSIBLE FOR SAME. ALL WORK SHALL BE IN
ACCORDANCE WITH LOCAL CODES.
3. THE SUBCONTRACTOR SHALL USE ADEQUATE NUMBER OF SKILLED WORKMAN WHO ARE
THOROUGHLY TRAINED AND EXPERIENCED IN THE NECESSARY CRAFTS AND WHO ARE COMPLETELY
FAMILIAR WITH THE SPECIFIED REQUIREMENTS AND METHOD NEEDED FOR PROPER PERFORMANCE
OF THE WORK.
4. SUBCONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION
PRACTICES, CONSTRUCTION SUBCONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE
PROJECT, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL
BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS AND
SUBCONTRACTOR FURTHER AGREES TO INDEMNIFY AND HOLD DESIGN ENGINEER HARMLESS FROM
ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH PERFORMANCE OF WORK ON THIS
PROJECT.
5. SITE GROUNDING SHALL COMPLY WITH AT&T WIRELESS SERVICES TECHNICAL SPECIFICATIONS
FOR FACILITY GROUNDING FOR CELL SITE STANDARDS, LATEST EDITION, AND COMPLY WITH AT&T
TOWERS GROUNDING CHECKLIST, LATEST VERSION. WHEN NATIONAL AND LOCAL GROUNDING
CODES ARE MORE STRINGENT THEY SHALL GOVERN.
6. ALL WORK SHALL COMPLY WITH OSHA AND STATE SAFETY REQUIREMENTS. PROCEDURES FOR
THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE
ESTABLISHED PRIOR TO FOUNDATION INSTALLATION.
7. ALL WORK SHALL BE ACCOMPLISHED IN ACCORDANCE WITH ALL LOCAL, STATE, AND FEDERAL
CODES OR ORDINANCES. THE MOST STRINGENT CODE WILL APPLY IN THE CASE OF
DISCREPANCIES OR DIFFERENCES IN THE CODE REQUIREMENTS.
8. ANY DAMAGE TO THE ADJACENT PROPERTIES WILL BE CORRECTED AT THE SUBCONTRACTOR'S
EXPENSE TO THE SATISFACTION OF THE LANDOWNER AND THE CONSTRUCTION MANAGER.
9. THE COMPLETE BID PACKAGE INCLUDES THESE CONSTRUCTION DRAWINGS ALONG WITH THE
SPECIFICATIONS. SUBCONTRACTOR IS RESPONSIBLE FOR REVIEW OF TOTAL BID PACKAGE PRIOR
TO BID SUBMITTAL.
10. SUBCONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES WITHIN CONSTRUCTION
LIMITS PRIOR TO CONSTRUCTION.
11. THE SUBCONTRACTOR IS RESPONSIBLE FOR MAINTAINING POSITIVE DRAINAGE ON THE SITE
AT ALL TIMES. SILT AND EROSION CONTROL SHALL BE MAINTAINED ON THE DOWNSTREAM SIDE
OF THE SITE AT ALL TIMES. ANY DAMAGE TO ADJACENT PROPERTIES WILL BE CORRECTED AT THE
SUBCONTRACTOR'S EXPENSE.
12. CLEARING OF TREES AND VEGETATION ON THE SITE SHOULD BE HELD TO A MINIMUM. ONLY
THE TREES NECESSARY FOR CONSTRUCTION OF THE FACILITIES SHALL BE REMOVED. ANY
DAMAGE TO THE PROPERTY OUTSIDE THE LEASED PROPERTY SHALL BE REPAIRED BY THE
SUBCONTRACTOR.
13. ALL SUITABLE BORROW MATERIAL FOR BACK FILL OF THE SITE SHALL BE INCLUDED IN THE BID.
EXCESS TOPSOIL AND UNSUITABLE MATERIAL SHALL BE DISPOSED OF OFF SITE AT LOCATIONS
APPROVED BY GOVERNING AGENCIES PRIOR TO DISPOSAL.
14. PERMITS: THE SUBCONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING AND INCURRING
THE COST OF ALL REQUIRED PERMITS, INSPECTIONS, CERTIFICATES, ETC.
15. RECORD DRAWINGS: MAINTAIN A RECORD OF ALL CHANGES, SUBSTITUTIONS BETWEEN
WORK AS SPECIFIED AND INSTALLED. RECORD CHANGES ON A CLEAN SET OF CONTRACT
DRAWINGS WHICH SHALL BE TURNED OVER TO THE CONSTRUCTION MANAGER UPON COMPLETION
OF THE PROJECT.
16. THE PLANS SHOW SOME KNOWN SUBSURFACE STRUCTURES, ABOVE GROUND STRUCTURES
AND/OR EXISTING UTILITIES BELIEVED TO BE IN THE WORKING AREA. IT IS THE RESPONSIBILITY OF
THE SUBCONTRACTOR TO VERIFY ALL UTILITIES, PIPELINES AND OTHER STRUCTURES SHOWN OR
NOT SHOWN ON THESE PLANS. THE SUBCONTRACTOR SHALL CONTACT THE LOCAL
LOCATE SERVICE BEFORE DIGGING OR DRILLING. ANY DAMAGE TO EXISTING
UTILITIES SHALL BE REPAIRED TO THE SATISFACTION OF THE OWNER AND ENGINEER AT THE
SUBCONTRACTOR'S EXPENSE.
GENERAL PROJECT NOTES:
1. THIS PROPOSAL IS FOR THE ADDITION OF A NEW GENERATOR ON A NEW CONCRETE PAD TO AN
EXISTING UNMANNED TELECOMMUNICATIONS FACILITY CONSISTING OF AN EQUIPMENT
SHELTER/PLATFORM AND TOWER.
2. THE PROPOSED FACILITY WILL BE UNMANNED AND DOES NOT REQUIRE POTABLE WATER OR
SEWER SERVICE.
3. THE PROPOSED FACILITY IS UNMANNED AND IS NOT FOR HUMAN HABITAT. (NO HANDICAP
ACCESS IS REQUIRED)
4. OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2
TIMES PER MONTH BY AT&T TECHNICIANS.
5. OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT PROPOSED.
6. ALL MATERIAL SHALL BE FURNISHED AND WORK SHALL BE PERFORMED IN ACCORDANCE WITH
THE PROJECT SPECIFICATIONS.
7. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGE CAUSED BY THE
CONSTRUCTION OPERATION.
8. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTION
REQUIRED FOR CONSTRUCTION.
9. SUBCONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A DAILY BASIS.
ELECTRICAL NOTES:
A. GENERAL
1. COORDINATE LOCATION AND POWER REQUIREMENTS OF ALL EQUIPMENT WITH AT&T AND
EQUIPMENT SUPPLIER PRIOR TO INSTALLATION.
2. COORDINATE LOCATION AND REQUIREMENTS FOR ELECTRICAL AND TELEPHONE SERVICES
WITH THE PROPERTY REPRESENTATIVE, AT&T AND UTILITY COMPANIES. ROUTING OF
CONDUITS MAY BE MODIFIED TO MEET SITE REQUIREMENTS. EXACT CONDUIT ROUTING TO
BE DETERMINED IN THE FIELD.
3. ALL WIRING AND EQUIPMENT SHOWN ON ELECTRICAL SHEETS SHALL BE FURNISHED AND
INSTALLED UNDER ELECTRICAL PORTION OF CONTRACT UNLESS OTHERWISE NOTED
4. UNINTERRUPTED ELECTRICAL SERVICE FOR EXISTING EQUIPMENT SHALL BE MAINTAINED
DURING THE INSTALLATION OF THE WORK DESCRIBED UNDER THESE DOCUMENTS.
TEMPORARY EQUIPMENT, CABLES AND WHATEVER ELSE IS NECESSARY SHALL BE PROVIDED
AS REQUIRED TO MAINTAIN ELECTRICAL SERVICE. TEMPORARY SERVICE FACILITIES, IF
REQUIRED AT ANY TIME, SHALL NOT BE DISCONNECTED OR REMOVED UNTIL NEW SERVICE
EQUIPMENT IS IN PROPER OPERATION. IF ANY SERVICE OR SYSTEM MUST BE INTERRUPTED,
THE CONTRACTOR SHALL REQUEST PERMISSION IN WRITING STATING THE DATE, TIME, ETC.
THE SERVICE WILL BE INTERRUPTED AND THE AREAS AFFECTED. THIS REQUEST SHALL BE
MADE IN SUFFICIENT TIME FOR PROPER ARRANGEMENTS TO BE MADE. WRITTEN
PERMISSION SHALL BE OBTAINED FROM THE OWNER BEFORE INTERRUPTING ELECTRICAL
SERVICE.
5. COORDINATE NEW WORK WITH OTHER TRADES AND VERIFY EXISTING CONDITIONS TO AVOID
INTERFERENCE. IN CASE OF INTERFERENCE, AT&T'S REPRESENTATIVE WILL DECIDE WHICH
WORK IS TO BE RELOCATED, REGARDLESS OF WHICH WAS FIRST INSTALLED.
6. THE INSTALLATION MUST COMPLY WITH NEC AND ALL FEDERAL, STATE AND LOCAL RULES
AND REGULATIONS.
7. THE DRAWINGS ARE DIAGRAMMATIC AND INDICATE THE GENERAL ARRANGEMENT OF
SYSTEMS AND EQUIPMENT UNLESS OTHERWISE DEFINED BY DIMENSIONS OR DETAILS.
EXACT EQUIPMENT LOCATIONS AND RACEWAY ROUTING SHALL BE GOVERNED BY ACTUAL
FIELD CONDITIONS AND/OR DIRECTIONS FROM AT&T'S REPRESENTATIVE.
8. CONTRACTOR SHALL PAY ALL PERMITS AND FEES REQUIRED.
9. ALL MATERIALS SHALL BE FURNISHED AND WORK SHALL BE PERFORMED IN ACCORDANCE
WITH THE APPLICABLE SECTIONS OF THE STANDARDS REFERENCED BELOW:
a. ANSI (AMERICAN NATIONAL STANDARDS INSTITUTE)
b. ASTIM (AMERICAN SOCIETY FOR TESTING MATERIALS)
c. ETL (ELECTRICAL TESTING LABORATORY)
d. ICEA (INSULATED CABLE ENGINEERS ASSOCIATION)
e. IEEE (INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS)
f. MBFU (NATIONAL BOARD OF FIRE UNDERWRITERS)
g. NESC (NATIONAL ELECTRICAL SAFETY CODE)
h. NEMA (NATIONAL ELECTRICAL MANUFACTURER'S ASSOCIATION)
i. NFPA (NATIONAL FIRE PROTECTION ASSOCIATION)
j. UL (UNDERWRITER'S LABORATORY)
k. NEC (NATIONAL ELECTRICAL CODE)
10. CONTRACTOR SHALL REVIEW PLANS, DETAILS AND SPECIFICATIONS IN DETAIL AND ADJUST
WORK TO CONFORM WITH ACTUAL SITE CONDITIONS SO THAT ELECTRICAL DEVICES AND
EQUIPMENT WILL BE LOCATED AND READILY ACCESSIBLE. QUANTITIES LISTED IN MATERIAL
LISTS ON THE DRAWINGS ARE FOR INFORMATION ONLY. THE CONTRACTOR SHALL PROVIDE
HIS OWN TAKEOFF FOR MATERIAL QUANTITY AND TYPES BASED ON ACTUAL SITE
CONDITIONS, IN ADDITION, CONTRACTOR SHALL PROVIDE ALL NECESSARY MATERIALS TO
INSTALL EQUIPMENT FURNISHED BY AT&T OR ITS SUPPLIERS. ALL ITEMS NOT SPECIFICALLY
MENTIONED HEREIN OR SHOWN ON THE DRAWINGS, BUT WHICH ARE OBVIOUSLY
NECESSARY TO MAKE A COMPLETE WORKING INSTALLATION, SHALL BE INCLUDED.
11. THE CONTRACTOR OR BIDDER SHALL BEAR THE RESPONSIBILITY OF NOTIFYING (IN WRITING)
AT&T'S REPRESENTATIVE OF ANY CONFLICTS PRIOR TO THE SUBMISSION OF CONTRACTOR'S
PROPOSAL OR PERFORMANCE OF WORK, IN THE EVENT OF DISCREPANCIES THE
CONTRACTOR SHALL PRICE THE MORE COSTLY OR EXTENSIVE WORK, UNLESS DIRECTED IN
WRITING OTHERWISE.
ELECTRICAL NOTES:
12. ALL FLOORS WHERE PENETRATIONS ARE REQUIRED IN BUILDING ARE TO BE CORE DRILLED
AND THEN FIREPROOFED.
B. WIRING/CONDUIT
1. PROVIDE PULL BOXES AND JUNCTION BOXES WHERE SHOWN OR AS REQUIRED BY CODE
SUCH THAT NO MORE THAN THE EQUIVALENT OF FOUR QUARTER BENDS (360 DEGREES
TOTAL) EXIST IN A CONDUIT RUN.
2. ALL POWER AND CONTROL/INDICATION WIRING SHALL BE TYPE THHN/THWN 600V RATED 75
DEGREES CELSIUS, UNLESS NOTED OTHERWISE.
3. CONDUIT BENDS SHALL BE MADE IN ACCORDANCE WITH NEC TABLE 346-10. NO RIGHT
ANGLE DEVICE OTHER THAN STANDARD CONDUIT ELBOWS WITH 12" MINIMUM INSIDE
SWEEPS FOR ALL CONDUITS 2" OR LARGER.
4. POWER WIRING SIZE SHALL NOT BE SMALLER THAN #12 AWG.
5. ALL WIRING SHALL BE COPPER. ALUMINUM WILL NOT BE ACCEPTABLE ALL POWER CIRCUITS
SHALL CONTAIN A GROUND WIRE.
6. PHASE MARKINGS TO BE USED AT POWER CONDUCTOR TERMINATIONS.
7. CONTRACTOR SHALL ENSURE INTEGRITY IS MAINTAINED WHEN INSTALLING CONDUIT AND
WIRING.
8. INSTALL PULL STRING IN ALL CONDUIT.
9. FOR ROOFTOP INSTALLS AND BUILD-OUTS, CONDUITS INSIDE BUILDING AND ON ROOF
SHALL BE RGS, UNLESS OTHERWISE NOTED. FOR RAW LAND SITES AND CO-LOCATES, PVC
SCHEDULE 80 SHALL BE UTILIZED UNLESS NOTED OTHERWISE.
10. MAINTAIN MINIMUM 1'-0" VERTICAL AND 1'-0" HORIZONTAL SEPARATIONS FROM ANY
MECHANICAL GAS PIPING.
11. ALL WIRING ROUTED IN PLENUM TO BE RATED OR IN METALLIC FLEX (LIQUIDTITE) CONDUIT.
C. EQUIPMENT
1. EQUIPMENT/PARTS CONNECTED TO EXISTING PANELS, DUCTS, ETC. SHALL MATCH THE
CHARACTERISTICS (A/C, V, A) OF THAT EQUIPMENT.
2. ALL ELECTRICAL EQUIPMENT OUTSIDE SHALL BE NEMA 3R RATED.
D. GROUNDING
1. ALL GROUND CONNECTIONS TO BUILDING SHALL BE MADE USING TWO-HOLE CONNECTORS.
PROVIDE STAINLESS STEEL BOLTS AND LOCK WASHERS ON ALL MECHANICAL GROUND
CONNECTIONS.
2. ALL EQUIPMENT SURFACES TO BE BONDED TO GROUNDING SYSTEM SHALL BE STRIPPED OF
ALL PAINT AND DIRT AT ANY POINT OF CONNECTION. CONNECTIONS TO VARIOUS METALS SHALL
BE OF A TYPE AS TO PREVENT A GALVANIC OR CORROSIVE REACTION. AREA SHALL BE
REPAINTED FOLLOWING BONDING.
3. ANY METALLIC ITEM WITHIN 6' OF ANY EQUIPMENT OR METALLIC INFRASTRUCTURE (RACKS,
CABLE TRAY.. ETC.) OR GROUND CONDUCTORS MUST BE CONNECTED TO THE
GROUNDING SYSTEM PER AT&T STANDARDS.
4. EXTERIOR, ABOVE GRADE GROUND CONNECTIONS SHALL BE FURNISHED WITH A LIBERAL
PROTECTIVE COATING OF ANTI-OXIDATION COMPOUND.
5. ALL MATERIALS AND LABOR REQUIRED FOR THE GROUNDING SYSTEM AS INDICATED ON THE
PLANS AND DETAILS, AND AS DESCRIBED HEREIN SHALL BE FURNISHED BY THE CONTRACTOR
UNLESS OTHERWISE NOTED.
6. EXACT LOCATION OF GROUND CONNECTION POINTS SHALL BE DETERMINED IN FIELD.
ADJUST LOCATIONS INDICATED ON PLANS ACCORDING TO ACTUAL EQUIPMENT LOCATIONS
TO KEEP THE GROUND CONNECTION CABLES AS SHORT AND STRAIGHT AS PRACTICAL.
7. PROVIDE ALL ELECTRICAL SYSTEM AND EQUIPMENT GROUNDS AS REQUIRED BY THE CURRENT
EDITION OF THE NATIONAL ELECTRIC CODE, THE CURRENT EDITION OF THE NATIONAL
ELECTRICAL SAFETY CODE AND AT&T STANDARDS. BONDING JUMPERS WITH APPROVED GROUND
FITTINGS SHALL BE INSTALLED AT ALL RACEWAYS, EQUIPMENT ENCLOSURES, PULL BOXES, ETC.
TO MAINTAIN GROUND CONTINUITY WHERE REQUIRED BY CODE.
8. ALL BURIED EQUIPMENT GROUND CONDUCTORS SHALL BE #2 AWG BARE, TINNED, SOLID
COPPER UNLESS NOTED OTHERWISE ON THE DRAWINGS.
E. INSPECTION/DOCUMENTATION
1. THE CONTRACTOR, UPON COMPLETION OF HIS WORK, SHALL PROVIDE AS-BUILT DRAWINGS.
INFORMATION SHOULD BE GIVEN TO THE GENERAL CONTRACTOR FOR INCLUSION IN FINAL
AS-BUILT SURVEY DOCUMENTS TO BE GIVEN TO THE OWNER.
2. CONTRACTOR SHALL SUPPLY DOCUMENTATION ATTESTING TO THE COMPLETE GROUND
SYSTEM'S RESISTANCE TO GROUND (MAX. 5 OHMS).
3. AN ELECTRICAL INSPECTION SHALL BE MADE BY AN INSPECTING AGENCY APPROVED BY AT&T'S
REPRESENTATIVE. CONTRACTOR SHALL COORDINATE ALL INSPECTIONS AND OBTAIN
POWER COMPANY APPROVAL.
4. CONTRACTOR SHALL HAVE ATS AND GENERATOR RELAY INSTALLATION AND CONNECTIONS
INSPECTED BY OTHERS TO ENSURE THAT UL LISTING FOR THAT EQUIPMENT IS NOT VOIDED.
230817
REQUIRED SPECIAL INSPECTIONS:
1. PER IBC 1705.4 SPECIAL INSPECTION OF MASONRY. (IF REQUIRED)
CEC
l. CEC (CALIFORNIA ELECTRICAL CODE)CBC
GENERAL NOTES
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
N-1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
2621 S Birch St - 101119515 &
20182981
7/24/2024
TITLE SHEET
MAIN - DYER
FA#: 10086996
GENERATOR INSTALLATION PROJECT
30KW GENERAC DIESEL GENERATOR
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
T-1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY: JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t&
GENERAL DYNA MICS
Information Technology
09/30/25
JURISDICTION USE:
D ATE SIGNED: 4/2 /2 4
SITE INFORMATION:
SITE ADDRESS:2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
COUNTY:ORANGE
COORDINATES:33.711743° / -117.869806° (FOR NAVIGATION ONLY)
PROPERTY LANDLORD
OR OWNER:HOOD, MICHAEL RODNEY TR M
TAX ID #:410-391-03
ZONING:M-1
OCCUPANCY GROUP: U - UNMANNED
CONSTRUCTION TYPE: II-B
POWER COMPANY: SCE
FLOOD ZONE:X
A.D.A. COMPLIANCE:FACILITY IS UNMANNED AND NOT FOR HUMAN
HABITATION
at t&
VICINITY MAP:
SITE
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
N
GOOGLE MAPS 2024
APPROVALS :
AT&T MANAGER
_____________________________________ _________
CONSTRUCTION
MANAGER
_____________________________________ _________
SITE ACQ.
MANAGER
_____________________________________ _________
PROPERTY
OWNER
_____________________________________ _________
LANDLORD
_____________________________________ _________
R
DIG LINE:
THE PLANS SHOW SOME KNOWN SUBSURFACE STRUCTURES, ABOVE
GROUND STRUCTURES, AND/OR EXISTING UTILITIES BELIEVED TO BE IN
THE WORKING AREA. IT IS THE RESPONSIBILITY OF THE CONTRACTOR
TO VERIFY ALL UTILITIES, PIPELINES AND OTHER STRUCTURES SHOWN
OR NOT SHOWN ON THESE PLANS.
ANY DAMAGE TO EXISTING
UTILITIES SHALL BE REPAIRED
TO THE SATISFACTION OF THE
OWNER AND ENGINEER AT THE
CONTRACTOR'S EXPENSE.
AREA MAP:
SITE
GOOGLE MAPS 2024DO NOT SCALE DRAWINGS:
CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS, CONDITIONS ON
THE JOB SITE AND SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY
DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR
THE SAME.
CODE COMPLIANCE:
ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN
ACCORDANCE WITH THE CURRENT EDITIONS OF ALL GOVERNING CODES AS
ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE
PLANS ARE TO BE CONSTRUCTED TO PERMIT WORK NOT CONFORMING TO
THESE CODES:
CALIFORNIA BUILDING CODE (CBC) 2022
CALIFORNIA ELECTRICAL CODE 2022
CALIFORNIA MECHANICAL CODE 2022
CALIFORNIA FIRE CODE (CFC) 2022
INTERNATIONAL BUILDING CODE (IBC) 2021
NATIONAL ELECTRICAL CODE (NEC) 2020
NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) 13,30,37,58,70,72,110,111
AMERICAN CONCRETE INSTITUTE (ACI) 318
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
TELECOMMUNICATIONS INDUSTRY ASSOCIATION (TIA) 222
TELECOMMUNICATIONS INDUSTRY ASSOCIATION (TIA) 607
SHEET INDEX:
SHEET DESCRIPTION
T-1 TITLE SHEET
N-1 GENERAL NOTES
A-0 PARCEL SITE PLAN
A-1 OVERALL SITE PLAN
A-2 ENLARGED SITE PLAN
A-3 ELEVATION VIEWS
S-1 GENERATOR PAD DETAILS
S-2 GENERAL STRUCTURAL DETAILS
S-3 FENCE & GATE DETAILS
S-4 COMPOUND DETAIL
E-1 ELECTRICAL DETAILS
E-2 ELECTRICAL DETAILS
E-3 ELECTRICAL DETAILS
E-4.0 <--> E-4.4 GENERATOR SPECIFICATIONS
E-5.0 ATS SPECIFICATIONS
E-5.1 CAM-LOCK BOX SPECIFICATIONS
SCOPE OF WORK:
INSTALL (1) ARTICLE 702 OPTIONAL STANDBY DIESEL GENERATOR
(GENERAC SD030) WITH UL-142 BASE FUEL TANK ON CONCRETE PAD AND
200A ATS / CAMLOCK (GENERAC TAS200) WITHIN COMPOUND NEAR
EXISTING AT&T EQUIPMENT SHELTER.
INTEGRATE NEW GENERATOR WITH EXISTING SERVICE.
NOTE: NO CHANGES OR ALTERATIONS TO THE TOWER, MOUNTS,
ANTENNAS, FEEDLINES, ETC. IS PROPOSED AS A PART OF THIS SCOPE
OF WORK.
CONTACT INFORMATION:
APPLICANT: AT&T MOBILITY
1375 CAMINO REAL STE 120
SAN BERNARDINO, CA 92408
PHONE: 951.534.8967
PROJECT MANAGER: GENERAL DYNAMICS WIRELESS SERVICES, LLC.
PHONE: 318.833.4864
CONTACT: KEITH JEFFREYS
LEASING / PERMITTING: BRIUS
PHONE: 571.641.9084
CONTACT: BRYAN TRAN
EMAIL: bryant@briustelecom.com
ARCHITECTURE &
ENGINEERING:
GEOSTRUCTURAL, LLC.
PO BOX 2621
BOISE, ID 83701
PHONE: 530.539.4787
CONTACT: DON GEORGE
Bldg# 101119515
Elec# 20182981
APPROVALS:
PLNG - HJacinto
BLDG - CSG Consultant
ELEC - CSG Consultant
2621 S Birch St - 101119515 &
20182981
7/24/2024
RADIATOR/EXHAUST/
FUEL END
DISCHARGE
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4'-0"
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RAD
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OVERALL
SITE PLAN
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
A-1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
OVERALL SITE PLAN
N
1SCALE: 1" = 30'-0" (11x17)
PROJECT SITE, SEE
SHEET A-2 FOR
ENLARGED SITE PLAN
PROPOSED GENERATOR
LOCATION, SEE SHEET A-2
FOR ENLARGED SITE PLAN
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
TAX ID#: 410-391-03
NOTE:
EVERYTHING SHOWN IS EXISTING
UNLESS MARKED PROPOSED
EXISTING CONDITIONS:
THESE DRAWINGS WERE PRODUCED WITH INFORMATION PROVIDED BY THE
CLIENT. LINES, EASEMENTS, AND SETBACKS SHALL BE VERIFIED PRIOR TO START
OF CONSTRUCTION, GEOSTRUCTURAL DOES NOT GUARANTEE THE ACCURACY
OF SAID PROPERTY LINE, EASEMENTS AND SETBACKS.
BUILDING
CUMULATIVE VOLUME CALCULATIONS:
THE PHYSICAL DIMENSIONS OF THE PROPOSED GENERATOR w/ ENCLOSURE AND
BASE FUEL TANK ARE LESS THAN 250 CU. FT. IN VOLUME.
BASE FUEL TANK = 106"x36"x25" = 55.2 CU. FT.
GENERATOR BODY w/ ENCLOSURE = 94.8"x61.1"x38" = 127.4 CU. FT.
TOTAL CUMULATIVE VOLUME OF GENSET = 55.2 + 127.4 = 182.6 CU. FT.
GENSET USE, CEQA & BAAQMD EXEMPTION:
THE PROPOSED GENERAC SD030 GENSET:
* IS RATED AT 49 HP AT MAXIMUM RATED kW OUTPUT,
* IS INSTALLED WITH AN ABOVE-GROUND DOUBLE-WALL SECONDARY
CONTAINMENT BASE FUEL TANK WITH 190 USABLE (200 MAX) GALLONS OF FUEL,
* USES ULTRA LOW SULFUR DIESEL FUEL (15 ppm SULFUR),
* IS LIMITED TO 100 HOURS PER YEAR OF NON-EMERGENCY USE (TESTING &
MAINTENANCE),
* IS INSTALLED WITH A LEVEL 2 ACOUSTIC ENCLOSURE, WHICH BUFFERS SOUND
OUTPUT TO A MAXIMUM OF 62 dB AT 7 METERS (~23 FEET),
* IS COMPLIANT WITH APPLICABLE AIR QUALITY REGULATIONS,
* IS EXEMPT FROM AIR QUALITY PERMITS IN MOST JURISDICTIONS UNDER THE
PROVISIONS OF CLASS 1, SEC. 15301 OF THE CALIFORNIA ENVIRONMENTAL
QUALITY ACT (CEQA) GUIDELINES,
* IS EXEMPT PER BAAQMD REG. 2, RULE 1, SEC. 2-1-114-2.2.1.; LESS THAN 50 BHP.
P
E
AT&T LEASE AREAS
EXISTING APPROXIMATE (91.6 SQ.FT.) LEASE AREA
PROPOSED 4'-0"x10'-0" (40 SQ.FT.) GENERATOR LEASE AREA
EXISTING LEASE AREA SIZES WERE OBTAINED FROM LEASE DOCUMENTS
PROVIDED TO GEOSTRUCTURAL AND ARE SHOWN FOR REFERENCE ONLY.
REFER TO FINAL LEASE DOCUMENTS FOR APPROVED EXISTING AND PROPOSED
LEASE AREAS.
E
P
PARCEL LINE
PARCEL LINE
PA
R
C
E
L
L
I
N
E
ASPHALT
PAVEMENT
STORAGE
MATERIAL
PAVED
PARKING LOT
EXISTING MONOPOLE
TOWER w/ AT&T ANTENNAS
EXISTING
WROUGHT-IRON FENCE
EXISTING CONCRETE
PREFAB EQUIPMENT
SHELTER (OTHER CARRIER)
2621 S Birch St - 101119515 &
20182981
7/24/2024
RADIATOR/EXHAUST/
FUEL END
DISCHARGE
BA
T
T
E
R
Y
B
O
X
PO
W
E
R
C
E
N
T
E
R
&
CO
N
T
R
O
L
S
BO
L
T
O
N
P
A
N
E
L
S
5' V
E
N
T
RAD
I
U
S
10
'
-
0
"
10
'
-
0
"
4'-0"
4'-0"
5'
V
E
N
T
RA
D
I
U
S
1ENLARGED SITE PLAN
N
SCALE: 1" = 5'-0" (11x17)
UTILITY NOTE:
THE UTILITIES AS SHOWN ON THIS SET OF DRAWINGS WERE DEVELOPED
FROM RECORD INFORMATION. THE INFORMATION PROVIDED IS IMPLIED NOT
INTENDED TO BE A COMPLETE INVENTORY OF THE UTILITIES IN THIS AREA. IT
IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION OF ALL
UTILITIES (WHETHER SHOWN OR NOT) AND PROTECT SAID UTILITIES FROM
ANY DAMAGE CAUSED BY CONTRACTOR'S ACTIVITIES.
EXISTING CONDITIONS:
THESE DRAWINGS WERE PRODUCED WITH INFORMATION PROVIDED BY THE
CLIENT. LINES, EASEMENTS, AND SETBACKS SHALL BE VERIFIED PRIOR TO
START OF CONSTRUCTION, GEOSTRUCTURAL DOES NOT GUARANTEE THE
ACCURACY OF SAID PROPERTY LINE, EASEMENTS AND SETBACKS.
SCOPE OF WORK DETAILS:
GENERAL:
· NEW GENERAC DIESEL GENERATOR PROVIDED BY GENERAL DYNAMICS &
INSTALLED BY GENERAL CONTRACTOR. SEE SHEETS E-4.0, E-4.1, E-4.2.
· NEW CONCRETE PAD PROVIDED & INSTALLED BY GENERAL CONTRACTOR.
SEE SHEET S-1.
· NEW GENERAC AUTOMATIC TRANSFER SWITCH PROVIDED BY GENERAL
DYNAMICS & INSTALLED BY CONTRACTOR. SEE SHEETS S-2, E-5.0, E-5.1.
· CONTRACTOR TO VERIFY ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
· CONTRACTOR SHALL RESTORE & REPAIR ANY DAMAGED AREAS CAUSED BY
CONSTRUCTION TO ORIGINAL OR BETTER CONDITION.
· INNER AND OUTER TANK TESTING DOCUMENTATION SHALL BE PROVIDED
ONCE TANK IS IN PLACE ON SITE IN ACCORDANCE WITH NFPA 30.
· A CALIBRATION CHART OF PERMANENT AND DURABLE CONSTRUCTION
SHALL BE LOCATED AT THE FILL BOX.
CONDUITS:
· INSTALL PULL STRING IN EACH CONDUIT.
· (2) NEW ELECTRICAL CONDUITS WITH CONDUCTORS TO BE INSTALLED FROM
NEW GENERATOR TO NEW ATS. CONDUIT PROVIDED AND INSTALLED BY
GENERAL CONTRACTOR. SEE SHEETS E-1, E-2.
· (2) NEW ELECTRICAL CONDUITS WITH CONDUCTORS TO BE INSTALLED FROM
NEW GENERATOR TO AC PANEL. CONDUIT PROVIDED & INSTALLED BY
GENERAL CONTRACTOR. SEE SHEETS E-1, E-2.
· (1) NEW ALARM CONDUIT & CABLING PROVIDED & INSTALLED BY GENERAL
CONTRACTOR. SEE SHEETS E-1, E-2.
GROUNDING:
· NEW EXOTHERMIC CONNECTION FROM EXISTING GROUND RING TO NEW
MECHANICAL CONNECTION AT GENERATOR CHASSIS. GENERAL
CONTRACTOR TO VERIFY LOCATION IN FIELD. LOCATE GROUND RODS NO
MORE THAN 8'-0" APART. SEE SHEET E-3.
R
GENERATOR KEYED NOTES:
PROPOSED AT&T 30KW DIESEL GENERATOR w/ SOUND ATTENUATED
ENCLOSURE, NORMAL/EMERGENCY TANK VENTING AND BASE FUEL
TANK. SEE SHEETS S-1, S-2, E-3.
FUEL FILL SHALL BE PROVIDED WITH SPILL CONTROL, WITH A SOLID
FILL CONNECTION, AND WITH OVERFILL PREVENTION
FUEL TANK NORMAL AND EMERGENCY VENTS SHALL TERMINATE AT
LEAST 12'-0" ABOVE THE ADJACENT GRADE. SEE SHEET S-2.
NFPA 704 PLACARD AND OTHER SIGNAGE. SEE SHEET S-2.
GEN
1
2
3
INT
AC
CON
GEN
1
2
3
FIRE
OFF
ATS
NOTE:
EVERYTHING SHOWN IS EXISTING UNLESS MARKED PROPOSED
ATS / EQUIPMENT KEYED NOTES:
-FIRE EXTINGUISHER, (2A-20BC OR APPROVED EQUAL) PER CFC 906.3
-FIRE EXTINGUISHER CABINET (BFC-7009 OR APPROVED EQUAL),
MOUNT TO CMU BLOCK WALL PER CFC 906.6 (5'-0" MAX. ABOVE GRADE)
LOCKABLE EMERGENCY SHUTOFF SWITCH, MOUNT TO CMU BLOCK
WALL PER CFC 906.9 (5'-0" MAX. ABOVE GRADE)
PROPOSED ATS w/ CAMLOCK MOUNTED TO CMU BLOCK WALL WITH 36"
FRONT CLEARANCE. SEE SHEET S-2.
FIRE
OFF
ATS
POWER ROUTING KEYED NOTES:
EXISTING AC LOAD CENTER
INTERCEPT EXISTING CONDUIT AND CONDUCTORS PRIOR TO AC
PANEL AND RE-ROUTE THROUGH PROPOSED ATS (~50'). COORDINATE
PATH WITH CONSTRUCTION MANAGER
PROPOSED AT&T UNDERGROUND GENERATOR CONDUIT ROUTE (~15').
CONTRACTOR TO LOCATE EXISTING UTILITIES PRIOR TO EXCAVATION.
SEE SHEETS E-1, E-2.
SEE SHEET E-1 FOR SINGLE LINE DIAGRAM.
AC
INT
CON
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
A-2
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
ENLARGED
SITE PLAN
INT
5'
-
0
"
4'-0"
4'
-
7
"
AC
C
E
S
S
C
L
E
A
R
A
N
C
E
,
T
Y
P
.
36
"
B
R
E
A
K
E
R
S
/
A
L
T
E
R
N
A
T
O
R
24
"
I
N
T
A
K
E
/
E
X
H
A
U
S
T
HVAC
UNIT
EXISTING
CONCRETE
RAMP
HVAC
UNIT
HVAC
UNIT
HVAC
UNIT
ASPHALT
PAVED
COMPOUND
EXISTING MONOPOLE
TOWER w/ AT&T ANTENNAS
EXISTING
WROUGHT-IRON FENCE
EXISTING
WROUGHT-IRON
SWING GATE
PA
R
C
E
L
L
I
N
E
EXISTING PREFAB CONCRETE
EQUIPMENT SHELTER (OTHER
CARRIER)
EXISTING AT&T EQUIPMENT SHELTER
EXISTING ICE BRIDGE, TYP.
ASPHALT
PAVEMENT
EXISTING CMU BLOCK
WALL
EXISTING HAND-HOLE
PARCEL LINE
STORAGE
MATERIAL
EXISTING EQUIPMENT H-FRAME
CONCRETE
STOOP
CONTRACTOR TO SAW-CUT
EXISTING PAVEMENT AS REQUIRED
TO INSTALL CONCRETE PAD
5'-0" MIN.
(~5'-3" PROVIDED)
2621 S Birch St - 101119515 &
20182981
7/24/2024
GRADE
0'-0"
TOP OF VENTILATION PIPES
12' MIN.
TOP OF GENERATOR
7'-9"
GRADE
0'-0"
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
A-3
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
ELEVATION
VIEWS
PROPOSED AT&T DIESEL
GENERATOR ANCHORED TO
PROPOSED CONCRETE SLAB
2SCALE
N.T.S.1SCALE
N.T.S.EXISTING ELEVATION VIEW PROPOSED ELEVATION VIEW
TOP OF TOWER60'±
VENT PIPE, TYP. OF (3)
EXISTING MONOPOLE TOWER
(ANTENNAS NOT SHOWN)
EXISTING PREFAB
CONCRETE EQUIPMENT
SHELTER (OTHER CARRIER)
EXISTING AT&T
EQUIPMENT SHELTER
EXISTING CMU
BLOCK WALL
PROPOSED AT&T ATS w/ GEN PLUG
AND EQUIPMENT MOUNTED TO
EXISTING CMU WALL
2621 S Birch St - 101119515 &
20182981
7/24/2024
3G0
4'
-
0
"
1'-0"
BLOCKOUT
2'
-
7
"
BL
O
C
K
O
U
T
2"
BA
S
E
E
X
T
E
N
T
S
P
E
R
MA
N
U
F
A
C
T
U
R
E
R
#4 U-BARS
CONDUIT STUB-UP AREA;
CONFIRM LOCATION & SIZE
WITH MANUFACTURER
(8) 5 8"Ø x 33 4" EMBED HILTI KWIK BOLT
TZ2 STAINLESS STEEL EXPANSION
ANCHOR (OR APPROVED EQUAL).
REFERENCE ICC-ES ESR-4266 REPORT.
INSTALLATION TORQUE
= 60 FT-LB
6" MIN. BOLT
℄ TO EDGE
A
AB
10'-0"
9"
BASE EXTENTS PER MANUFACTURER 7"
OUTLINE OF GENERATOR
FOOTPRINT
SLAB REINF.,
SEE SECTION A-A
6"
41
4"
HO
L
E
D
E
P
T
H
1116"Ø HOLE (5 8"Ø BIT)
B
ANCHOR FRAME
3"
GENERATOR PAD - SECTION B-B
TYPICAL ANCHOR
GENERATOR PAD DETAIL
(10) #5 TRANSVERSE REBAR
2"±
4" CLR.
3" TYP.
8" CONCRETE MIN.
(5) #5 LONGITUDINAL REBAR
OUTLINE OF GENERATOR
3 4" CHAMFER, TYP.
GENERATOR PAD - SECTION A-A
#4 U-BARS
CONDUIT
STUB-UP AREA
FLEXIBLE STUB CONDUITS.
SEE SHEET E-2.
CONCRETE PAD
13 4"
CLR.
TYP.
LONGITUDINAL
TR
A
N
S
V
E
R
S
E
9"
CONTRACTOR TO RESTORE
EXISTING CONDITIONS ON SITE,
SLOPE AWAY AS REQUIRED
6" COMPACTED GRANULAR BASE
COMPACTED SUBGRADE
NOTE: IT IS ACCEPTABLE TO INSTALL AND UTILIZE A PRE-CAST
GENERATOR PAD FOUNDATION SO LONG AS THE MINIMUM CONCRETE
AND REINFORCING REQUIREMENTS DETAILED HEREIN ARE MET, AND
PROVIDED SUB-GRADE SURFACE COMPACTION AND PREPARATION
ARE PERFORMED ADEQUATELY IN ACCORDANCE WITH THIS PLAN.
SCALE: 1/2"=1'-0"(11x17) 1"=1'-0" (24x36)
SCALE: 1/2"=1'-0"(11x17) 1"=1'-0" (24x36)
33
4"
EM
B
E
D
M
E
N
T
6"
3"
CONCRETE NOTES:
1.PRIOR TO EXCAVATION, CHECK THE AREA FOR UNDERGROUND FACILITIES.
2.ALL CONCRETE SHALL BE IN ACCORDANCE WITH CHAPTER 19 OF THE IBC & ACI 318, "BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE", LATEST EDITION & HAVE THE FOLLOWING PROPERTIES:
A MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4,000 PSI.
B CEMENT SHALL BE "LOW-ALKALI" TYPE IIA (MODERATE SULFATE RESISTANCE, AIR
ENTRAINING) CONFORMING TO ASTM C150.
C MAXIMUM WATER/CEMENT RATIO OF 0.45 AND AIR-ENTRAINED 4% TO 7%.
D CONCRETE PROPORTIONING SHALL BE DESIGNED BY AN APPROVED LABORATORY.
TOLERANCES IN ACCORDANCE WITH ACI 117. COPIES OF CONCRETE MIX SHALL
BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO PLACEMENT.
E ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. USE ONLY
AGGREGATES KNOWN NOT TO CAUSE EXCESSIVE SHRINKAGE. MAXIMUM
AGGREGATE SIZE TO BE 3 4".
F MAXIMUM SLUMP: REFER TO GEOTECHNICAL REPORT WHEN APPLICABLE.
3.FORMWORK FOR CONCRETE SHALL CONFORM TO ACI 347. TOLERANCES FOR FINISHED CONCRETE SURFACES SHALL MEET CLASS-C
REQUIREMENTS. IN NO CASE SHALL FINISHED CONCRETE SURFACES EXCEED THE FOLLOWING VALUES AS MEASURED FROM NEAT
PLAN LINES AND FINISHED GRADES: ± 1 4" VERTICAL, ± 1" HORIZONTAL.
4.CHAMFER ALL EXPOSED CORNERS AND FILLET ENTRANT ANGLES 3 4" U.N.O.
5.CONCRETE FINISHING: CONCRETE SURFACES SHALL BE FINISHED IN ACCORDANCE WITH ACI. PROVIDE ROUGH FINISH FOR ALL
SURFACES NOT EXPOSED TO VIEW AND SMOOTH FINISH FOR ALL OTHERS, U.N.O.
6.STEEL REINFORCEMENT AND CONCRETE SHOULD BE PLACED IMMEDIATELY UPON COMPLETION OF THE FOUNDATION EXCAVATION.
CONTRACTOR SHALL NOT ALLOW A COLD JOINT TO FORM IN THE CONCRETE. PORTION AT GRADE SHOULD BE FORMED.
TEMPORARY CASING MAY BE REQUIRED TO PREVENT CAVING PRIOR TO CONCRETE PLACEMENT.
REINFORCING STEEL NOTES:
1.ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615. VERTICAL/HORIZONTAL BARS SHALL BE GRADE 60; TIES OR STIRRUPS
SHALL BE A MINIMUM OF GRADE 40. ALL REINFORCING STEEL SHALL HAVE 3" (± 3
8") OF CONCRETE COVER, U.N.O.
2.ALL BAR BENDS, HOOKS, SPLICES AND OTHER REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ACI 315.
3.ALL BARS SHALL BE SPLICED WITH A MINIMUM LAP OF 48 BAR DIAMETERS. LAP SPLICES OF DEFORMED BARS IN TENSION ZONES
SHALL BE CLASS-B SPLICES. WELDING OF BARS IS NOT PERMITTED.
4.AT ALL CORNERS AND WALL INTERSECTIONS, PROVIDE BENT HORIZONTAL BARS TO MATCH THE HORIZONTAL REINFORCING STEEL.
5.PROVIDE VERTICAL DOWELS IN FOOTINGS AND AT CONSTRUCTION JOINTS TO MATCH VERTICAL REINFORCING BAR SIZE AND
SPACING.
6.ACI-APPROVED PLASTIC-COATED BAR CHAIRS OR PRECAST CONCRETE BLOCKS SHALL BE PROVIDED FOR SUPPORT OF ALL
GRADE-CAST REINFORCING STEEL & SHALL BE SUFFICIENT IN NUMBER TO PREVENT SAGGING. METAL CLIPS OR SUPPORTS SHALL
NOT BE PLACED IN CONTACT WITH THE FORMS OR THE SUB-GRADE.
7.DOWELS AND ANCHOR BOLTS SHALL BE WIRED OR OTHERWISE HELD IN CORRECT POSITION PRIOR TO PLACING CONCRETE. IN NO
CASE SHALL DOWELS OR ANCHOR BOLTS BE "STABBED" INTO FRESHLY-POURED CONCRETE.
MECHANICAL ANCHOR NOTES:
1.HILTI PRODUCTS MUST BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS, AS
INCLUDED IN THE PACKAGING.
2.CONTRACTOR SHALL AVOID DRILLING HOLES IN VERTICAL/HORIZONTAL REINFORCING BARS.
3.HOLES MUST BE WIRE BRUSHED AND BLASTED WITH COMPRESSED AIR PRIOR TO INSTALLATION.
TEMPERATURES/METHODS/WORKING TIME/ETC. ARE TO BE IN ACCORDANCE WITH MANUFACTURER SPECIFICATIONS.
FOUNDATION & SOIL NOTES:
1.FOUNDATION DESIGN BASED ON PRESUMPTIVE MINIMUM SOIL PARAMETERS (ALLOWABLE BEARING = 1,500 PSF; ALLOWABLE
PASSIVE SLIDING = 100 PSF/FT) IN ACCORDANCE WITH THE IBC.
2.THE EXCAVATION SHALL BE INSPECTED PRIOR TO THE PLACEMENT OF CONCRETE AND THE CONTRACTOR SHALL PROVIDE A NOTICE
OF INSPECTION FOR THE BUILDING INSPECTOR FOR REVIEW AND RECORDS PURPOSES.
3.THE CONTRACTOR SHALL DETERMINE THE MEANS AND METHODS NECESSARY TO SUPPORT THE EXCAVATION DURING
CONSTRUCTION.
4.ALL FOUNDATIONS TO BE PLACED ON FIRM, UNDISTURBED, INORGANIC MATERIAL. PROOF ROLL SUB-GRADE PRIOR TO PLACING
CONCRETE WHERE THE MATERIAL HAS BEEN DISTURBED BY EQUIPMENT. UNACCEPTABLE/DISTURBED MATERIAL SHALL BE
OVER-EXCAVATED AND REPLACED WITH "LEAN CONCRETE FILL" OR REPLACED WITH STRUCTURAL BACKFILL.
5.STRUCTURAL BACKFILL SHALL BE GRANULAR FREE-DRAINING MATERIAL FREE OF DEBRIS, ORGANICS, REFUSE AND OTHERWISE
DELETERIOUS MATERIALS. MATERIAL SHALL BE PLACED IN LIFTS NO GREATER THAN 6" IN DEPTH AND COMPACTED TO 95% OF
MAXIMUM DENSITY AS DETERMINED PER ASTM D1557 (MODIFIED PROCTOR).
CBC
2,500
AND CBC.
1,000
2"
(2) #4 U-BARS
(THIS LOCATION)2'-0"
GENERATOR PAD
DETAILS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
S-1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
STRUCTURAL DESIGN NOTES:
ALL LOADS DERIVED FROM REQUIREMENTS OF THE IBC 2021, CBC 2022, ASCE 7 & ANSI TIA-222.
BUILDING & COMMUNICATION STRUCTURES: (33.711743° / -117.869806°)
1.WIND LOADS: IBC 2021 , CBC 2022 & ASCE 7-16 w/ SUPPLEMENT 1
V = 95 MPH ULTIMATE WIND SPEED
RISK CATEGORY = II; EXPOSURE CATEGORY = C; TOPOGRAPHIC CATEGORY = 1.
IMPORTANCE FACTOR = 1.0.
2.SEISMIC LOADS: IBC 2021, CBC 2022 & ASCE 7-16 w/ SUPPLEMENT 1
RISK CATEGORY = II; SITE CLASS = D - DEFAULT.
SS = 1.279 ; S1 = 0.458 ; SDS = 1.023 ; ap = 1.0 ; Rp = 2.5
9"
4"
(8) 5 8"Ø x 518" EMBED SIMPSON STRONG BOLT 2
STAINLESS STEEL EXPANSION
ANCHOR (OR APPROVED EQUIVALENT)
REFERENCE ICC-ES REPORT ESR-3037
80
6"
M
I
N
.
5
18"
5
3
8"
2621 S Birch St - 101119515 &
20182981
7/24/2024
G
DOUBLE WALL FUEL TANK BASE SPECIFICATION:
REF: AT&T 30KW GENERATOR PACKAGE
UL REGISTRATION NUMBER: MH 18459
UL 142 DOUBLE WALL FUEL TANK BASE SPECIFICATION
FUEL TANK BASE CONSTRUCTION:
+
BE CONSTRUCTED IN ACCORDANCE WITH UNDERWRITERS LABORATORIES STANDARD UL-142. BE
CONSTRUCTED IN ACCORDANCE WITH FLAMMABLE COMBUSTIBLE LIQUIDS CODE, NFPA 30; THE
STANDARD FOR INSTALLATION USE OF STATIONARY COMBUSTIBLE ENGINE GAS TURBINES, NFPA 37;
AND THE STANDARD FOR EMERGENCY STANDBY POWER SYSTEMS, NFPA 110.
+MINIMUM ANCHOR QUANTITY PER MANUFACTURER OR THIS PLAN SET; WHICHEVER IS LARGER.
SUB BASE TANK TESTING:
+PRIMARY TANK & SECONDARY CONTAINMENT BASIN SECTIONS SHALL BE PRESSURIZED AT 3-5 PSI
AND LEAK-CHECKED TO ENSURE INTEGRITY OF SUB BASE WELD SEAMS PER UL-142 STANDARDS
FUEL FILL: 2.5 - 5 GALLON SPILL CONTAINMENT WITH ALARM
+40% REMAINING FOR ALARM
+20% REMAINING FOR SHUT-DOWN
FACTORY PRE-SET AT 90% FULL FOR ALARM
FUEL CONTAINMENT BASIN:
+
SUB BASE TANK SHALL INCLUDE A WELDED STEEL CONTAINMENT BASIN, SIZED AT A MINIMUM OF
110% OF THE TANK. CAPACITY TO PREVENT ESCAPE OF FUEL INTO THE ENVIRONMENT IN THE EVENT
OF A TANK RUPTURE. A FUEL CONTAINMENT BASIN LEAK DETECTOR SWITCH SHALL BE PROVIDED.
15" x 15" SIGN
PLACE ON (2) VISIBLE SIDES OF
PROPOSED GENERATOR TANK
11" x 11" SIGN
PLACE ON (2) VISIBLE SIDES OF
PROPOSED GENERATOR TANK
6.5" x 3" SIGN
DIESEL TANK CHECKLIST:
READILY ACCESSIBLE MANUAL SHUTOFF VALVES SHALL BE INSTALLED ON SUPPLY PIPING AT THE POINT OF
USE AND THE TANK (IFC 5003.2.2.1)
SECONDARY CONTAINMENT-TYPE TANKS SHALL BE UL LISTED, UL-142, AND COMPLY WITH ALL OF THE
FOLLOWING REQUIREMENTS; OTHERWISE TRADITIONAL SPILL CONTROL OR SECONDARY CONTAINMENT
MEASURES, SUCH AS DIKING, SHALL BE UTILIZED (NFPA 30 22.11.4)
+CAPACITY OF DIESEL TANK SHALL NOT EXCEED 50,000 GAL.
+PIPING CONNECTIONS SHALL BE ABOVE THE LIQUID LEVEL
+MEANS SHALL BE PROVIDED TO PROTECT RELEASE OF LIQUID BY SIPHON FLOW.
+MEANS TO DETERMINE LIQUID LEVEL IN TANK SHALL BE PROVIDED TO DRIVER.
+MEANS TO PREVENT OVERFILLING BY AN ALARM AT 90% CAPACITY AND AUTOMATICALLY STOPPING
DELIVERY OF LIQUID TO THE TANK AT 95% CAPACITY.
+SPACING BETWEEN ADJACENT TANKS SHALL NOT BE LESS THAN 3'.
+TANK SHALL BE PROTECTED AGAINST DAMAGE FROM VEHICLES.
+INTERSTITIAL SPACE SHALL HAVE EMERGENCY VENTING.
+INTEGRITY OF SECONDARY CONTAINMENT SHALL BE ESTABLISHED.
+THE SECONDARY CONTAINMENT SHALL WITHSTAND THE HYDROSTATIC HEAD OF THE MAXIMUM
AMOUNT OF LIQUID STORED IN THE PRIMARY TANK.
TANK LABELING AND PROTECTIONS:
THE FOLLOWING SIGNS AND LABELS SHALL BE AFFIXED TO THE TANK.
+"DIESEL FUEL - NO SMOKING" (IFC 5703.5 & IFC 5003.7.1)
+NFPA 704 PLACARD (IFC 5003.5)
+EH&S
+AT&T MOBILITY SIGN #3
CRASH PROTECTION COMPLYING WITH IFC 312 SHALL BE PROVIDED (IFC 5003.9.3) (IF APPLICABLE)
GENERATOR FEATURES:
GENERATORS SHALL BE UL 2200 LISTED AND COMPLY WITH NFPA 37 AND NFPA 110. (IFC 1203.1.1)
INSTALLATIONS SHALL HAVE A LABELED REMOTE MANUAL STOP (NFPA 110 5.6.5.6 & 5.6.5.6.1 AND NFPA 37
9.2.1.1)
NEPA NOTES:
1.CONSTRUCTION, INSTALLATION,
MAINTENANCE, & OPERATIONAL
TESTING OF EPSS SHALL COMPLY
WITH THE LATEST ADOPTED
EDITION OF NFPA 110.
2.ALL ELECTRICAL WORK SHALL
COMPLY WITH LATEST ADOPTED
EDITION OF NFPA 70 - NATIONAL
ELECTRICAL CODE.
FUEL TANK NOTES:
THE TANK SHALL BE MANUFACTURED
WITH THE FOLLOWING:
-INTERSTITIAL ELECTRONICALLY
MONITORED RUPTURE BASIN
-ALARM TO MONITOR THE SPACE
BETWEEN THE PRIMARY AND
SECONDARY TANK.
-OVERFILL ALERT TO VISUALLY WARN
WHEN THE TANK IS FILLED UPON
CAPACITY.
-OVERSPILL CONTAINMENT AT FILL
PORT TO PREVENT SPILL OF FUEL
DURING FILLING OPERATIONS.
-2.5/5 GALLON OVERSPILL
CONTAINMENT W/ LOCKABLE CAP.
REQUIRED LABELING & SIGNAGE
CONTRACTOR TO PROVIDE REQUIRED SIGNAGE
FOR ELECTRICAL PANELS, DISCONNECTS,
TRANSFER SWITCHES, ETC. PER NATIONAL
ELECTRICAL CODE ARTICLE 702.7
SECTION A-A
3 8"Ø STAINLESS STEEL U-BOLT w/ NUT
AND LOCK-WASHER. MAX. U-BOLT
TORQUE = 30 FT-LBS.
GALVANIZED
H-FRAME POST
3'-0" MIN.
(4'-0" MIN. IF SUB PANEL REQ'D)
6'
-
0
"
PIPE CAP, TYP.
H-FRAME DETAIL (IF REQUIRED)
A A
6" MAX.
15 8" P1000T UNISTRUT MEMBER
INSTALLED TO H-FRAME POSTS.
APPLY TWO COATS OF COLD-GALV
COMPOUND TO "CUT" ENDS.
INSTALL VINYL END CAPS. (TO BE
FIELD LOCATED AS REQUIRED)
3-
0
"
(
M
I
N
.
)
O
R
P
E
R
LO
C
A
L
F
R
O
S
T
D
E
P
T
H
4"
49
.
4
"
(
V
E
R
I
F
Y
W
/
AT
S
M
A
N
U
F
.
)
NEW PIPE2.5STD (2.875"OD SCHEDULE
40) H-FRAME POST, TYP.
(ALTERNATE INSTALLATION:
CONTRACTOR MAY ELECT TO USE
EXISTING H-FRAME POST IF AVAILABLE)
2"
AUTOMATIC
TRANSFER
SWITCH
CA
M
-
L
O
C
K
BO
X
EMERGENCY
SHUTOFF
SWITCH
12"Ø CONCRETE
FOOTING (f'c=2,500 psi)
⅊3 4x7x7
(4) 1 2"Ø x 33 4" EMBED HILTI
KWIK BOLT TZ2 STAINLESS
STEEL EXPANSION ANCHOR
(OR APPROVED EQUAL).
REFERENCE ICC-ES ESR-4266
REPORT.
3.75"
3/16
POST
FOOT PAD FOR SLAB-TOP INSTALLATION
(IF APPLICABLE)
1" DRY PACK, IF REQ'D
5"3"(MIN.) TO EDGE
OF SLAB
1" CROWN OR FOOTPAD
#2 SOLID, TINNED BARE COPPER WIRE
CADWELD POSTS TO GROUND RING
GROUND RING
ATS LOCATION NOTE:
ATS LOCATION SHOWN IN PLANS IS THE BEST AVAILABLE BASED ON THE INFORMATION
PROVIDED. ALTERNATIVE LOCATION MAY BE REQUIRED AND SHALL BE APPROVED BY
CONSTRUCTION MANAGER AND/OR LANDLORD. THIS DETAIL PROVIDES ALTERNATIVE
METHODS OF INSTALLATION (NOT ALL DETAILS MAY BE USED).
[MAX. ATS + CAM-LOCK
WEIGHT = 210 LBS]
GRADE
PROPOSED GENERATOR
W/ DIESEL FUEL TANK ON
CONCRETE PAD
VENT PIPE, TYP. OF (3)
12
'
M
I
N
.
GENERATOR VENTING DETAIL
VENT BRACING TO
ENCLOSURE PER
MANUFACTURER
ATS MOUNTING DETAIL
15" x 12" SIGN
PLACE ON (2) VISIBLE SIDES OF
PROPOSED GENERATOR TANK
UNISTRUT WALL ATTACHMENT:
WALL CONSTRUCTION
TYPE FASTENER
HOLLOW, AT STUD 3/8" DIA. x 2-1/2" EMBED SAE J429 GR.1
LAG SCREW
CONCRETE BLOCK
(HOLLOW)
3/8" DIA. HILTI HY-270 (ESR-4143) W/
SCREEN, MINIMUM EMBEDMENT 2-3/8"
CONCRETE
(SOLID)
3/8" DIA. HILTI HY-200 (ESR-3187),
MINIMUM EMBEDMENT 2-3/8"
NOTES:
1. USE GALVANIZED OR STAINLESS STEEL HARDWARE FOR
WALL MOUNT AND CONNECTION OF CHANNELS
2. GC SHALL USE NON-SHRINKING CAULK TO WEATHER SEAL
ALL PENETRATIONS INTO OR THROUGH WALL
PLACE ON (2) VISIBLE SIDES OF
PROPOSED GENERATOR TANK
2 01
COLOR: BLUE
COLOR: RED
COLOR: YELLOW
FOR FUEL & OTHER
ENVIRONMENTAL
EMERGENCIES
CALL EH&S
1-800-566-9347
(1-800-KNOW-EHS)
AT&T
MOBILITY
COMBUSTIBLE
NO SMOKING
NO OPEN FLAMES
FUEL TANK CAPACITY 190 GALS
DIESEL FUEL
**SEE SHEETS E-4.3, E-4.4 FOR
VENT PIPES, FUEL FILL, SPILL
& ALARM COMPONENTS
CFC
CFC
CFC
CFC
CFC
CFC
CALIFORNIA
18" (
V
E
R
I
F
Y
w
/
MAN
U
F
.
)
49
.
4
"
(
V
E
R
I
F
Y
w
/
MA
N
U
F
A
C
T
U
R
E
R
)
MOUNTING TAB, TYP. OF (4). INSTALL 3 8 "Ø
STAINLESS STEEL THRU-BOLTS w/ NUTS AND
LOCK-WASHERS. MAX. THRU-BOLT TORQUE =
30 FT-LBS.
NEW AUTOMATIC TRANSFER SWITCH w/
CAM-LOCK MOUNTED TO NEW UNISTRUT
RAILS w/ THRU-BOLTS.
[CAM-LOCK IS SECURED TO ATS BODY AND
NOT ATTACHED TO UNISTRUT.] CAM-LOCK
NOT SHOWN FOR CLARITY.
1-5/8" P1000T UNISTRUT
MOUNTED TO WALL OR TO NEW
H-FRAME POSTS W/ FASTENER
PER ATTACHMENT TABLE ABOVE
AT EACH END
NEW MECHANICAL CONNECTION
WITH #2 AWG TO EXISTING
GROUND RING, SEE SHEET E-3
INS
T
A
L
L
T
O
P
OF A
T
S
A
T
5'-9"
A
B
O
V
E
GRA
D
E
M
A
X
.
MAX.
A
T
S
+
C
A
M
-
L
O
C
K
WEIG
H
T
=
2
1
0
L
B
S
GENERAL
STRUCTURAL DETAILS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
S-2
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
2621 S Birch St - 101119515 &
20182981
7/24/2024
SINGLE LINE DIAGRAM
ALL ELECTRICAL WORK CONDUCTED ON PANELS TO
BE VERIFIED WITH CONSTRUCTION MANAGER AND
CONDUCTED BY AN APPROVED ELECTRICAL
CONTRACTOR LICENSED IN THE STATE.
TYP 1
CONDUIT / WIRE SCHEDULE:
NO.FROM TO WIRES GROUND CONDUIT
SIZE FUNCTION
NORMAL POWER
SOURCE
AUTOMATIC
TRANSFER SWITCH (3) W/C (1) W/C (1) W/C NORMAL POWER FEEDER TO ATS
(CUT BACK EXISTING)
AUTOMATIC
TRANSFER SWITCH LOAD CENTER (3) W/C (1) W/C (1) W/C POWER FEEDER FROM ATS TO PANELS
GENERATOR AUTOMATIC
TRANSFER SWITCH (3) W/C (1) W/C (1) W/C STANDBY POWER FEEDER TO ATS
AUTOMATIC
TRANSFER SWITCH GENERATOR (2) W/C (1) W/C (1) W/C START CIRCUIT
LOAD CENTER
(DISTRIBUTION
CENTER)
GENERATOR (2) W/C
(2) W/C
(1) W/C
(1) W/C
(1) W/C
(1) W/C
CKT FOR GEN BLOCK HEATER & BATTERY HEATER,
CKT FOR BATTERY CHARGER,
GENERATOR THROUGH ATS TO
ALARM BLOCK
12-PAIR 24
AWG OR 2EA
6-PAIR CAT5
N/A 1"
ALARM CABLES (1) 12 PAIR 24 AWG. PROVIDE 24" OF
SLACK CABLE. FINAL PUNCH DOWN IS BY AT&T TECH.
LABEL ALL WIRES
AUTOMATIC
TRANSFER SWITCH ALARM BLOCK
(2) 12-PAIR 24
AWG OR (2)
6-PAIR CAT5
(1) 1-PAIR
24AWG
N/A 1"
ALARM CABLES (1) 12 PAIR 24 AWG (RUN THRU
INTERIOR OF SHELTER OR GROUND EQUIPMENT & INTO
ALARM BOX). PROVIDE SINGLE PAIR FOR COMMERCIAL
POWER FAIL ALARM. PROVIDE 24" OF SLACK CABLE.
FINAL PUNCH DOWN IS BY AT&T TECH. LABEL ALL
WIRES
CAM-LOCK BOX AUTOMATIC
TRANSFER SWITCH (3) W/C (1) W/C (1) W/C STANDBY POWER FEEDER TO ATS
(W/C) = SEE WIRE/CONDUIT SIZING TABLE FOR VALUES
1
2
3
4
5
6
7
8
ALARM WIRE IDENTIFICATION CHART:
WIRE ALARM
BROWN
BROWN / WHITE GENERATOR RUNNING
GREEN
GREEN / WHITE CRITICAL FAULT
BLUE
BLUE / WHITE MINOR FAULT
ORANGE
ORANGE / WHITE LOW FUEL
BROWN *
BROWN / WHITE *FUEL LEAK
*CAT5 CABLE ONLY, FROM 2ND CAT5 CABLE
EXISTING DISTRIBUTION PANEL
NEW 66 BLOCK
FOR GENERATOR
ALARM CIRCUITS
(ON EXISTING
TELCO BOARD)
CONTRACTOR SHALL NOT SUBMIT BIDS
OR PERFORM CONSTRUCTION WORK ON
THIS PROJECT WITHOUT ACCESS TO THE
CURRENT COMPLETE SET OF DRAWINGS
LISTED IN THE TITLE-SHEET INDEX.
EXISTING 200A
MAIN SERVICE
DISCONNECT
M G N
NEW ARTICLE 702 30 KW
GENERATOR 120/240, 1PH, 60Hz
G
150A
EXISTING 120/240, 1PH, 200A DISTRIBUTION
PANEL AT EQUIPMENT
EQUIPMENT AREA
INTERCEPT EXISTING CONDUIT AND CONDUCTORS
PRIOR TO MAIN PANEL AND RE-ROUTE TO NEW ATS
NEW CAM-LOCK BOX FOR PORTABLE
GENERATOR CONNECTION
20A
20A
7
PANEL w/ ROOM
FOR BREAKERS
(2) NEW 20A WITH
ADEQUATE KAIC RATING
FOR AFC AT PANEL
PANEL NOTES:
1.CONTRACTOR TO LABEL WIRES WITH P-TOUCH OR SIMILAR LABELS ONLY. ABSOLUTELY NO HANDWRITTEN
LABELS.
2.CONTRACTOR SHALL PERFORM A POWER STUDY ON EXISTING AC PANEL PRIOR TO INSTALLING, CHANGING,
ALTERING, OR REMOVING ANY BREAKER. NO WORK SHALL BE COMPLETED ON AC PANEL WITHOUT PROPER
INSPECTOR OR ENGINEER APPROVED DOCUMENTATION CONFIRMING CAPACITY ON SITE. ALL WORK SHALL
CONFORM TO NEC VERSION ENFORCED BY A.H.J. AT TIME OF INSTALLATION.
3.CONTRACTOR SHALL VERIFY THAT THE MAXIMUM DEMAND FOR ALL CONNECTED EQUIPMENT AT THIS SITE AS
CALCULATED PER NEC DOES NOT EXCEED THE GENERATOR OUTPUT CIRCUIT BREAKER RATING. (SEE NOTE #4
ALSO.)
4.IF MAXIMUM DEMAND OF GENERATOR OUTPUT CIRCUIT BREAKER RATING AS CALCULATED PER NEC IS
CONTINGENT ON THE TWO HVAC UNITS NOT OPERATING CONCURRENTLY, THEN CONTRACTOR SHALL VERIFY
THAT THE HVAC LEAD/LAG CONTROLLER IS CONFIGURED TO PREVENT CONCURRENT OPERATION. IF NOT,
THEN CONTRACTOR SHALL RECONFIGURE IT AS NEEDED TO PREVENT TRIPPING THE CIRCUIT BREAKER.
5.SEE REQUIRED LABELING & SIGNAGE; SHEET S-2.
3
6
4
5
5
1
2
8
WIRE/CONDUIT SIZING: FEEDER MAX 1-WAY LENGTH IN FEET
WIRE SIZE 150A OCP
120/240V 1P
150A OCP
120/208V 1P
150A OCP
208Y/120V 3P
200A OCP
120/240V 1P
200A OCP
120/208V 1P
200A OCP
208Y/120V 3P
GROUND
WIRE SIZE
CONDUIT
SIZE
1/O 192 166 192 ---#4 1-1/2"
2/O 227 196 227 ---#4 2"
3/O 284 246 284 213 185 213 #4 2"
4/O 337 292 337 253 220 254 #4 2"
250 KCMIL 378 328 378 284 246 284 #4 2-1/2"
300 KCMIL 423 367 423 318 275 318 #3 2-1/2"
350 KCMIL 471 408 471 354 307 354 #2 2-1/2"
400 KCMIL 510 442 510 383 332 383 #2 3"
500 KCMIL 581 503 581 436 378 436 #1 3"
600 KCMIL 625 541 625 469 406 469 1/O 3-1/2"
750 KCMIL 694 601 694 521 451 521 2/O 3-1/2"
1000 KCMIL 781 677 781 586 508 586 3/O 4"
FEEDER MAXIMUM LENGTH VALUES SHOWN ARE FOR MAX. FEEDER VOLTAGE DROP OF 2.5%. NOTE THAT A 30KW
GENERATOR REQUIRES NO MORE THAN 150A OCP.
MAX. ONE-WAY LENGTH VS. WIRE SIZE FOR 20A CKT, AND NEC REQ'D
INCREASED GROUND WIRE SIZE - BELOW GROUND
WIRE SIZE DISTANCE GROUND WIRE SIZE CONDUIT SIZE
#12 0 - 51 FT #12 1"
#10 52 - 85 FT #10 1"
#8 86 - 130 FT #8 1"
#6 131 - 203 FT #6 1"
FOR LONG RUNS, PER NEC 300.3(B)(1),
FOR CONDUCTORS 1/O AND LARGER,
CONTRACTOR MAY ELECT TO INSTALL
EQUIVALENT SETS OF PARALLEL
CONDUCTORS (UPSIZE GROUND WIRE
AND CONDUIT ACCORDINGLY). SMALLER
CONDUCTORS REQUIRING UPSIZING
MUST BE REPLACED w/ ADEQUATELY
SIZED LARGER CONDUCTORS.
NOTE: ALL
CONDUCTORS TO BE
COPPER UNLESS
NOTED OTHERWISE.
ATS POLE NOTE:
NEW ATS/CAMLOCK ARE CONFIGURABLE FOR SINGLE OR THREE
PHASE OPERATION. IN SINGLE PHASE INSTALLATIONS, 3-POLE
ATS TO BE INSTALLED WITH ONE POLE NOT CONNECTED
(UNUSED) AND TO BE CONFIGURED FOR DUAL-POLE USE.
NEUTRAL SHALL NOT BE SWITCHED.
GENERATOR NEUTRAL SHALL NOT BE BONDED
TO GROUND AT THE GENERATOR. IT SHALL
BE SOLIDLY CONNECTED THROUGH THE ATS,
WITH NO SWITCHING DEVICE INSERTED IN THE
CONDUCTOR, TO THE UTILITY SERVICE
NEUTRAL. (OPEN TRANSITION, FLOATING
NEUTRAL AT GENERATOR) THIS GENERATOR
IS NOT INTENDED TO BE A SEPARATELY
DERIVED SYSTEM.
EXISTING METER
EXISTING MAIN
SERVICE FEED
200A
200A
BOND TO EXISTING SITE LIGHTNING
PROTECTION GROUNDING SYSTEM USING
#2 AWG BARE SOLID TINNED COPPER
GROUND PROTECTED IN RIGID OR
INTERMEDIATE METAL CONDUIT
(RMC/IMC) OR RIGID PVC CONDUIT, TYP. IF
METALLIC IS USED, CONDUCTOR MUST BE
BONDED TO BOTH ENDS OF CONDUIT.
NEW LOCKABLE EMERGENCY
SHUTOFF SWITCH
NEW 120/240, 1PH, 60 Hz 200A NEMA 3R ATS
RATED 25kAic, SEE ATS POLE NOTE.
CEC
CEC
CEC
CEC CEC
*CONTRACTOR TO UTILIZE NEXT AVAILABLE IN
SEQUENCE SINGLE BREAKER POSITION FOR
GENERATOR, BATTERY CHARGER, BATTERY
HEATER AND BLOCK HEATER
ELECTRICAL
DETAILS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
EXISTING PANEL SCHEDULE INFORMATION WAS NOT AVAILABLE AT THE TIME
OF DRAWING CREATION.
SCOPE OF WORK REQUIRES (2) OR (3) PROPOSED SINGLE POLE, 20A
BREAKERS, ONE EACH FOR CONDUIT CALLOUT NUMBER 5 ON THE SINGLE
LINE DIAGRAM. UTILIZE EMPTY OR SPARE SPACES ON EXISTING
PANELBOARD IF POSSIBLE.
(3) 3/O (1) #4 (1) 2"
(3) 3/O (1) #4 (1) 2"
(3) 1/O (1) #4 (1) 2"
(2) #10 (1) #10 (1) 1"
(2) #12 (1) #12 (1) 1"
(2) #12 (1) #12 (1) 1"
(3) 3/O (1) #4 (1) 2"
2621 S Birch St - 101119515 &
20182981
7/24/2024
G
CONDUIT COUPLING
SLIP JOINT (IF REQUIRED PER NEC)
CONDUIT ELBOW
CONDUIT PLUG FOR
SPARE CONDUIT
PROPOSED
CONDUIT
U.L. SYSTEM NO. C-AJ-1150
CONDUIT THROUGH BEARING WALL SIMILAR TO U.L. DESIGN NO. U902
F RATING = 3 HR
T RATING = O HR
1.FLOOR OR WALL ASSEMBLY : MINIMUM 4-1/2" THICK REINFORCED LIGHTWEIGHT OR
NORMAL WEIGHT (100-150 PCF) CONCRETE. WALL MAY ALSO BE CONSTRUCTED OF
ANY UL CLASSIFIED CONCRETE BLOCKS*. MAX DIAMETER OF OPENING IS 4". (SEE
CONCRETE BLOCKS 9CATZ) CATEGORY IN THE FIRE RESISTANCE DIRECTORY FOR NAMES
OF MANUFACTURERS.
2.THROUGH PENETRATIONS : ONE METALLIC PIPE OR CONDUIT TO BE RIGIDLY SUPPORTED
ON BOTH SIDES OF FLOOR OR WALL ASSEMBLY. THE ANNULAR SPACE SHALL BE
MINIMUM 0". (POINT CONTACT) TO MAXIMUM 1-3/8". THE FOLLOWING TYPES AND SIZES
OF METALLIC PIPES OR CONDUITS MAY BE USED:
A. STEEL PIPE-NOMINAL 6" DIAMETER (OR SMALLER) SCHEDULE 40 (OR HEAVIER) STEEL PIPE
B. IRON PIPE-NOMINAL 6" DIAMETER (OR SMALLER) CAST OR DUCTILE IRON PIPE.
C. CONDUIT - NOMINAL 4" DIAMETER (OR SMALLER) STEEL ELECTRICAL METALLIC
TUBING OR NOMINAL 3-1/2" DIAMETER (OR SMALLER) STEEL CONDUIT.
3.PACKING MATERIAL: MINIMUM 6" THICKNESS OF MIN 4.0 PCF MINERAL WOOL BATTING
INSULATION FIRMLY PACKED INTO OPENING AS A PERMANENT FORM. PACKING
MATERIAL TO BE RECESSED FROM TOP SURFACE OF FLOOR OR FROM BOTH SURFACES
OF WALL AS REQUIRED TO ACCOMMODATE THE REQUIRED THICKNESS OF FILL
MATERIAL.
4.FILL, VOID, OR CAVITY MATERIAL*: SEALANT: MINIMUM 1/4" THICKNESS OF FILL
MATERIAL APPLIED WITHIN THE ANNULUS, FLUSH WITH TOP SURFACE OF FLOOR AND
WITH BOTH SURFACES OF WALL. AT THE POINT CONTACT LOCATION BETWEEN PIPE AND
CONCRETE, A MINIMUM 1/2" DIAMETER BEAD OF FILL MATERIAL SHALL BE APPLIED AT
THE CONCRETE/PIPE INTERFACE ON THE TOP SURFACE OF FLOOR AND ON BOTH
SURFACES OF WALL. W-RATING APPLIES ONLY WHEN CP601S OR CP604 SEALANT IS
USED.
HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC. : CP601S, CP604, CP606, OR FS-ONE
SEALANT.
* BEARING THE UL CLASSIFICATION MARK
A
A
4
2
3
2
4
4
NOTE:
1.IF EXISTING CONSTRUCTION VARIES
FROM THIS DETAIL, AN EQUAL 3-HR
U.L. PENETRATION APPROPRIATE FOR
THE EXISTING WALL TYPE SHALL BE
CONSTRUCTED
2.GC SHALL USE NON-SHRINKING CAULK
TO WEATHERSEAL ALL PENETRATIONS
INTO OR THRU SHELTER WALL.
OUTER WALL PENETRATION DETAIL (IF APPLICABLE)
UTILITY TRENCH SECTION (IF APPLICABLE)
SLIP JOINT DETAIL (IF APPLICABLE)
CONDUIT NOTES:
1.VERIFY WIRE AND CONDUIT QUANTITY & SIZES WITH GENERATOR MAKE &
MODEL # PRIOR TO INSTALLATION. VERIFY ELECTRICAL REQUIREMENTS WITH
LOCAL UTILITY PROVIDER.
2.ALL CONDUIT ABOVE GRADE OR IN AREAS OF HIGH TRAFFIC SHALL BE SCH 80
PVC.
3.PROVIDE SCH 40 PVC CONDUIT BELOW GRADE EXCEPT AS NOTED BELOW.
4.PROVIDE SCH 80 PVC CONDUIT AND ELBOWS AT STUB UP LOCATIONS (I.E.
SERVICE POLE, BTS EQUIPMENT, ETC.)
5.INSTALL UTILITY PULLBOXES PER NEC.
BACKFILL MATERIAL COMPACTED TO
95% RELATIVE DENSITY PER
STANDARD PROCTOR
COMPACTED SAND TO 95% RELATIVE
DENSITY PER STANDARD PROCTOR
26
"
M
I
N
30
"
M
A
X
1'
-
0
"
1'
-
0
"
1'-6"
8"
UNDISTURBED SOIL
ELECTRICAL CONDUIT(S)
CONDUIT NOTES:
1.VERIFY WIRE AND CONDUIT QUANTITY & SIZES WITH GENERATOR MAKE &
MODEL # PRIOR TO INSTALLATION. VERIFY ELECTRICAL REQUIREMENTS WITH
LOCAL UTILITY PROVIDER.
2.ALL CONDUIT ABOVE GRADE OR IN AREAS OF HIGH TRAFFIC SHALL BE SCH 80
PVC.
3.PROVIDE SCH 40 PVC CONDUIT BELOW GRADE EXCEPT AS NOTED BELOW.
4.PROVIDE SCH 80 PVC CONDUIT AND ELBOWS AT STUB UP LOCATIONS (I.E.
SERVICE POLE, BTS EQUIPMENT, ETC.)
5.INSTALL UTILITY PULLBOXES PER NEC.
SECTION A-A
CONTRACTOR SHALL NOT SUBMIT BIDS
OR PERFORM CONSTRUCTION WORK ON
THIS PROJECT WITHOUT ACCESS TO THE
CURRENT COMPLETE SET OF DRAWINGS
LISTED IN THE TITLE-SHEET INDEX.
ELECTRICAL WARNING TAPE
CONTRACTOR TO MATCH EXISTING GRADE CONDITIONS
AFTER TRENCH PLACEMENT AND COMPACTION
(FOR PAVEMENT) CONTRACTOR TO SAW-CUT AND REMOVE
EXISTING PAVEMENT. UPON REPLACEMENT, CONTRACTOR
TO MATCH EXISTING PAVEMENT THICKNESS, PLACEMENT
DETAILS AND DRAINAGE CONDITIONS AFTER TRENCH
PLACEMENT AND COMPACTION
GALVANIZED CHANNEL
WITH PIPE CLAMP PER
MANUFACTURER
CONDUIT
COOPER B-LINE DURA-BLOK
SLEEPER (OR SIMILAR) AT
5'-0" O.C. MAXROOF DECK
ROOF CONDUIT MOUNTING DETAIL (IF APPLICABLE)
3
4
2
3
1
4
2
1
2
3
4
CONDUIT (TYP)
P1119 OR P2558 CLAMP
EXISTING WALL/CEILING
CONDUIT WALL MOUNT DETAIL (IF APPLICABLE)
"UNISTRUT" P1000T. REQUIRED LENGTH BASED
ON QUANTITY OF CONDUIT TO BE MOUNTED.
INSTALL AT 5'-0" O.C. MAX. W/ FASTENER PER
ATTACHMENT TABLE AT EACH END.
1
UNISTRUT WALL ATTACHMENT:
WALL CONSTRUCTION
TYPE FASTENER
HOLLOW, AT STUD 3/8" DIA. x 2-1/2" EMBED LAG SCREW
CONCRETE BLOCK
(HOLLOW)
3/8" DIA. HILTI HY-270 (ESR-4143) WITH
SCREEN, MINIMUM EMBEDMENT 2-3/8"
CONCRETE
(SOLID)
3/8" DIA. HILTI HY-200 (ESR-3963),
MINIMUM EMBEDMENT 2-3/8"
NOTES:
1. USE GALVANIZED OR STAINLESS STEEL HARDWARE FOR
WALL MOUNT AND CONNECTION OF CHANNELS
2. GC SHALL USE NON-SHRINKING CAULK TO WEATHER SEAL
ALL PENETRATIONS INTO OR THROUGH WALL
CEC
CEC
CEC
ELECTRICAL
DETAILS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-2
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
2621 S Birch St - 101119515 &
20182981
7/24/2024
G
TA VN NC SS
VV VS VB PT
GT GY GR GL
GROUNDING NOTES:
1.IF MORE THAN 20' FROM EXISTING GROUND RING, INSTALL GROUND ROD (5/8" x 10' SS). ROD SPACING: 10' MIN. TOP OF
ROD AND GROUND WIRE TO BE BELOW FROST LINE.
2.CONTRACTOR SHALL COORDINATE INCOMING SERVICES WITH LOCAL UTILITIES PRIOR TO TRENCHING.
3.ALL CONDUCTORS SHALL BE COPPER, 75 DEGREES C RATED, AND CONDUCTOR INSULATION BE THWN OR THHN.
4.ALL TERMINATION SHALL BE LISTED AND IDENTIFIED FOR USE WITH 75°C RATED CONDUCTORS OPERATING AT 75°C.
5.GROUND FAULT PROTECTION REQUIRED FOR UTILITY RECEPTACLES.
6.GENERATOR NEUTRAL SHALL NOT BE GROUNDED AT THE GENERATOR. REFER TO SINGLE LINE DETAIL, SHEET E-1.
7.EQUIPMENT LOCATED OUTSIDE OR EXPOSED TO MOISTURE SHALL BE NEMA 3R RATED.
8.CONTRACTOR SHALL USE SCHEDULE 80 PVC CONDUIT THROUGH CONCRETE AND ABOVE GROUND, UNLESS
OTHERWISE NOTED.
9.ALL NEWLY INSTALLED EQUIPMENT SHALL BE RATED "AT 10K AIC" MINIMUM. HIGHER RATINGS SHALL BE REQUIRED
WHERE AVAILABLE FAULT CURRENT EXCEEDS THIS VALUE. EXACT FAULT CURRENT AVAILABLE SHALL BE
COORDINATED WITH LOCAL UTILITY BASED ON EXACT CONDITIONS (XFMR SIZE, PERCENT IMPEDANCE, LENGTH OF
CONDUCTORS, ETC).
GROUND ROD DETAILS
CADWELD DETAILS
GROUND ROD NOTES:
1.GROUND RODS MAY BE:
- COPPER CLAD STEEL
- SOLID COPPER
2.GROUND RODS SHALL HAVE A
MAXIMUM SPACING TWICE THE
LENGTH OF ROD
3.SEE RESISTIVITY REPORT FOR
VERIFICATION AS AVAILABLE
4.A LARGER CONDUCTOR SHALL BE
REQUIRED IN AREAS HIGHLY PRONE
TO LIGHTNING AND/OR AREAS WITH
HIGHLY ACIDIC SOIL
5.GROUND RODS INSTALLED WITHIN
CLOSE PROXIMITY TO TOWER OR
WHEN SOIL IS AT OR BELOW 2,000
OHM-CM, SHALL BE GALVANIZED TO
PREVENT GALVANIC CORROSION OF
TOWER, (SEE ANSI/TIA-EIA-222)
6.PROVIDE (1) GROUND LEAD TO EACH
SIDE OF THE GENERATOR
CADWELD
GRADE
#2 AWG BCW
GROUND RING
GROUND ROD
5 8"Ø x 10'-0"
LONG MAX.
CONTRACTOR SHALL NOT SUBMIT BIDS
OR PERFORM CONSTRUCTION WORK ON
THIS PROJECT WITHOUT ACCESS TO THE
CURRENT COMPLETE SET OF DRAWINGS
LISTED IN THE TITLE-SHEET INDEX.
30" OR 6" BELOW FROST
LINE, WHICHEVER IS
DEEPER.
EXISTING EQUIPMENT
SHELTER OR PAD
TRANSFER SWITCH &
CAM-LOCK BOX
PROPOSED GENERATOR
#2 AWG BARE TINNED GROUND WIRE TO
EXISTING EQUIPMENT GROUND RING.
GROUND GENERATOR PER
MANUFACTURER'S RECOMMENDATIONS
EXISTING GROUND WIRE, TYP.
EXISTING BURIED EQUIPMENT
GROUND RING (FIELD LOCATE)
#2 AWG GROUNDED TO
FENCE IF LESS THAN 6FT
ELECTRICAL SYMBOLS LEGEND
EXOTHERMIC WELD TYPE CONNECTION
MECHANICAL TYPE CONNECTION
NEW GROUNDING
EXISTING GROUNDING
TYPICAL GROUNDING DIAGRAM
FENCE GROUNDING:
1.SEE FENCE & GATE DETAILS
SHEET FOR ADDITIONAL
GROUNDING (IF APPLICABLE)
#2 AWG BARE TINNED BOND TO
NEW GROUND ROD (IF NOT
ADJACENT TO COMPOUND OR
EQUIPMENT GROUND RING)
(TYP.OF TWO)
#2 AWG BARE TINNED BOND TO NEW
GROUND ROD (IF NOT ADJACENT TO
COMPOUND OR EQUIPMENT GROUND RING)
ELECTRICAL
DETAILS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-3
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
E-3
2621 S Birch St - 101119515 &
20182981
7/24/2024
3G
2.2
GENERAC 30KW GENERATOR SPECIFICATIONS
* All measurements are approximate and for estimation purposes only. Specification characteristics may change
without notice. Please contact a Generac Power Systems Industrial Dealer for detailed installation drawings.
NOTE: IT IS RECOMMENDED THAT
BATTERY BE WITHIN LEAK
CONTAINMENT BOX OR TRAY
SD030 |2.2L |30 kW
INDUSTRIAL DIESEL GENERATOR SET
EPA Certified Stationary Emergency
SP
E
C
S
H
E
E
T
1 of 6
Powering AheadCodes and Standards
Not all codes and standards apply to all configurations. Contact
factory for details.
UL2200, UL508, UL489, UL142
CSA C22.2
BS5514 and DIN 6271
SAE J1349
NFPA 37, 70, 99, 110
NEC700, 701, 702, 708
ISO 3046, 7637, 8528, 9001
NEMA ICS10, MG1, 250, ICS6, AB1
ANSI C62.41
®
Standby Power Rating
30 kW, 38 kVA, 60 Hz
Prime Power Rating*
27 kW, 34 kVA, 60 Hz
*EPA Certified Prime ratings are not available in the US or
its Territories
For over 50 years, Generac has provided innovative
design and superior manufacturing.
Generac ensures superior quality by designing and
manufacturing most of its generator components,
including alternators, enclosures and base tanks,
control systems and communications software.
Generac gensets utilize a wide variety of options,
configurations and arrangements, allowing us to meet
the standby power needs of practically every
application.
Generac searched globally to ensure the most
reliable engines power our generators. We choose
only engines that have already been proven in
heavy-duty industrial applications under adverse
conditions.
Generac is committed to ensuring our customers'
service support continues after their generator
purchase.
CONTROL SYSTEM
Digital H Control Panel- Dual 4x20 Display
Program Functions
.Programmable Crank Limiter
.7-Day Programmable Exerciser
.Special Applications Programmable Logic Controller
.RS-232/485 Communications
.All Phase Sensing Digital Voltage Regulator
.2-Wire Start Capability
.Date/Time Fault History (Event Log)
.Isochronous Governor Control
.Waterproof/Sealed Connectors
.Audible Alarms and Shutdowns
.Not in Auto (Flashing Light)
.Auto/Off/Manual Switch
.E-Stop (Red Mushroom-Type)
.NFPA110 Level I and II (Programmable)
.Customizable Alarms, Warnings, and Events
.Modbus® Protocol
.Predictive Maintenance Algorithm
.Sealed Boards
.Password Parameter Adjustment Protection
.Single Point Ground
.16 Channel Remote Trending
.0.2 msec High Speed Remote Trending
.Alarm Information Automatically Annunciated
on the Display
Full System Status Display
.Power Output (kW)
.Power Factor
.kW Hours, Total, and Last Run
.Real/Reactive/Apparent Power
.All Phase AC Voltage
.All Phase Currents
.Oil Pressure
.Coolant Temperature
.Coolant Level
.Engine Speed
.Battery Voltage
.Frequency
Alarms and Warnings
.Oil Pressure
.Coolant Temperature
.Coolant Level
.Engine Overspeed
.Battery Voltage
.Alarms and Warnings Time and Date Stamped
.Snap Shots of Key Operation Parameters During
Alarms and Warnings
.Alarms and Warnings Spelled Out (No Alarm Codes)
ENGINE SYSTEM
.Oil Drain Extension
.Air Cleaner
.Fan Guard
.Stainless Steel Flexible Exhaust Connection
.Factory Filled Oil and Coolant
.Radiator Duct Adapter (Open Set Only)
.Critical Silencer (Enclosed Unit Only)
.Engine Coolant Heater
Fuel System
.Fuel Lockoff Solenoid
.Primary Fuel Filter
Cooling System
.Closed Coolant Recovery System
.UV/Ozone Resistant Hoses
.Factory-Installed Radiator
.Radiator Drain Extension
.50/50 Ethylene Glycol Antifreeze
Electrical System
.Battery Charging Alternator
.Battery Cables
.Battery Tray
.Rubber-Booted Engine Electrical Connections
.Solenoid Activated Starter Motor
ALTERNATOR SYSTEM
.UL2200 GENprotect
.Class H Insulation Material
.2/3 Pitch
.Skewed Stator
.Brushless Excitation
.Sealed Bearing
.Rotor Dynamically Spin Balanced
.Amortisseur Winding (3-Phase Only)
.Full Load Capacity Alternator
.Protective Thermal Switch
GENERATOR SET
.Internal Genset Vibration Isolation
.Separation of Circuits - High/Low Voltage
.Separation of Circuits - Multiple Breakers
.Wrapped Exhaust Piping
.Standard Factory Testing
.2 Year Limited Warranty (Standby Rated Units)
.1 Year Limited Warranty (Prime Rated Units)
.Silencer Mounted in the Discharge Hood
(Enclosed Unit Only)
ENCLOSURE (If Selected)
.Rust-Proof Fasteners with Nylon Washers to
Protect Finish
.High Performance Sound-Absorbing Material
(Sound Attenuation Enclosures)
.Gasketed Doors
.Stamped Air-Intake Louvers
.Upward Facing Discharge Hoods
(Radiator and Exhaust)
.Stainless Steel Lift Off Door Hinges
.Stainless Steel Lockable Handles
.RhinoCoat - Textured Polyester Powder Coat Paint
FUEL TANKS (If Selected)
.UL 142/ULC S601
.Double Wall
.Normal and Emergency Vents
.Sloped Top
.Sloped Bottom
.Factory Pressure Tested
.Rupture Basin Alarm
.Fuel Level
.Check Valve In Supply and Return Lines
.RhinoCoat- Textured Polyester Powder Coat Paint
.Stainless Steel Hardware
STANDARD FEATURES
SP
E
C
S
H
E
E
T
2 of 6
EMERGENCY
STOP
COMMON ALARM
AUTO OFF MANL
LEVEL 2 ACOUSTIC ENCLOSURE
Run Time
- Hours
Usable
Capacity
- Gal (L)
L x W x H - in (mm)
Weight - lbs (kg)
Enclosure Only
Steel Aluminum
No Tank -94.8 (2,407) x 38.0 (965) x 61.1 (1,551)
510
(232)
341
(155)
19 54 (204)94.8 (2,407) x 38.0 (965) x 74.1 (1,881)
47 132 (501)94.8 (2,407) x 38.0 (965) x 86.1 (2,186)
75 211 (799)94.8 (2,407) x 38.0 (965) x 98.1 (2,491)
107 300 (1,136)94.8 (2,407) x 38.0 (965) x 98.1 (2,491)
Rust-Proof Fasteners with Nylon Washers to
GENERAC INDUSTRIAL
POWER SD030 |2.2L |30 kW
INDUSTRIAL DIESEL GENERATOR SET
EPA Certified Stationary Emergency
GENERAC INDUSTRIAL
POWER
GENERATOR
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-4.0
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
GENERAC 30KW GENERATOR SPECIFICATIONS
NOTE: IT IS RECOMMENDED THAT
BATTERY BE WITHIN LEAK
CONTAINMENT BOX OR TRAY
3G
2.2
LEFT SIDE VIEW REAR VIEW RIGHT-SIDE VIEW
TOP VIEW
STUB-UP AREA DETAIL VIEW (2X SCALE)
HIGH VOLTAGE STUB-UP AREA
LOW VOLTAGE STUB-UP AREA
GENERATOR
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-4.1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
GENERAC GENERATOR SPECIFICATIONS
3G
2.2
4 3 2 1
4 3 1
A
B
A
B
302 [11.9]
570 [22.4]
1140 [44.9]
1710 [67.3]
76
[3.0]
TYP
736
[29.0]
914 [36.0]
MOUNTING HOLES W/RISERS
126.6
[5.0]
225.2 [8.9]
240.2 [9.5] TYP
115.2[4.5]
TYP
208.6
[8.2]
438.1
[17.2]
588.1
[23.2]
TYP
1336 [52.6]
2349 [92.5]300 [11.8]
(STUB UP)
49.6
[2]
777.2
[30.6]
STUB UP
281 [11.0]
TYP
738.1
[29]
2692 [106.0]
104.2
[4.1]
950
[37.4]
520.1 [20.5]
724
[28.5]
125.6 [4.9]
150.0 [5.9]
1921.0[75.6]
130.0
[5.1]
1736.3 [68.4]170.0 [6.7]
18 [0.7]
TYP
839 [33.0]
MOUNTING HOLES
W/O RISERS
19 [0.7]
TYP
348 [13.7]
REF
309
[12.2]
196
[7.7]
876.1
[34.49]
I/N TANK FITTING PROVIDING FUNCTION
1 3/8" NPT COUPLING FUEL SUPPLY
2 2" NPT WELD FLANGE FUEL FILL
3 MECH/ELEC. FUEL LEVEL
4 3/8" NPT COUPLING FUEL RETURN
5 2" NPT WELD FLANGE VENT
6 3" NPT WELD FLANGE INNER EMERGENCY VENT
7 1/2" NPT HALF COUPLING RUPTURE BASIN LEAK SENSOR
8 3" NPT WELD FLANGE OUTER TANK EMERGENCY VENT
9 3/8" NPT COUPLING 5 GALLON SPILL/FILL DRAIN
10 2" NPT WELD FLANGE 90% FUEL SWITCH
11 2" NPT WELD FLANGE RUPTURE BASIN ALARM
TANK P/N 0L35190ST03
TOTAL CAPACITY 757 [200]
USABLE CAPACITY 720 [190]
EST. DRY WEIGHT 420 [924]
TITLE
INSTALL BASETANK
A-GROUP EXTENDED
190G (USEABLE) / 200 G (TOTAL)
ISSUE DATE:12/15/17
SIZE CAGE NO DWG NO 10000026896 REV
B N/A A
SCALE 0.050 WT-KG 958.184 SHEET 1 of 1
GENERAC POWER SYSTEMS OWNS THE COPYRIGHT OF THIS DRAWING
WHICH IS SUPPLIED IN CONFIDENCE AND MUST NOT BE USED FOR
ANY PURPOSE OTHER THAN FOR WHICH IT IS SUPPLIED WITHOUT
THE EXPRESS WRITTEN CONSENT OF GENERAC POWER SYSTEMS.
c GENERAC POWER SYSTEMS 2013
ELECTRONICALLY APPROVED
INSIDE WINDCHILL
DRAWING CREATED FROM PRO/ENGINEER
3D FILE. ECO MODIFICATION TO BE
APPLIED TO SOLID MODEL ONLY.
SH 1/1 REV A WINDCHILL VERSION A.3
CAPACITY SHOWN: LITER [GALLONS]
WEIGHT SHOWN:KILOGRAMS[POUNDS]
LENGTH SHOWN: MM [INCH]
NOTE: UL 142 / ULC-S601 LISTED
MOUNTING HOLES
17.5 [0.69]
(8 PLACES BOTTOM)
(10 PLACES TOP)
OPTIONAL
90% ALARM
1 4
2
3
68
5 14
9
10
11
REMOVABLE STUB UP
COVER PLATE
7
OPTIONAL
TANK RISERS
GENERATOR
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-4.2
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
GENERAC GENERATOR SPECIFICATIONS
OVERFILL PREVENTION VALVE INSIDE TANK (FACTORY-INSTALLED)
GENERAC 0J7671
TUBE CUT LENGTH
UPPER TUBE CUT TO LENGTH
157±2 (ASSEMBLED LENGTH)
FLOAT ASSEMBLY
FUEL SPILL/FILL DRAIN OUTSIDE TANK (FACTORY-INSTALLED)
GENERAC 0J7606A
REMOTE 90% FUEL ALARM (FACTORY-INSTALLED)
GENERAC OF2908$
LED YELLOW w/ HOLDER
DECAL ALARM
HORN RESET
DECAL ALARM
HORN TEST
SWITCH, TOGGLE
DPOT MOMENTARY
ENCL NEMA 3R
6"H 4"W 4"D
PIEZO BUZZER PANEL MNT
DECAL 90% FUEL
LEVEL ALARM
11
4
5
3
9
8
3
2
7
12 6
1
11
4
4
10
10
9
10
4
REVISION : CN-0019649-W
DATE ; 9/4/18
10
EXPLODED VIEW : EV VENT EXT AGRP 2"3 ATT
DRAWING NO. : 0K9817A
(FIRST 6 DIGITS ONLY) IN THE SYSTEM FOR CORRECT MATERIAL AND COLOR. (FOR REFERENCE SEE
GUIDELINE 0H7169).
* CUSTOMER: WHEN ORDERING REPLACEMENT PARTS, ENTER BASE NUMBER
* MANUFACTURING: FOR CORRECT MATERIAL AND COLOR REFER TO AS400 BOM.
(1) SHEET METAL PARTS LISTED IN THE BOM TABLE ARE REPRESENTING CENERIC PARTS (NO COLOR).
NOTES (UNLESS OTHERWISE SPECIFIED)
NUT HEX FL WHIZ 3/8-162G06410112
VENT CAP EMERG 3"NPT2072989J11
PIPE NIPPLE 3"X72" SCH40 PNTBK40H145410
BOLT U 3/8-16 X 3.50" W/SADDLE20E42649
COUPLING FULL 2-11.5 BLACK1068640B8
NUT HEX M6-1.0 G8 CLEAR ZINC2G0498137
SCREW HWHT M6-1 X 30 W/MKS20C2454B6
VENT OEM 2"1G0211785
COUPLING PIPE 3 ZINC4100000166764
PIPE 2"VENT EXTENSION 72"LG20G30453
KIT, SADDLE AND BOLT 2 1/2"10C79472
BRACKET VENT EXT AGRP 2"3 ATT10G3036YST0R(1)1
DESCRIPTIONQTY.PART#ITEM
GROUP HDRAWING #:0K9817A
EXPLODED VIEW: EV VENT EXT AGRP 2"3 ATT
EMERGENCY VENT PIPE ASSEMBLY
GENERATOR
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-4.3
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
CONTACT
98.6
REF
BUNA N
COMPRESSION
GASKET
NYLON NUT
5/8-11 THD
15/16 FLATS
#22AWG LEAD WIRES
610MM EXTENSION
INSTALLATION NOTE:
HAND TIGHTEN + ONE QUARTER TURN.
LEAK DETECTION MUST BE INSTALLED IN THE NORMALLY OPEN (N.O.)
POSITION AS SHOWN FOR IT TO FUNCTION CORRECTLY IN GENERAC'S UL
TANK SECONDARY CONTAINMENT LEAK DETECTION APPLICATION. OVER
TIGHTENING WILL RESULT IN DAMAGE TO THE LEAK DETECTOR AND
IMPROPER OPERATION.
SPEC:
MATERIAL: NYLON
VENDOR P/N AND VENDOR: 165900, GEMS SENSORS
MOUNTING ATTITUDE: HORIZONTAL
RECOMMENDED HOLE SIZE: Ø 0.875", 1/32"-5/32" THICK PANEL.
OPERATING TEMPERATURE: -40°F TO 250°F
MAX. OPERATION PRESSURE: 100 PSIG AT 70°F
THIS SWITCH IS U.L. RECOGNIZED - FILE #E45168, CSA LISTED - 30200
CONTACT RATING: 0.17 AMP, 120 V, 60 Hz, RESISTIVE
0.08 AMP, 240 V, 60 Hz, RESISTIVE
20 VA PILOT DUTY
DC ELEC. RATING: 0.3 AMP MAX @30 VDC
GENERAC 096500B
FUEL LEAK DETECTOR ALARM (FACTORY-INSTALLED)
GENERAC GENERATOR SPECIFICATIONS
GENERAC EMERGENCY VENT CAPS
GENERATOR
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-4.4
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
G
GENERAC ATS SPECIFICATIONS
STEEL CONSTRUCTION
=NEMA 3R ENCLOSURE WITH HINGED
"PADLOCKING" DOORS
= STAINLESS STEEL HARDWARE
= CAMLOCK "QUICK CONNECT" CAPABILITY
=OPERATIONAL STATUS VIEW VIA
6 INCH TOUCH SCREEN
= TEST FUNCTION - FAST TEST & NORMAL TEST
= UL1008 LISTED - FOR EMERGENCY SYSTEMS
= EXTENDED WARRANTY
= THREE-PHASE VOLTAGE CONFIGURATIONS
Features
Optional Features
TTS Series
Switches
TAS200
200 Amps
600 VAC
200A Automatic Transfer Switch
=
The Generac TAS200 Automatic Transfer Switch
Flexibility for multiple application installations
Multiple generator support with 3 source panel
improved user interface
Camlock functionality for mobile generator sources
Generac products are designed to the following
standards:
UL1008,
UL508,
UL50,
CSA C22.2 No. 178
NEC 700, 701 and 702
NEMA 250
Codes and Standards
Cabinet Specifications
Dimensions 24"W x 12"D x 48"H
Weight 210 lbs.
Construction
Single Chamber with Main Door
Steel
UL Type / NEMA 3R Rated
Powder Coat Finish for Corrosion Resistance
C-UL-US Listed - Automatic Transfer Switch
Stainless Steel Hardware
3-Point Latching System with Pad-Lockable Handles
Mounting Options Wall
H-frame
Installed Pre-wired alarm terminal strip
Electrical Specifications
Voltage/Phase/Amps
120/240 Single-Phase, 200A
120/208 3-Phase, 200A
120/240 3-Phase, 200A
Breaker Eaton 200 amp Utility Breaker
Eaton 200 amp Generator Breaker
Maximum RMS Symmetrical Fault Current - Amps 25k AIC Rated
Protective Device Continuous Rating (Max) Amp 200
Input to Generator 350MCM - #6 AWG
Output to Site 350MCM - #6 AWG
Generator Annunciator Connector Deutsch DTM04-12PA-L012
Alarm Terminal Board
Generator Run Alarm
Generator Fail - Shutdown Alarm
Generator Fail - Non Shutdown Alarm
Low Fuel Alarm
Generator Theft Alarm
AC Utility Fail Alarm
Application and Engineering Data
®
Designed with a 6 inch touch screen controller for
GENERAC INDUSTRIAL
POWER
ATS
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-5.0
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
G
CAM-LOCK BOX SPECIFICATIONS
Camlock Component
Camlock Component Shipped loose for multiple installation options
Dimensions 9" W x 9.4" D x 24.25" H
200A Camlock Generator Connection
Single-Phase: Black L1, Red L2, White-Neutral,
Green-Ground
3-Phase: Black L1, Red L2, Blue L3, White-Neutral,
Green-Ground
Uses 4 CH E1016 Male Connectors
Mating Connector - CH E1016 Female
TTS Control Systems
INDICATORS AND BUTTONS
System Ready indicator
Standby Operating indicator
Utility Available indicator
GEN/UTIL Switch Position indicator
TVSS status
Normal Test button
Fast Test button
Return to Normal button
Reset button
Exercising indicator
DETAILS SCREEN
System Settings:
. System Voltage/Phases:
- 120/240V single phase (standard)
- 120/208V three phase (optional)
- 120/240V three phase (optional)
. Utility Fail Monitor:
- Under Voltage: 75-95% of nominal voltage
- Over Voltage: 105%-125% of nominal voltage
- Pickup (hysteresis): fixed at 5 volts
- Delay time: 0-60s
. Utility Interrupt Delay: 0-60s
. Return to Utility Timer: 1-30 minutes
. Transfer:
- In-phase, or
- Time-Delay-Neutral at 0.0-10.0s in 1 second
increments
Engine Settings:
. Engine Warm-up timer: 0-20 minutes
. Generator Load Accept:
- Time-Delay-Neutral at 0.0-10.0s in 1 sec increments
- Voltage: 85-95% of nominal
- Frequency: 85-95% of nominal
. Engine Minimum Run Timer: 5-30 minutes
. Engine Cooldown Timer: 0-20 minutes
Exercise Settings:
. Time of day
. Day of week
. Exercise:
- Exercise with/without load
- Exercise once every 1, 2, or 4 weeks.
- Exercise time-of-day
- Exercise day of week
- Exercise duration: 15-30 minutes
Screen Settings:
. Brightness & Contrast button
. Screen Calibration button
. Startup/Clean screen
Diagnostics:
. Digital I/O bits status
. Voltage A/D readings
Mimic Diagram:
. System Ready
. Transfer switch position
. Utility available
. Standby available
. Maintenance/Auto switch position
. Generator source TS position
. TVSS status
GENERAC INDUSTRIAL
POWER
CAM-LOCK BOX
SPECIFICATIONS
PO BOX 2621, BOISE, ID 83701
530.539.4787
CONTACT@GEOSTRUCTURAL.COM
WWW.GEOSTRUCTURAL.COM
0 04/01/24 ISSUED FOR CONSTRUCTION BM
SHEET TITLE:
SHEET NUMBER:
E-5.1
REV DATE DESCRIPTION INT
REVISIONS
SITE INFORMATION:
2621 SOUTH BIRCH STREET
SANTA ANA, CA 92707
GENERATOR INSTALLATION
PROJECT
MAIN - DYER
10086996
CHECKED BY:JAD
THE INFORMATION CONTAINED IN THIS SET OF
DOCUMENTS IS PROPRIETARY BY NATURE. ANY
USE OR DISCLOSURE OTHER THAN THAT WHICH
RELATES TO THE CLIENT NAMES IS STRICTLY
PROHIBITED.
at t &
GENERAL DYNAMICS
Information Technology
09/30/25
JURISDICTION USE:
DATE SIGNED: 4/2/24
FOR
INFORMATION
ONLY
2621 S Birch St - 101119515 &
20182981
7/24/2024
GeoStructural ▪P.O. Box 2621, Boise, ID 83701 ▪ Office: (530) 539-4787 Page 1
Professional Engineers | Tower Technicians | Climbers | sUAS Mapping
10086996_Gen Slab Analysis_R0 240401 5508
Structural Analysis Report
• New Concrete Slab•
Site ID:10086996
Site Name::Main -Dyer
Project:Generator Upgrade
Prepared For:AT&T
Structure Description:Concrete Slab & Anchorage
Diesel Backup Generator
Site Location:2621 S. Birch St.
Santa Ana, CA 92707
Orange County
33.711743°, -117.869806°
Design Codes:CBC 2022
ASCE 7-16
Date Signed:
4/2/2024
Revision 0
April 2, 2024
2621 S Birch St - 101119515 &
20182981
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AT&T | 10086996 |Main - Dyer - Concrete Slab Structural Analysis Page 2
GeoStructural, LLC | PO Box 2621 | Boise, ID 83701 | p:530.539.4787
1.0 Introduction
GeoStructural has completed a structural analysis for the existing AT&T 10086996
communications site located in Orange County, CA. The scope of this structural analysis is limited
to the following:
4'-0" x 10'-0" x 9" Reinforced Concrete Generator Slab w/ #5 Bars @ 12" O.C. Each Way.
Generac Diesel Generator Equipment Anchorage.
The existing communications structure/foundation and existing equipment platform(s)/shelter(s)
are designed by others and beyond the scope of this analysis.
2.0 Analysis & Design Criteria
This analysis is pursuant to the following design criteria:
CBC 2022 – California Building Code.
ASCE 7-16 – Minimum Design Loads and Associated Criteria for Buildings and Other Structures.
AISC – Steel Construction Manual.
ACI 318-19 – Building Code Requirements for Structural Concrete.
Gravity Design Loading:
Generac 30kW Generator w/ L2A Enclosure = 2,182lbs
200gal Fuel Tank (Dry) = 924 lbs
Diesel Fuel (100% Fill + 35% Contain) = 7.3 lb/gal(270gal) = 1,971 lbs
WET Total Assembly Weight = 5.077 kips ; DRY Total Assembly Weight = 3.106 kips
Wind Design Loading:
Design Wind w/o ice = 95 mph [3-sec gust Ultimate ASCE Figure 26.5-1B]
Exposure Category C Topographic Category 1
Risk Category II
Seismic Design Loading:
Site Class D Importance Factor, Ip = 1.0
Ss = 1.279, S1 = 0.458, SDS = 1.023
All data required to complete our structural analysis was furnished by our client. GeoStructural
has not conducted an independent study to verify existing site conditions and the results of this
analysis are based solely on the information provided.
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GeoStructural, LLC | PO Box 2621 | Boise, ID 83701 | p:530.539.4787
3.0 Load Generation & Material Strength
Table 3.1 – Wind Design Loading
Wind Load – Velocity Pressure ASCE 7-16, §29.3
qz = 0.00256 Kz Kzt Kd V2 Eq. 29.3-1
Kz = 0.85 Table 29.3-1
Kzt = 1.00 § 26.8.2
Kd = 0.90 Table 26.6-1
V = 95 mph Figure 26.5
qz = 0.00256*0.85*1.00*0.90*(95^2)/1000 = 0.0177 ksf Eq. 29.3-1
Wind Load – Other Structures (Tanks & Similar Structures) ASCE 7-16, §29.5
F = qzGCfAf Eq. 29.5-1
G = 0.85 § 26.9
Cf = 1.32 Figure 29.5-1
Af = 58.6 ft2 Worst Case; 22.4 ft2 Transverse (Side) Generac
FN = 0.0177*0.85*1.32*58.6 = 1.16 kip; FT = 0.0177*0.85*1.32*22.4 = 0.44 kip Eq. 29.5-1
Table 3.2 – Seismic Design Loading – 100% Fill + 35%
Seismic Load – Non-Structural Components ASCE 7-16, Chapter 13
Fp = 0.4apSDSWp{(1+2(z/h)) / (Rp/Ip)} Eq. 13.3-1
Fp ≤ 1.6SDSIpWp Eq. 13.3-2
Fp > 0.3SDSIpWp Eq. 13.3-3
Reversible Vert Force, Ev = 0.2SDSWp = 0.2*1.023*5.077 = 1.04 kip § 13.3.1
ap = 1.0 Table 13.6-1
SDS = (2/3)SMS = 1.023 ; SD1 = (2/3)SM1 Eq. 11.4-3 & 4
Ss; S1 USGS Reference
Fa ; Fv Tables 11.4-1 & 2
SMS = FaSs ; SM1 = FvS1 Eq. 11.4-1 & 2
Wp = 5.077 kip (Wet Weight) From Section 2.0 Above
z = 0 ft (Anchorage Height of Generator Tank to Slab) Slab-On-Grade
h = 7.50 ft (Overall Height of Generator with Tank Assembly) Slab-On-Grade
Rp = 2.5 Table 13.6-1
Importance Factor, Ip = 1.0 § 11.5.1 & 13.1.3
ρ = 1.0 (Exception from ρ = 1.3, Non-Structural Components) § 12.3.4.2 & § 13.3.1
Fp = 0.4apSDSWp{(1+2(z/h)) / (Rp/Ip)}
= 0.4*1.0*1.023*5.077*(1+2*(0/7.50))/(2.5/1.0) = 0.83 kip Eq. 13.3-1
Fp ≤ 1.6SDSIpWp = 1.6*1.023*1.0*5.077 = 8.31 kip Eq. 13.3-2
Fp > 0.3SDSIpWp = 0.3*1.023*1.0*5.077 = 1.56 kip Eq. 13.3-3
2621 S Birch St - 101119515 &
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AT&T | 10086996 |Main - Dyer - Concrete Slab Structural Analysis Page 4
GeoStructural, LLC | PO Box 2621 | Boise, ID 83701 | p:530.539.4787
Table 3.3 – Seismic Overstrength Anchorage Loading (ACI 318-19 § 17.2.3.4.3(d) & 17.2.3.5.3(c))
Seismic Load – Non-Structural Components ASCE 7-16, Chapter 13
(0.9-0.2(SDS))D + Ω0QE Eq. 12.4.3.2 (7)
Ω0 = 2.0 Table 13.6-1
Vertical C.O.G. = ((2.182*4.88)+(2.895*1.17))/5.077 = 2.77 ft
Net OTM = (1.56*2.77*2.0)-(((0.9-(0.2*1.023))*5.077)*1.5) = 3.34 k-ft
Omega AB Tension = (3.3/(33/12)/(8/2))+((1.04*2.0)/8) = 0.56 kip
Net Shear = (1.56*2.0)-(((0.9-(0.2*1.023))* 5.077)*0.3) = 2.06 kip
Omega AB Shear = 2.06/(8/2) = 0.51 kip (Assume 1/2 AB engage)
Table 3.4 – Structural Component Material Strengths
Structural Component Nominal Strength/Material1
Mechanical Anchors Simpson Strong Bolt 2 Stainless Steel
Expansion Anchors (ICC-ES ESR-3037)
Concrete Slab fc’ = 2500 psi
Steel Reinforcing Fy = 60 ksi
Allowable Soil Capacities
Bearing = 1,000 psf
Passive Sliding = 100 psf/ft
μ = 0.3
1.Strengths listed were utilized for this analysis and are based upon ASTM, AISC, RCSC, MSJC, AWS and ACI preferred
specification values. Values and materials are consistent with industry standards. Material strengths were taken from
original design documents, geotechnical reports, etc. when available.
Table 3.5 – Analysis Parameter Design Checks
Parameter Site Specific
(Demand)1 Result2
Wind Base Shear 1.16
Adequate
Seismic Base Shear 1.56
Anchor Tension 0.56
Anchor Shear 0.51
1.The analysis (allowable) values listed for each parameter are the minimum values required to safely transmit the
imparted loading through the foundation and anchorage to the surrounding soil without creating an unstable
condition. The allowable values are based on the minimum presumptive values shown in Table 3.4 above.
2.Since the site-specific individual demand parameters are less than or equal to the maximum allowable values the
foundation and anchorage design is deemed adequate to support the loading.
2621 S Birch St - 101119515 &
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AT&T | 10086996 |Main - Dyer - Concrete Slab Structural Analysis Page 5
GeoStructural, LLC | PO Box 2621 | Boise, ID 83701 | p:530.539.4787
4.0 Conclusion & Recommendations
AT&T’s proposed reinforced concrete slab-on-grade and generator mechanical anchorage will
satisfy the requirements of the applicable design codes and have sufficient capacity to support
the proposed backup diesel generator loading considered in this analysis.
Reinforced Concrete Generator Slab:
o 4'-0" x 10'-0" x 9" Reinforced Concrete Generator Slab w/ #5 Bars @ 12" O.C. Each
Way.
Generac Diesel Generator Equipment Anchorage:
o (8) 5/8”Ø x 5-1/8” Embed Simpson Strong Bolt 2 stainless steel expansion
anchors (ICC-ES ESR-3037 report).
Analysis Notes & Assumptions:
All data required to complete our structural analysis was furnished by our client. GeoStructural has
not conducted a site visit or independent study to verify existing conditions and the results of this
analysis are based solely on the information provided.
Proposed generator slab and anchorage shall be installed in accordance with any recommendations
given in GeoStructural’s approved Construction Drawings.
If any of the existing or proposed conditions reported in this analysis are not properly represented,
please contact our office immediately to request an amended report. We appreciate the
opportunity to provide our structural engineering services to you. If you have any questions
regarding the content of this structural analysis report, please don’t hesitate to contact us.
Prepared by:Reviewed and Approved by:
Jesse Drennen, PE Don George, PE
208.761.7986 208.602.6569
jesse.drennen@geostructural.com don.george@geostructural.com
2621 S Birch St - 101119515 &
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AT&T | 10086996 |Main - Dyer - Concrete Slab Structural Analysis Page 6
GeoStructural, LLC | PO Box 2621 | Boise, ID 83701 | p:530.539.4787
5.0 Attachments, Calculations & Software Output
This page intentionally left blank.
2621 S Birch St - 101119515 &
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ASCE Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:33.711743
Risk Category:II Longitude:-117.869806
Soil Class:D - Default (see
Section 11.4.3)
Elevation:46.41951061272088 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 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. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Apr 01 2024
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 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 5https://ascehazardtool.org/Mon Apr 01 2024
2621 S Birch St - 101119515 &
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SS : 1.279
S1 : 0.458
F a : 1.2
F v : N/A
SMS : 1.535
SM1 : N/A
SDS : 1.023
SD1 : N/A
T L : 8
PGA : 0.543
PGA M : 0.652
F PGA : 1.2
Ie : 1
C v : 1.356
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.
Mon Apr 01 2024
Page 2 of 5https://ascehazardtool.org/Mon Apr 01 2024
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Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0 in.
Concurrent Temperature: 25 F
Gust Speed 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Mon Apr 01 2024
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
Page 3 of 5https://ascehazardtool.org/Mon Apr 01 2024
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Flood
Results:
Data Source:
Date Accessed:
FIRM Panel:
Insurance Study Note:
Flood Zone Categorization: X (unshaded)
Base Flood Elevation:
FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US,
where modernized (https://msc.fema.gov/portal/search)
Mon Apr 01 2024
If available, download FIRM panel here
Download FEMA Flood Insurance Study for this area here
Page 4 of 5https://ascehazardtool.org/Mon Apr 01 2024
2621 S Birch St - 101119515 &
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The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 5 of 5https://ascehazardtool.org/Mon Apr 01 2024
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General Footing
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Generator Reinforced Concrete Slab On Grade - Strength and Stability Analysis
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values
1.0
Analysis Settings
100.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
2,850.0
150.0
=0.30Flexure=0.90
Shear =
ValuesM
0.00180
0.50
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 4.0 ft
Length parallel to Z-Z Axis
=
10.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 35.0 in
pz : parallel to Z-Z Axis 106.0 in
Height ==
1.0 in
Footing Thickness
=
9.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 5.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
10.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =5
Number of Bars =5.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along X-X Axis
# Bars required within zone 57.1 %
# Bars required on each side of zone 42.9 %
Applied Loads
5.077 -1.040
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k1.160 1.560
V-z k-0.440 -1.560
4.360
M-xx =
k-ft=
k-ft
4.320
1.670 4.320
H
=
2621 S Birch St - 101119515 &
20182981
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General Footing
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Generator Reinforced Concrete Slab On Grade - Strength and Stability Analysis
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
PASS 1.493 Sliding - X-X 1.092 k 1.630 k +0.60D+0.70E
PASS 1.424 Sliding - Z-Z 1.092 k 1.555 k +0.60D+0.70E
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.3673 Soil Bearing 0.3673 ksf 1.0 ksf +D+0.70E about Z-Z axis
PASS 4.448 Overturning - X-X 6.664 k-ft 29.641 k-ft +0.60D+0.70E
PASS 2.132 Overturning - Z-Z 5.390 k-ft 11.492 k-ft +0.60D+0.70E
PASS 7.893 Uplift -0.7280 k 5.746 k +0.60D+0.70E
PASS 0.009940 Z Flexure (+X)0.05041 k-ft/ft 5.071 k-ft/ft +1.405D+E
PASS 0.01144 Z Flexure (-X)0.05803 k-ft/ft 5.071 k-ft/ft +1.405D-E
PASS 0.005386 X Flexure (+Z)0.03329 k-ft/ft 6.180 k-ft/ft +1.405D+E
PASS 0.006816 X Flexure (-Z)0.04213 k-ft/ft 6.180 k-ft/ft +1.405D-E
PASS 0.03312 1-way Shear (+X)1.469 psi 44.342 psi +1.405D+E
PASS 0.03801 1-way Shear (-X)1.685 psi 44.342 psi +1.405D-E
PASS 0.01617 1-way Shear (+Z)1.226 psi 75.824 psi +1.405D+E
PASS 0.02046 1-way Shear (-Z)1.551 psi 75.824 psi +1.405D-E
PASS 0.01770 2-way Punching 1.684 psi 95.134 psi +1.405D-E
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.0 n/a0.2394 0.2394 n/a 0.2390.0n/a
X-X, +D+0.60W 1.0 n/a0.2278 0.2510 n/a 0.2510.9798n/a
X-X, +0.60D+0.60W 1.0 n/a0.1320 0.1553 n/a 0.1551.633n/a
X-X, +D+0.70E 1.0 n/a0.1898 0.2526 n/a 0.2532.867n/a
X-X, +0.60D+0.70E 1.0 n/a0.09406 0.1568 n/a 0.1575.055n/a
Z-Z, D Only 1.0 0.2394n/a n/a 0.2394 0.239n/a0.0
Z-Z, +D+0.60W 1.0 0.1208n/a n/a 0.3581 0.358n/a4.005
Z-Z, +0.60D+0.60W 1.0 0.0250n/a n/a 0.2623 0.262n/a6.674
Z-Z, +D+0.70E 1.0 0.07518n/a n/a 0.3673 0.367n/a5.335
Z-Z, +0.60D+0.70E 1.0 0.0n/a n/a 0.2736 0.274n/a9.407
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
X-X, D Only None 0.0 k-ft Infinity OK
X-X, +D+0.60W 1.002 k-ft 48.105 k-ft 48.009 OK
X-X, +0.60D+0.60W 1.002 k-ft 28.951 k-ft 28.893 OK
X-X, +D+0.70E 6.664 k-ft 48.795 k-ft 7.322 OK
X-X, +0.60D+0.70E 6.664 k-ft 29.641 k-ft 4.448 OK
Z-Z, D Only None 0.0 k-ft Infinity OK
Z-Z, +D+0.60W 3.196 k-ft 19.154 k-ft 5.993 OK
Z-Z, +0.60D+0.60W 3.196 k-ft 11.492 k-ft 3.596 OK
Z-Z, +D+0.70E 5.390 k-ft 19.154 k-ft 3.554 OK
Z-Z, +0.60D+0.70E 5.390 k-ft 11.492 k-ft 2.132 OK
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
X-X, D Only 0.0 k 2.998 k No Sliding OK
X-X, +D+0.60W 0.6960 k 2.998 k 4.308 OK
X-X, +0.60D+0.60W 0.6960 k 1.849 k 2.656 OK
X-X, +D+0.70E 1.092 k 2.780 k 2.546 OK
X-X, +0.60D+0.70E 1.092 k 1.630 k 1.493 OK
Z-Z, D Only 0.0 k 2.923 k No Sliding OK
Z-Z, +D+0.60W -0.2640 k 2.923 k 11.072 OK
2621 S Birch St - 101119515 &
20182981
7/24/2024
General Footing
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Generator Reinforced Concrete Slab On Grade - Strength and Stability Analysis
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Z-Z, +0.60D+0.60W -0.2640 k 1.774 k 6.719 OK
Z-Z, +D+0.70E -1.092 k 2.705 k 2.477 OK
Z-Z, +0.60D+0.70E -1.092 k 1.555 k 1.424 OK
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMuSide
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.03021 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.40D 0.03021 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.20D+W 0.02909 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.20D+W 0.02270 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.20D-W 0.02270 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.20D-W 0.02909 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.90D+W 0.02261 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.90D+W 0.01623 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.90D-W 0.01623 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.90D-W 0.02261 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.405D+E 0.03329 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.405D+E 0.01849 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.405D-E 0.02733 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +1.405D-E 0.04213 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.6954D+E 0.01798 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.6954D+E 0.003187 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.6954D-E 0.01203 +Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
X-X, +0.6954D-E 0.02682 -Z Bottom 0.1944 ACI 7.6.1.1 0.3875 6.180 OK
Z-Z, +1.40D 0.02604 -X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +1.40D 0.02604 +X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +1.20D+W 0.004308 -X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
Z-Z, +1.20D+W 0.04895 +X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +1.20D-W 0.04895 -X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +1.20D-W 0.004308 +X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
Z-Z, +0.90D+W 0.009888 -X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
Z-Z, +0.90D+W 0.04337 +X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +0.90D-W 0.04337 -X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +0.90D-W 0.009888 +X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
Z-Z, +1.405D+E 0.005779 -X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
Z-Z, +1.405D+E 0.05041 +X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +1.405D-E 0.05803 -X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +1.405D-E 0.001841 +X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +0.6954D+E 0.01146 -X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
Z-Z, +0.6954D+E 0.04013 +X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +0.6954D-E 0.04495 -X Bottom 0.1944 ACI 7.6.1.1 0.310 5.071 OK
Z-Z, +0.6954D-E 0.01070 +X Top 0.1944 ACI 7.6.1.1 0.310 7.861 OK
One Way Shear X
Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 0.74 0.74 0.74 44.34 0.02psipsipsipsi OK
+1.20D+W 0.16 1.43 1.43 44.34 0.03psipsipsipsi OK
+1.20D-W 1.43 0.16 1.43 44.34 0.03psipsipsipsi OK
+0.90D+W 0.31 1.27 1.27 44.34 0.03psipsipsipsi OK
+0.90D-W 1.27 0.31 1.27 44.34 0.03psipsipsipsi OK
+1.405D+E 0.20 1.47 1.47 44.34 0.03psipsipsipsi OK
+1.405D-E 1.69 0.02 1.69 44.34 0.04psipsipsipsi OK
+0.6954D+E 0.33 1.18 1.18 44.34 0.03psipsipsipsi OK
+0.6954D-E 1.31 0.33 1.31 44.34 0.03psipsipsipsi OK
One Way Shear Z
Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 1.11 1.11 1.11 75.82 0.01psipsipsipsi OK
+1.20D+W 0.83 1.07 1.07 75.82 0.01psipsipsipsi OK
+1.20D-W 1.07 0.83 1.07 75.82 0.01psipsipsipsi OK
+0.90D+W 0.60 0.83 0.83 75.82 0.01psipsipsipsi OK
2621 S Birch St - 101119515 &
20182981
7/24/2024
General Footing
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Generator Reinforced Concrete Slab On Grade - Strength and Stability Analysis
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
One Way Shear Z
Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+0.90D-W 0.83 0.60 0.83 75.82 0.01psipsipsipsi OK
+1.405D+E 0.68 1.23 1.23 75.82 0.02psipsipsipsi OK
+1.405D-E 1.55 1.00 1.55 75.82 0.02psipsipsipsi OK
+0.6954D+E 0.11 0.66 0.66 75.82 0.01psipsipsipsi OK
+0.6954D-E 0.99 0.44 0.99 75.82 0.01psipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVuPhi*VnLoad Combination...
+1.40D 1.46 95.13 0.01539 OKpsipsi
+1.20D+W 1.26 95.13 0.0132 OKpsipsi
+1.20D-W 1.26 95.13 0.0132 OKpsipsi
+0.90D+W 0.94 104.41 0.009017 OKpsipsi
+0.90D-W 0.94 95.13 0.009896 OKpsipsi
+1.405D+E 1.26 104.41 0.01202 OKpsipsi
+1.405D-E 1.68 95.13 0.0177 OKpsipsi
+0.6954D+E 0.61 95.13 0.006362 OKpsipsi
+0.6954D-E 0.95 95.13 0.01002 OKpsipsi
2621 S Birch St - 101119515 &
20182981
7/24/2024
Beam on Elastic Foundation
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Slab On Grade - "Beam" on Soil Spring Design
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
CODE REFERENCES
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
Material Properties
2.50
7.50
150.0
Elastic Modulus 2,850.0 ksi
Soil Subgrade Modulus =47.0 psi / (inch deflection)
11.0Lt Wt FactorO =
=60.0
29,000.0
40.0
29,000.0
3
Beam is supported on an elastic foundation,
2
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *375.0
pcf
E - Main Rebar ksi
psi
=
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
#
I
Load Combination :ASCE 7-16
.Cross Section & Reinforcing Details
Rectangular Section, Width = 48.0 in, Height = 9.0 in
Span #1 Reinforcing....
5-#5 at 4.0 in from Top, from 0.0 to 10.0 ft in this span
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Moment : W = 1.670, E = 4.320 k-ft, Location = 5.0 ft from left end of this span
Point Load : D = 5.077 k @ 5.0 ft
Point Load : E = 1.040 k @ 5.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.460 : 1
Load Combination +1.405D+E
Span # where maximum occurs Span # 1
Maximum Soil Pressure =0.288 ksf at 6.33 ft LdComb: +D+0.70E
Allowable Soil Pressure =OK1.0 ksf
Location of maximum on span 5.059 ft
Mn * Phi : Allowable 24.720 k-ft
Typical SectionSection used for this span
Mu : Applied 11.377 k-ft
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in
Max Upward L+Lr+S Deflection 0.000 in
Max Downward Total Deflection 0.042 in
Max Upward Total Deflection 0.021 in
.Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum Bending Envelope
Span # 1 1 5.059 11.38 24.72 0.46
+1.40D
2621 S Birch St - 101119515 &
20182981
7/24/2024
Beam on Elastic Foundation
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Slab On Grade - "Beam" on Soil Spring Design
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 1 1 4.941 8.05 24.72 0.33
+1.20D+W
Span # 1 1 5.059 7.72 24.72 0.31
+1.20D-W
Span # 1 1 4.941 7.72 24.72 0.31
+0.90D+W
Span # 1 1 5.059 6.00 24.72 0.24
+0.90D-W
Span # 1 1 4.941 6.00 24.72 0.24
+1.405D+E
Span # 1 1 5.059 11.38 24.72 0.46
+1.405D-E
Span # 1 1 4.941 9.02 24.72 0.36
+0.6954D+E
Span # 1 1 5.059 7.30 24.72 0.30
+0.6954D-E
Span # 1 1 4.941 4.94 24.72 0.20
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections - Unfactored Loads
Span 1 1 0.0425 6.333 0.0000 0.000
.Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
d*Vu/MuMu
(ft)(k)(in)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.405D-E 1 0.00 5.00 0.07 0.07 0.00 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.12 5.00 0.15 0.15 0.00 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.24 5.00 0.24 0.24 0.02 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.35 5.00 0.32 0.32 0.04 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.47 5.00 0.41 0.41 0.08 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.59 5.00 0.49 0.49 0.12 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.71 5.00 0.58 0.58 0.18 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.82 5.00 0.66 0.66 0.24 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 0.94 5.00 0.75 0.75 0.32 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.06 5.00 0.84 0.84 0.40 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.18 5.00 0.92 0.92 0.50 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.29 5.00 1.01 1.01 0.60 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.41 5.00 1.10 1.10 0.72 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.53 5.00 1.18 1.18 0.85 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.65 5.00 1.27 1.27 0.98 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.76 5.00 1.36 1.36 1.13 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 1.88 5.00 1.45 1.45 1.28 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.00 5.00 1.53 1.53 1.45 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.12 5.00 1.62 1.62 1.63 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.24 5.00 1.71 1.71 1.82 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.35 5.00 1.80 1.80 2.02 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.47 5.00 1.89 1.89 2.22 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.59 5.00 1.98 1.98 2.44 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.71 5.00 2.07 2.07 2.67 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.82 5.00 2.16 2.16 2.91 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 2.94 5.00 2.25 2.25 3.16 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.06 5.00 2.34 2.34 3.42 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.18 5.00 2.43 2.43 3.70 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.29 5.00 2.51 2.51 3.98 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.41 5.00 2.60 2.60 4.27 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.53 5.00 2.69 2.69 4.57 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.65 5.00 2.78 2.78 4.89 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.76 5.00 2.87 2.87 5.21 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 3.88 5.00 2.96 2.96 5.55 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.00 5.00 3.05 3.05 5.89 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.12 5.00 3.13 3.13 6.25 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.24 5.00 3.22 3.22 6.61 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.35 5.00 3.31 3.31 6.99 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.47 5.00 3.40 3.40 7.38 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.59 5.00 3.48 3.48 7.77 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.71 5.00 3.57 3.57 8.18 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.82 5.00 3.65 3.65 8.59 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D-E 1 4.94 5.00 3.73 3.73 9.02 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.06 5.00 -4.61 4.61 11.38 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
2621 S Birch St - 101119515 &
20182981
7/24/2024
Beam on Elastic Foundation
LIC# : KW-06015027, Build:20.23.12.07 GeoStructural, LLC (c) ENERCALC INC 1983-2023
DESCRIPTION:Slab On Grade - "Beam" on Soil Spring Design
GeoStructural LLC
Jesse Drennen, PE
Project File: 3 GEN calcs MERGE.ec6
Project Title:AT&T Generator Upgrade Project
Engineer:Jesse Drennen, PE
Project ID:
Project Descr:Standby Generator on Concrete Slab
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
d*Vu/MuMu
(ft)(k)(in)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.405D+E 1 5.18 5.00 -4.50 4.50 10.83 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.29 5.00 -4.38 4.38 10.30 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.41 5.00 -4.27 4.27 9.78 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.53 5.00 -4.15 4.15 9.28 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.65 5.00 -4.04 4.04 8.78 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.76 5.00 -3.92 3.92 8.31 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 5.88 5.00 -3.81 3.81 7.84 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.00 5.00 -3.69 3.69 7.39 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.12 5.00 -3.58 3.58 6.95 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.24 5.00 -3.46 3.46 6.53 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.35 5.00 -3.34 3.34 6.12 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.47 5.00 -3.23 3.23 5.72 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.59 5.00 -3.11 3.11 5.34 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.71 5.00 -3.00 3.00 4.97 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.82 5.00 -2.88 2.88 4.61 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 6.94 5.00 -2.77 2.77 4.27 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.06 5.00 -2.65 2.65 3.94 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.18 5.00 -2.54 2.54 3.63 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.29 5.00 -2.42 2.42 3.33 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.41 5.00 -2.31 2.31 3.04 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.53 5.00 -2.19 2.19 2.76 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.65 5.00 -2.08 2.08 2.50 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.76 5.00 -1.97 1.97 2.25 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 7.88 5.00 -1.85 1.85 2.02 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.00 5.00 -1.74 1.74 1.80 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.12 5.00 -1.63 1.63 1.59 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.24 5.00 -1.52 1.52 1.39 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.35 5.00 -1.41 1.41 1.21 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.47 5.00 -1.30 1.30 1.04 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.59 5.00 -1.19 1.19 0.89 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.71 5.00 -1.08 1.08 0.74 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.82 5.00 -0.97 0.97 0.61 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 8.94 5.00 -0.87 0.87 0.50 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.06 5.00 -0.76 0.76 0.39 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.18 5.00 -0.65 0.65 0.30 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.29 5.00 -0.55 0.55 0.22 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.41 5.00 -0.44 0.44 0.15 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.53 5.00 -0.34 0.34 0.10 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.65 5.00 -0.23 0.23 0.05 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.405D+E 1 9.76 5.00 -0.13 0.13 0.02 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
+0.6954D-E 1 9.88 5.00 0.03 0.03 0.00 1.00 20.01 Vu < PhiVc/2 Not Reqd 0.00 0.00
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Company:Date:9/15/2023
Engineer:Page:1/6
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2403.1
1.Project information
Project description:
Location:
Fastening description:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Torque controlled expansion anchor
Material: Stainless Steel
Diameter (inch): 0.625
Nominal Embedment depth (inch): 5.125
Effective Embedment depth, hef (inch): 4.500
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
hmin (inch): 7.88
cac (inch): 9.00
Cmin (inch): 5.50
Smin (inch): 6.25
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 9.00
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V: 1.0
Reinforcement condition: Supplementary reinforcement not present
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 34.50 x 106.00 x 0.38
Recommended Anchor
Anchor Name: Strong-Bolt® 2 Stainless Steel - 5/8"Ø STB2SS, hnom:5.125" (130mm)
Code Report: ICC-ES ESR-3037
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
2621 S Birch St - 101119515 &
20182981
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Company:Date:9/15/2023
Engineer:Page:2/6
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2403.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: Yes
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: -3106
Vuax [lb]: -3120
Vuay [lb]: 0
Mux [ft-lb]: 0
Muy [ft-lb]: -8640
Muz [ft-lb]: 0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
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20182981
7/24/2024
Company:Date:9/15/2023
Engineer:Page:3/6
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2403.1
<Figure 2>
3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 417.2 -277.7 52.6 282.7
2 418.7 -352.6 52.6 356.5
3 420.1 -427.4 52.6 430.7
4 421.5 -502.3 52.6 505.0
5 0.0 -502.3 -52.6 505.0
6 0.0 -427.4 -52.6 430.7
7 0.0 -352.6 -52.6 356.5
8 0.0 -277.7 -52.6 282.7
Sum 1677.5 -3120.0 0.0 3149.7
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
2621 S Birch St - 101119515 &
20182981
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Company:Date:9/15/2023
Engineer:Page:4/6
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2403.1
Maximum concrete compression strain (‰): 0.01
Maximum concrete compression stress (psi): 29
Resultant tension force (lb): 1678
Resultant compression force (lb): 4784
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.10
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
<Figure 3>
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
17930 0.75 13448
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1)
kc a f’c (psi)hef (in)Nb (lb)
17.0 1.00 2500 4.500 8114
Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb)
729.00 182.25 8.25 0.986 1.000 1.00 1.000 8114 0.65 20800
6. Pullout Strength of Anchor in Tension (Sec. 17.6.3)
Npn =c,P aNp(f’c /2,500)n (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report)
c,P a Np (lb)f’c (psi)n Npn (lb)
1.0 1.00 6545 2500 0.40 0.65 4254
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
2621 S Birch St - 101119515 &
20182981
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Company:Date:9/15/2023
Engineer:Page:5/6
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2403.1
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)grout grout Vsa (lb)
10760 1.0 0.65 6994
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)
Shear perpendicular to edge in y-direction:
Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in)da (in)a f’c (psi)ca1 (in)Vby (lb)
4.50 0.625 1.00 2500 19.00 34010
Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.5.1.2 & Eq. 17.7.2.1b)
AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb)
330.75 1624.50 1.000 0.787 1.000 1.780 34010 0.70 6787
Shear perpendicular to edge in x-direction:
Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb)
4.50 0.625 1.00 2500 8.25 9731
Vcbgx =(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b)
AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgx (lb)
827.55 306.28 0.697 1.000 1.000 1.173 9731 0.70 15047
Shear parallel to edge in x-direction:
Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in)da (in)a f’c (psi)ca1 (in)Vby (lb)
4.50 0.625 1.00 2500 8.25 9731
Vcbgx =(2)(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b)
AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgx (lb)
827.55 306.28 1.000 1.000 1.000 1.173 9731 0.70 43163
Shear parallel to edge in y-direction:
Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb)
4.50 0.625 1.00 2500 10.50 13972
Vcbgy =(2)(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b)
AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb)
432.00 496.13 1.000 1.000 1.000 1.323 13972 0.70 22532
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)
Vcp =kcpNcb =kcp(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a)
kcp ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Vcp (lb)
2.0 182.25 182.25 1.000 1.000 1.000 8114 0.70 11360
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 422 13448 0.03 Pass
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
2621 S Birch St - 101119515 &
20182981
7/24/2024
Company:Date:9/15/2023
Engineer:Page:6/6
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2403.1
Concrete breakout 1678 20800 0.08 Pass
Pullout 422 4254 0.10 Pass (Governs)
Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 505 6994 0.07 Pass
T Concrete breakout y- 211 6787 0.03 Pass
T Concrete breakout x- 3120 15047 0.21 Pass
|| Concrete breakout x- 211 43163 0.00 Pass
|| Concrete breakout y+ 1005 22532 0.04 Pass
Concrete breakout,
combined
--0.21 Pass (Governs)
Pryout 505 11360 0.04 Pass
Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status
Sec. 17.8.2 0.00 0.21 21.0%1.0 Pass
5/8"Ø STB2SS, hnom:5.125" (130mm) meets the selected design criteria.
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer’s product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
2621 S Birch St - 101119515 &
20182981
7/24/2024
GENERA.L DVNAIVIICS
Wireless Services
January 24, 2024
RE: letter of Authorization -Brius Telecom Solutions
LLC/Small Cell Solutions Inc.
To Whom it May Concern:
Brius Telecom Solutions LLC/Small C ell Solutions Inc. and its employees Henry French
and Bryan Tran are authorized as representatives of General Dynamics to conduct
business on its behalf for the purpose of obtaining any leasing entitlements, permits, or
other jurisdictional approvals necessary to complete pre-construction requirements for the
subject project under its AT&T Generator program .
If you have any questions, please don't hesitate to reach out to myself at the phone
number or email address below.
Sincerely,
Landis Schmehr, PMP
Program Manger
General Dyn a mics Information Technology
619-402-8490 Cell
landis.schme hr@gdit.com
Genera l Dynamics Wireless Services
2311 S Sierra Park Trail
Show Low, AZ 85901
Page 1 of 1
2621 S Birch St - 101119515 &
20182981
7/24/2024
NOTARY ACKNOWLEDGMENT
A notary public or other officer comp leting this certifi cate verifies only the id entity of the
individual who signed the docu ment to wh ich this cert ifi cate is attached, and not the
truthfulness, accuracy , or va lidity of that document.
State of Ai ZOV\_ll,
County of N (1\/0C; D
onD (AV\ VJl~ ) /_p , 20,aLi_ before m~a.caUWll w 1'~1: 1'11) tllvy
(name and ti t le of offi er), personally appeared [C\\ ~Sc\/\ YYl-l who proved
to me on the basis of satisfactory evidence to be the pers on(s) whos e name(s) is/are
subscribed to the within instrument and acknowledged to me that she/she/they
executed the same in his/he r/their authorized capacity(ies), and that by his/her/their
signature(s) on the instrument the person(s), or the enti ty upon behalf of which the
person(s) acted, execute d the instrument.
I certify under PENAL TY OF PERJURY under the laws of the State of
that the foregoing paragraph is true and correct.
AY\2DVlO\J
W ITNESS my hand a official seal.
(Seal)
, Jacqueline Perpignani
_ , Notary Public -Navajo County
-Arizona Commission #630222
My Commission Expires
July 12, 2026
Page 1 of 1
2621 S Birch St - 101119515 &
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YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
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Address Suite City
Project Scope/Business Description
1. 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. 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)
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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 for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? 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 leaving a space or requiring use of a card,
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depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
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commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
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required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
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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 is true:
Print Name Signature
Phone Number ( ) Date / /
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
COM
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O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
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 Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** 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:
OCFA COMMENTS:
No further action required on this specific plan type, based
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Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
Updated: 08/30/2021
2621 S Birch St - 101119515 &
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