HomeMy WebLinkAbout1334 N Santiago St - PlanDE
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F: 800-342-0507
5932 Bolsa Avenue, Ste. #107
Huntington Beach, CA 92649
714-892-8810
'PIKPGGTKPI %QPUVTWEVKQP
714-892-8812T:
Stamp:
$6L'HYHORSPHQWH[SUHVVO\UHVHUYHVDOO
common law copyright and property right in these
plans. These plans are not to be reproduced, changed
or copied in any form or manner whatsoever, nor are
they to assigned to any third party without first
obtaining the express written permission and consent
of ASi Development.
Project No.:
Sheet:
-
DP No.:
-
Date Description
1 10/17/2024 PCC 01
2 01/01/2025 PCC 02
3 06/12/2025 PCC 03
4 08/28/2025 PCC 04
GENERAL NOTES
1.SITE ADDRESS MUST BE VISIBLE FROM STREET.
2.ELECTRICAL WIRING AND EQUIPMENT SHALL MEET ELECTRICAL CODE
REQUIREMENTS.
3.ALL EQUIPMENT SHALE BE APPROVED & LISTED FOR THE PROPOSED USE.
4.SIGNS PROHIBITING SMOKING AND OPEN FLAMES SHALL BE POSTED AND
CLEARLY VISIBLE.
5.PIPING VALVES AND FITTINGS SHALL BE APPROVED AND LISTED FOR THE
SPECIFIC APPLICATION BEING PROPOSED.
6.NON-CORROSIVE OR CORROSION PROTECTED MATERIALS SHALL BE
PROVIDED TO AVOID GALVANIC ACTION OF DISSIMILAR METALS.
7.PIPE JOINTS SHALL BE LIQUID TIGHT AND PER MANUFACTURER'S LISTING.
8.STORAGE TANKS SHALL BE TESTED INDEPENDENTLY FROM THE PIPING.
9.DISPENSER PROTECTION SHALL BE BY A CONCRETE ISLAND 6 INCHES OR
CONCRETE BOLLARDS .
10.ALL EQUIPMENT SHALL BE APPROVED AND LISTED FOR THE PROPOSED USE.
11.BREAKAWAY DEVICES SHALL BE DESIGNED TO RETAIN LIQUIDS ON BOTH SIDES
OF THE BREAKAWAY POINT.
12.NOZZLES SHALL BE AUTOMATIC-CLOSING TYPE AND SHALL MEET
MANUFACTURER'S AND CODE REQUIREMENTS.
13.PIPING TESTS: 150 PERCENT OF MAXIMUM ANTICIPATED PRESSURE
HYDROSTATICALLY OR 110 PERCENT OF MAXIMUM ANTICIPATED PRESSURE
PNEUMATICALLY BUT NOT LESS THAN 5 PSIG AT THE HIGHEST POINT.
14.DISPENSER TO BE SECURED IN APPROVAL MANNER PER MFR. & LOCAL
JURISDICTION SPECIFICATIONS.
15.ALL DESIGN AND PLANS BASED ON THE 2022 CBC, CMC, AND ASCE-10 AND ACI
318-14.
1334 SANTIAGO ST., SANTA ANA, CA 92702
SC FUELS
GRAPHIC SCALE: 1" =
0 40'60'20'20'10'
20'
SITE PLAN
VICINITY MAP
PE
N
N
W
A
Y
PROJECT SITE
THIS SITE PLAN HAS BEEN PREPARED WITHOUT THE BENEFIT
OF A TITLE REPORT, SITE SURVEY OR PRELIMINARY
INVESTIGATION WITH THE AUTHORITIES HAVING
JURISDICTION.
NOTE:
SCOPE OF WORK
1.INSTALL (1) NEW ABOVE GROUND 2,000 GALLON " BLUE 1 USA" MINI-BULK
HDPE SINGLE WALL WITHIN EXTERIOR SHELL INSULATED FRP PANELS LEAK
TIGHT HOUSING ABOVEGROUND TANK COMPLETED WITH TANK TOP EQUIPMENT
(OVERFILL ALARM,OVERFILL PREVENTION VALVE, INTERSTITIAL SENSOR, TANK
LEVEL PROBE, SUBMERSIBLE PUMP.
2.INSTALL (2) NEW "BENNETT" DEF DISPENSER.
3.INSTALL "DEF" COMPATIBLE DISPENSER HANGING HARDWARE & PIPING.
4.INSTALL "OMEGAFLEX" DOUBLE WALL FLEXIBLE PIPING SYSTEM WITH OPW
DUCT PIPING 4" DIA. / CASE PIPING TO NEW DISPENSERS.
5.AUTHORITY HAVING JURISDICTION TO BE ON-SITE FOR PIPING PRESSURE TEST
PRIOR TO BACKFILL (IF REQUIRED PER PERMIT).
6.INSTALL (1) NEW DEF AST TANK SLAB
7.CONTRACTOR TO TRENCH AND INSTALL 1" CONDUIT FOR LOW VOLTAGE FROM
VEDEER-ROOT PANEL TO EXISTING MODULAR BUILDING.
8.INSTALL 8' HIGH CHAIN LINK FENCE WITH PRIVACY SLATS OR SCREEN MESH.
SHEET INDEX
CLIENT & AGENT
PROJECT TEAM
I-5 F
W
Y
EXISTING CONCRETE
BOLLARD (TYP.)
(N) BENNETT DEF DISPENSER
(FIRST) SEE DETAIL 1 ON DEF.3 FOR
DISPENSER SIDE REACH DETAIL &
DETAIL 2 FOR ANCHORING.
EXISTING YARD LIGHT (TYP.)
EXISTING DISPENSER (TYP.)
16'-5"
EXISTING ISLAND (TYP.)
PT
1"-0" = 20'-0"
COVER SHEET
& SITE PLAN
P/L
LIMITS OF WORK
SA
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T
.
E. WASHINGTON AVE.
EXISTING U.G. TANK
EXISTING BUILDING
EXISTING STORAGE AREA
2'
-
6
"
21
'
-
1
1
"
3'
-
1
0
"
EXISTING U.G. TANK (TYP.)
(N) BENNETT DEF DISPENSER (SECOND)
ON EXISTING CONCRETE ISLAND . SEE
DETAIL 2 ON DEF.3 FOR ANCHORING.
EXISTING CMU WALL ALONG
P/L
R/W
R/W
EXISTING
CONCRETE
PAVEMENT
EXISTING
CONCRETE
PAVEMENT
EXISTING POS (TYP.)
EXISTING
BUILDING
8'-10"
1
APPLICABLE CODES
CALIFORNIA BUILDING CODE:2022
CALIFORNIA MECHANICAL CODE: 2022
CALIFORNIA PLUMBING CODE: 2022
CALIFORNIA ELECTRICAL CODE: 2022
1
6'
8'-10"
(N) 2,000 GALLON DEF AST
SEE DETAIL 2 ON SHEET DEF.2
& DEF.3 FOR ADDITIONAL
INFORMATION
NEW UNDERGROUND OMEGAFLEX
PIPING WITH OPW DUCT PIPING, 4"
DIA. DUCT / CASE PIPING
2
3
3
3
3'-0"
&21&5(7(
FOOTING
2'-6" CLEAR
3'
,
T
Y
P
PANIC HARDWARE
HOOVER FENCE CO.
D-6045 SURFACE
MOUNT EXIT BAR -
SUPERIOR KIT WITH
LOCK BOX, OR
APPROVED EQUAL
MOUNTING PLATE
8'
-
0
"
LOCKABLE
LATCH
LOCK BOX
GATE LATCH
PROTECTOR TO
PREVENT INTRUSION
FENCE NOTES:
1.SECURE DRIVE-FIT GALVANIZED CAP TO POST WITH 1/4"
ROUND-HEAD RIVET.
2.STEEL BANDS AT TENSION BARS SHALL BE 1/8" X 1"
MINIMUM, SPACED AT MAXIMUM 16" O.C.
3.CORNER POSTS SHALL BE USED WHERE FENCE LINE
'()/(&7,21*5($7(57+$1
4.ALL GATES SHALL BE LOCKABLE.
5.ALL PEDESTRIAN ACCESS GATES SHALL HAVE A SURFACE
MOUNTED PANIC BAR INSTALLED.
A. HARDWARE SHALL BE INSTALLED 36" ABOVE FINISHED
GRADE.
B. KEYED ENTRY IS REQUIRED AT ALL PEDESTRIAN GATES.
6.FENCE FINISH SHALL BE GALVANIZED CHAIN LINK COATED
FENCE 2" DIAMOND, 9 GAUGE WIRE, GALVANIZED POSTS,
GATE FRAME, AND HARDWARE.
7.POST SPACING SHALL BE A MAXIMUM OF 8'-0" O.C.
8.NOMINAL FENCE HEIGHT SHALL BE 8'-0" MIN. ABOVE
FINISHED SURFACE, AND TOP OF FENCE SHALL BE UNIFORM
ALONG THE ENTIRE FENCE LINE.
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5932 Bolsa Avenue, Ste. #107
Huntington Beach, CA 92649
714-892-8810
'PIKPGGTKPI %QPUVTWEVKQP
714-892-8812T:
Stamp:
$6L'HYHORSPHQWH[SUHVVO\UHVHUYHVDOO
common law copyright and property right in these
plans. These plans are not to be reproduced, changed
or copied in any form or manner whatsoever, nor are
they to assigned to any third party without first
obtaining the express written permission and consent
of ASi Development.
Project No.:
Sheet:
-
DP No.:
-
Date Description
1 10/17/2024 PCC 01
2 01/01/2025 PCC 02
3 06/12/2025 PCC 03
4 08/28/2025 PCC 04
LOCKING MECHANISM, PUSH PANIC HARDWARE, AND
KICK PLATE SHALL BE PROVIDED ON WALK GATE.
3'-0"
PEDESTRIAN ACCESS GATEPEDESTRIAN ACCESS GATE
01
3
CHAIN LINK
FENCE & GATE
DETAILS
02
10'-0" O.C. MAX SPACING
4
NON HAZARDOUS NFPA PLACARD
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5932 Bolsa Avenue, Ste. #107
Huntington Beach, CA 92649
714-892-8810
'PIKPGGTKPI %QPUVTWEVKQP
714-892-8812T:
Stamp:
$6L'HYHORSPHQWH[SUHVVO\UHVHUYHVDOO
common law copyright and property right in these
plans. These plans are not to be reproduced, changed
or copied in any form or manner whatsoever, nor are
they to assigned to any third party without first
obtaining the express written permission and consent
of ASi Development.
Project No.:
Sheet:
-
DP No.:
-
Date Description
1 10/17/2024 PCC 01
2 01/01/2025 PCC 02
3 06/12/2025 PCC 03
4 08/28/2025 PCC 04
CONSTRUCTION NOTES
7
3
8 9 10
PT
SEE PLAN
1 NEW DISPENSER ON EXISTING
ISLAND 2
4 5 DEF CONNECT @ DISPENSER
(SECOND DISPENSER)
DISPENSER
DEF EQUIPMENT
TANK
PIPING & MISC.
1
2
3
DEF
SITE PLAN
& DETAILS
3
4
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5932 Bolsa Avenue, Ste. #107
Huntington Beach, CA 92649
714-892-8810
'PIKPGGTKPI %QPUVTWEVKQP
714-892-8812T:
Stamp:
$6L'HYHORSPHQWH[SUHVVO\UHVHUYHVDOO
common law copyright and property right in these
plans. These plans are not to be reproduced, changed
or copied in any form or manner whatsoever, nor are
they to assigned to any third party without first
obtaining the express written permission and consent
of ASi Development.
Project No.:
Sheet:
-
DP No.:
-
Date Description
1 10/17/2024 PCC 01
2 01/01/2025 PCC 02
3 06/12/2025 PCC 03
4 08/28/2025 PCC 04
NOTE:
1.TOTAL MAX WEIGHT OF 1,000 GALLON AST WHEN FULLY LOADED (100%) 21,500 LBS.
2.THE DOOR POSITION CAN BE SELECTED ON THE SIDE OR FRONT OF UNIT.
1
ISLAND
GROUND
EXCEPTION:
OPERABLE PARTS OF FUEL DISPENSER SHALL BE
PERMITTED TO BE 54" MAX.MEASURED FROM THE
SURFACE OF THE VEHICULAR WAY WHERE FUEL
DISPENSER ARE INSTALLED ON EXISTING CURB.
2,000 GAL. DEF
TANK PLAN
& SECTIONS
1
2 3
STRUCTURAL CALCULATIONS
SC Fuels Site Structures
1334 N. Santiago Street
Santa Ana, CA
JKL Project No. 25101
June 27, 2025
Phone:
(626) 524-2210
Email:
Mail@JKLStructural.com
Per ASCE 7-22 13.3.1 Seismic Demands on Nonstructural Components
HfCAR
RμRpo
Ip =1.5
SDS =
Wp =lbs Fp H = inches
Rμ =1.3 (Eq. 13.3-6) H W = inches
Rpo =1.5 (Table 13.5/6-1) L = inches
z/h =0.0
Hf =1.0 (Eq. 13.3-5)
CAR =1.0 (Table 13.5/6-1) W or L
Ωop =2.0
Fp < 1.6 SDSIpWp = lbs Eq. 13.3-2
Fp > 0.3 SDSIpWp = lbs Eq. 13.3-3
Overturning Load = Fp x (H/2) x Ωop / (shorter dimension between W and L) + 0.2 Sds Wp
ft-lbs
Capacity of bolts/screws = lbs (1/2" dia Simpson Strongbolt 2 w/ 3.375" embed)
Number of bolts/screws required =
Use 2-1/2" dia Simpson Strongbolt 2 w/ 3.375" embed
Sliding = lbs
Capacity of bolts/screws = lbs (1/2" dia Simpson Strongbolt 2
Number of bolts/screws required = w/ 3.375" embed)
Use 2-1/2" dia Simpson Strongbolt 2 w/ 3.375" embed
Wind Design not required as Seismic Load governs by inspection.
Fp =
3500
1.042
[ ]0.4SDSIpWp
CALCS/SKETCHES
By: JL Checked:
Project : 1334 N. Santiago St (Dispenser)
Project No: 25101
Date: 6/27/25 Page:
1641.2
1000.0
1.6
18.0
Eq. 13.3-1lbs
8752.8
1641.2
52.0
19.5
5470.5
3000.0
1.8
=1122.2
1
Company:Date:6/27/2025
Engineer:Page:1
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
1.Project information
Project description:
Location:
Design name: Design
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.500
Nominal Embedment depth (inch): 3.875
Effective Embedment depth, hef (inch): 3.375
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
hmin (inch): 6.00
cac (inch): 7.50
Cmin (inch): 4.00
Smin (inch): 2.75
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 13.78
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V: 1.0
Reinforcement condition: B tension, B shear
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
Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 1/2"Ø STB2, hnom:3.875" (98mm)
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
Company:Date:6/27/2025
Engineer:Page:2
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
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]: 3000
Vuax [lb]: 1000
Vuay [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
Company:Date:6/27/2025
Engineer:Page:3
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
<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 3000.0 1000.0 0.0 1000.0
Sum 3000.0 1000.0 0.0 1000.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 3000
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
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
Company:Date:6/27/2025
Engineer:Page:4
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
12100 0.75 9075
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 3.375 5270
Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb)
102.52 102.52 6.00 1.000 1.00 1.000 5270 0.65 3426
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 4985 2500 0.50 0.65 3240
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
Company:Date:6/27/2025
Engineer:Page:5
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)grout grout Vsa (lb)
7235 1.0 0.65 4703
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)
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)
3.38 0.500 1.00 2500 6.00 5329
V cbx =(AVc / AVco)ed,V c,V h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1a)
AVc (in2)AVco (in2)ed,V c,V h,V Vbx (lb)Vcbx (lb)
162.00 162.00 1.000 1.000 1.000 5329 0.70 3730
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)
2.0 102.52 102.52 1.000 1.000 1.000 5270 0.70 7378
11. Results
Interaction of Tensile and Shear Forces (Sec. R17.8)
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 3000 9075 0.33 Pass
Concrete breakout 3000 3426 0.88 Pass
Pullout 3000 3240 0.93 Pass (Governs)
Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 1000 4703 0.21 Pass
T Concrete breakout x+ 1000 3730 0.27 Pass (Governs)
Pryout 1000 7378 0.14 Pass
Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Utilization Ratio Permissible Status
Sec. R17.8 0.88 0.11 99.1% 1.0 Pass
1/2"Ø STB2, hnom:3.875" (98mm) 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
Per ASCE 7-22 13.3.1 Seismic Demands on Nonstructural Components
HfCAR
RμRpo
Ip =1.5
SDS =
Wp =lbs Fp H = inches
Rμ =1.3 (Eq. 13.3-6) H W = inches
Rpo =1.5 (Table 13.5/6-1) L = inches
z/h =0.0
Hf =1.0 (Eq. 13.3-5)
CAR =1.0 (Table 13.5/6-1) W or L
Ωop =2.0
Fp < 1.6 SDSIpWp = lbs Eq. 13.3-2
Fp > 0.3 SDSIpWp = lbs Eq. 13.3-3
Overturning Load = Fp x (H/2) x Ωop / (shorter dimension between W and L) + 0.2 Sds Wp
ft-lbs
Capacity of bolts/screws = lbs (3/4" dia Simpson Strongbolt 2 w/ 5" embed)
Number of bolts/screws required =
Use 3/4" dia Simpson Strongbolt 2 w/ 5" embed at 16" o.c.
Sliding = lbs
Capacity of bolts/screws = lbs (3/4" dia Simpson Strongbolt 2 w/ 5" embed)
Number of bolts/screws required =
Use 3/4" dia Simpson Strongbolt 2 w/ 5" embed at 16" o.c.
Wind Design not required as Seismic Load governs by inspection.
7.7
20162.7
4500.0
4.5
197.0
107534.4
20162.7
34825.1
4500.0
lbs Eq. 13.3-1
1.042
43000 93.0
72.5
Date: 6/27/25 Page:
Fp = 0.4SDSIpWp [ ] =13786
Project : 1334 N. Santiago St (Mini-bulk Storage)
Project No: 25101 CALCS/SKETCHES
By: JL Checked:
1
Company:Date:6/27/2025
Engineer:Page:1
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
1.Project information
Project description:
Location:
Design name: Design
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.750
Nominal Embedment depth (inch): 5.750
Effective Embedment depth, hef (inch): 5.000
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
hmin (inch): 8.75
cac (inch): 8.00
Cmin (inch): 4.25
Smin (inch): 3.50
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 13.78
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V: 1.0
Reinforcement condition: B tension, B shear
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
Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 3/4"Ø STB2, hnom:5.75" (146mm)
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
Company:Date:6/27/2025
Engineer:Page:2
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
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: Yes
Strength level loads:
Nua [lb]: 4500
Vuax [lb]: 4500
Vuay [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
Company:Date:6/27/2025
Engineer:Page:3
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
<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 4500.0 4500.0 0.0 4500.0
Sum 4500.0 4500.0 0.0 4500.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 4500
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
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
Company:Date:6/27/2025
Engineer:Page:4
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
29700 0.75 22275
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 5.000 9503
Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb)
180.00 225.00 6.00 0.940 1.00 1.000 9503 0.65 4645
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 8500 2500 0.50 0.65 5525
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
Company:Date:6/27/2025
Engineer:Page:5
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2410.2
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)grout grout Vsa (lb)
14480 1.0 0.65 9412
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)
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)
5.00 0.750 1.00 2500 6.00 6510
V cbx =(AVc / AVco)ed,V c,V h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1a)
AVc (in2)AVco (in2)ed,V c,V h,V Vbx (lb)Vcbx (lb)
162.00 162.00 1.000 1.000 1.000 6510 0.70 4557
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)
2.0 180.00 225.00 0.940 1.000 1.000 9503 0.70 10005
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 4500 22275 0.20 Pass
Concrete breakout 4500 4645 0.97 Pass (Governs)
Pullout 4500 5525 0.81 Pass
Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 4500 9412 0.48 Pass
T Concrete breakout x+ 4500 4557 0.99 Pass (Governs)
Pryout 4500 10005 0.45 Pass
Interaction check Nua/Nn Vua/Vn Utilization Ratio Permissible Status
Sec. 17.8.3 0.97 0.99 163.0% 1.0 Fail
FAIL! Selected anchor type and embedment do not meet 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
Wall Wind Loading per ASCE 7-16 29.3.1
Kz=
qh=psf (ult) psf (asd)
G= s= h= B=
Cf=(Case A, B)
Cf=(Case C) Reduction factor = 1.8-s/h =
(Where s/h>0.8)
Openings reduction = 1-(1-ratio)1.5 =
ratio solid area to gross area =
(ratio has to be less than 0.7)
Cf=(Case C Avg) If B/s is greater than 2 then Case C applies:
Case A, B:
F= psf (ult) psf (asd)
Case C:
F= psf (ult) psf (asd)
Use psf (ult) psf (asd)
Case C applies
24.73 14.767
12.21 7.291
24.7 14.8
0.80
2.58 0.8
2.40
1.95
1.85 1
1.85
1.10
0.55
22.4 13.4
1
0.85 8.0 8.0 337 B/s =
1.3
Project : 1334 N. Santiago St (Fence)
Project No: 25101 CALCS/SKETCHES
42.1
Date: 6/27/25 Page:
0.85
By: JL Checked:
1
Pole Footing Embedded in Soil
LIC# : KW-06017733, Build:20.25.06.16 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Chainlink fence post
Project File: 25101.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per IBC 2024 1807.3
Load Combinations Used : ASCE 7-22 / IBC 2024
General Information
Circular
12.0
275.0
1,500.0
Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . . .in
Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf
Max Passive . . . . . . . . . . . . . . . . . . . . . .psf
Calculate Min. Depth for Allowable Pressures
+0.60WGoverning Load Combination :
Lateral Load 0.6660
Moment 2.664 k-ft
Minimum Required Depth 3.50 ft
k
Restraint @ Ground Surface
Pressure at Depth
Actual 924.24 psf
Allowable 962.50 psf
Surface Restraint Force 2,283.43 lbs
Controlling Values
ft^2Footing Base Area 0.7854
Maximum Soil Pressure 0.0 ksf
k
k
k
k
k
Applied Loads
k
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above
k
k
k
k
k
k
k
ft
Lateral Distributed Loads (klf)
TOP of Load above ground surface
BOTTOM of Load above ground surface
0.1480
7.750
0.250
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
ft
Applied Moment (kft)
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
ground surface
ft
Vertical Load (k)
k
Load Combination Results
Factor
Soil IncreaseForces @ Ground Surface
Load Combination
Required
Loads - (k)Moments - (ft-k)Depth - (ft)
Pressure at Depth
Allow - (psf)Actual - (psf)
0.00.000 0.000 0.13 1.00034.4
924.20.666 2.664+0.60W 3.50 1.000962.5
803.90.500 1.998+0.450W 3.25 1.000893.8
STRUCTURAL CALCULATIONS
SC Fuels Site Structures
1334 N. Santiago Street
Santa Ana, CA
JKL Project No. 25101
June 27, 2025
Phone:
(626) 524-2210
Email:
Mail@JKLStructural.com
Wall Wind Loading per ASCE 7-16 29.3.1
Kz=
qh=psf (ult) psf (asd)
G= s= h= B=
Cf=(Case A, B)
Cf=(Case C) Reduction factor = 1.8-s/h =
(Where s/h>0.8)
Openings reduction = 1-(1-ratio)1.5 =
ratio solid area to gross area =
(ratio has to be less than 0.7)
Cf=(Case C Avg) If B/s is greater than 2 then Case C applies:
Case A, B:
F= psf (ult) psf (asd)
Case C:
F= psf (ult) psf (asd)
Use psf (ult) psf (asd)
Case C applies
24.73 14.767
12.21 7.291
24.7 14.8
0.80
2.58 0.8
2.40
1.95
1.85 1
1.85
1.10
0.55
22.4 13.4
1
0.85 8.0 8.0 337 B/s =
1.3
Project : 1334 N. Santiago St (Fence)
Project No: 25101 CALCS/SKETCHES
42.1
Date: 6/27/25 Page:
0.85
By: JL Checked:
1
Pole Footing Embedded in Soil
LIC# : KW-06017733, Build:20.25.06.16 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Chainlink fence post
Project File: 25101.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per IBC 2024 1807.3
Load Combinations Used : ASCE 7-22 / IBC 2024
General Information
Circular
12.0
275.0
1,500.0
Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . . .in
Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf
Max Passive . . . . . . . . . . . . . . . . . . . . . .psf
Calculate Min. Depth for Allowable Pressures
+0.60WGoverning Load Combination :
Lateral Load 0.6660
Moment 2.664 k-ft
Minimum Required Depth 3.50 ft
k
Restraint @ Ground Surface
Pressure at Depth
Actual 924.24 psf
Allowable 962.50 psf
Surface Restraint Force 2,283.43 lbs
Controlling Values
ft^2Footing Base Area 0.7854
Maximum Soil Pressure 0.0 ksf
k
k
k
k
k
Applied Loads
k
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above
k
k
k
k
k
k
k
ft
Lateral Distributed Loads (klf)
TOP of Load above ground surface
BOTTOM of Load above ground surface
0.1480
7.750
0.250
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
ft
Applied Moment (kft)
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
ground surface
ft
Vertical Load (k)
k
Load Combination Results
Factor
Soil IncreaseForces @ Ground Surface
Load Combination
Required
Loads - (k)Moments - (ft-k)Depth - (ft)
Pressure at Depth
Allow - (psf)Actual - (psf)
0.00.000 0.000 0.13 1.00034.4
924.20.666 2.664+0.60W 3.50 1.000962.5
803.90.500 1.998+0.450W 3.25 1.000893.8
Rahman Engineering Inc.
A Civil / Structural & Environmental Engineering Services Company
(Professional Engineer License # C69263, QSD/QSP # 22406)
Rahman Engineering Inc. Tel: (213) 400-8078
13611 12th St., Suite-B, Chino, CA 91710 E-mail: moksud.rahman@gmail.com
STRUCTURAL CALCULATIONS
Project Name & Address
Date: 19-May-21
by - Moksud Rahman, PE
1
4130 Cover St, Long Beach, CA 90808, USA
PROPOSED GATE FOUNDATION
DESIGN BY: JOSEPH BUONYA, A.I.A.
5932 Bolsa Avenue, Ste. #107 - Huntington Beach, CA 92649 Tel: (714) 892-8810 Fax: (800) 342-0507
www.asidvm.com
1334 N. SANTIAGO ST., SANTA ANA, CA 92701
ASCE Hazards Report
Address:
1334 N Santiago St
Santa Ana, California
92701
Standard:ASCE/SEI 7-22 Latitude:33.756939
Risk Category:II Longitude:-117.860318
Soil Class:Default Elevation:144.6745510797167 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
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 102 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 133 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Wed Mar 19 2025
Page 1 of 3https://ascehazardtool.org/Wed Mar 19 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 3https://ascehazardtool.org/Wed Mar 19 2025
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 3 of 3https://ascehazardtool.org/Wed Mar 19 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure category (B, C or D)=C
Importance factor, pg 73, (0.87, 1.0 or 1.15)I =1.00 Category II
Basic wind speed (3 sec. gust wind) V = 95 mph
Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt = 1 Flat
Height of top h = 8 ft
B = 10 ft
Dimension of return corner Lr = 0 ft
DESIGN SUMMARY
Max horizontal wind pressure p = 26 psf
Max total horizontal force at centroid of base F = 1.91 kips
Max bending moment at centroid of base M = 8.39 ft-kips
Max torsion at centroid of base T = 3.26 ft-kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =16.69 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.85
Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85
h = height of top = 8.00 ft
Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20)
p = qh G Cf ==20 psf
F = p As =1.63 kips
M = F (h - 0.5s) for sign, F (0.55h) for wall =7.18 ft-kips
T ==0.00 ft-kips
where: G = gust effect factor. (Sec. 6.5.8, page 26).= 0.85
Cf = net force coefficient. (Fig. 6-20, page 73)1.44
As = B s = 80.0 ft2
Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20)
p = Case A =20 psf
F = Case A =1.63 kips
M = Case A =7.18 ft-kips
T = 0.2 F B =3.26 ft-kips
Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20)
p = qh G Cf
F = S p As
M = S [ F (h - 0.5s) for sign, F (0.55h) for wall ]
T = S Ts
s Distance Cf Pi Asi Fi Mi Ti
0 (ft) (Fig.6-20)2)(kips)(ft-kips)(ft-kips)
2.25 1 8.0 1.800 26 64 1.63 7.19 1.63
1.50 2
1.50 3
1.50 4
1.50 5
1.50 10
1.50 B 10.0 1.200 17 16 0.27 1.20 -1.09
S 1.91 8.39 0.54 <== Case C may not be considered, footnote 3 of Fig. 6-20
Moksudur
Rahman
GATE
Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16
Pole Footing Embedded in Soil
MS CONSULTING ENGINEERSLic. # : KW-06007915
DESCRIPTION:WIND LOAD, W=26 PSF X 8'X10'/2 = 1040 LB. ASSUMED 80% OPENING X 0.2=0.2 K
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: EC.ec6
Project Title:
Engineer:
Project ID:
Printed: 9 FEB 2022, 6:49PM
Project Descr:
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Circular
18.0
250.0
1,500.0
No Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . . .in
Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf
Max Passive . . . . . . . . . . . . . . . . . . . . . .psf
Calculate Min. Depth for Allowable Pressures
+0.60WGoverning Load Combination :
Lateral Load 0.120
Moment 0.960 k-ft
Minimum Required Depth 3.0 ft
k
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 247.075 psf
Allowable 248.082 psf
Controlling Values
ft^2Footing Base Area 1.767
Maximum Soil Pressure 0.0 ksf
k
k
k
k
k
Applied Loads
k
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above
0.20
8.0
k
k
k
k
k
k
k
ft
Lateral Distributed Loads (klf)
TOP of Load above ground surface
BOTTOM of Load above ground surface
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
ftground surface
ft
Vertical Load (k)
k
Load Combination Results
Factor
Soil IncreaseForces @ Ground Surface
Load Combination
Required
Loads - (k)Moments - (ft-k)Depth - (ft)
Pressure at 1/3 Depth
Allow - (psf)Actual - (psf)
0.00.000 0.000 0.13 1.0000.0
247.10.120 0.960+0.60W 3.00 1.000248.1
223.20.090 0.720+0.450W 2.75 1.000223.2
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.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
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)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring 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,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
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:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above 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
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 / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** 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
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
2
□ B
� WIDTH �1 .. LENGTH
3400-6000G TANK ACCESS HATCH
2000G HINGED ROOF
A
TANK OPTIONS TANK SIZE LENGTH (IN) WIDTH (IN) HEIGHT (IN) 2000G 197 72 94 3400G 192 93 107 S000G 227 100 116 6000G 231 110 126
2
1
I
HEIGHT
_J
.. 1
PROJECT REMOTE PLATINUM -WIDE, END DOOR
DWG. EXTERNAL DIMENSIONS
DWG.NO. DRAWN
SD-PLT-REM-53 PA
REV DATE
07/18/2023
SCALE SIZE SHEET
1:60 A 1 OF 2
1
B
A
REV
001
B
A
2
ELECTRICAL PANEL
30/50 AMP ELECTRICAL DISCONNECT
ELECTICAL CONTROL UNIT:
•INVENTORY LEVEL GAUGE
•OVERFILL ALARM & SILENCER•[LOW LEVEL WARNING LIGHT]
[THERMOSTATIC HEATER]
VENTED MANWAY LID
2" FNPT SPARE BULKHEAD
LEVEL SENSOR
[OVERFILL PREVENTION VALVE]
[DEF ALTER]
2" FILL LINE
DISPENSE LINE FOR FIELD CONNECTION
•1" BALL VALVE•1" FNPT CONNECTION
NOTE: OPTIONAL COMPONENTS ARE LISTED IN
SQUARE BRACKETS [ ].
2
2" DRY-BREAK
FILL ADAPTER
PROJECT
DWG.
DWG.NO.
1
30 PSI PRESSURE RELIEF VALVE
AND ANTI-SIPHON VALVE
FREESTANDING
TANK
SUBMERSIBLE PUMP
REMOTE PLATINUM - WIDE, END DOOR
PLUMBING & ELECTRICAL
DRAWN
REV
001
SD-PLT-REM-53 PA
REV DATE
07/18/2023
SCALE SIZE SHEET
1:50 A 2OF2
1
B
A
2
1
CITY OF SANTA ANA
Planning and Building Agency
w
► 72 �i
*SIDE DOOR NOT AN OPTION ON
340OG-6000G UNITS
2
197
b I ull
DEF SOLUTIONS
bluel defsolutions.com
AVAILABLE
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
PROJECT
REMOTE PLATINUM - WIDE, SIDE DOOR
DWG.
EXTERNAL DIMENSIONS
DWG. NO. DRAWN REV DATE
SD-PLT-REM-S4 ES 08/21/2023
SCALE SIZE SHEET
1:60 A 1 OF
1
REV
002
V
IN
w
ICI
2
2" FNPT SPARE BULKHEAD
LEVEL SENSOR --\
VENTED MANWAY LID
[OVERFILL PREVENTION VALVE]
ELECTRICAL PANEL ---\
30/50 AMP ELECTRICAL DISCONNECT
ELECTICAL CONTROL UNIT:
• INVENTORY LEVEL GAUGE
• OVERFILL ALARM & SILENCER
• [LOW LEVEL WARNING LIGHT]
[THERMOSTATIC HEATER]
DISPENSE LINE FOR FIELD CONNECTION
• 1" BALL VALVE
• 1" FNPT CONNECTION
NOTE: OPTIONAL COMPONENTS ARE LISTED IN
SQUARE BRACKETS [ ].
2
2" DRY -BREAK
FILL ADAPTER
b I ull
DEF SOLUTIONS
bluel defsolutions.com
1 CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
30 PSI PRESSURE RELIEF VALVE
AND ANTI -SIPHON VALVE
FREESTANDING
TANK
SUBMERSIBLE PUMP
[DEF FILTER]
2" FILL LINE
PROJECT
REMOTE PLATINUM - WIDE, SIDE DOOR
DWG. REV
PLUMBING & ELECTRICAL
DWG. NO. DRAWN REV DATE 002
SD-PLT-REM-S4 ES 08/21/2023
SCALE SIZE SHEET
1:50 A 20F2
1
i
V