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PLAN VIEW
FG3154-4G TYPICAL ANCHORAGE:
WEIGHT
(4) 3/8" DIA. AMIFAST CONCRETE INSERTS (PART# 165003 &
ALLOWABLE
TEST REPORT 95329 BY ELEMENT MATERIALS TECHNOLOGY)
a"
W/ 3/8" DIA. BOLT ASTM A307, 3" MIN. EDGE DISTANCE,
`0
1-3/8" EMBED. INTO CONCRETE (BASE PAN MIN. THICKNESS
c
= 0.69" AND MIN. BEARING STRENGTH = 6 KSI)
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F
HURRICANE CONCRETE PAD FOR GENERATORS
(GENERAC AND HONEYWELL UNITS)
(ON -GRADE APPLICATIONS ONLY)
1/4" 0 ANCHOR _
LOCATION FG5431-4G
\�
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1.05" � �- o
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7.74" -�
• 53.60" (PAD LENGTH)
PLAN VIEW
FG5431-4G TYPICAL ANCHORAGE:
(3) 1/4" DIA. CONCRETE INSERTS (PART# RM0119 & TEST
REPORT # 12-0967 BY TEC SERVICES) W/ 1/4" DIA. BOLT
ASTM A307, 3" MIN. EDGE DISTANCE, 1-1/4" EMBED. INTO
CONCRETE (MIN. BEARING STRENGTH = 6 KSI)
I
GENERATOR UNIT BY
SEPARATE SUBMITTAL
(SEE CONCRETE PAD
SCHEDULE FOR MINIMUM
WEIGHT REQUIRED)
FRONT VIEW
PAD LENGTH
ALLOWABLE DESIGN PRESSURE: SEE TABLE
Gordon DiBattisto PE
FL PE 82328 CA 9885
REQUIRED WIND LOAD DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM
SHALL BE DETERMINED UNDER SEPARATE CERTIFICATION ON A JOB -SPECIFIC BASIS IN
ACCORDANCE WITH THE GOVERNING CODE. SITE-SPECIFIC LOAD REQUIREMENTS AS
DETERMINED IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE SHALL BE LESS
THAN OR EQUAL TO THE POSITIVE OR NEGATIVE DESIGN PRESSURE "ASD" CAPACITY
VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN.
GENERAL NOTES
1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE SIXTH EDITION (2017).
2. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM SHALL BE
DETERMINED BY OTHERS ON A JOB -SPECIFIC BASIS IN ACCORDANCE WITH THE GOVERNING CODE.
3. MAXIMUM DIMENSIONS AND WEIGHT OF GENERATORS UNIT SHALL CONFORM TO SPECIFICATIONS
STATED HEREIN.
4. THE AREA UNDER CONCRETE SLAB ON GROUND SHALL HAVE ALL VEGETATION, STUMPS, ROOTS,
AND FOREIGN MATERIALS REMOVED PRIOR TO INSTALLATION ON COMPACTED SOIL AS VERIFIED BY
OTHERS. THESE CONCRETE PADS HAVE BEEN DESIGNED FOR A MINIMUM BEARING CAPACITY OF
2,000 PSF AND MINIMUM SUBGRADE MODULUS = 100 PCI. SHOULD OTHER CONDITIONS OR
MATERIALS BE ENCOUNTERED, THE ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO
PROCEEDING WITH THE WORK.
S. RESISTANCE TO SLIDING OF THE PAD ON THE GROUND IS NOT PART OF THIS DOCUMENT AS SOIL
CHARACTERISTICS AND PAD PLACEMENT VARIES.
6. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. ALL
MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER
RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR.
7. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS
SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL
COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL
FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR
BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 15.
S. HOLLOW PADS FOR USE WHERE APPLICABLE BY CODE.
9. WATER -TIGHTNESS OF EXISTING FINISHES SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING
CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING
MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED
HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE
ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE
INSTALLING CONTRACTOR.
:0. THE ROLE OF THIS ENGINEER FOR THIS PROJECT IS THAT OF SPECIALTY ENGINEER AND NOT THE
ENGINEER OF RECORD. CONSEQUENTLY, THE ARCHITECT/ENGINEER OF RECORD SHALL BE
RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL
BE COORDINATED BY THE PERMITTING CONTRACTOR.
11. THIS DOCUMENT IS GENERIC AND DOES NOT PERTAIN TO ANY SPECIFIC PROJECT SITE.
INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR -SUPPLIED DATA AND
MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY
FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. DIMENSIONS ARE SHOWN TO
ILLUSTRATE DESIGN FORCES AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY, BUT MUST
REMAIN WITHIN THE LIMITATIONS SPECIFIED HEREIN. WORK SHALL BE FIELD VERIFIED BY OTHERS
PRIOR TO CONSTRUCTION. ENGINEERING EXPRESS SHALL BE NOTIFIED AND GIVEN AN
OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION
PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION
OF MATERIALS. ALTERATIONS OR ADDITIONS TO THIS DOCUMENT ARE NOT PERMITTED AND
INVALIDATE OUR CERTIFICATION.
12. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE
INTENDED.
CONCRETE PAD SCHEDULE
N I
SCAN HERE:
MINIMUM
ABOUT THIS DOCUMENT
PAD DIMENSIONS (IN)
ENGINEER -CERTIFIED ORIGINALS, VARIATIONS & MORE �
WIND LOADS
INFORMATION CAN BE FOUND BY VISITING S
ENGINEERINGEXPRESS.COM/STORE
(CONCRETE-----
OR BY SCANNING OR USING ,
THE WEB ADDRESS FOUND HERE >
THIS DOCUMENT NOT VALID WITHOUT -
I - PAD
ORIGNALENGINEERCERTIFICATION OR,GOTO
ECALC.10/141669
1/4" 0 ANCHOR _
LOCATION FG5431-4G
\�
� a
r'7 x
tt
1.05" � �- o
In Q
o a
i N
O
D
17.98" i O
M
� r
7.74" -�
• 53.60" (PAD LENGTH)
PLAN VIEW
FG5431-4G TYPICAL ANCHORAGE:
(3) 1/4" DIA. CONCRETE INSERTS (PART# RM0119 & TEST
REPORT # 12-0967 BY TEC SERVICES) W/ 1/4" DIA. BOLT
ASTM A307, 3" MIN. EDGE DISTANCE, 1-1/4" EMBED. INTO
CONCRETE (MIN. BEARING STRENGTH = 6 KSI)
I
GENERATOR UNIT BY
SEPARATE SUBMITTAL
(SEE CONCRETE PAD
SCHEDULE FOR MINIMUM
WEIGHT REQUIRED)
FRONT VIEW
PAD LENGTH
ALLOWABLE DESIGN PRESSURE: SEE TABLE
Gordon DiBattisto PE
FL PE 82328 CA 9885
REQUIRED WIND LOAD DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM
SHALL BE DETERMINED UNDER SEPARATE CERTIFICATION ON A JOB -SPECIFIC BASIS IN
ACCORDANCE WITH THE GOVERNING CODE. SITE-SPECIFIC LOAD REQUIREMENTS AS
DETERMINED IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE SHALL BE LESS
THAN OR EQUAL TO THE POSITIVE OR NEGATIVE DESIGN PRESSURE "ASD" CAPACITY
VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN.
GENERAL NOTES
1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE SIXTH EDITION (2017).
2. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM SHALL BE
DETERMINED BY OTHERS ON A JOB -SPECIFIC BASIS IN ACCORDANCE WITH THE GOVERNING CODE.
3. MAXIMUM DIMENSIONS AND WEIGHT OF GENERATORS UNIT SHALL CONFORM TO SPECIFICATIONS
STATED HEREIN.
4. THE AREA UNDER CONCRETE SLAB ON GROUND SHALL HAVE ALL VEGETATION, STUMPS, ROOTS,
AND FOREIGN MATERIALS REMOVED PRIOR TO INSTALLATION ON COMPACTED SOIL AS VERIFIED BY
OTHERS. THESE CONCRETE PADS HAVE BEEN DESIGNED FOR A MINIMUM BEARING CAPACITY OF
2,000 PSF AND MINIMUM SUBGRADE MODULUS = 100 PCI. SHOULD OTHER CONDITIONS OR
MATERIALS BE ENCOUNTERED, THE ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO
PROCEEDING WITH THE WORK.
S. RESISTANCE TO SLIDING OF THE PAD ON THE GROUND IS NOT PART OF THIS DOCUMENT AS SOIL
CHARACTERISTICS AND PAD PLACEMENT VARIES.
6. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. ALL
MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER
RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR.
7. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS
SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL
COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL
FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR
BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 15.
S. HOLLOW PADS FOR USE WHERE APPLICABLE BY CODE.
9. WATER -TIGHTNESS OF EXISTING FINISHES SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING
CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING
MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED
HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE
ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE
INSTALLING CONTRACTOR.
:0. THE ROLE OF THIS ENGINEER FOR THIS PROJECT IS THAT OF SPECIALTY ENGINEER AND NOT THE
ENGINEER OF RECORD. CONSEQUENTLY, THE ARCHITECT/ENGINEER OF RECORD SHALL BE
RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL
BE COORDINATED BY THE PERMITTING CONTRACTOR.
11. THIS DOCUMENT IS GENERIC AND DOES NOT PERTAIN TO ANY SPECIFIC PROJECT SITE.
INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR -SUPPLIED DATA AND
MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY
FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. DIMENSIONS ARE SHOWN TO
ILLUSTRATE DESIGN FORCES AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY, BUT MUST
REMAIN WITHIN THE LIMITATIONS SPECIFIED HEREIN. WORK SHALL BE FIELD VERIFIED BY OTHERS
PRIOR TO CONSTRUCTION. ENGINEERING EXPRESS SHALL BE NOTIFIED AND GIVEN AN
OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION
PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION
OF MATERIALS. ALTERATIONS OR ADDITIONS TO THIS DOCUMENT ARE NOT PERMITTED AND
INVALIDATE OUR CERTIFICATION.
12. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE
INTENDED.
CONCRETE PAD SCHEDULE
N I
L. BENNARDO, P.E.
46549 CA# 9885
07/1 12019
TIEtt1:G ENGIXEEN IS : '. "E LISIF[f Ni :Y.E SFPI
SIGNATURE & ENGINEER SEAT
IF THERE 15 A DIGITAL
SIGNATURE ON SHEET 1, THIS
SHEET IS PART OF A DIGITALLY
SIGNED FILE, SHALL REMAIN IN
DIGITAL FORMAT, & PRINTED
COPIES OF THIS DOCUMENT
ARENOT CONSIDERED SIGNEI
AND SEALED. IF THERE IS NO
DIGITAL SIGNATURE ON SHEET 1
OR THIS SHEET DOES NOT
CONTAIN AN ENGINEER'S
ORIGINAL SIGNATURE & SEAL,
U IT DIMENSIONS (IN)
MINIMUM
1
PAD DIMENSIONS (IN)
WMrU0f
WIND LOADS
GENERATOR
UNIT
(CONCRETE-----
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ITEM UNIT
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PAD
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WEIGHT
ALLOWABLE
ALLOWABLE
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WIDTH! LENGTH HEIGHT!
(LBS)
MODEL #
WIDTH
LENGTH
THICKNESS
(LBS)
PRESSURE
RESULTANT
(PSF)
(LBS)
1 1 I8KW
25.00 48.00 29.00
360
_
30.56
53.S6
4.00
240
30.72
1 296.93
2 10KW
25.00 48.00 29.00
407
30.56
53.56
4.00
240
33.13
320.25
3 14KW
25.00 I 48.00 29.00
435
30.56
53.56
4.00
240
34.57
334.21
4 1 16K
25.00 48.00 29.00
409
30.56
53.56
4.00
240
33.10
319.97
5 16KW
25.00 48.00 1 29.00
513
v- 4
30.56
53.56
4.00
240
� 38.53
372.44
U) M
6 17KW
25.00 48.00 29.00
471
M1-
30.56
53.56
4.00
240
36.40
351.88
7 17KW
25.00 48.00 29.00
431
(DLL.
53.56
4.00
240
34.37
332.20
LL.30.56
8 20KW
25.00 48.00 29.00
451
30.56
53.56
4.00
240
35.39
342.12
9 120KW
25.00 48.00 29.00
448
30.56
53.56
114.00
240
35.26
340.85
10 l22KW
25.00 48.00 29,00
466 I
_ I
30.56
53.56
4.00
240
36.35
351.38
NOTES:
1- CONCRETE PADS WEIGHT PROVIDED BY MANUFACTURER,
VERIFIED BY OTHERS.
2- MINIMUM COMPRESSIVE STRENGTH, Pc=4,000
PSI AT
28 DAYS.
3- ALL OTHER UNITS NOT SHOWN SHALL BE DESIGNED
ON A CASE
BY CASE
BASIS. LARGER CONCRETE
PADS MAY BE DESIGNED
PER DIFFERENT LOAD COMBINATIONS.
L. BENNARDO, P.E.
46549 CA# 9885
07/1 12019
TIEtt1:G ENGIXEEN IS : '. "E LISIF[f Ni :Y.E SFPI
SIGNATURE & ENGINEER SEAT
IF THERE 15 A DIGITAL
SIGNATURE ON SHEET 1, THIS
SHEET IS PART OF A DIGITALLY
SIGNED FILE, SHALL REMAIN IN
DIGITAL FORMAT, & PRINTED
COPIES OF THIS DOCUMENT
ARENOT CONSIDERED SIGNEI
AND SEALED. IF THERE IS NO
DIGITAL SIGNATURE ON SHEET 1
OR THIS SHEET DOES NOT
CONTAIN AN ENGINEER'S
ORIGINAL SIGNATURE & SEAL,
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