HomeMy WebLinkAbout20-024R2RecordES•
3
56'-0
0
a
46'-0
N
GENERAL NOTES
C7
LO
0
�
0111
22.2
11
_F5 RESPONSIBLE OR LIABLE FOR THE USE OF EXIST. FOOTINGS.
0
46'-0
-,F5 I-
4'-0
•
3
56'-0
ASD, RISC 14th EDITION.
3. ANALYSIS OF THIS STRUCTURE HAS BEEN ACCOMPLISHED
SOlFTWAREE LATEST GENERATION OF MATRIX BASED
46'-0
II I_ III
DIMENSIONS: #4 STEEL MAT #5 STEEL MAT #6 STEEL MAT
'-cWxD TOP AND BOTTOM TOP AND BOTTOM TOP AND BOTTOM
GENERAL NOTES
FIG.
22.2
11
_F5 RESPONSIBLE OR LIABLE FOR THE USE OF EXIST. FOOTINGS.
L1 1/2x 1 1/2x/8
46'-0
-,F5 I-
4'-0
SITE COEFFICIENT Fa
I
TAB.
I.._..,...,,,,,,,,,,,,,,,,;,.,.....,,; NOTE: THIS CANOPY IS DESIGNED PER ASCE 7-16
/16 I I
PAVEMENT I I
4. COLUMN SLENDERNESS FACTORS ARE BASED ON
CHAPTER C, DIRECT ANALYSIS METHOD.
I
I I
7
FASCIA BRACE
4,-0
! I
NCE
CODEFLORIDA EGODE
1,-0@4'-Oo/c
SITE COEFFICIENT Fv
w/
HSS 1 Ox 1 Ox /1 B ,'` '--- TOP MAT SEE SCH. 20
{ )
11.4-2
i+
SUPPORTS OVER PUMPS SHALL BE OF NONCOMBUSTIBLE MATERIALS, FIRE -RETARDANT -TREATED WOOD COMPLYING WITH CHAPTER
7" GUTTER
TIE TRACK
•
B
23, WOOD OF TYPE IV SIZES OR OF CONSTRUCTION PROVIDING 1 -HOUR FIRE RESISTANCE. COMBUSTIBLE MATERIALS USED IN OR
MAIN BEAM
.30(13.26):j
SEISMIC RESPONSE COEFFICIENT Cs 0.0199 0.0478
®
l
DEAD LOAD 4.0 PSF 1606.1
ON A CANOPY SHALL COM PLY WITH ONE OFTHE FOLLOWING:
L1 x1 xlfg
1 8x35
PSF. THE BEARING VALUE SHALL BE VERIFIED BY THE G.C.
Z
RESPONSE MODIFICATION FACTOR R 3.00 1 1.25
TAB. 12.2-1
WELDS
Q 1/4
L_
-7
FOOTINGS SHALL BEAR IN UNDISTURBED SOIL. ALL T/FOOT.
-.A( E
3mm ACM
X BASE SHEAR Kis I = .62
EQ. 12.8-1
V)
PREPARED BY: CARTER-MILLER-SANSING LTD. P.0.134324 MERIDIAN MS 39304 601-483-0601
ELEVATION ARE TO BE THE SAME UNLESS SHOWN OTHERWISE.
- 16x26 Ga. = 23/4
FASCIA
i
2, P ASTICS COVERED BY ALUMINUM FACINGHAVING A THICKNESS OF NOT LESS THAN 0.010 INCH (0.30 MM) OR
TYF.
>1/8
IF ELEVATIONS ARE NOT THE SAME, CHAPMAN CANOPIES
FO COLUMN
I I
I I I
CORROSION -RESISTANT STEEL HAVING A BASE METAL THICKNESS OF NOT LESS THAN 0,016 INCH (0.41 MM). THE PLASTIC
MUST BE INSTRUCTED OF ELEV.'S IN WRITING WHEN CANOPY
1 I
1 8x35,
I I
SHALL HAVE A FLAME SPREAD INDEX OF 25 OR LESS AND A SMOKE DEVELOPED INDEX OF 450 OR LESS WHEN TESTED IN THE
SIDE
ORDER IS PLACED. FOOTINGS DESIGN COMPLIES W/ACI-318.
CHAPMAN CANOPY, INC.
5
1 O /16
GREGORY R. MILLER 201 PATRICIA STREET/P.O. BOX 3527/HUEYTOWN,
FLORIDA (CA 31480)
GUTTER
STAGG. DECK
FORM INTENDED FOR USE IN ACCORDANCE WITH ASTM E84 OR UL 723 AND A SELF -IGNITION TEMPERATURE OF 650•F (343•C)
FL REG. 50338 PHONE: 1-(205) 491-4845
• A :
BY:®oQ000�°o00000000,
FASCIA TO BE
CLIPS
PURLIN
SEE PLAN
REINFORCING STEEL -
3mm A.C.M.
o
1
1 I I
I I I
1
AROUND ENTIRE CANOPY
ascAtE: NOTED
0.050338*"
DRAWN
I I !
I I i
I
/
FLAT PAN DECK
L1 1/ x 1 '/-X'/-
18x35 2
DECK TO BE
P-16 22 GA 7== GUTTER
(PERIMETER
I I I I ! IC4!
x
cfl iT
!
! B
I m
I �
TYPI ALRID ING
1 x35 L1 /2x 1 /2x �/g
I I I I I !
I ! I I I I !
I I I I W18x35
LO
0ROOF FRAMING PLAN
N
SCALE: 1/8 = 1'-0
FOOTING SCHEDULE
ASD, RISC 14th EDITION.
3. ANALYSIS OF THIS STRUCTURE HAS BEEN ACCOMPLISHED
SOlFTWAREE LATEST GENERATION OF MATRIX BASED
46'-0
II I_ III
DIMENSIONS: #4 STEEL MAT #5 STEEL MAT #6 STEEL MAT
'-cWxD TOP AND BOTTOM TOP AND BOTTOM TOP AND BOTTOM
GENERAL NOTES
FIG.
22.2
0
DECK
_F5 RESPONSIBLE OR LIABLE FOR THE USE OF EXIST. FOOTINGS.
I
I
I 1 A E.W
L13/gx 1 %x 16GA
-,F5 I-
1.5-2
SITE COEFFICIENT Fa
I
TAB.
I.._..,...,,,,,,,,,,,,,,,,;,.,.....,,; NOTE: THIS CANOPY IS DESIGNED PER ASCE 7-16
/16 I I
PAVEMENT I I
4. COLUMN SLENDERNESS FACTORS ARE BASED ON
CHAPTER C, DIRECT ANALYSIS METHOD.
I
I I
FOUNDA11 :
DESIGN SPECTRAL RESPONSE SD1 0.0464
INCHES (4113 MM) TO THE LOWEST PROJECTING ELEMENT IN THE VEHICLE DRIVE-THROUGH AREA. CANOPIES AND THEIR
! I
NCE
CODEFLORIDA EGODE
e�
SITE COEFFICIENT Fv
HSS 10x 10x /i 6
HSS 1 Ox 1 Ox /1 B ,'` '--- TOP MAT SEE SCH. 20
{ )
11.4-2
i+
SUPPORTS OVER PUMPS SHALL BE OF NONCOMBUSTIBLE MATERIALS, FIRE -RETARDANT -TREATED WOOD COMPLYING WITH CHAPTER
® 6th EDITION
•
V
w._w.. .................,.,i 1 CASE A 1.20(53.03)
23, WOOD OF TYPE IV SIZES OR OF CONSTRUCTION PROVIDING 1 -HOUR FIRE RESISTANCE. COMBUSTIBLE MATERIALS USED IN OR
THE SOIL BEARING VALUE SHALL NOT BE LESS THAN 2000
.30(13.26):j
SEISMIC RESPONSE COEFFICIENT Cs 0.0199 0.0478
12.8.1.1
l
DEAD LOAD 4.0 PSF 1606.1
ON A CANOPY SHALL COM PLY WITH ONE OFTHE FOLLOWING:
z
g
z
o
PSF. THE BEARING VALUE SHALL BE VERIFIED BY THE G.C.
Z
RESPONSE MODIFICATION FACTOR R 3.00 1 1.25
TAB. 12.2-1
WELDS
Q 1/4
.171
L _ J METHOD OF ANALYSIS - EQUIVALENT LATERAL FORCE V=CsW
FOOTINGS SHALL BEAR IN UNDISTURBED SOIL. ALL T/FOOT.
3mm ACM
X BASE SHEAR Kis I = .62
EQ. 12.8-1
V)
PREPARED BY: CARTER-MILLER-SANSING LTD. P.0.134324 MERIDIAN MS 39304 601-483-0601
ELEVATION ARE TO BE THE SAME UNLESS SHOWN OTHERWISE.
- 16x26 Ga. = 23/4
FASCIA
i
2, P ASTICS COVERED BY ALUMINUM FACINGHAVING A THICKNESS OF NOT LESS THAN 0.010 INCH (0.30 MM) OR
1 =_
1 /2 LIP
IF ELEVATIONS ARE NOT THE SAME, CHAPMAN CANOPIES
FO COLUMN
I;
CORROSION -RESISTANT STEEL HAVING A BASE METAL THICKNESS OF NOT LESS THAN 0,016 INCH (0.41 MM). THE PLASTIC
MUST BE INSTRUCTED OF ELEV.'S IN WRITING WHEN CANOPY
A325 BOLTS
SHALL HAVE A FLAME SPREAD INDEX OF 25 OR LESS AND A SMOKE DEVELOPED INDEX OF 450 OR LESS WHEN TESTED IN THE
SIDE
ORDER IS PLACED. FOOTINGS DESIGN COMPLIES W/ACI-318.
CHAPMAN CANOPY, INC.
5
1 O /16
GREGORY R. MILLER 201 PATRICIA STREET/P.O. BOX 3527/HUEYTOWN,
FLORIDA (CA 31480)
GUTTER
FORM INTENDED FOR USE IN ACCORDANCE WITH ASTM E84 OR UL 723 AND A SELF -IGNITION TEMPERATURE OF 650•F (343•C)
FL REG. 50338 PHONE: 1-(205) 491-4845
• A :
BY:®oQ000�°o00000000,
�o® CUSTOMER:
OR GREATER WHEN TESTED IN ACCORDANCE WITH ASTM D1929; OR
SEE PLAN
REINFORCING STEEL -
o
1
3. PANELS CONSTRUCTED OF LIGHT -TRANSMITTING PLASTIC MATERIALS SHALL BE PERMITTED TO BE INSTALLED IN CANOPIES
ascAtE: NOTED
0.050338*"
DRAWN
L L� '5/12/20200
/ 1
® n DATE: APPROVED BY:
/
ERECTED OVER MOTOR VEHICLE FUEL -DISPENSING STATION FUEL DISPENSERS, PROVIDED THE PANELS ARE LOCATED NOT LESS
DETAIL C
ffn
3207 INDUSTRIAL 27TH ST.
\'15'4 FORT PIERCE, FL
HE SAME LOT AND FACE YARDS OR STREETS NOT LESS THAN 40 FEET 12
� I ;AN 10 FEET {3048 MM) FROM ANY BUILDING ON T �
ALL DEFORMED BARS SHALL COMPLY w/ASTM A615 FY=60 AND
-
I
I
oQ 0
DRAWING NO:
92 MM) IN WIDTH ON THE OTHER SIDES. THE AGGREGATE AREAS OF PLASTICS SHALL BE NOT GREATER THAN 1,000 SQUARE
1/22/2019317-014
TYP. 5
/16
I
SHALL BE WIRE TIED AT ALL JOINTS. RUSTY, OILY, OR DIRTY
ET ' MAXIMUM AREA OF ANY INDIVIDUAL PANEL SHALL BE NOT GREATER THAN 100 SQUARE FEET (9.3 M2).
FE�..� 1,03 M2). THE
IR1114 STIFF
j
!
ao
406.7.2.1 CANOPIES USED TO SUPPORT GASEOUS HYDROGEN SYSTEMS.
STEEL SHALL NOT BE USED.
Dr itall Y
CTRD ON
ANGLE
I
I
!
I
I
WELD'
I ON 4
CANOPIES THAT ARE USED TO SHELTER S
DISPENSING OPERATIONS WHERE FLAMMABLE COMPRESSED GASES ARE LOCATED ON THEsignedI
b
y
I
ANCHORBOLTS:
I 4-1
I 2 -EA
ROOF OF THE CANOPY SHALL BE IN ACCORDANCE WITH THE FOLLOWING:
24 GA SCUPPER
ANCHOR BOLTS MUST BE INSTALLED WITH A TEMPLATE
L13/gxl%x16GA
Gregory R
g y
TO MATCH GUTTER
AND WITHIN 1/8 -INCH OF MEASUREMENTS OF THE BASE
RIVET TO GUTTER
PLATE OR COLUMN WILL NOT FIT. CONCRETE CONTRACTOR
2. OPERATIONS LOCATED UNDER CANOPIES SHALL BE LIMITED TO REFUELING ONLY.
IS RESPONSIBLE FOR RECESSING FOOTINGS 10 - INCHES
Date:
D
3, THE CANOPY SHALL BE CONSTRUCTED IN A MANNER THAT PREVENTS THE ACCUMULATION OF HYDROGEN GAS.
BELOW FINISH GRADE AND FOR EXTENDING ANCHOR BOLTS
SCUPPER
5 - INCHES ABOVE FOOTINGS IN ORDER FOR CANOPY TO
ERECT PROPERLY. ANCHOR BOLTS SHALL BE ASTM F1554
a
12:49:28
GRADE 36.
____----
-05'00'
NCR
FIN. DRIVE LEVEL
ALL CONCRETE SHALL BE 3000 PSI IN 28 DAYS, ALL CONC.
SHALL BE PLACED IN ACCORDANCE WITH ACI -318.
W1 6x26
STRUCTURALEL:
L1 1/2X1 1/2 x1/8
AT EACH PURLIN
ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH
4-6/ DIA. A324N
s
AISC SPECIFICATIONS. -SHAPES SHALL BE ASTM A992.
TYP. 1
L11/ 11/ 1/
MISCELLANEOUS STEEL, PLATES, ANGLES, AND CHANNELS ARE
TO BE ASTM A36. HSS SHAPES SHALL BE ASTM A500 GR. C.
FOOTING SCHEDULE
ASD, RISC 14th EDITION.
3. ANALYSIS OF THIS STRUCTURE HAS BEEN ACCOMPLISHED
SOlFTWAREE LATEST GENERATION OF MATRIX BASED
46'-0
II I_ III
DIMENSIONS: #4 STEEL MAT #5 STEEL MAT #6 STEEL MAT
'-cWxD TOP AND BOTTOM TOP AND BOTTOM TOP AND BOTTOM
0.0290
FIG.
22.2
LONG PERIOD TRANSITION PERIOD TI 8 FIG.
_F5 RESPONSIBLE OR LIABLE FOR THE USE OF EXIST. FOOTINGS.
I
I
I 1 A E.W
., OPTIONS
ALL STEEL SHOWN IS TO
1i A WAY.
BE PLACED
-,F5 I-
1.5-2
SITE COEFFICIENT Fa
I
1/8 2x 2x s PROOF OF WELDERS CERTIFICATION SHALL BE AVAILABLE
1 BRIDGING TYP. ON REQUEST. ALL BOLTS SHALL BE IN ACCORDANCE
w/ASTM A325.
OTHER CONCRETE
OTHER CONCRETE ITEMS SUCH AS DRIVE THRU SLAB,
BUILDING SLAB, PERIMETER FOOTING AND LOAD BEARING
FOOTINGS NOT USED FOR THE CANOPY ARE TO BE AT
THE SAME ELEVATION UNLESS SHOWN OTHERWISE. IF
W18x35 ELEVATIONS ARE TO VARY, CHAPMAN CANOPIES MUST BE
INSTRUCTED OF ELEVATIONS IN WRITING WHEN ORDER IS
PLACED.
#4 EA. CORNER
_ CASE B
BOTTOM MAT (SEE SCH.)
LIVE LOAD 20.0 PSF LWI APP. RED. 1607.12.2.1
SNOW LOAD 1.0 PSF + DRIFTS ASCE 7-16 PART 7.0
WIND SPEED 159.0 MPH 3 SEC. GUST 49.1 PSF ASCE 7 PART 26-29
CATEGORY 11 Iw 1.0 EXP. C
VERT. ROOF PRESSURE
Case A Cnw Cnl Case B Cnw Cnl ASCE 7 FIG. 27.3-4
* CLEAR WIND FLOW
1.20 53.03 .30 13.26 -1.10(-48.61) -.10(-4.42)
5 F_ __ f5 14 * NOTES: HORIZ. FASCIA PRESSURE EXP. C
PLACE ANCHOR BOLTS
I I I I ON 14 IN. C/C Case A B Cfz Cfx ASCE 7 FIG. 29.3-1
1. THESE LOADS HAVE BEEN APPLIED TO STRUCTURE
I I C71
GUSSETS EACH IN ACCORDANCE WITH ASCE 7-16, CHAPTER 2, 2.4.1 1.89 92.93 1.87 91.62
/$ BASIC COMBINATIONS FOR ALLOWABLE STRESS
t SIDE OF COLUMNS SEISMIC DATA ASCE 7-16
HSS10x10x5lir,
HSS10x1Oxy/1 2. THESE STEEL MEMBERS HAVE BEEN SIZED BASED ON
2 SEC SPECTRUM RESPONSE SS 0.0560 FIG. 22.1
STEEL TUBE w/ 30
FOUNDATION PLAN BASE P-1 x18x1'-6
11/2' NON-SHRINKDIA. x 34AGROUT4
SCALE: 1/8 = 1'-0 UNDER BASE Pf
(GROUT BY OTHERS)
TYP. 5
ASD, RISC 14th EDITION.
3. ANALYSIS OF THIS STRUCTURE HAS BEEN ACCOMPLISHED
SOlFTWAREE LATEST GENERATION OF MATRIX BASED
46'-0
SECTION( 0 E FOUNDATION NOTE:
-
W FOOTINGS PROVIDED BY CUSTOMER. CHAPMAN CAN. IS NOT
0.0290
FIG.
22.2
LONG PERIOD TRANSITION PERIOD TI 8 FIG.
_F5 RESPONSIBLE OR LIABLE FOR THE USE OF EXIST. FOOTINGS.
RISK CATEGORY II TAB.
r _
-,F5 I-
1.5-2
SITE COEFFICIENT Fa
I
TAB.
I.._..,...,,,,,,,,,,,,,,,,;,.,.....,,; NOTE: THIS CANOPY IS DESIGNED PER ASCE 7-16
/16 I I
PAVEMENT I I
4. COLUMN SLENDERNESS FACTORS ARE BASED ON
CHAPTER C, DIRECT ANALYSIS METHOD.
I
I I
I y SEE FIG. 27.3-4, UNBALANCED WIND LOAD
DESIGN SPECTRAL RESPONSE SD1 0.0464
INCHES (4113 MM) TO THE LOWEST PROJECTING ELEMENT IN THE VEHICLE DRIVE-THROUGH AREA. CANOPIES AND THEIR
! I
NCE
CODEFLORIDA EGODE
SITE COEFFICIENT Fv
HSS 10x 10x /i 6
HSS 1 Ox 1 Ox /1 B ,'` '--- TOP MAT SEE SCH. 20
{ )
11.4-2
i+
SUPPORTS OVER PUMPS SHALL BE OF NONCOMBUSTIBLE MATERIALS, FIRE -RETARDANT -TREATED WOOD COMPLYING WITH CHAPTER
® 6th EDITION
•
V
w._w.. .................,.,i 1 CASE A 1.20(53.03)
23, WOOD OF TYPE IV SIZES OR OF CONSTRUCTION PROVIDING 1 -HOUR FIRE RESISTANCE. COMBUSTIBLE MATERIALS USED IN OR
.30(13.26):j
SEISMIC RESPONSE COEFFICIENT Cs 0.0199 0.0478
12.8.1.1
l
DEAD LOAD 4.0 PSF 1606.1
ON A CANOPY SHALL COM PLY WITH ONE OFTHE FOLLOWING:
z
g
z
o
#4 EA. CORNER
_ CASE B
BOTTOM MAT (SEE SCH.)
LIVE LOAD 20.0 PSF LWI APP. RED. 1607.12.2.1
SNOW LOAD 1.0 PSF + DRIFTS ASCE 7-16 PART 7.0
WIND SPEED 159.0 MPH 3 SEC. GUST 49.1 PSF ASCE 7 PART 26-29
CATEGORY 11 Iw 1.0 EXP. C
VERT. ROOF PRESSURE
Case A Cnw Cnl Case B Cnw Cnl ASCE 7 FIG. 27.3-4
* CLEAR WIND FLOW
1.20 53.03 .30 13.26 -1.10(-48.61) -.10(-4.42)
5 F_ __ f5 14 * NOTES: HORIZ. FASCIA PRESSURE EXP. C
PLACE ANCHOR BOLTS
I I I I ON 14 IN. C/C Case A B Cfz Cfx ASCE 7 FIG. 29.3-1
1. THESE LOADS HAVE BEEN APPLIED TO STRUCTURE
I I C71
GUSSETS EACH IN ACCORDANCE WITH ASCE 7-16, CHAPTER 2, 2.4.1 1.89 92.93 1.87 91.62
/$ BASIC COMBINATIONS FOR ALLOWABLE STRESS
t SIDE OF COLUMNS SEISMIC DATA ASCE 7-16
HSS10x10x5lir,
HSS10x1Oxy/1 2. THESE STEEL MEMBERS HAVE BEEN SIZED BASED ON
2 SEC SPECTRUM RESPONSE SS 0.0560 FIG. 22.1
STEEL TUBE w/ 30
FOUNDATION PLAN BASE P-1 x18x1'-6
11/2' NON-SHRINKDIA. x 34AGROUT4
SCALE: 1/8 = 1'-0 UNDER BASE Pf
(GROUT BY OTHERS)
TYP. 5
ASD, RISC 14th EDITION.
3. ANALYSIS OF THIS STRUCTURE HAS BEEN ACCOMPLISHED
SOlFTWAREE LATEST GENERATION OF MATRIX BASED
SEISMIC DESIGN
CATEGORY
TAB. 11.6(1)(2)
A
1 SEC. SPECTRUM RESPONSE S1
0.0290
FIG.
22.2
LONG PERIOD TRANSITION PERIOD TI 8 FIG.
22-14
RISK CATEGORY II TAB.
1.5-1
SEISMIC FACTOR le 1.00 TAB.
1.5-2
SITE COEFFICIENT Fa
1,60
TAB.
11.4-1
/16 I I
PAVEMENT I I
4. COLUMN SLENDERNESS FACTORS ARE BASED ON
CHAPTER C, DIRECT ANALYSIS METHOD.
SEE PLAN
5. BASES ARE FIXED.
DESIGN SPECTRAL RESPONSE SD1 0.0464
INCHES (4113 MM) TO THE LOWEST PROJECTING ELEMENT IN THE VEHICLE DRIVE-THROUGH AREA. CANOPIES AND THEIR
! I
". NS
SITE COEFFICIENT Fv
2.40
TAB.
11.4-2
406.7.2 CANOPIES.
SITE CLASSIFICATION D
TAB. 20.3-1
I I
Kx = 1.0
SITE ADJUSTMENT COEFFICIENT Sms 0.0896
EQ. 11.4-1
SITE ADJUSTMENT COEFFICIENT Sm1 0.0696
Kz = 1.0
CANOPIES UNDER WHICH FUELS ARE DISPENSED SHALL HAVE A CLEAR, UNOBSTRUCTED HEIGHT OF NOT LESS THAN 13 FEET 6
a
r
"'
EQ. 11.4-3
SEE PLAN
5. BASES ARE FIXED.
DESIGN SPECTRAL RESPONSE SD1 0.0464
INCHES (4113 MM) TO THE LOWEST PROJECTING ELEMENT IN THE VEHICLE DRIVE-THROUGH AREA. CANOPIES AND THEIR
". NS
D BEAM
i+
SUPPORTS OVER PUMPS SHALL BE OF NONCOMBUSTIBLE MATERIALS, FIRE -RETARDANT -TREATED WOOD COMPLYING WITH CHAPTER
12.8
•
X
23, WOOD OF TYPE IV SIZES OR OF CONSTRUCTION PROVIDING 1 -HOUR FIRE RESISTANCE. COMBUSTIBLE MATERIALS USED IN OR
SEISMIC RESPONSE COEFFICIENT Cs 0.0199 0.0478
12.8.1.1
#4 EACH CORNER
1/
ON A CANOPY SHALL COM PLY WITH ONE OFTHE FOLLOWING:
z
g
z
o
63/ 63f E,3/$
Z
RESPONSE MODIFICATION FACTOR R 3.00 1 1.25
TAB. 12.2-1
WELDS
Q 1/4
SHIELDED FROM THE PUMPS BY A NONCOMBUSTIBLE 'ELEMENT OF THE CANOPY, OR WOOD OF TYPE IV SIZES;
L _ J METHOD OF ANALYSIS - EQUIVALENT LATERAL FORCE V=CsW
12.8
X BASE SHEAR Kis I = .62
EQ. 12.8-1
V)
PREPARED BY: CARTER-MILLER-SANSING LTD. P.0.134324 MERIDIAN MS 39304 601-483-0601
- 16x26 Ga. = 23/4
i
2, P ASTICS COVERED BY ALUMINUM FACINGHAVING A THICKNESS OF NOT LESS THAN 0.010 INCH (0.30 MM) OR
FO COLUMN
I;
CORROSION -RESISTANT STEEL HAVING A BASE METAL THICKNESS OF NOT LESS THAN 0,016 INCH (0.41 MM). THE PLASTIC
MANUFACTURER:
A325 BOLTS
SHALL HAVE A FLAME SPREAD INDEX OF 25 OR LESS AND A SMOKE DEVELOPED INDEX OF 450 OR LESS WHEN TESTED IN THE
SIDE
CHAPMAN CANOPY, INC.
5
1 O /16
GREGORY R. MILLER 201 PATRICIA STREET/P.O. BOX 3527/HUEYTOWN,
FLORIDA (CA 31480)
AL 35023
FORM INTENDED FOR USE IN ACCORDANCE WITH ASTM E84 OR UL 723 AND A SELF -IGNITION TEMPERATURE OF 650•F (343•C)
FL REG. 50338 PHONE: 1-(205) 491-4845
• A :
BY:®oQ000�°o00000000,
�o® CUSTOMER:
OR GREATER WHEN TESTED IN ACCORDANCE WITH ASTM D1929; OR
SEE PLAN
z& 4/15/2020
1
3. PANELS CONSTRUCTED OF LIGHT -TRANSMITTING PLASTIC MATERIALS SHALL BE PERMITTED TO BE INSTALLED IN CANOPIES
ascAtE: NOTED
0.050338*"
DRAWN
L L� '5/12/20200
/ 1
® n DATE: APPROVED BY:
/
ERECTED OVER MOTOR VEHICLE FUEL -DISPENSING STATION FUEL DISPENSERS, PROVIDED THE PANELS ARE LOCATED NOT LESS
DETAIL C
ffn
3207 INDUSTRIAL 27TH ST.
\'15'4 FORT PIERCE, FL
HE SAME LOT AND FACE YARDS OR STREETS NOT LESS THAN 40 FEET 12
� I ;AN 10 FEET {3048 MM) FROM ANY BUILDING ON T �
-
I
I
oQ 0
DRAWING NO:
92 MM) IN WIDTH ON THE OTHER SIDES. THE AGGREGATE AREAS OF PLASTICS SHALL BE NOT GREATER THAN 1,000 SQUARE
1/22/2019317-014
TYP. 5
/16
I
ET ' MAXIMUM AREA OF ANY INDIVIDUAL PANEL SHALL BE NOT GREATER THAN 100 SQUARE FEET (9.3 M2).
FE�..� 1,03 M2). THE
IR1114 STIFF
j
!
1x1
406.7.2.1 CANOPIES USED TO SUPPORT GASEOUS HYDROGEN SYSTEMS.
Dr itall Y
CTRD ON
ANGLE
I
I
!
I
I
WELD'
I ON 4
CANOPIES THAT ARE USED TO SHELTER S
DISPENSING OPERATIONS WHERE FLAMMABLE COMPRESSED GASES ARE LOCATED ON THEsignedI
b
y
I
I 4-1
I 2 -EA
ROOF OF THE CANOPY SHALL BE IN ACCORDANCE WITH THE FOLLOWING:
"S!
Gregory R
g y
1 TYPE I CONSTRUCTION REQUIREMENTS.
1 H- CANOPY MEET OR EXCEED
. , ..SHALL
Miller
2. OPERATIONS LOCATED UNDER CANOPIES SHALL BE LIMITED TO REFUELING ONLY.
Date:
D
3, THE CANOPY SHALL BE CONSTRUCTED IN A MANNER THAT PREVENTS THE ACCUMULATION OF HYDROGEN GAS.
,r
2020.05.13
12:49:28
____----
-05'00'
SITE CLASSIFICATION D
TAB. 20.3-1
SITE ADJUSTMENT COEFFICIENT Sms 0.0896
EQ. 11.4-1
SITE ADJUSTMENT COEFFICIENT Sm1 0.0696
E9. 11.4-2
DESIGN SPECTRAL RESPONSE SDS 0.0598
EQ. 11.4-3
DESIGN SPECTRAL RESPONSE SD1 0.0464
EQ. 11.4-4
". NS
D BEAM
W Kis 10.30
12.8
X
SEISMIC RESPONSE COEFFICIENT Cs 0.0199 0.0478
12.8.1.1
1/
BASIC STRUCTURAL SYSTEM - SEISMIC RESISTING SYSTEM
Z
RESPONSE MODIFICATION FACTOR R 3.00 1 1.25
TAB. 12.2-1
Q 1/4
L _ J METHOD OF ANALYSIS - EQUIVALENT LATERAL FORCE V=CsW
12.8
X BASE SHEAR Kis I = .62
EQ. 12.8-1
PREPARED BY: CARTER-MILLER-SANSING LTD. P.0.134324 MERIDIAN MS 39304 601-483-0601
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MANUFACTURER:
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CHAPMAN CANOPY, INC.
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GREGORY R. MILLER 201 PATRICIA STREET/P.O. BOX 3527/HUEYTOWN,
FLORIDA (CA 31480)
AL 35023
FL REG. 50338 PHONE: 1-(205) 491-4845
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19317-014