HomeMy WebLinkAboutPLANS 1STRUCTALL BUILDING SYSTEMS
EPS FOAM CORE ROOF PANELS - METAL SKIN
MAR7 2017 TOP & BOTTOM FACING:
!i 0.024" ALUM / 0.024" ALUM
0.030" ALUM/ 0.030" ALUM
PER.MrFTING -�\ 26ga STEEL / 26ga STEEL
St. Lucie County, FL
**36" MAX OVERHANG
�> MA�SE UM CLEA8 AT FRONT, 25% OF
j` f SChfD(ILf)AA' LAST PANEL WIDTH
ALONG SIDES, TYP.
OVERHANG**
CS(OPE pER 8U iDINGCKING CODE)PANEL '?� �LOPTIONAL
CONNECTION AT !l I (GUTTER OR
HOST STRUCTURE :DRIP CAP
PER SEPARATE PANEL (I
ENGINEERING DEPTH ()
CONNECTION AND
HOST STRUCTURE j I
PER SEPARATE I (I
/ ENGINEERING .:
IPPORTING STRUCTURE PER
SEPARATE ENGINEERING
1 CLEAR SPAN ISOMETRIC
1 N.T.S. ISOMETRIC
SEAL ALL JOINTS
WITH CONTINUOUS
0.024"ALUMINUM,
CAULKING
0.030" ALUMINUM
1LB DENSITY EPS
OR 26GA STEEL
CORE FOAM
SKINS
—I{-
I
LI
- r;
CROSS SECTION
TYPICAL PANEL
INTERLOCK
PANEL INTERLOCK
DETAIL
1 N.T.S. DETAIL
DESIGN NOTES:
POSITIVE AND NEGATIVE DESIGN PRESSURES
CALCULATED FOR USE WITH THIS SYSTEM
HAVE BEEN CALCULATED IN ACCORDANCE
WITH ASCE 7-10 AND THE FLORIDA BUILDING
CODE USING ALLOWABLE STRESS DESIGN
METHODOLOGY WITH THE CRITERIA
OUTLINED HEREIN.
MAXIMUM ALLOWABLE
DESIGN PRESSURES:
AS NOTED IN CLEAR
SPAN TABLES
ENCLOSED STRUCTURE LOADS: BY
1. CALCULATIONS BASED ON ASCE 7-10, Vult= 130 MPH - 180 MPH, �} L I CrnJntt
ENCLOSED STRUCTURE COMPONENTS & CLADDING, RISK CATEGORY=II, Kd= . S, 2t=1.0, Kz=TABLE
30.3-1, GCpi=+/-0.18, IS' MEAN ROOF HEIGHT.
SCREENED ENCLOSURE LOADS:
2. WIND LOADS ARE TAKEN AS THE MAXIMUM BETWEEN ASCE 7-10 ENCLOSED STRUCTURE COMPONENTS
& CLADDING (AS DESCRIBED ABOVE) AND THE GOVERNING LOADS AS ILLUSTRATED IN FBC TABLE 2002.4
FOR VERTICAL LOADS ON SOLID ROOFS, UP TO IT MEAN ROOF HEIGHT, Vult= 130 MPH - 180 MPH.
OPEN STRUCTURE LOADS:
3. CALCULATIONS BASED ASCE 7-10, ROOF OVER OPEN STRUCTURE COMPONENTS & CLADDING,
OBSTRUCTED WIND FLOW, RISK CATEGORY=II, Kd=0.85, Kzt=1.0, Kz=0.85, 15' MEAN ROOF HEIGHT,
Vult= 130 MPH - 180 MPH.
*LOAD COMBINATIONS UTILIZED IN THIS MASTER PLAN SHEET HAVE BEEN DERIVED FROM THE
ALLOWABLE STRESS DESIGN LOAD COMBINATIONS ILLUSTRATED IN ASCE 7-10
**ALL WIND SPEEDS LISTED HERE ARE Vult WIND SPEEDS. Vasd WIND SPEEDS MAY BE CALCULATED WITH
THE FOLLOWING CONVERSION: Vult=Vasd x ✓0.6
***CALCULATIONS CONSIDER 9.46• ROOF SLOPE. ROOF LIVE LOADS USED IN CALCULATIONS CONSIDER
20 PSF AS DEFINED IN FBC SECTION 1607.
GENERAL NOTES:
1. THIS SPECIFICATION HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HVHZ. COMPOSITE
ROOF PANELS SHALL COMPLY WITH CHAPTER 7 SECTION 720, CHAPTER 8 SECTION 803, CLASS A INTERIOR
FINISH, AND CHAPTER 26 SECTION 2603 OF THE FBC.
2. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS
WHICH MAY APPLY. DESIGN CRITERIA BEYOND AS STATED HEREIN MAY REQUIRE ADDITIONAL
SITE -SPECIFIC SEALED ENGINEERING.
3. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM.
4. DESIGN PRESSURES AS NOTED HEREIN ARE BASED ON A MAXIMUM TESTED PRESSURE DIVIDED BY A
2.0 FACTOR OF SAFETY.
5. THE ARCHTFECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH WHICH THIS
DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS
DESIGN WHICH SHALL BE COORDINATED BY THE PERMITTING CONTRACTOR.
6. SEPARATE 'SITE -SPECIFIC' SEALED ENGINEERING SHALL BE REQUIRED IN ORDER TO DEVIATE FROM
LOADS, DEFLECTIONS, OR SPANS CONTAINED HEREIN. LINEAR INTERPOLATION OF THE ALLOWABLE SPAN
TABLES LISTED HEREIN SHALL NOT BE PERMITTED. CONTACT THIS ENGINEER FOR ALTERNATE SPAN
/: I HE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC
SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED
ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN
CONJUNCTION WITH THIS DOCUMENT.
8. EPS PANEL PERFORMANCE CHARACTERISTICS FOR SELF IGNITION, FLAME SPREAD AND SMOKE
DENSITY HAVE BEEN QUALIFIED THROUGH APPLICABLE ASTM TEST STANDARDS. SEE EVALUATION REPORT
FOR MORE INFORMATION.
9. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF, INCLUDING
BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. THIS
ADDITIONAL ROOF LOAD CRITERIA SHALL BE PROPERLY ANALYZED BY A LICENSED ENGINEER OR
10. EP5 CORE COMPOSITE PANELS SHALL BE CONSTRUCTED USING TYPE 3105-H254 ALUMINUM FACINGS
OR ASTM A653, CS, TYPE B HOT DIP GALVANIZED G90 COATED STEEL FACINGS. EXPANDED POLYSTYRENE
FOAM SHALL HAVE TYPICAL DENSITY OF 1.0 PCF. THE EPS FOAM SHALL BE ADHERED TO THE ALUMINUM
FACING WITH MORAD M640 SERIES ADHESIVE (BY ROHM AND HAAS COMPANY). FABRICATION SHALL BE IN
ACCORDANCE WITH APPROVED FABRICATION METHODS BY MANUFACTURER FOR ALL PANELS.
11. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO
PREVENT ELECTROLYSIS.
12. 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.
13. EXCEPT AS EXPRESSLY PROVIDED. HEREIN,NO ADDITIONAL CERTIFICATIONS -OR -AFFIRMATIONS ARE
INTENDED.
14. ALTERATIONS, ADDITIONS, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND
INVALIDATE THIS CERTIFICATION.
TABLE VALUE DERIVATIONS:
PANEL PROPERTIES:
1. PANEL STRUCTURAL PROPERTIES DERIVED FROM CERTIFIED TEST REPORTS Nos. TT-506027B, 506027C,
506027D, 509014A, 509014E BY TERRAPIN TESTING, ESP012351P-1, ESP012351P-2, ESP012351P-3,
ESP012351P-3A, ESP012351P-4, ESP012351P-5, ESP012351P-6, EXP012351P-6A, ESP012351P-7,
ESP0123S1P-8, ESP012351P-9, ESP012351P-9A BY ELEMENT MATERIALS TECHNOLOGY.
2. PANEL DEAD LOADS HAVE BEEN FACTORED INTO CALCULATIONS FOR LIVE LOADS OR UPLIFT AS WELL
AS CALCULATIONS FOR PANEL PROPERTIES.
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EPS FOAM CORE COMPOSITE PANELS
ALUMINUM & STEEL METAL SKINS
FBC STH EDITION (2014) PRODUCT APPROVAL *FL 15491.1
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MAXIMUM ALLOWABLE CLEAR SPAN TABLE
ROOF OVER OPEN STRUCTURE:
V�find
Speed
(MPH)
Exposure
Live Load
g✓or Uplift
Deflection
4md
(U...)
3" Panels
4" Panels
6" Panels
0.024"
Alum Skin
O'030"
Alum Skin
0.024"
Alum Skin
0.030"
Alum Skin
26ga Steel
Skin
0.024"
Alum Skin
0.030"
Alum Skin
26ga
Steel Skin
EPS
1-LB EPS
1-LB EPS
I -LB EPS
1-LB EPS
1-LB EPS
1-LB EPS
1-LB EPS
130
B
+/-28 Psf'-5"
11'-9"
12'_1"
12•_71'•
12'_1„
13,_3„
14,_9"
14,_71„
130
B
*/-28 psf_2"
11,_9„
101_101,
12,_3"
12'_1"
IT-3"
14,_9"
14,_11"
130
B
+/-28 pst4„
1V-2"
9'-11"
1V-2"
11'-11"
12,_3"
IT-9"
14'9"
130
C
+/-29 PST'4"
118'-4"
11'-8"
12'-0"
12,-10"
12'-1"
13'-2"
14,_9"
14•_11,•
130
C
+/-29 psf-2"
11'-8"
10'-10"
12,_3"
12.1"
13'-2"
14,-9"
14'-11"
130
C
+/-29 PST"
11,-1"
9'-10"
11,_1••
11, 11••
12'_3"
IT-9"
14,-8"
130
D
+1-35 pst5"
10'-7"
10'-11"
11'-8"
10,-111,
11'-11"
13'-4"
13'-6"
130
D
+/- 36 psf7"
10'-7"
10'-2"
1 V-5"
10'-111,
11'-11"
IT-4"
13,-6„
130
D
+/-35 psf
240
T-10"
1 10._5"
9,_3„
101_51,
101_111,
111_51,
IT_11„
IT-6"
140
B
+/-29 psf
120
1 10'-0"
1 111_9"
12_0"
12•_11„
12,_I"
13,_2,
14,_9"
I4•_I1„
140
B
+/-29 pst
180
9'-2"
1 11'-9"
10'-10"
12'.3"
12'-1"
13'-2"
14'-9"
14'-11"
140
B
+/-29 psf
240
8'4"
11'-2"
9'-10"
11'-11,
11'-11"
12'-3"
IT-9"
14'-8"
140
C
+/-35 psf
120
1 9'-5"
10'-7"
10'-11"
11'-8"
10'-11"
1V-12"
13'4"
13'-6"
140
C
+/-35 psf
180
8'_7,
10,_7,
10'_2,
I1,-6"
101_111,
I1,_1T,
1374"
13,-6"
140
C
+/-35 psi
240
T-10"
10'-5"
9'-3"
10'5"
10'-11"
1V-6"
12'-11"
IT-6"
140
D
+/-42 psf
120
8'-6"
9'-8"
9'-11"
10'-7"
9'-11"
10'-10"
12'-1"
12'-3"
140
D
+/-42 psf
180
9'-8"
9'-6"
10'-7"
9'-11"
10,_10"
12'_1••
12,_3"
140
D
+/-42 pst
240
7'4"
F-r
8'-8" "
9'-9"
9'-11"
10'-9"
12'-1"
12'-3"
155
B
+/-34 psi
120
9'-7"
10'-10"
11'-1"
11'-11"
11'-1"
12'-2"
13'-7"
13,-9„
155
B
+/-34 psf
180
8'-8"
10,-10"
10'-3"
11'-7"
11'A-
127-2"
13'-7"
IT-9"
155
B
+/-34psf
240
T-11"
10'-6"
9-4'
10'-6"
11'-1"
11'-7"
13'-0"
IT-9"
155
C
+/-41 psf
120
8'_8„
91-9"
101_1"
101_9"
101_1"
I1,_0„
12'-0"
12,_5"
155
C
+/-41 psf
180
8'-2"
9,_9„
91-81,
101-9"
10'-1"
111-0"
12'4"
12'-5"
155
C
+/-41 psf
240
T-5„
g,_9,•
8'-9"
9'-10„
10•_1"
I01_101•
I2•_2"
12•_5"
155
D
+/-49 psf
120
91_11,
9'-9"
9-2„
10,_0"
1V-2"
I1•_3„
155
D
+/-49 psf
180
91_01,
91_91,
9,_2,
101_01,
11,_2"
11,_3"
155
D
+/-49 psi
240
8'-2"
1 9'-3"
9'-2"
10'-0"
11'-2"
11'-3"
165
B
+/-38Psf
120
8'-12"
10'-2"
10'-5"
11,_2"
10'-5"
1V-5"
12-9„
IT-11„
165
B
+/-38 psf
180
8'4"
10'-2"
9'-10"
11,-1"
10'-5"
11'-5"
12'-g"
12'-11"
166
B
+/-38 psf
240
T-7"
10'-1"
8'-11"
10'-1"
10'-5"
11'-1"
12'S"
12'-11"
165
C
+/-46 psf
-psf
120
8,_2,
9,_2,
91_51,
101_71,
9,_6„
10'4"
11,_T,
11•_811
165
C
*/-46
180
T-10"
9'-2"
9'-3"
10'-1"
9'-6"
10'4"
11'-7"
11'-8"
165
C
+/-46 psf
240
7,_I"
9,_2"
8,_5„
9,5"
9'-6„
ig'4"
11•_7"
11,-8"
165
D
+/-56 psf
120
8'-7"
9'-2"
8'-7"
T-5"
101S"
10'-7.
165
D
+/-56 psf
180
8'-7"
9'-2"
8'-7"
9'-5"
10'S"
10'-7"
165
D
+1- 56 psi
240
7'-10" 1
8'-10"
8'-7"
9'-5"
10'-6"
10'-7"
170
B
+/-40 psf
120
8'-8"
10'-I"
10'-10"
101-1"
I1'-1"
12,4„
12,5"
170
B
+/-40 psf
180
8,_2"
9'-10"
g,_8„
I0,_I0"
10•_I"
II,_i"
I2,4„
12.5'•
170
B
+/-40 psf
240-9"
9'_I1"
10'-1"
10'-11"
12'-3" 1
12'-6"
170 t
C
+/-49 psi
80
9'-2"
9'-10"
9'-2„
10'-0"
11,_3"
11'4"
170
C
*/-49 psi
120
9'-2"
9'-10"
9'-2"
170t
C
+/-49 psf
180
9'-1"
9'-10"
9,_2"
I0,-0"
I1,_3••
11.4„
170
C
+/-49 psf
240
8,3"
g,_3••
9,_T,
10,_0"
I1,_3"
11,4"
170 t
D
+/- 60 psf
80
8'4"
8'-11"
8'4"
9'-1"
10'-2"
170
D
+/-60 psf
120
8,4"
8'-11"
8'4"
9,_i„
101_2•
10,_3'•
170t
D
*/-60 psf
113
8,4••
8'-11..
8,4„
g,_1„
10•_2"
10,_3"
170
D
+/-60 psf
240
T_g"
8,-8,•
8,4„
9,_1•,
10,_2"
10•_3"
175 t
C
+/-52 psf
80
8'-11"
9,_6„
8'-11"
91_91•
10,_11„
11•_0„
175 t
C
+!- 52 psf
180
8'-10"
9'-6"
8'-11"
9'-9"
10'-11"
17'-0"
175t
D
+/-63 psf
80
8'-11,
8'-8"
8'-1"
8'-10"
9'-11"
9'-12"
175 t
D
+/-63 psf
180
8'-1"
8'-8"
8'-1"
8'-10"
9'-11"
9'-12"
180
C
+/- 55 psf
120
8'-8"
9'-3"
8,_8"
9,-6„
10'-7"
101_9"
180
C
+/- 55 psf
180
8'-8"
9'-3"
8'-8"
9'S"
10'-7"
180 1
C 1
+/-55 psf
240
7'-11"
8'-11"
8'-8"
9'-6"
10'-7"
10'-9"
CLEAR SPAN TABLE USE INSTRUCTIONS:
1. DETERMINE TYPE OF ENCLOSURE TO BE COVERED (ENCLOSED,
SCREENED WALLS, OR OPEN STRUCTURE).
2. DETERMINE THE SITE SPECIFIC REQUIRED ULTIMATE DESIGN WIND
SPEED (MPH), IN ACCORDANCE WITH THE FLORIDA BUILDING
CODE.
3. FIND ALLOWABLE COMPOSITE PANEL CLEAR SPAN IN TABLES FOR
APPROPRIATE PANEL DEPTH, FACING THICKNESS, AND EPS CORE
DENSITY SELECTED.
4. I' INDICATES VALUES NOT VALID FOR USE.
DEFLECTION NOTES:
1. DETERMINE REQUIRED DEFLECTION LIMITATION PER THE
MINIMUM REQUIREMENTS ILLUSTRATED IN THE FLORIDA
BUILDING CODE. _ _
2. (t) INDICATES ROWS FOR USE WITHINTHE HVHZ ONLY.
DEFLECTION LIMITS CONSIDERED FOR USE IN THE HVHZ ARE:
2.1. 1-180 FOR SPANS 512'-0'
2.2. 1-1180 FOR SPANS > 12'-0"
OTHER CONSIDERATIONS:
1. FRONT OVERHANG MAYBE UP TO 3'-0" WITH VALUES LISTED HEREIN.
MAXIMUM UNSUPPORTED SIDE OVERHANG IS 25% OF LAST PANEL
WIDTH (i.e. 12" MAX FOR 48" PANEL WIDTH).
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