HomeMy WebLinkAboutEvaluation Report; OSB & EPS Aluminium SkinOSB / EPS FOAM CORE COMPOSITE PANELS
OSB / ALUMINUM SKIN EVALUATION REPORT
MAXIMUM ALLOWABLE CLEAR SPAN TABLES:
Total
Load*
Deflection
Limit
(U )
4" Panels
(Depth)
6" Panels
De th
0.024"
Alum Skin
1-LB EPS
0.030"
Alum Skin
1-LB EPS
0.024"
Alum Skin
1-LB EPS
0.030"
Alum Skin
1-LB EPS
10 PSF
80
18'-W
20'-0"
22'-0"
24'-0"
120
17'5"
18'-11"
22'.0"
24'4'
180
15'-3"
16'-6"
19'-9"
21LT'
240
13'-10"
15'-0"
17'-11"
194'
15 PSF
80
17'5"
18'-11,
22,-0"
24'-0"
120
15'-3"
16'-6"
19'-9"
" 21'-3
180
13'-3"
14'5"
17'-3"
18'-7"
240
12'-1"
13'-1"
15'-8"
18'-10"
20 PSF
80
15'-10"
17'-2"
20'-6"
22'-1"
120
13'-i0"
15'-0"
17'-11"
IV-4"
1B0
12'-1"
13,_1"
15-8„
16'_10"
240
10-12"
11'-11"
14'.3"
15-4"
25 PSF
80
14'-8"
15'-11"
191-0"
20'-6"
120
12'-10"
13'-11"
16'-7"
17'-11"
180
1 T-3"
12'-2"
14'-6"
15'-8"
240
10'-2"
11'-1"
13'-2"
14'-3"
30 PSF
80
13'-10"
15'-0"
IT-11"
19'-4"
120
12'-1"
13'-1"
15'-8"
18'-10"
180
10'-7"
11'-5"
13'-B"
14'-9"
240
9W"
10'-5"
12'4'
13'-5"
35 PSF
80
13'-2"
14'-3"
17'-0"
18,4"
120
11'-6"
12-5"
14'-10"
16'-C"
180
10'-0"
10'-11"
12'-12"
IT-12"
240
9'-1"
9'-11"
11'-10"
12'-9"
40 PSF
80
12L7"
13'-8"
16'.3"
17'-8"
120
10'-12"
11'-11"
14'.3"
15'4"
180
W-7"
101S"
12'4'
13'-5"
240
8'-8"
91S"
11-3"
12,-2"
45 PSF
80
12'-1"
13'-1"
15-8"
16'-10"
120
10'-7"
11'-5" 1
13-E
14'-9"
180
W-3"
10'-0" 1
11'-11"
12'-10"
240
8'4'
9'-1"
10'-1a, 1
11'-8"
EPS ROOF PANEL SPAN DETAIL:
4' MAX WIDTH PER INTERLOCKING PANEL
w i�" OS8 (2" PER FOOT MIN SLOPE)
s
0°o
r� 0.
EPS CORE (1.0 PCF)
024" OR 0.030" ALUM
SPAN (L) INSIDE TO INSIDE
Deflection
Total Limit
Load* (U )
4" Panels
(Depth)
6" Panels
(Depth)
0.024"
Alum Skin
1-LB EPS
0.030"
Alum Skin
1-LB EPS
0.024"
Alum Skin
1-LB EPS
0.030"
Alum Skin
1-1.6 EPS
50 PSF
I
80
111-8"
12-8"
15'-1"
16'-3"
120
IV-2"
11'-1"
13'-2"
14'_3"
180
8'-11"
9.4.
I V-6"
12'-5"
240
8'_1"
8'-9"
10'_6"
11,4"
55 PSF
80
11'-4"
12'-3"
14'-8"
15'4"
120
9'-10"
101-9"
12'-9"
13,_9"
180
1 8'-7"
9'-4"
1 V-2"
12'-0"
240
1 T-10"
8'-6"
1V-2"
10'11"
60 PSF
BO
IV-10"
11'-6"
14'-3"
15'-4"
120
V-7"
IV-5"
12'-5"
13'-5"
180
814"
9'-1"
10'-101,
240
T-7"
8'-3"
9'-101,
10'.7"
65 PSF
80
101-0"
10'-7"
13-10"
14-11"
120
9'-4"
10'-2"
12'-1"
13'.0"
180
8,41
8'-10"
10'-7"
11'.5"
240
240
T5"
IT
9-7"
10'4"
70 PSF
80
9'-4"
9'-10"
13'-5"
14'.0"
120
9'-1"
9'-10"
11'-10"
IZ-9"
180
T-11"
8'-8"
10'.4"
11'-1"
240
7'-3"
7'40"
9-4"
10'-1"
75 PSF
80
8'-8"
9'-2"
12'-11"
13--1"
120
8'-8"
9'-2"
11'-6"
IZ-5"
180
7'-9"
8'-5"
10'-1"
10'-10"
240
7-1"
T-8"
9'-2"
9'-10"
!
80 PSF
f
80
V-2"
8'-7"
12'-6"
12'4"
120
8'-2"
8'.7"
11'-3"
12,-2"
180
T-7"
8'-3"
9'-10"
10'-7"
240
6'-11"
T-6"
8'-11"
9'4"
*TOTAL LOAD = SUM OF ALL LOADS (WIND,
LIVE, DEAD, ETC.) ACTING IN THE WORST
CASE LOAD COMBINATION AS DETERMINED
PER SEPARATE CERTIFICATION
PANEL
DEPTH
MAXIMUM ALLOWABLE
DESIGN PRESSURES:
AS NOTED IN CLEAR
SPAN TABLES
DESIGN NOTES:
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1. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE WITH THIS
SYSTEM SHALL
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BE DETERMINED BY OTHERS ON A JOB -SPECIFIC BASIS IN
ACCORDANCE WITH THE STRUCTURAL REQUIREMENTS OF THE FLORIDA BUILDING'
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CODE SEVENTH EDITION (2020).
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SITE -SPECIFIC PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITHg
THE GOVERNING CODE SHALL BE LESS THAN OR EQUAL TO THE POSITIVE OR
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NEGATIVE DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FOR ANY ASSEMBLY
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AS SHOW" ICH HAVE BEEN CALCULATED PER ALLOWABLE STRESS DESIGN
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3. EPS CORE COMPOSITE PANELS SHALL BE CONSTRUCTED USING TYPE 3205-HI54
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ALUMINUM & 1/2" ORIENTED STRAND BOARD (OSS)) FACINGS, 1.0 PCF EPS. THE
EPS FOAM SHALL BE ADHERED TO THE FACINGS WITH ISOGRIP SP 2020 ADHESIVE
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(BY ASHLANO SPECIALTY), FABRICATION SHALL BE IN ACCORDANCE WITH
APPROVED FABRICATION METHODS BY MANUFACTURER FOR ALL
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PANELS.
4. PANEL DEAD LOADS (EXCLUSIVE OF WEATHER -RESISTANT ROOFING MATERIALS)
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HAVE BEEN FACTORED INTO CALCULATIONS FOR GRAVITY LOADS AS WELL AS
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CALCULATIONS FOR PANEL PROPERTIES. FOR UPLIFT CALCULATIONS, USE ONLINE
TOOL FOUND BY SCANNING THE QR CODE BELOW OR BY VISITING THE URL.
S. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF
THIS SYSTEM.
GENERAL NOTES:
1. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE
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AMENDMENTS WHICH MAY APPLY. DESIGN CRITERIA BEYOND AS STATED HEREIN MAY
REQUIRE
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ADDITIONAL SITE -SPECIFIC SEALED ENGINEERING.
2. THIS DOCUMENTLS ONLY
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VALID WITH ORIGINAL SIGNATURE AND SEAL OFA P.E. OFTHIS
FIRM AND, IF PRINTED, WITH A RED'ELIT2 STAMP ACROSS THE DOCUMENT FACE.
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3. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH
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WHICH THIS DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL
SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE COORDINATED BY THE
ence
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PERMITTING CONTRACTOR.
4, SEPARATE'SITE-SPECIFIC' SEALED ENGINEERING SHALL BE REQUIRED IN ORDER
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TO DEVIATE FROM LOADS, DEFLECTIONS, OR SPANS CONTAINED HEREIN. LINEAR
INTERPOLATION OF THE ALLOWABLE SPAN TABLES LISTED HEREIN SHALL NOT BE
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PERMITTED. CONTACT THIS ENGINEER FOR ALTERNATE SPAN CALCULATIONS AS MAY Be
REQUIRED.
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S. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON
ROOF, INCLUDING BUT NOT LIMITED TO
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ANY CONCENTRATED LOADS WHICH MAY
JUSTIFY GREATER DESIGN CRITERIA. THIS ADDITIONAL ROOF LOAD
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CRITERIA SHALL BE
PROPERLY ANALYZED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT.
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6. THE CONTRACTOR IS RESPONSIBLE TO INSULATE OR PROTECT ALL MEMBERS FROM
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DISSIMILAR MAT_P.TALS TO PREVENT ELECTROLYSIS.
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7. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION
FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS
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DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE
SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT.
8. ENGINEER SEAL AFFIXED HERE TO VALIDATES STRUCTURAL DESIGN AS SHOWN
ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR et. at. INDEMNIFIES & SAVES
HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES &
APPELLATE FEES RESULTING FROM
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MATERIAL FABRICATION, SYSTEM ERECTION &
CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, S'I�ATE, &
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FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN,
9. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR
AFFIRMATIONS ARE INTENDED.
10. ALTERATIONS, ADDITIONS, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT
PERMITTED AND INVALIDATE THIS CERTIFICATION.
ADD (2)�/�"CONTINUOUS
�,
ADHESIVE LINES DIRECTLY ON
EPS, 1" FROM OSB EDGE,
SEAL )DINT
CLEAR SPAN TABLES DIRECTIVE:
s
(1)
(1) %s" FROM OSB EDGE
CONTINUOUS
CAULKING
1. FIND ALLOWABLE COMPOSITE PANEL CLEAR SPAN IN TABLE FOR
APPROPRIATE PANEL DEPTH, FACING THICKNESS, AND EPS CORE
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DENSITY SELECTED.
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0 0 0 0 0
2. ANCHOR COMPOSITE PANELS TO EXISTING HOST STRUCTURE AND
OPTIONAL w =
o°o°D°o°
EXISTING SUPPORTING MEMBERS PER SEPARATE CERTIFICATION.
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GUTTER Z 0 0000 000a
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SCM E:
CAP 0.024"-0.030° ALUMINUM
VISIT ECALC.10/29649
PAGE DESCRIPTION:
OVERHANG
36" MAX O/H AT FRONT & 259'o TMPCROSS SECTION AT K
701-1
FOR SITE SPECIFIC DEVIATIONS
8 MORE INFORMATION ABOUT THIS DOCUMENT
O
OF LAST PANEL WIDTH AT SIDES
OR SCANTHIS OR CODE
(UP TO 12" MAX O/H AT SIDES)
VISIT ENGINEERINGEIPRESS.COWEASTERN
�l
FOR ADDITIONAL PLANS, REPORTS & RESOURCES
a,
ELITE ROOF/OPEN WALL MASTER PLAN SHEET DETAILS NOT SHOWN TO SCALE FOR CLARITY.
A CONNECTION TO STRUCTURE:
WOOD OR CONCRETE
I X3' LAG BOLT @ 10- O.C. & ENDS TO 2' SOUND
FASCIA. ENSURE FASCIA IS SECURELY FASTENED TO 024'
EACH RAFTER WITH (1)i±' X 3" LAG MIN. CENTER FLASHING
LAGS TO RAFTERS. ENSURE 1K' MIN. PENETRATION CONCRETE EALED TO
PRE -DRILL HOLE TO AVOID SPLITTING' OR FILLED
fi WALL(TYP)
D ROOF PANEL CONNECTION
FRONT ELEVATION ROOF SPAN IT MIN ROOF PITCH Isy PER
12", MAX IS 2' IN 12'
SEAL30INT 7777,
CONTINUOUS
CAULKING
9. O.C. I IS• O.C.
6063-T6
T.-GU -T
# P005 S' TARNO SKI
ROOF/COLUMN
IF L
LAYOUT
VALID FOR 11) JOBLN ONLY
IF
EYtsT3ry - ELnE E SECTION AT BEARING 16815 ._. 4'-OMEII4 0ME EXISTING r %'
OR7R(3SSRBEAM PER
"x13:"EMBED.: i EP-2 COLUMN I3$C 28 6•D.0 8.O.C. STRUCR)RE C -CARRY
° • TAPCON @ 2 '• • 0 14 : [ (BY OTHERS)
• o ° • 150 C �F �BaANEL 4EL TABLES ON
. • & AL FROM .. . C, g 3 0 C 53 LE
ENDS BTU. ® 18 P METµERS USED ] i[_DETAI & IA SPACINGOR
2' NOMINAL STRUCTURAL ELifEX' O.C• L ROOFSO SNTMSO USut. SUS S PA��TACBLE PoR RFATER 170 C PSF }00 ER 'r77•�OpE0. LNG
FACIA MINIMUM EP-23\ �A�EL S VANEL \
i14XY4' SMS ® 7' O.0 (8) PER 4' PANEL TOP &/ 'NOTE:
USE Y'xlY,' EMBED
BOTTOM. ADD (2) SMS 2• & 4- FROM EACH TAPCONS, 2K' & 4%- FROM ENDS,
ENCLOSURE END TOP & BOTTOM. HEAVY 14" MAX O.C. TO HOLLOW BLOCK
ADHESIVE CAULK TOP & BOTTOM CONTINUOUS
B ENCLOSURE TO CONCRETE DECK
ANCHORING DETAIL
PSEE GENERAL NOTE *PEERI�
COLUMN PER TABLES OR 2'X3'x3'x�- ANGLE WITH (2) Y4"XlY4' EMBED.
SEALED SITE SPECIFIC TAPCONS W/ %" MIN. WASHER DIAMETER TO
DRAWINGS/CALCULATIONS SLAB, 2W APART & 3- FROM SLAB EDGE & (6)
#14 SMS TO COLUMN, )4' FROM ANGLE EDGES,
IN HVHZ ONLY ' ONE EACH SIDE OF COLUMN
USE 2"X3'X3'Xl/4- ANGLES
W/ (8)- A14 SMS TO COLUMN ALT. CONNECTION TO WOOD DECK: USE (4) }° X
EA. ANGLE (16 TOTAL) ° 4' LAG BOLTS TO CONNECT TO SOLID 2X WOOD
�i • STRUCTURE (i2 SYP OR BETTER) BELOW. LAGS
I.MUST PENETRATE THRU DECKING INTO
STRUCTURAL WOOD SUBSTRATE BELOW
NOTE: DESIGN AND INTEGRITY OF WOOD DECK
NEW/EXISTING CONBELOW IS BY OTHERS AND OUTSIDE THE SCOPE
FOOTING. SEE SITE SPECIFIC OF THIS CERTIFICATION AND MUST BE
DETAIL OR ADDITIONAL FOOTING DESIGNED TO CARRY ALL IMPOSING LOADS BY
ENGINEERING SHEET THIS DESIGN.
C EAVE BEAM CONNECTION @ WALL
11
EPS POLY (USED AS REQURIED WHEN
• t •..'•" • : ROOF .: •.: Q '. CONNECTING TO WALL)
Ll WTHRUBOLT THROUGH
rk--4
2'x3'.%' ANGLETO ROOF,
3'x3'x%' ANGLE FASTENED TO
INSIDE & BOTTOM OF CARRY
BEAM W/ (2) Y4'?HRUBOLTS
CARRY BEAM PERSIDE, (5) #14 SMS BOTTOM,
TABLES OR SEALED FASTENED TO CBS WALL W/ (2)
SITE SPECIFIC V.'%)V4' EMBED TAPCONS OR TO
RAWINGS/CALCULATIONS WOOD (MIN 2X, INTEGRITY BY
OTHERS),WITH (3)i14xl%'
EMBED WOOD SCREWS EA
ANGLE
EXTRUSIONS:
VERIFY FIELD EXTRUSION DIMENSIONS WITH
DESIGN DIMENSIONS PRIOR TO USE.
ALTERNATE ENGINEERING WILL BE REQUIRED
FOR DIMENSIONS LESS THAN THOSE AS
SPECIFIED HEREIN. ALL EXTRUSIONS TO BE
606346ALUMINUM.
.093" OR
.12s" .125'
3X3
a SQUARE
DEPTH AS TUBE
REQUIRED "M.: 4 X 4 X .125•
(2'MIN.) NOT SHOWN
2- OR 3'--f t--3'SQUARE_...t
ANGLES
TOP (TYP BOTTOM)
SEE TABLE TO LEFT
16' 1180 D
GUTTER I o 0 o e o o e e° o o RL =
(OPT.) o °° a ooe oeo°o 0
OPTION I:USE ia' LAG BOLTS
W/ 1" MIN. WASHER DIAMETER,,
1' MIN. LONGER THAN PANEL
THICKNESS SPACED PER LAG
SPACING TABLE THIS DETAIL.
BOTH OPTIONS: (2) %1
THRUBOLTS, CARRY BEAM -
TO COLUMN
OPTION 2: Y." THRUSOLTS TO•
ROOF, 4- FROM ENDS & 17•
O.C. TO 2'x2.46- ANGLES
(EITHER SIDE IF REQUIRED BY
BUILDING DEPT).
BOTH OPTIONS: 2'x3'x)¢'
ANGLE, (6) #14 SMS EA
LEG, EA SIDE OF COLUMN
COLUMN PER TABLES OR
SEALED SITE SPECIFIC
DRAWING/CALCULATIONS
-CARRY BEAM PER TABLES OR
SEALED SITE SPECIFIC
DRAWINGS/CALCULATIONS
NOTCH COLUMN IN CENTER TO FIT
CARRY BEAM SNUG
OPTION: NOTCH COLUMN ON
FRONT FACE TO MOUNT CARRY
F BEAM SPLICE OVER COLUMN
(1)y' LAG BOLT
INTO EACH CARRY
(5) #14 SMS EA.
BEAM END, 1" MIN
SIDE OF PLATE
LONGER THAN
a•wx cxoM un
aoorswc '�
PANEL THICKNESS
o e° v o °°• v i °• e e
°pO °
0 0
6' WIDE X L/e• THICK-� T-
COLUMN PER TABLES OR ALUM PRATE ON EACH
SEALED SITE SPECIFIC SIDE OF CARRY BEAM
DRAWINGS/CALCULATIONS
c SIDE 0.093"
LAP BEAM WALL •+ (SEE 2" X 51 X
THICKNESSES a LEFT)
TO LOSS •TMP° 0.093' TUBE
SI BEAM TOP DE - � �'
2 X VARIES
2X4 .136 .045' a
2 X 3 2 X 3 i
2X5 .134° .050'14 SMS o SNAP o BOX
2X6 .134' .050' iD ENDS & '^ BEAM ri BEAM STM: 2' % 2' X
2X7 .134' .OSB" O.C.
2X8 .210' .072'AX. TOP 3°OX 0.093' X
2X9 .210•.072 vBOTTOM (NOT SHOWN)
2X10 .390• .092 _I
"2.' 2.0' T'--2.0''�i
CONCRETE OR WOOD D III B
BELOW. SEE DETAIL'S' FOR IWI' LUMN PER TABLE
ATTACHMENT. DESIGN AND OR SITE -SPECIFIC
INTEGRITY OF DECK UNDER ENGINEERING
SEPARATE CERTIFICATION OR
BY OTHERS
ROOF PANEL ACCESSORIES:
NOTE: CERTIFICATION OF SKYLIGHT BY SEPARATE CERTIFICATION. DETAIL ILLUSTRATES TYPICAL
CONNECTION METHODS ONLY. REFER TO SKYLIGHT DETAILS FOR FURTHER INFORMATION WHICH GOVERNS.
*10-201" TEK SCREWS, (1) E06 CORNER & (1) 0 u• usmE� KYLIGHT
MID -LENGTH, U.N.O. ON SKYLIGHT PROD. APPROVAL
SKYLTG hp;i;S,ENSr[TVESURE SWINDOW WELD
D TAPE
24' X 48' MAX SKYLIGIF OPEN5.aoo�c�v (DETAIL SEPARATE) ANBEAM
RECEMN
CHANNEL • ' CONDUIT FAN SUPPORT 2' X 3' X
.070" ADHERE ALL 4 SIDES WIRING &
DRC ARE FAN INTEGRITY BY OTHERS
GENERAL NOTES:
l) THIS STRUCTURE HAS BEEN DESIGNED & COMPLIES WITH THE REQUIREMENTS OF THE 2010 FLORIDA BUILDING COD£. STRUCTURE SHALL
IE FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING
:ODE AMENDMENTS WHICH MAY APPLY. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC
iEALED ENGINEERING. ALL LOADS BASED ON SCREENS WITH 1SX14 MESH, CATEGORY 1, Kd=0.85, PARTIALLY ENCLOSED (Gtpl-+/-0.55),
MRH PER FBC TABLE 2002.4(1), CATEGORY I PER AAMA/NPEAINSA 2100-02, AND ASCE 7-10 AS APPLICABLE.
THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED WITHOUT THE ORIGINAL SIGNATURE & RAISED SEAL OF C.T.'GUS' TARNOWSKI,
'.E. & MUST HAVE'EL1TE' IN RED ACROSS THE FACE OF THIS DRAWING. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS
TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION.
!) THE EXISTING STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED COMPOSITE ROOF -SCREEN WALL STRUCTURE AS DETERMINED
IY OTHERS OR BY SPECIAL ENGINEERING BY UNDERSIGNED ENGINEER ATTACHED HERETO. NO WARRANTY IS CONTAINED HEREIN.
1) COMPOSITE ROOF AND WALL MEMBERS SHALL BE CONSTRUCTED USING MINIMUM TYPE 3005-H25 ALUMINUM FACINGS, (1) OR (2) PCF
%STM C-578-83 CARPENTER BRAND EPS ADHERE TO ALUMINUM FACINGS WITH ASHLAND CHEMICAL 2020D ISO GRIP. FABRICATION TO BE B)
:LTTE PANEL PRODUCTS ONLY IN ACCORDANCE WITH APPROVED FABRICATION METHODS.
1) ALL EXTRUSIONS SHALL BE ALUMINUM ALLOY TYPE 6063-TS ONLY.
i) ALL FASTENERS TO BE 2024-T4 OR 7075-T73 ALLOY, NON-MAGNETIC STAINLESS STEEL, SAE GRADE 5 STEEL MIN, OR CADMIUM PLATED
)R OTHER CORROSION RESISTANT MATERIAL AND SMALL COMPLY WITH SECTION S, 2005 ALUMINUM DESIGN MANUAL, THE ALUMINUM
LSSOCUITION, INC., & APPLICABLE FEDERAL, STATE, AND LOCAL CODES.
i) FASTENERS SHALL HAVE A HEAD AND/OR BE PROVIDED WITH K' DIAMETER WASHER MINIMIUM UNLESS NOTED OTHERWISE.
i) ALL CONNECTIONS SHALL BE BOLTED OR FASTENED WITH SHEET METAL SCREWS AS SHOWN AND IN ACCORDANCE WITH PROPER
`ASTENING METHODS AND CODES. ANY FASTENER STRIPPED OR NOT ADEQUATELY HOLDING SHALL BE REPLACED.
1) THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALUMINUM MEMBERS FROM DISSIMILAR METALS TO PREVENT ELECTROLYSIS.
i) ALL TAPCONS MUST BE ITN CARBON STEEL TAPCONS OR EQUIVALENT W/ 1%' EMBED, 3• MIN. EDGE DISTANCE, FASTENED TO MINIMUM
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MAXIMUM COLUMN SPACING - 8FT, MAX COLUMN HEIGHT - 10FT, MAX LIVE LOAD = SSPSF, MAX WIND VELOCITY 8L EXPOSURE - PAGE DESC
!MPH, 'D', CONNECTIONS VALID UP TO THE MAX 6IN. THICK ROOF SPAN PER ELITE ROOF FLORIDA STATEWIDE APPROVED SPAN TABLE
E SPECIFIC ENGINEERING REQUIRED FOR ANY DETAIL WHICH DEVIATES FROM THIS PLAN OR BEYOND THESE LIMITATIONS.
ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et
INDEMNIFIES AND SAVES HARMLESS THIS ENGINEER FOR ALL COSTS AND DAMAGES INCLUDING LEGAL FEES AND APPELLATE FEES
IULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, AND CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY
7LL, STATE, AND FEDERAL CODES AND FROM DEVIATIONS OF THIS PLAN.
EXCEPT AS EXPRESSLY PROVIDED IN THIS SPECIFICATION, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE IMENDED. C. Tuy