HomeMy WebLinkAboutM SP DUCT APPROVALS (2)CODES/DESIGN CRITERIA
1. CODES: - THE SEVENTH EDITION OF THE FLORIDA BUILDING CODE (2020)
- ASCE 7-16
2. DESIGN LOADS:
SEE TABLE AT RIGHT FOR WIND LOADS
LIVE LOADS = N/A
GROUND SNOW LOAD, Pg = 0 PSF
3. ULTIMATE DESIGN WIND SPEED (VOLT); 160 MPH,
3-SECOND GUST PER ASCE 7-16, VASD = 124 MPH
ENCLOSED STRUCTURE (INTERNAL PRESSURE COEFFICIENT = +/ 0.18)
(CATEGORY II)
EXPOSUREC
4. EARTHQUAKE DESIGN DATA:
SEISMIC DESIGN CATEGORY A; ANALYSIS/ LOADS: N/A
SS= 0.050; S1= 0.028; SDS= 0.053 ; SD1= 0.044
SEISMIC IMPORTANCE FACTOR (le) = 1.0; SITE CLASS D
5. STANDARDS:
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ANSI AMERICAN NATIONAL STANDARDS INSTITUTE
ASTM AMERICAN SOCIETY OF TESTING AND MATERIALS
AWS AMERICAN WELDING SOCIETY
NDS NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
6. ALL MATERIAL TO BE GALVANIZED, FIELD TOUCH UP WITH ZINC IF REQUIRED
GENERAL NOTES
WIND CALCULATIONS
HEIGHT - 40'
EXHAUST FAN STACK
VELOCITY PRESSURE
qz = 0.00256KzKZTKDKEV2
qz = 0.00256(1.04)(1.0)(0.85)(1.0)(160)2
qz = 58.0 PSF
WIND PRESSURE
F/AF = gzGCF
F/AF = (58.0)(0.85)(1.2) = 59.2 PSF (ULTIMATE)
F/AF = (59.2)(0.6) = 35.5 PSF (WORKING)
1. THE GENERAL CONTRACTOR SHALL REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START OF CONSTRUCTION AND TO
REPORT ANY DISCREPANCIES TO THE ARCHITECT/ENGINEER.
2. THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND WORKERS DURING
CONSTRUCTION, INCLUDING ADEQUATE SHORING AND BRACING OF STRUCTURAL MEMBERS FOR CONSTRUCTION LOADS INCLUDING WIND.
3. THE GENERAL CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING
CONSTRUCTION.
4. NO STRUCTURAL MEMBERS SHALL BE CUT, NOTCHED OR REDUCED IN STRENGTH WITHOUT WRITTEN APPROVAL FROM THE ENGINEER.
5. REPRODUCTION OF THE CONTRACT DOCUMENTS TO BE USED AS SHOP DRAWING SUBMITTALS WILL NOT BE PERMITTED.
6. THE STRUCTURE IS NOT FULLY STABLE UNTIL ALL CONNECTIONS ARE COMPLETE AND SUPPORT ANCHORAGES MADE.
7. ALL DIMENSIONS HAVE BEEN BASED ON INFORMATION SUPPLIED. IT IS THE FABRICATOR'S RESPONSIBILITY TO HAVE ALL DIMENSIONS
VERIFIED W/ FIELD CONDITIONS PRIOR TO FABRICATION. WILSON & GIRGENTI, LLC IS NOT RESPONSIBLE FOR DIMENSIONING RELATED TO SITE
CONDITIONS.
8. ALL ANCHORS ARE TO BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PROCEDURES AND RECOMMENDATIONS.
STRUCTURAL STEEL
A. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATION, UNLESS NOTED OTHERWISE ON PLAN:
WIDE FLANGE ASTM A992
HSS (RECTANGULAR) ASTM A500 GR. B
ROLLED C & MC SHAPES ASTM A36
ANGLES ASTM A36
B. ALL BOLTS SHALL CONFORM TO ASTM A325N, PROVIDE HARDENED WASHERS UNDERPART BEING TURNED.
C. ALL CONNECTIONS SHALL CONFORM TO THE MINIMUM STANDARDS (U.N.O.):
1. MINIMUM PLATE THICKNESS: 3/8"
2. MINIMUM BOLT DIAMETER: 3/4"
3. MINIMUM WELD: 3/16"
4. MINIMUM DESIGN LOAD ON ANY CONNECTION: 16 KIPS
D. ANCHOR RODS SHALL CONFORM TO ASTM F1554, SEE SCHEDULE FOR GRADE.
E. ALL SHOP AND FIELD WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE, ANSI/AWS D1.1.
F. DESIGN CONNECTIONS FOR ALL BEAMS TO SUPPORT HALF OF THE UNIFORM CAPACITY SHOWN IN AISC "TABLES FOR ALLOWABLE LOADS
ON BEAMS" FOR THE GIVEN SECTION AND SPAN UNLESS OTHERWISE SHOWN ON PLAN.
G. GROUT BELOW BASE PLATES SHALL BE NON -SHRINK, NON-METALLIC GROUT WITH A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI.
H. HOT -DIP GALVANIZE ALL STRUCTURAL STEEL ITEMS AND THEIR CONNECTIONS PERMANENTLY EXPOSED TO WEATHER AFTER FABRICATION.
I. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AISC "MANUAL OF STEEL CONSTRUCTION", 15TH EDITION
AND THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS."
LIGHT GAUGE METAL (COLD FORMED STEEL)
A. GENERAL
1. SEE THE ARCHITECTURAL DRAWINGS FOR THE LOCATIONS AND EXTENT OF ALL STEEL STUDS. THE SIZES SHOWN IN THE DRAWINGS
ARE THE MINIMUM SIZES REQUIRED.
2. THE DESIGN, DETAILING, AND ENGINEERING OF ALL STEEL STUDS IS THE RESPONSIBILITY OF THE STUD MANUFACTURER AND
FABRICATOR.
3. SEE THE ARCHITECTURAL SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT INCLUDED IN THIS SECTION.
B. CODES AND SPECIFICATIONS:
1. MATERIAL: 16 GAGE AND HEAVIER MATERIAL SHALL BE OF A STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD POINT OF
33,000 PSI AND CONFORM TO ASTM A446, A570, OR A611.
2. DESIGN:
a. STEEL STUDS AND THEIR CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE
"COLD -FORMED STEEL DESIGN MANUAL" PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI).
b. COLD -FORMED STEEL MEMBERS SHALL BE DESIGNED TO RESIST ALL WIND LOADS, LIVE LOADS, AND DEAD LOADS. THE LOADS
ARE NOTED IN THE SECTION ENTITLED "DESIGN LOADS". IN ADDITION, MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR
ANY REACTIONS FROM CONNECTED COMPONENTS (WINDOWS, DOORS, AND CURTAINWALL, ETC.) AS WELL AS
MISCELLANEOUS ITEMS SHOWN ON THE ARCHITECTURAL DRAWINGS. INTERIOR WALLS SHALL BE DESIGNED FOR A MINIMUM
LATERAL PRESSURE OF 10 PSF.
c. CERTAIN MEMBERS AND CONNECTIONS MAY REQUIRE THE WORK OF A SPECIALTY ENGINEER FOR THE DESIGN OF THOSE
COMPONENTS.
1) CHARTS AND TABLES PUBLISHED BY THE STUD MANUFACTURER MAY BE USED FOR TYPICAL SPANS AND CONNECTIONS.
NO SUBMITTALS TO THE ENGINEER OF RECORD ARE REQUIRED FOR TYPICAL INSTALLATIONS, UNLESS NOTED OTHERWISE.
2) A SPECIALTY ENGINEER SHALL DESIGN ALL NON -TYPICAL CONDITIONS. SIGNED AND SEALED CALCULATIONS SHALL BE
SUBMITTED TO THE ENGINEER OF RECORD FOR RECORD PURPOSES ONLY.
3) "NON -TYPICAL" CONDITIONS ARE DEFINED AS THOSE CONDITIONS THAT ARE NOT SPECIFICALLY INCLUDED IN THE
MANUFACTURER'S PUBLISHED CHARTS AND TABLES.
4) THE FABRICATOR SHALL REVIEW THE CONTRACT DOCUMENTS AND IDENTIFY ALL NON -TYPICAL CONDITIONS.
FOUNDATION
A. GEOTECHNICAL REPORT
1. FOUNDATION DESIGN IS BASED ON A SOIL BEARING PRESSURE OF 1500 PSF.
2. THE GENERAL CONTRACTOR AND EARTHWORK SUBCONTRACTORS SHALL CONFIRM THIS VALUE BY TESTING. THE SITE SHALL BE
PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF THE REPORT.
3. THE UPPER 12" OF BEARING SOIL IN FOOTING SHALL BE COMPACTED TO 95% OF THE STANDARD PROCTOR.
4. REMOVE TOPSOIL & ORGANIC MATERIAL FROM TOP 12" OF EXISTING GRADE.
5. PROOF ROLL OF 5' OUTSIDE BUILDING FOOTPRINT WITH VIBRATORY COMPACTOR.
6. FILL TO WITHIN 4' OF FINISHED FLOOR ELEVATION WITH CLEAN SAND FILL.
7. COMPACT TOP 6" OF FILL MATERIAL TO 95% OF MODIFIED PROCTOR DENSITY. (MIN.)
8. SOIL IN FOOTING TRENCHES SHALL BE FREE OF ORGANIC MATERIAL OR CLAY: IF EITHER IS ENCOUNTERED IN FOOTING TRENCHES,
REMOVE IT & REPLACE WITH COMPACTED SAND.
B. CONCRETE PLACEMENT
1. CONCRETE PLACEMENT SHALL OCCUR IMMEDIATELY AFTER FOOTING EXCAVATION AND PLACEMENT OF REINFORCEMENT.
2. ANY FREE STANDING WATER SHALL BE PUMPED OUT OF THE EXCAVATION PRIOR TO CONCRETE PLACEMENT.
CONCRETE AND REINFORCING STEEL
LOCATION 28-DAY COMP. MAX SIZE SLUMP MAX. W/C STRENGTH (PSI)
AGGREGATE RANGE RATIO
BEAMS 4000 NW 3" 9" TO 11" 0.55
SLABS 4000 NW 1" 3" TO 6"
EQUIPMENT SLABS 4000 NW 1" 3" TO 6"
NW = NORMAL WEIGHT CONCRETE (145 PCF)
A. ALL REINFORCING STEEL TO BE NEW BILLET STEEL, CONFORMING TO ASTM A-615, GRADE 60.
B. ALL WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185.
C. REINFORCE HOUSEKEEPING AND TOPPING SLABS WITH WWR 6X6-W2.9XW2.9 UNLESS HEAVIER REINFORCEMENT IS CALLED FOR ON THE
DRAWINGS.
D. PROVIDE COVER TO ALL REINFORCEMENT STEEL MEETING THE REQUIREMENTS OF ACI 318.
E. SLAB -ON -GRADE CONCRETE MIX DESIGN TO INCLUDE HIGH -RANGE WATER REDUCING ADMIXTURE.
THESE PLANS CONFORM TO THE MINIMUM REQUIREMENTS OF THE FLORIDA BUILDING CODE TO THE BEST OF THE ENGINEER'S KNOWLEDGE.
1130
120 1
140 ,� a _ 140
150 -i- - l
y � _ 15A
SITE LOCATION 140
160
150
1. Yalms ere uh .It.n *,iv 3-secoM host na -
aind .peed. to ale: per np� 170
rt (Ed•) aDOY. greaad fm Eepo.ara
e`ory. I ItIW.'
2. lunar in[erpelalion beWeen contour, 160
3-s Rrulted. _
. Is1aMs .M crost.l ere.. aats.de [he
East [amour soul uu SM It wtM speed 179
of the crostal area.
4.t .ountainaa. terrain. eor.e., ocean
praaantarE<su.M sgcial viM n6ions
aulE a e.a ned sor unu.ml wind <ondi- 180
t an..
$ . hind speed, <orrasparW to approxfuatuY 180
a 7x praDaDilltY of .a<.Mance i SB Yurs
(Mnu.l Excaad.nce hab.hi lacy - d. BHla3.
FIGURE 1609.3(1)ULTIMATE DESIGN WIND SPEEDS, VIjr (, FOR RISK CATEGORY II BUILDINGS AND OTHER STRUCTURES
AS1.WIND MA
.S, NORTH
Node Label
N27 max
X [k]' LC
-0.441 5
Y [k] LC Z [kj
0 5 0.257
LC
5
min
-0.452
1
0
1
0.257
1
N28
max
6.406
5
0
5
0.3
3
min
0.394
1
0
1
0.299
4
N30
max
-1.586
5
0
5
0.928
5
min
-1.587
1
0
1
0.33
1
N29
max
1.58
5
0
5
1.156
3
min
1.579
1
0
1
1.149
4
N32
max
-0.978
5
0
5
0.529
5
min
-0.99
1
0
1
0.518
1
M31
max
0.973
5
0
5
0.769
3
min
0.971
1
0
1
0.758
4
N34
max
-1.029
3
0
5
0.576
5
min
-1.038
4
0
1
0.564
1
N33
max
1.073
3
0
5
0.807
3
min
1.063
4
0
1
0.796
4
N36
max
0.019
3
0
5
0.141
5
min
-1
4
0
1
0.106
1
N35
max
CA03
3
0
5
0.415
3
min
1 0.322
4
1 0
1
0.377
1 d
N47
max
0.007
3
0.246
3
0.032
5
min
0.003
4
0.057
4
0.026
1
N46
max
-0.084
5
0.517
3
-0.006
5
min
-0.137
1
0.377
4
-0.003
1
N45
max
-0.005
5
2.017
3
0,468
3
min
-0.007
1
1.654
4
0.462
4
N48
max
-0.135
5
-0.236
3
0.003
3
min
-0.212
1
-0.5 92
4
0.003
4
N 51
max
-0.002
5
0
5
-0.004
5
min
-0.007
1
0
1
-0.006
1
N 58
max
-0.01
5
0
5
0.002
3
min
-0.015
1
0
1
0
4
B SATELLITE MAP
51,0 SCALE: N.T.S.
NORTH
is
'1
.7
?3
V]
63
5
ETRIC VIEWS
ISO�.T
D
S1.0 SCALE:.S.
LINE OF CONTINUOUS
TYP. l 2
EXIST. COLUMN, TYP. S1.0
ASSUMED LINE OF STACK FLANGE, TYP.
ANGLE, TYP.
NEW STACK (BY OTHERS), TYP.
LINE OF NEW KEEPER
I,I III
AT STACK FLANGE, TYP.
---
__
11
EXIST. GIRT, TYP. li
1 -
ter---
-------7r------------7r-------
11�1 11�1
------------------------------
-----------------------------------------
I � I
Iq
llll
11�1
EXIST. GIRT, TYP. 11
- - - - - -
EXIST. BUILDING BEYOND
- - -I
- III --
----------I --- - - - - - -
- -
------7r-----------7r------
III
1
EXIST. GIRT, TYP.111
I�� ICI
I � I
1
I'I
ICI
TYP. 5
ICI
1
EXIST. GIRT, TYP. 11
1
I I
I � I
li
II
ICI
li
II
ICI
lii
II
ICI
lli 11
0l of
II II
ICI 0l
6
TYP.
PROPOSED
S1.1
ELEVATION VIEW
1
S1.0 SCALE:
2 V
4 5 6 7 8 9 10 11 12
I I I `I'i_1 I I L J
-_ --- 7L ---30 L---------- -J-
I�► I� �
g F
I I g I 1 I 1 I 1 �� sOLNR
-- - - --- - -�--- - _ ll�ECN - --- _--@
I I I I 1 I I
NEW EXHAUST STACK
AND SUPPORT, TYP.
KEY Wh�-N NOTE:
EXHAUST STACK LOCATIONS SHOWN ARE APPROXIMATE.
S1.0 SCALE: '-0" NORTH REFER TO ARCH./MECH. PLANS FOR FINAL LOCATIONS.
I I I I
I I I
III I I ---
- --ter- - -------------lii - - - - - - - - i 1
A
l;------------111; - ;II
-- --------
1I ICI ICI I C I
.--_I1� --------- -- ll-------------- -- - - - - - -
ICI ICI ICI I � I
---JIL-------- -- I�------------- - --------
i "`- NEW SUPPORT STAND AND PAD AT BASE, TYP.
ASSUMED EXIST. GIRT/WALL FRAMING
MEMBER AT ROOF LINE (CONTRACTOR TO V.I.F.)
EXIST. GIRT, TYP.
VIEW KEEPER ASSEMBLY AT STACK FLANGE, TYP.
ASSUMED LOCATION OF STACK FLANGE, TYP.
WiF
VIEW EXHAUST STACK
QUIPMENT (BY OTHERS)
I
EXIST. MASONRY WALL
PENETRATION BY OTHERS)
VIEW SUPPORT STAND AT BASE,
iEF. SECTIONS 5&6/S1.1
T.O. EXIST. SLAB
lip
PROPOSED
2 SECTION VIEW
S1.0 SCALE: 1/4" =1' I
EXIST. BUILDING BEYOND
Dii
Th
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C.O.A.#26759
ILS0
I R G ENT !
ENGINEERING
1408 N WESTSHORE BLVD, STE. 506
TAMPA, FL 33607
WORKWITHWG.COM
813.855.3330
THIS DRAWING IS THE PROPERTY
OF WILSON & GIRGENTI, LLC AND
MAY NOT BE REPRODUCED OR
USED WITHOUT WRITTEN CONSENT
PRINTED COPIES OF THIS DRAWING
WITH DIGITAL SIGNATURE ARE NOT
CONSIDERED SIGNED AND SEALED
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REMARK
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JOB #: WG206
DRAWN BY: TPL
SHEET #
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LINE OF FACE OF EXIST. BUILDING
L4X4X4" COLUMN FOR
00 STAND, TYP.
L3X3X4" BRACE (ABOVE)
U U
� w BASER 2" X 6" SQ., TYP. w
0
00 p TYP. °0 p
44
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Xa Xa
M M
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L3X3X4" BRACE (ABOVE)
0
a"0 THREADED ROD W/
LEVELING NUTS T&B, EMBED.
6" MIN. W/ SIMPSON SET-XP ADHESIVE, TYP.
3" 3"
BASE PLATE
M
THREADED ROD
TYP. BASE PLATE SPACING
THREADED ROD V�
LEVELING NUTS TI
BASE PLATE
2" GROUT P.
T.O. NEW PAC
TYPICAL
1 QOUNDATION PLAN
S1.1E: 3/4" =1' 0"
TYPICAL LOOKING EAST
ELEVATION VIEW
6" EMBED. IN EPC
TYP. BASE PLATE SECTION
JEW EXHAUST STACK (BY OTHERS)
WITH MECH.
.3ARS AT 12" O.C. MAX., E.W. T.�
J FOR
NOTES:
1. T.O. STAND AS SHOWN IS ASSUMED TO ALIGN WITH THE
BOTTOM OF THE FIRST FLANGE FOR THE EXHAUST STACK RISE,
BEAR FLANGE ON STAND AND MOUNT AS SHOWN. FLANGE TO
BE 12 GAUGE MINIMUM. CONTRACTOR TO VERIFY WITH
PURCHASED EQUIPMENT PRIOR TO FABRICATION OR ERECTION
OF ALL SUPPORT MEMBERS.
2. ALL SHOP WELDS SHOWN MAY BE CHANGED TO FIELD WELDS
FOR EASE OF CONSTRUCTION AS NEEDED.
3. AT INTERFACE OF ALL ANGLE TO ANGLE CONNECTIONS, SEAL
WELD TO PREVENT WATER INTRUSION IN ADDITION TO WELDS
SPECIFIED ON PLAN AND IN SECTION VIEWS.
TYPICAL LOOKING NORTH
ELEVATION VIEW
4 L4X4 TO EXIST. GIRT ti EXHAUST STACK, ti L4X4 TO EXIST. GIRT
7 SUPPORT STAND 5
1.1 OUTLINE OF EXHAUST STACK S1.1
ENTERING BUILDING (BELOW)
LINE OF EXIST. GIRT WITH
4'-3", CONTRACTOR TO V.I.F. REINF. SEE DETAIL 7/S1.1
m
O
U LL
a�
z F-
O
U
X
a
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o
O
in
b0
O
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U
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2"
I
L4X4X4"
I I
I
I I
I I
I I
I I
I I
2" MIN.
OPEN
EXIST. BUILDING FACADE
L4X4X41% SPAN FROM LOWEST GIRT
TO ROOF LEVEL MEMBER, SEE 2/S1.0
7
1.1
(3) 4"0 TEKS SCREWS WITH R 4"X8"X6", TYP.
CLIMASEAL FINISH AT OVERLAP
OF ANGLE AND FLANGE, TYP.
EXHAUST STACK FLANGE OUTLINE
--- • --- L4X4X4" COLUMN FOR
L4X441 STAND, RUN WILD AT TOP FOR
WELDED CONNECTION, TYP.
NOTES:
1. ALL ANGLES TO BE TOED DOWN U.N.O.
2. CONTRACTOR TO COORDINATE WITH MECH. AND PURCHASED PRODUCTS TO VERIFY ALL
DIMENSIONS PRIOR TO FABRICATION OR ERECTION OF ALL SUPPORT AND KEEPER ELEMENTS.
A(� 6
TYPICAL TOP OF STAND S1.1
3 FRAMING PLAN
S1.1 SCALE: 3/4" =1' 0"
NORTH
4 L4X4 TO EXIST. GIRT EXHAUST STACK, 4 L4X4 TO EXIST. GIRT
KEEPER ASSEMBLY
4'-3", CONTRACTOR TO V.I.F.
L4X4X4", TOE UP ------- T-------
OPEN
LINE OF EXIST. GIRT WITH
REINF. SEE DETAIL 7/S1.1
Irda
TYP. 9
S1.1
Dic
--------- ----- - ---- ---------------------------
L4X4X4" TYP. by
NOTES: �/
1. ALL ANGLES TO BE TOED DOWN U.N.O. Da
2. CONTRACTOR TO COORDINATE WITH MECH. AND PURCHASED PRODUCTS TO VERIFY ALL
DIMENSIONS PRIOR TO FABRICATION OR ERECTION OF ALL SUPPORT AND KEEPER ELEMENTS. O;
6 13:
TYPICAL KEEPER ASSEMBLY S
4 FRAMING PLAN
S1.1 SCALE: 3/4" =1'-0"
NORTH
12
Iz
a
NEW 80OS250-68 STUD, 18'4" LONG
CL
u-
�X"0
(4) 4 TEKS SCREWS WITH CLIMASEAL
O
FINISH AT EACH NEW L4X4 TO
x O
EXIST. GIRT LOCATION, SEE SECTION 8/S1.1
v H
8
4"0 TEKS SCREW PAIRS AT 12" O.C.,
S1.1
FULL LENGTH OF NEW L.G. STUD
M
1" 6"
1 "
(A M
Iw
m
EXIST. GIRT, 20'-0" LONG
I'
a
METAL WALL PANEL
L4X4X4"
3 SIDES, TYP.
4
i
NOTES:
1. ALL EXIST. GIRTS RECEIVING MOUNTING OF NEW EXHAUST STACK
SUPPORTS TO BE REINFORCED AS SHOWN ABOVE.
2. CONTRACTOR TO COORDINATE NO CONFLICT OF NEW L4X4 ON
WALL WITH HEADS OF SCREWS FOR METAL PANEL ATTACHMENT.
TYPICAL
(&�NECTIONDETAIL1 1/2" =1'-0"
4"0 TEKS SCREW WITH
CLIMASEAL FINISH, TYP.
EXHAUST STACK FLANGE
� L4X4, SEE PLAN
3�/�4" MIN.
W I -
R a"X8"X6". TURN AS
REQUIRED FOR CONNECTION,
PROVIDE SPACINGS SHOWN MIN.
TYPICAL
9 CONNECTION DETAIL
S1.1 SCALE: 1 1/2" =1'-0"
TYPICAL
s CONNECTION DETAIL
S1.1 SCALE: 1 1/2" =1'-0"
_INE OF EXIST. GIRT
TEKS SCREW WITH CLIMASEA
C.O.A.#26759
ILS0
I R G E N 0 0
ENGINEERING
1408 N WESTSHORE BLVD, STE. 506
TAMPA, FL 33607
WORKWITHWG.COM
813.855.3330
THIS DRAWING IS THE PROPERTY
OF WILSON & GIRGENTI, LLC AND
MAY NOT BE REPRODUCED OR
USED WITHOUT WRITTEN CONSENT
PRINTED COPIES OF THIS DRAWING
WITH DIGITAL SIGNATURE ARE NOT
CONSIDERED SIGNED AND SEALED
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REMARK
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SHEET #
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