HomeMy WebLinkAboutDBPR - Town Country Roll Up ShutterProfessional Regulation��
c �5•�_...misi�nrn�r Fvr�p�rch4r�rf:►:4�nrtrkrM��,smu�.l�.ri�a+cir� ;:. ..
BCIS Home ! Log In I User Registration Hot Topics Submit Surcharge Stats & Facts Publications Contact Us BCIS Site Map Links Search
b'p�
4,1
Product Approval
r USER: Public User
✓7 duC[ Aanravai Menu.> PI'adud nr pkllratlnn Se Fdj > Appifration W > Application Detall
FL #
Application Type
Code Version
Application Status
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
FL14235-R8
Revision
2020
Approved
Town and Country Industries,
400 West McNab Road
Ft. Lauderdale, FL 33309
(954)493-8551
tomj@tc-alum.com
Tom Johnston
tomj@tc-alum.com
Category Shutters
Subcategory Roll -up
Compliance Method Fvaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer
i ? Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed the Frank L. Bennardo, P.E.
Evaluation Report
Florida License
PE-0046549
Quality Assurance Entity
National Accreditation and Management Institute
Quality Assurance Contract Expiration Date
12/31/2021
Validated By
ORLANDO L. BLANCO, P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
5A nAaLd
Year
ASTM E1886
2002
ASTM E1886
2005
ASTM E1996
2012
ASTM E1996
2002
ASTM E330
2002
TAS 201
1994
TAS 202
1994
TAS 203
1994
Equivalence of Product Standards
Certified By
Florida Licensed Professional Engineer or Architect
FL14235 R8 Enuly EQUIV123•pd
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted
02/03/2021
Date Validated
02/05/2021
Date Pending FBC Approval
02/10/2021
Date Approved
04/13/2021
Products
FL # Model, Number or Name
14235.1 Maestroshield Aluminum Roll -Up
Shutter
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See installation instructions for span/design pressure
schedules and other limitations of use.
Description
Aluminum roll -up shutter with non -end retention slats and
rails.
Installation Instructions
FL14235 R6 'II i}WG1a.pdf
FL14235 R8 II DWGIb.pdf
Verified By: Frank L. Bennardo, P.E. PE0046549
Created by Independent Third Party: Yes
Evaluation Reports
FL14235 R8 AE EVAL1,pdf
Created by Independent Third Party: Yes
14235.2 Eyewall Armor 44mm Aluminum Roll- Eyewall Armor 44mm Aluminum Roll -Up Shutter
Up Shutter
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See installation instructions for span/design pressure
schedules and other limitations of use.
14235.3 I Maestroshield Aluminum Roll -Up
Shutter
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See installation instructions for span/design pressure
schedules and other limitations of use.
Installation Instructions
FL14235 R8 II DWG2a.pdf
FL14235 R8 II D.WG2b.pdf
Verified By: Frank L. Bennardo, P.E. PE0046549
Created by Independent Third Party: Yes
Evaluation Reports
F114235 R8 AE EVAL2,pjdf
FL14235 R8 AE FL14235 R3 AE BIII - UL - FCC 1.0-22-13
.(jQE - UL motors electronics)_pdf
F-L14235 R8 AE FL14235 R3 AE Bill - UL - _FCC I0-22-13
(- V motor electronics)_pdf
FL14235 R8 AE FL14235 R3,. AE Bill—UL - FCC 10-22-13.pdf
FL1.4235. R8 AE FL14235 Charts.pdf
FL14235 R8 AE FL14235 R3 AE UL cerl3ification standard
motors.pdf
Created by Independent Third Party: Yes
Aluminum roll -up shutter with end retention and non -end
retention slats and rails.
Installation Instructions
EL14235 R8 II I)WG3a.pdf
FLL4235 R8 II OWG3b.pdf
Verified By: Frank L. Bennardo, P.E. PE0046549
Created by Independent Third Party: Yes
Evaluation Reports
FLJ.4235 RS AE EVAL3.pdf
FL14235 RS AE Bill - UL - FCC 10-22-13_(CE - UL motors
electronics)_pdf
FL14235 R8 AE Bill, -,UL - FCC 10-22-13 (!UV motor_
electronics)_pdf
FL14235 R8 AE Bill - UL - ECC 10-22-.tpdf
FL142, 5 R8 AE Lifting Charts.pdf
FL14235 R5 AE SDI. certification standard motors. cp ff
Created by Independent Third Party: Yes
OR+IILSt Uj :: 20-01 9tajr-Stone Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007_-2023 State of Florida, :: PrIVack Statement :: Accessibility Statement :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic
mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1),
Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails
provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please
provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here .
Product Approval Accepts:
ANCHOR SCHEDULE:
NON -END RETENTION WALL MOUNT
ANCHOR
SUBSTRATE
MINIMUM
EMBEDMENT
MINIMUM EDGE
MAXIMUM
SPACING (O.C.)
DISTANCE
1/4" DEWALT ULTRACON
2700 PSI MIN. CONCRETE
1.75"
2.5"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
2.5"
6.0"
1/4" ITW SS TAPCON
3192 PSI MIN. CONCRETE
1.75"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
2.5"
5.7"
5/16" DEWALT ULTRACON
3500 PSI MIN. CONCRETE
2.0"
3.125"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
3.125"
6.0"
5/16 ITW TAPCON
2899 PSI MIN. CONCRETE
2.25"
3.125"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
4.0"
6.0"
HOLLOW CONCRETE BLOCK
1.75"
4.0"
6.0"
1/4" DEWALT POWER -BOLT
3000 PSI MIN. CONCRETE
2.5"
3.0"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.5"
5.25"
6.0"
HOLLOW CONCRETE BLOCK
1.5"
12.0"
6.0"
1/4" ALL -POINTS SOLID -SET
3000 PSI MIN. CONCRETE
0.875"
3.0"
6.0"
HOLLOW CONCRETE BLOCK
0.875"
3.0"
6.0"
1/4" LAG SCREW
G=0.42 MIN. WOOD
1.5"
0.75"
6.0"
#14 WOOD SCREW
G=0.42 MIN. WOOD
1.5"
0.75"
6.0"
#14 410 SS SMS
(OR 1/4-20 410 SS THRU-BOLT)
1/8" THICK MIN. 6063-T6 ALUMINUM
FULL THREAD
PENETRATION
0.5"
6.0"
3/8" DEWALT SCREW BOLT
3000 PSI MIN. CONCRETE
3.5"
4.5"
6.0"
GROUT -FILLED CONCRETE BLOCK*
2.5"
12.0"
6.0"
3/8" DEWALT CONFLEX
1819 PSI MIN. CONCRETE
3.5"
3.75"
6.0"
4510 PSI MIN. CONCRETE
3.5"
3.75"
6.0"
1/4" DEWALT CARBON STEEL
OR 304 SS TAPPER
3000 PSI MIN. CONCRETE
1.75"
3.0"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
3.0"
5.3"
ANCHOR SCHEDULE:
NON -END RETENTION INTERIOR MOUNT
ANCHOR
SUBSTRATE
MINIMUM
EMBEDMENT
MINIMUM EDGE
MAXIMUM
SPACING (O.C.)
DISTANCE
1/4" DEWALT ULTRACON
2700 PSI MIN. CONCRETE
1.75"
2.5"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
2.5"
5.5"
1/4" ITW SS TAPCON
3192 PSI MIN. CONCRETE
1.75"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
2.5"
4.6"
5116" DEWALT ULTRACON
3500 PSI MIN. CONCRETE
2.0"
3.125"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
3.125"
6.0"
5/16 ITW TAPCON
2899 PSI MIN. CONCRETE
2.25"
3.125"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
4.0"
6.0"
HOLLOW CONCRETE BLOCK
1.75"
4.0"
6.0"
1/4" DEWALT POWER -BOLT
3000 PSI MIN. CONCRETE
2.5"
3.0"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.5"
5.25"
6.0"
HOLLOW CONCRETE BLOCK
1.5"
12.0"
6.0"
1/4" ALL -POINTS SOLID -SET
3000 PSI MIN. CONCRETE
0.875"
3.0"
6.0"
HOLLOW CONCRETE BLOCK
0.875"
3.0"
6.0"
1/4" LAG SCREW
G=0.42 MIN. WOOD
1.5"
0.75"
5.2"
#14 WOOD SCREW
G=0.42 MIN. WOOD
1.5"
0.75"
5.0"
#14 410 SS SMS
(OR 1/4-20 410 SS THRU-BOLT)
1/8" THICK MIN. 6063-T6 ALUMINUM
FULL THREAD
PENETRATION
0.5"
6.0"
3/8" DEWALT SCREW BOLT
3000 PSI MIN. CONCRETE
3.5"
4.5"
6.0"
GROUT -FILLED CONCRETE BLOCK*
2.5"
12.0"
6.0"
3/8" DEWALT CONFLEX
1819 PSI MIN. CONCRETE
3.5"
3.75"
6.0"
4510 PSI MIN. CONCRETE
3.5"
3.75"
6.0"
1/4" DEWALT CARBON
STEEL OR 304 SS TAPPER
3000 PSI MIN. CONCRETE
1.75"
3.0"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
3.0"
4.3"
ANCHOR NOTES:
1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MANUFACTURERS' RECOMMENDATIONS.
2. WHERE ANCHORS FASTEN TO NARROW FACE OF STUD
FRAMING, ANCHOR SHALL BE LOCATED IN CENTER OF NOMINAL
2x (MIN) WOOD STUD (i.e. 3/4" EDGE DISTANCE IS
ACCEPTABLE FOR ANCHORS TO WOOD FRAMING).
3. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR
SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE
EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES.
4. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS
CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM ALLOWABLE
ANCHOR SPACING. MAXIMUM ALLOWABLE SPANS AND
PRESSURES INDICATED IN SPAN SCHEDULE SHALL APPLY.
5. WHERE EXISTING STRUCTURE IS WOOD FRAMING,
EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT
FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS,
NOT INTO PLYWOOD.
6. WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED
PROPERLY TO TRANSFER LOADS TO THE EXISTING STRUCTURE.
7. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2"
ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE
EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD
("SIDEWALK BOLT") U.N.O.
8. SHEET METAL SCREWS SHALL BE INSTALLED WITH FULL
ENGAGEMENT OF THREADS INTO METAL HOST STRUCTURE.
9. ® DESIGNATES ANCHOR CONDITIONS WHICH ARE
NOT ACCEPTABLE FOR USE.
10. * ANCHOR SHALL PENETRATE THROUGH FACE SHELL
INTO GROUTED CELL.
ANCHOR SCHEDULE:
NON -END RETENTION BUILD -OUT MOUNT
ANCHOR
SUBSTRATE
MINIMUM
EMBEDMENT
MINIMUM EDGE
MAXIMUM
SPACING (D.C.)
DISTANCE
1/4" DEWALT ULTRACON
2700 PSI MIN. CONCRETE
1.75"
2.5"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
2.5"
1/4" ITW SS TAPCON
3192 PSI MIN. CONCRETE
1.75"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
2.5"
3.4"
5/16" DEWALT ULTRACON
3500 PSI MIN. CONCRETE
2.0"
3.125"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
2.5"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
3.125"
6.0"
5/16 ITW TAPCON
2899 PSI MIN. CONCRETE
2.25"
3.125"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.25"
4.0"
6.0"
HOLLOW CONCRETE BLOCK
1.75"
4.0"
5.6"
1/4" DEWALT POWER -BOLT
3000 PSI MIN. CONCRETE
2.5"
3.0"
6.0"
GROUT -FILLED CONCRETE BLOCK
2.5"
5.25"
6.0"
HOLLOW CONCRETE BLOCK
1.5"
12.0"
6.0"
1/4" ALL -POINTS SOLID -SET
3000 PSI MIN. CONCRETE
0.875"
3.0"
6.0"
HOLLOW CONCRETE BLOCK
0.875"
3.0"
6.0"
1/4" LAG SCREW
G=0.42 MIN. WOOD
1.5"
0.75"
6.0"
#14 WOOD SCREW
G=0.42 MIN. WOOD
1.5"
0.75"
6.0"
#14 410 SS SMS
(OR 1/4-20 410 SS THRU-BOLT)
1/8" THICK MIN. 6063-T6 ALUMINUM
FULL THREAD
PENETRATION
0.5"
6.0"
3/8" DEWALT SCREW BOLT
3000 PSI MIN. CONCRETE
3.5"
4.5"
6.0"
GROUT -FILLED CONCRETE BLOCK*
2.5"
12.0"
6.0"
3/8" DEWALT CONFLEX
1819 PSI MIN. CONCRETE
3.5"
3.75"
6.0"
4510 PSI MIN. CONCRETE
3.5"
3.75"
6.0"
1/4" DEWALT CARBON
STEEL OR 304 SS TAPPER
3000 PSI MIN. CONCRETE
1.75"
3.0"
6.0"
HOLLOW CONCRETE BLOCK
1.25"
3.0"
FRANK BENNARDO,PE
PE# 0046549 CA#9885
02rffL21
0 N
Z OIt
�It
�r®^ FM�y0
V, W �--� J rn ui U
rn U
W LL� Mc Vm
WLL aw
ZO 2�w�
wwU�X
U� ~> LU -Z w
Q w O W
d t m o Z
w1, ON u w
W W ww
7 Z
�LLoE(9
Ul vF w
w
O w
tD p
ui
M
N
J
u_
ujfs3
E
y
Q o
O M
��
7 C 6
d' M
Q -= w
zm
[0 J
tL
z w
U
Q
�-
:3
N K
Wo
O Q
c[
O J
V
as
LL
N
as
a
w
H
n
o
N
IJ zo
a �
N
2 Q
=mNm�
oz
C)IJLU
LJL
LL'
8-_
xS�WaW
Z
K J
> >
O Y
w W
U
�30~
�g<
Y w
W
� M
(n
m m
LL LL
m
LL
�-
UJ
COPYRIGHT FRANK L. BENNARDO P.E.
20-26180a
SCALE: -
PAGE DESCRIPTION:
U
HEADER LENGTH
82.1" MAX SLAT SPAN+82.1" MAX SLAT SPAN
NON -END RETENTION SHUTTER
WITH STORM BARS (DOUBLE -SPAN
N.T.S.
VCHOR
1LE FOR
'ACING
NOTE: SEE ADDENDUM
INSTALLATION INSTRUCTIONS
FOR STORM BAR AND HEADER
LIMITATIONS.
)CTURAL
JNTED
2T #30)
ACED
)M OF
OR ITH
E @16"
EXTERIOR ELEV
TABLE 3
NON -END RETENTION W/
INTERIOR & EXTERIOR STORM BARS
SLAT
SPAN
ALLOWABLE DESIGN
PRESSURE
POSITIVE NEGATIVE
47.1"
+ 120.0 PSF
120.0 PSF
50.0"
+ 100.5 PSF
104.2 PSF
55.0"
+ 74.0 PSF
83.1 PSF
60.0"
+ 55.8 PSF
67.3 PSF
65.0"
+ 39.7 PSF
55.2 PSF
70.0"
+ 28.9 PSF
45.7 PSF
75.0"
+ 21.4 PSF
38.2 PSF
80.0"
+ 16.2 PSF
32.2 PSF
82.1"
+ 14.5 PSF
30.0 PSF
HEADER LENGTH
r- 82.1" MAX SLAT SPAN } 82.1" MAX SLAT SPAN n 82.1" MAX SLAT SPAN
n
NON -END RETENTION SHUTTER
WITH STORM BARS (TRIPLE -SPAN
N.T.S.
Y r.\_7■=KEA 0 rtii i�
• SLAT SPAN IS AS DEFINED IN DETAILS 1/6 AND 2/6.
• LINEAR INTERPOLATION BETWEEN SHUTTER SPANS
IS NOT PERMITTED. FOR SPANS BETWEEN THOSE
INDICATED ABOVE, THE DESIGN PRESSURES FOR THE
NEXT HIGHER SPAN SHALL BE USED.
EXTERIOR ELEV
FRANK BENNARDO,PE
PE# 0046549 CA#9885
IF--3 02,/0i 21
O N
ZO�
_ E
�M,yo
V^ w�uiU
UJ1
LLWc' LoWW
LLn w
ZOWoa
wMCwaWUS7
F>
a W W U'
o
ZkEL t coo z
K N 0 �0Lu
0 J M z w
H
JCHOR
LL. a
1LE FOR
z
w F w
'ACING
O w
VN c�
78
8
p'a s
)CTURAL
JNTED
Q
2T #30)
q,
-ACED
iM OF
N
v
ITH
OR
z_@ 16"
5"
\X
C)
a�
O M
d' M
[0 _j
a LL
z LLI
U
�a
W0
W
W W
0
o
v
LL
w
H
L2 �!
o
N
oy--
a
tc
G
2 com
Z
U LL
U LL
r
z-
�k >
Z
p'wi:
Z Z
i�m
x5=?
O Y
Df Df
U
�oo
,
Y w
In
m m
LL LL
m
LL
I In
-
m
COPYRIGHT FRANK L. BENNARDO P.E.
20-26180a
ALUMINUM STORM BARSL HEADERS AND MULLIONS
ADDENDUM INSTALLATION INSTRUCTIONS FOR ROLL —UP SHUTTER
HEADER LENGTH
ROLL -UP SHUTTER
SYSTEM PER THIS
APPROVAL
HEADER
O
0
O
O
0
0
O
O
0
0
O
O
0
0
O
0
•
�v
SLAT SPAN I SLAT SPAN
1 TYPICAL SHUTTER WITH STORM BARS
1 N.T.S. EXTERIOR ELEV
GENERAL NOTES
1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED
IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SEVENTH EDITION
(2020), THE INTERNATIONAL BUILDING CODE (IBC) AND THE
INTERNATIONAL RESIDENTIAL CODE (IRC), FOR USE WITHIN AND OUTSIDE
THE HIGH VELOCITY HURRICANE ZONE. CRITICAL STORM BARS, MULLIONS
AND HEADERS SHOWN HEREIN HAVE BEEN IMPACTED TO VERIFY LARGE
MISSILE IMPACT RESISTANCE. SEE PRODUCT EVALUATION REPORT FOR
ADDITIONAL INFORMATION.
2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN
THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS
BEEN USED FOR WOOD ANCHOR DESIGN.
3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE
WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE ENGINEERING IN
ACCORDANCE WITH THE GOVERNING CODE. PRESSURE REQUIREMENTS AS
DETERMINED IN ACCORDANCE WITH ASCE 7 AND CHAPTER 1609 OF THE
FLORIDA BUILDING CODE SHALL BE LESS THAN OR EQUAL TO THE POSITIVE
OR NEGATIVE DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FOR
ANY ASSEMBLY AS SHOWN.
4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM
TESTED PRESSURES DIVIDED BY A 1.5 SAFETY FACTOR.
5. THE 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. THIS CERTIFICATION IS VALID FOR USE
IN CONJUNCTION WITH THE MOST CURRENT REVISION OF FLORIDA PRODUCT
APPROVAL #FL14235.1, MAESTROSHIELD ALUMINUM ROLL -UP SHUTTER.
6. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE EXISTING
STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS.
7. ALL EXTRUSIONS SHALL BE MINIMUM 6063-T5 ALUMINUM ALLOY, UNLESS
NOTED OTHERWISE.
8. END CONNECTION DETAILS SHOWN MAY BE INTERCHANGED AS FIELD
CONDITIONS DICTATE.
9. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS'
RECOMMENDATIONS.
10. UNLESS OTHERWISE NOTED, ALL BOLTS & WASHERS SHALL BE ZINC
COATED STEEL, GALVANIZED STEEL, OR STAINLESS STEEL WITH A MINIMUM
TENSILE YIELD STRENGTH OF 60 KSI.
11. ALL STEEL IN CONTACT WITH ALUMINUM SHALL BE PAINTED OR PLATED
AS PRESCRIBED IN THE FLORIDA BUILDING CODE.
ROLL -UP SHUTTER
SYSTEM PERT IS
'E
OND
SLAT SPAN SLAT SPAN
TYPICAL SHUTTER WITH MULLIONS
N.T.S. EXTERIOR ELEV
VISIT ECALC.10/26180b
FOR SITE SPECIFIC DEVIATIONS
& MORE INFORMATION ABOUT THIS DOCUMENT
OR SCAN THIS OR CODE
VISIT ENGINEERINGEXPRESS.COMISTORE
FOR ADDITIONAL PLANS, REPORTS & RESOURCES
FRANK BENNARDO,PE
PE# 0046549 CA#9885
III
02,/01 f 2021
t0 N
Z O�
ED w � Ja: In � ui ,
N U u
W Iul W Maul
ZW
O owK
H LU � U
Z k aco
41 cz
Lu
0 _j z w
v
�LL°�az
U) w w
W
O
vi
M
N
._j
J
LL
N 4s
*wwl
w a
a
o
rn
O M
-C
O M
^
❑ 3 �
m -i
a LL
Vmx
U -
U
K
LU
og
m
w
wvu��o
N
Q W r N
p N O O N -
v v oo co -
=m�mz
U U -
Z -
Z Z _
00
p Y Of w U
�a
Y w
��mmm
-
W
o rv�o S�
z 2 1 1 -
COPYRIGHT FRANK L. BENNARDO RE,
20-26180b
i
OF
g
�8" MAX.
X
0.125" MIN.
L
0.250" MAX.
1-13 ALUMINUM TUBE
6" = V-0" MAT'L PER BOM
N
Z X
0.125"
1' 2.75" MIN.
5.75" MAX.
Fy = 30 ksi MINIMUM
STEEL REINFORCEMENT
141'-0" A36 GALV. STEEL OR STAINLESS STEEL
Z X
.. Q
�M
0.250"
2" MIN.
4" MAX.
15 ALUMINUM ANGLE
6" = V-0" 6061-T6 OR 6005-T5 ALUM
BILL OF MATERIALS
ITEM #
DESCRIPTION
MATERIAL
1
2"x4"xO.125" TUBE
6063-T6 ALUM
2
2"x6x0.125" TUBE
6063-T6 ALUM
3
2"x3"xO.25" TUBE
6061-T6 OR 6005-T5 ALUM
4
2"x4"xO.25" TUBE
6061-T6 OR 6005-T5 ALUM
5
2"x6x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
6
2"x6x0.125" TUBE
6063-T6 ALUM
7
2"x6x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
8
3"xTW.125" TUBE
6063-T6 ALUM
9
3"x3"xO.25" TUBE
6061-T6 OR 6005-T5 ALUM
10
4"x4"xO.125" TUBE
6063-T6 ALUM
11
4"x4"x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
12
4"x6x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
13
4"x8"x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
14
STEEL REINFORCEMENT F = 30 ksi MIN.
A36 OR STAINLESS STEEL
15
ALUMINUM ANGLE
6061-T6 OR 6005-T5 ALUM
STEEL REINFORCEMENT, 90% OF THE
MULLION LENGTH, MINIMUM. LOCATED
AT CENTER OF MULLION.
MULLION
#14 18-8 SS OR COATED SAE GR.
5 SMS OR SDS AT 12" O.C. MAX
STAGGERED FOR FULL LENGTH
OF REINFORCEMENT
i TYPICAL REINFORCEMENT
2 N.T.S. SECTION
END MULLION
PER MULLION
SCHEDULE
--------------------------
.--------------------------
POLL UP SHUTTER AND ATTACHMENT
TO MULLION PER ADDITIONAL
INSTALLATION INSTRUCTIONS
INCLUDED IN THIS APPROVAL
2 TYPICAL END MULLION
2 N.T.S. HORIZ SECTION
INTERMEDIATE
MULLION PER
MULLION
SCHEDULE
-------------- ____________i LLy ii3i------____'______________
`--------------------------' L--------------------------i
ROLL UP SHUTTER AND ATTACHMENT
TO MULLION PER ADDITIONAL
INSTALLATION INSTRUCTIONS
INCLUDED IN THIS APPROVAL
TYPICAL
3 INTERMEDIATE MULLION
2 N.T.S. HORIZ SECTION
STORM BAR PER
STORM BAR
SCHEDULE
STORM BAR PER
STORM BAR
SCHEDULE
ROLL UP SHUTTERS
PER THIS
APPROVAL
4 TYPICAL STORM BARS
2 N.T.S. HORIZ SECTION
FRANK BENNARDO,PE
PE# 0046549 CA#9885
02, %621
N
Z O�
I
�r�^ F- y0
ED W �--� J ui U
r^ U L
W NJ LL (n r�� In
ZLu
rQ 0 =2Wa
wWU�C7x
U� F> Q Zw
�Q W oWU'
o.r w
Zk
0 _j zw
z
� LL 2:
(n W w
O W
O M
a m
Q = w
Ep J
�ZmA
zLL
w
U
m
� Q
WW
�
o
Q
og
w
�
tz
w � "' � o
� N
Q u� 00 N
p N O O N -
7
2 m � m �
U LL U LL -
� J z z m -
p
LL�o
�a
zap_
a�mmm
� LL LL LL
w
COPYRIGHT FRANK L. BE MARDO P E.
20-26180b
0
STORM BAR AND MULLION SCHEDULE: 2"x6"x1/8" WITH 1.75"x5.75"x0.125" STEEL REINFORCEMENT*
MEMBER
LENGTH
SLAT SPAN
25"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
30"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
35"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
40"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
45"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
50"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
55"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
60"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
65"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
70"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
75"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
80"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
120"
120.0
1250.0
120.0
1500.0
115.0
1676.7
100.6
1676.7
89.4
1676.7
80.5
1676.7
73.2
1676.7
67.1
1676.7
55.2
1495.0
45.7
1332.9
38.2
1193.8
32.2
1073.3
108"
120.0
1125.0
120.0
1350.0
120.0
1575.0
120.0
1800.0
114.6
1934.0
103.1
1934.0
83.1
1713.9
67.3
1514.3
55.2
1345.5
45.7
1199.6
38.2
1074.4
32.2
966.0
96"
120.0
1000.0
120.0
1200.0
120.0
1400.0
120.0
1600.0
120.0
1800.0
104.2
1736.7
83.1
1523.5
67.3
1346.0
55.2
1196.0
45.7
1066.3
38.2
955.0
32.2
858.7
84"
120.0
875.0
120.0
1050.0
120.0
1225.0
120.0
1400.0
120.0
1575.0
104.2
1519.6
83.1
1333.1
67.3
1177.8
55.2
1046.5
45.7
933.0
38.2
835.6
32.2
751.3
72"
120.0
750.0
120.0
900.0
120.0
1050.0
120.0
1200.0
120.0
1350.0
104.2
1302.5
83.1
1142.6
67.3
1009.5
55.2
897.0
45.7
799.8
38.2
716.3
32.2
644.0
60"
120.0
625.0
120.0
750.0
120.0
875.0
120.0
1000.0
120.0
1125.0
104.2
1085.4
83.1
952.2
67.3
841.3
55.2
747.5
45.7
666.5
38.2
596.9
32.2
536.7
48"
120.0
500.0
120.0
600.0
120.0
700.0
120.0
800.0
120.0
900.0
104.2
868.3
83.1
761.8
67.3
673.0
55.2
598.0
45.7-1-533.2
38.2
477.5
32.2
429.3
STORM BAR AND MULLION SCHEDULE: 3"x3"x1/8" WITH 2.75"x2.75"x0.125" STEEL REINFORCEMENT*
MEMBER
LENGTH
SLAT SPAN
25"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
30"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
35"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
40"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
45"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
50"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
55"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
60"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
65"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
70"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
75"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
80"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
120"
64.2
668.4
53.5
668.4
45.8
668.4
40.1
668.4
35.6
668.4
32.1
668.4
1 29.2
668.4
26.7
668.4
24.7
668.4
22.9
668.4
21.4
668.4
20.1
668.4
108"
88.0
825.2
73.3
825.2
62.9
825.2
55.0
825.2
48.9
825.2
44.0
825.2
40.0
825.2
36.7
825.2
33.9
825.2
31.4
825.2
29.3
825.2
27.5
825.2
96"
120.0
1000.0
104.4
1044.4
89.5
1044.4
78.3
1044.4
69.6
1044.4
62.7
1044.4
57.0
1044.4
52.2
1044.4
48.2
1044.4
44.8
1044.4
38.2
955.0
32.2
858.7
84"
120.0
875.0
120.0
1050.0
120.0
1225.0
116.9
1364.1
103.9
1364.1
93.5
1364.1
83.1
1333.1
67.3
1177.8
55.2
1046.5
45.7
933.0
38.2
835.6
32.2
751.3
72"
120.0
750.0
120.0
900.0
120.0
1050.0
120.0
1200.0
120.0
1350.0
104.2
1302.5
83.1
1142.6
67.3
1009.5
55.2
897.0
45.7
799.8
38.2
716.3
32.2
644.0
60"
120.0
625.0
120.0
750.0
120.0
875.0
120.0
1000.0
120.0
1125.0
104.2
1085.4
83.1
952.2
67.3
841.3
55.2
747.5
45.7
666.5
38.2
596.9
32.2
536.7
48"
120.0
500.0
120.0
600.0
120.0
700.0
1 120.0
800.0
120.0
1 900.0
1 104.2
1 868.3
83.1
761.8
67.3
1 673.0
1 55.2
598.0
1 45.7
533.2
38.2
1 477.5
32.2
429.3
STORM BAR AND MULLION SCHEDULE: 4"x4"x1/8" WITH 3.75"x3.75"x0.125" STEEL REINFORCEMENT*
MEMBER
LENGTH
SLAT SPAN
25"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
30"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
35"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
40"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
45"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
50"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
55"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
60"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
65"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
70"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
75"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
80"
DESIGN REACTION
PRESSURE AT ENDS
(PSF) (LBS)
120"
120.0
1250.0
120.0
1500.0
115.4
1682.8
101.0
1682.8
89.7
1682.8
80.8
1682.8
73.4
1682.8
67.3
1682.5
55.2
1495.0
45.7
1332.9
38.2
1193.8
32.2
1073.3
108"
120.0
1125.0
120.0
1350.0
120.0
1575.0
120.0
1800.0
120.0
2025.0
104.2
1953.8
83.1
1713.9
67.3
1514.3
55.2
1345.5
45.7
1199.6
38.2
1074.4
32.2
966.0
96"
120.0
1000.0
120.0
1200.0
120.0
1400.0
120.0
1600.0
120.0
1800.0
104.2
1736.7
83.1
1523.5
67.3
1346.0
55.2
1196.0
45.7
1066.3
38.2
955.0
32.2
858.7
84"
120.0
875.0
120.0
1050.0
120.0
1225.0
120.0
1400.0
120.0
1575.0
104.2
1519.6
83.1
1333.1
67.3
1177.8
55.2
1046.5
45.7
933.0
38.2
835.6
32.2
751.3
72"
120.0
750.0
120.0
900.0
120.0
1050.0
120.0
1200.0
120.0
1350.0
104.2
1302.5
83.1
1142.6
67.3
1009.5
55.2
897.0
45.7
799.8
38.2
716.3
32.2
644.0
60"
120.0
625.0
120.0
750.0
120.0
875.0
120.0
1000.0
120.0
1125.0
104.2
1085.4
83.1
952.2
67.3
841.3
55.2
747.5
45.7
666.5
38.2
596.9
32.2
536.7
48"
1120.0
500.0
120.0
1 600.0
1 120.0
1 700.0
120.0
800.0
120.0
1 900.0
1 104.2
1 868.3
83.1
761.8
67.3
1 673.0
1 55.2
1 598.0
45.7
533.2
38.2
477.5
32.2
429.3
STORM BAR AND MULLION
SCHEDULE NOTES:
1. PRESSURES SHOWN IN "STORM BAR AND MULLION SCHEDULE" ARE MAXIMUM ALLOWABLE
POSITIVE AND NEGATIVE DESIGN PRESSURES AT EACH RESPECTIVE SLAT SPAN AND STORM
BAR/MULLION HEIGHT. DESIGN VALUES NOTED HEREIN WHEN USED WITH MULLIONS SHALL ONLY BE
USED WITH NON -END RETENTION ROLL -UP SHUTTERS.
2. "STORM BAR AND MULLION SCHEDULES" ARE APPLICABLE TO ALL STORM BARS AND NON -END
RETENTION MULLIONS.
3. SEE SHEET 2 FOR STORM BAR, MULLION, AND REINFORCEMENT DETAIL AND MATERIALS.
4. FOR END MULLIONS, ONE HALF OF THE SLAT SPAN MAYBE USED TO DETERMINE ALLOWABLE
DESIGN PRESSURES AND END REACTIONS. END MULLIONS ARE AS DEFINED IN ELEVATION 2/1.
*NOTE: STEEL REINFORCEMENT LENGTH
5. ALLOWABLE DESIGN PRESSURES AND SLAT SPANS INDICATED ARE FOR DETERMINING
SHALL BE A MINIMUM OF 90% THE MULLION
PERMISSIBLE STORM BAR AND MULLION HEIGHTS ONLY. ACTUAL SLAT SPANS AND DESIGN PRESSURES
LENGTH, LOCATED AT THE CENTER OF THE
SHALL NOT EXCEED THOSE INDICATED IN SEPARATE ROLL -UP SHUTTER APPROVAL.
"REACTION
MULLION AND FASTENED IN PLACE WITH
6. AT ENDS" IS LISTED FOR EACH COMBINATION OF DESIGN LOAD, STORM
#14 18-8 SS OR COATED SAE GR. 5 STEEL
BAR/MULLION TYPE, & SLAT SPAN. CHOOSE MOUNTING CONNECTIONS (PER APPLICABLE CONNECTION
SMS OR SDS AT 12" O.C. MAX STAGGERED
DETAILS HEREIN) THAT PROVIDES "CONNECTION CAPACITY" GREATER THAN OR EQUAL TO "REACTION
ALONG THE FULL REINFORCEMENT LENGTH.
AT ENDS" GIVEN ABOVE.
(REFERENCE STEEL REINFORCEMENT DETAIL
7. THIS SCHEDULE MAY BE USED FOR ALL MOUNTING CONDITIONS LISTED HEREIN.
8. ® DENOTES CONDITIONS NOT APPROVED FOR USE.
1/2)
FRANK BENNARDO, PE
PE# 0046549 CA#9885
02VftL21
U to N
Z OIt
. I
_ It 0
�F_Q�
_vM"O
yz�
0r^HMrnV)u
MU Zi Jw� ui
LL K JW LL
QZwwUSXx> Qw
woWU
It 'co902Z�W�,1ww
LLW
w
Ow
%D p
Lri
M
N
v
J
LL.
w�
�0
O M
oa °
K M
zm A
m
a LL
z LLi
a
U
CG
Q
�V-
K
�
w w
D
og
Q
w c
H
o
N
zJ�o
p v
v ro
co
-
ao
=mU)
U LL
U�
K
o
0' J
> >
[t]
3�-
p `L
Ir w
U
x' <
wM
w�w
ww�
�mm
(n
m
LL LL
LL
oa
¢�o
COPYRIGHT FRANK L. BENNARDO P.E.
20-26180b
SCALE: -
PAGE DESCRIPTION:
m
OF
I
FRANK BENNARDO,PE
PE# 0046549 CA#9885
HEADER SCHEDULE: 2"x6"x1/8" WITH 1.75"x5.75"x0.125" STEEL REINFORCEMENT*
HEADER
LENGTH
STORM BAR HEIGHT
60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228"
DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION
PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS
(PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS)
120"
120.0
1000.0
105.9
1117.5
87.5
1117.5
74.5
1117.5
64.9
1117.5
57.5
1117.5
51.6
1117.5
46.8
1117.5
42.8
1117.5
39.4
1117.5
36.6
1117.5
35.3
1117.5
108"
120.0
900.0
120.0
1140.0
112.1
1289.4
95.5
1289.4
83.2
1289.4
73.7
1289.4
66.1
1289.4
60.0
1289.4
54.9
1289.4
50.6
1289.4
46.9
1289.4
45.2
1289.4
96"
120.0
800.0
120.0
1013.3
120.0
1226.7
120.0
1440.0
110.3
1519.8
97.7
1519.8
87.7
1519.8
79.5
1519.8
72.8
1519.8
67.0
1519.8
62.2
1519.8
60.0
1519.8
84"
120.0
700.0
120.0
886.7
120.0
1073.3
120.0
1260.0
120.0
1446.7
120.0
1633.3
120.0
1820.0
110.3
1844.9
100.9
1844.9
93.0
1844.9
86.3
1844.9
83.2
1844.9
72"
120.0
600.0
120.0
760.0
120.0
920.0
120.0
1080.0
120.0
1240.0
120.0
1400.0
120.0
1560.0
120.0
1720.0
120.0
1880.0
120.0
2040.0
120.0
2200.0
120.0
2280.0
60"
120.0
500.0
120.0
633.3
120.0
766.7
120.0
900.0
120.0
1033.3
120.0
1166.7
120.0
1300.0
120.0
1433.3
120.0
1566.7
120.0
1700.0
120.0
1833.3
120.0
1900.0
48"
120.0
400.0
120.0
506.7
120.0
613.3
120.0
720.0
120.0
826.7
120.0
933.3
120.0
1040.0
120.0
1146.7
120.0
1253.3
120.0
1360.0
120.0
1466.7
120.0
1520.0
36"
120.0
300.0
120.0
380.0
120.0
460.0
120.0
540.0
120.0
620.0
120.0
700.0
120.0
780.0
120.0
860.0
120.0
940.0
120.0
1020.0
120.0
1100.0
120.0
1140.0
HEADER SCHEDULE NOTES:
1. PRESSURES SHOWN IN "HEADER SCHEDULE" ARE MAXIMUM
ALLOWABLE POSITIVE AND NEGATIVE DESIGN PRESSURES AT EACH
RESPECTIVE HEADER LENGTH AND STORM BAR HEIGHT. DESIGN
PRESSURES ARE APPLICABLE TO BOTH DOUBLE -SPAN AND TRIPLE -SPAN
CONDITIONS.
2. "HEADER SCHEDULES" ARE APPLICABLE TO ALL HEADERS.
3. SEE SHEET 2 FOR HEADER AND REINFORCEMENT DETAIL AND
MATERIALS.
4. ALLOWABLE DESIGN PRESSURES AND STORM BAR HEIGHTS
INDICATED ARE FOR DETERMINING PERMISSIBLE HEADER LENGTHS
ONLY. ACTUAL STORM BAR HEIGHT AND DESIGN PRESSURES SHALL NOT
EXCEED THOSE INDICATED IN "STORM BAR AND MULLION SCHEDULES"
AS APPLICABLE.
5. "REACTION AT ENDS" IS LISTED FOR EACH COMBINATION OF
DESIGN LOAD, HEADER LENGTH, & STORM BAR HEIGHT. CHOOSE
MOUNTING CONNECTIONS (PER APPLICABLE CONNECTION DETAILS
HEREIN) THAT PROVIDES "CONNECTION CAPACITY" GREATER THAN OR
EQUAL TO "REACTION AT ENDS" GIVEN ABOVE.
6. THIS SCHEDULE MAY BE USED FOR ALL MOUNTING CONDITIONS
LISTED HEREIN.
7. ® DENOTES CONDITIONS NOT APPROVED FOR USE.
*NOTE: STEEL REINFORCEMENT LENGTH
SHALL BE A MINIMUM OF 90% THE
MULLION LENGTH, LOCATED AT THE
CENTER OF THE MULLION AND FASTENED
IN PLACE WITH #14 18-8 SS OR COATED
SAE GR. 5 STEEL SMS OR SIDS AT 12"
O.C. MAX STAGGERED ALONG THE FULL
REINFORCEMENT LENGTH. (REFERENCE
STEEL REINFORCEMENT DETAIL 1/2)
STORM BAR TO HEADER
CONNECTION DETAILS
(3) #14 410 SS OR COATED
SAE GR. 5 STEEL SMS OR
SIDS PER ANGLE Y" MIN.
FROM ANY ALUPIII�UM EDGE,
HEADER PER SPACED %" O.C. MIN.
HEADER
SCHEDULE --\
(2) 5/6" 18-8 SS OR COATED SAE GR. 5
STEEL THRU-BOLTS, WITH Y4" MIN. EDGE
DISTANCE FROM ANY ALUMINUM EDGE.
STORM BAR PER
STORM BAR AND
MULLION SCHEDULE
CONNECTION CAPACITY: 4262 LB
i STORM BAR TO HEADER
12 N.T.S. VERT SECTION
(6) #14 410 SS OR COATED
SAE GR. 5 STEEL SMS OR
HEADER PER SIDS PER ANGLE, %2" MIN.
HEADER FROM ANY ALUMINUM EDGE,
SCHEDULE, PACED %" O.C. MIN.
(3) 3/8" 18-8 SS OR COATED SAE GR. 5 I�
STEEL THRU-BOLTS, WITH Y4" MIN. EDGE
DISTANCE FROM ANY ALUMINUM EDGE.
(2) ANGLES PER
2 MIN.�MIN.y 15 STORM BAR ONE
EACH SIDE OF
I I STORM BAR
STORM BAR PER I I
STORM BAR AND
MULLION SCHEDULE
CONNECTION CAPACITY: 8524 LB
2 STORM BAR TO HEADER
12 N.T.S. VERT SECTION
HEADER PER
HEADER
SCHEDULE
MIN. MIN. MIN. MIN. r MIN. MIN:
(3) 3/8" 18-8 SS OR
COATED SAE GR. 5
STEEL THRU-BOLTS,
WITH Y4" MIN. EDGE
DISTANCE FROM ANY
ALUMINUM EDGE.
o2y�i.Y�2i
U 0 N
It
Z o1
�ro^ F_ y0
ED WH J �uiU
r^ ULr)
W - 0 LL (n r�� In
W w aw
Z O Lu u20a-
''nnn w-> x
U� F> Q Zw
�QwoWU'
Zk
d m o W.
0 � zw
��
� LL 2:
�1w <W
w
� t7
Ln
M
N
I V(6)
#14 410 SS OR COATED
SAE GR. 5 STEEL SMS OR
SIDS PER ANGLE 1/" MIN.
FROM ANY ALUMINUM
EDGE, SPACED %" O.C. MIN
STORM BAR PER STORM BAR
AND MULLION SCHEDULE
CONNECTION CAPACITY: 8524 LB
3 STORM BAR TO HEADER
12 N.T.S. VERT SECTION
vl�n
r�+w
38
rr � �
�1
l+�r-
ate
�
°ate
O M
a m
CA:)
mh
z �
W
U
m
� Q
W
w
Q
og
w
�
Q
w ;! u, �: o
N --
Q tc
p N O O N -
vvaoco -
=mU)
U LL U 1 -
Z Z Z
�wzzm m�
p Y w w U
LL�o
�a
zap_
Q (n m m m
� LL LL LL
w V
Z O
COPYRIGHT FRANK L. BE MARDO P E.
20-26180b
OF
I
STORM BAR AND MULLION CONNECTION DETAILS
MIN. SPACING
PER SCHEDULE 'Al'
(2) ANCHORS PER
SCHEDULE 'Al'
3/4" MIN,
TYPICAL
(2) 516" 18-8 SS OR COATED SAE
GR. 5 STEEL THRU-BOLTS, WITH STORM BAR OR MULLION PER STORM BAR
3/4" MIN. EDGE DISTANCE FROM AND MULLION SCHEDULES. ORIENTATION
ANY ALUMINUM EDGE. VARIES FOR INTERIOR OR WALL MOUNT,
SEE DETAIL 4/13.
END CONNECTION
1 INTERIOR OR WALL MOUNT
1 3 N.T.S.
15
� Q
Z w
U J
Q
a w
N
2
Z_ U
Ln
w
a
(4) ANCHORS PER
MIN. SPACING SCHEDULE 'Al'
PER SCHEDULE 'Aft,
-1-1
3/4" MIN,
TYPICAL
3/4" MIN,
3/4" MIN,
TYPICAL
3/4" MIN,
TYPICAL
s /s
(3) �� 18-8 SS OR COATED SAE
STORM BAR OR MULLION PER STORM
GR. 5 STEEL THRU-BOLTS, WITH
BAR AND MULLION SCHEDULES.
3/4" MIN. EDGE DISTANCE FROM
ORIENTATION VARIES FOR INTERIOR
ANY ALUMINUM EDGE.
OR WALL MOUNT, SEE DETAIL 4/13.
END CONNECTION
2 INTERIOR OR WALL MOUNT
1 3 N.T.S.
ANCHOR NOTES:
1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MANUFACTURERS' RECOMMENDATIONS.
2. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR
SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE
EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES.
3. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS
CERTIFIED HEREIN.
4. WHERE EXISTING STRUCTURE IS WOOD FRAMING,
EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT
FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS,
NOT INTO PLYWOOD.
5. MACHINE SCREWS SHALL HAVE MINIMUM OF 5/8"
ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE
EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD
("SIDEWALK BOLT") U.N.O.
6. ` ANCHOR SHALL PENETRATE THROUGH FACE SHELL
INTO GROUTED CELL.
(2) A" 18-8 SS OR COATED SAE
GR. 5 STEEL THRU-BOLTS, WITH
%2" MIN. EDGE DISTANCE FROM
ANY ALUMINUM EDGE.
15 ONE EACH SIDE OF
STORM BAR, TYPICAL
• CLUSTER OF (4) 3/8" DEWALT
SCREW BOLTS AT CENTERED
EACH STORM BAR W/ 33/2" MIN.
EMBED, 3" MIN. EDGE DISTANCE,
AND 41/2" SPACING TO 3KSI MIN.
CONCRETE. BALANCE SPACED AT
18" O.C. MAX
• CLUSTER OF (4) 5/16" ITW
TAPCONS AT CENTERED EACH
STORM BAR W/ 2-1/4" MIN.
EMBED/ 4" MIN. EDGE DISTANCE,
AND 4' SPACING TO
GROUT -FILLED CONCRETE BLOCK
BALANCE SPACED AT 18" O.C.
MAX
• CLUSTER OF (4) 5/16" LAG
SCREWS AT CENTERED EACH
STORM BAR W/ 2" MIN. THREAD
PENETRATION, 1-1/4" MIN. EDGE
DISTANCE, AND 2" SPACING TO
G=0.42 MIN. WOOD. BALANCE
SPACED AT 18" O.C. MAX
•
SCHEDULE'Al'
STORM BARS PER STORM BAR
AND MULLION SCHEDULES
1" MIN
1" MIN.
(2) Y4" 18-8 SS OR COATED
SAE GR. 5 STEEL THRU-BOLTS,
WITH 3/2" MIN. EDGE DISTANCE
FROM ANY ALUMINUM EDGE.
ONE EACH SIDE OF
STORM BAR, TYPICAL
6063-T6 ALUMINUM BAR,
0.25" MIN. THICKNESS. SIZE
VARIES PER STORM BAR SIZE
�R1/5 STEEL THRU-B COATED SAE
. 5 STEEL THRU-BOLTS PER
1� ANGLE W/ Y2" MIN EDGE DISTANCE
(2) /4"-20 316 SS THRU-BOLTS PER q TO ANY ALUMINUM EDGE
ANGLE W/ 1/2" MIN EDGE DISTANCE <TFP
15 TO ANY ALUMINUM EDGE NqT�
— — — — — — — — — — — — — — — — — — — — — — — —
(2) 20 SS O
(2) #14 18-8 SS OR 1/2" 1/2"
COATED SAE GR. 5 MIN. MIN.
STEEL SMS OR SDS
IPER ANGLE W/ %" MIN
EDGE DISTAqCE TO
1/2" 1/2" ATED SAE GR. 5 STEEL 1
MIN. MIN.ITHRU-BOLTS PER ANGLE W/
1" MIN.%" MIN EDGE DISTANCE TO
AY ALUMINUM EDGE
ANY ALUMINUM EDGE 6063-T6 ALUMINUM ANGLE,
0.25" MIN. THICKNESS. SIZE
EQ. VARIES PER STORM BAR SIZE.
CLUSTER OF (9) #14 18-8 SS OR COATED SAE GR. 5 STEEL
i EQ. SMS OR SIDS CENTERED AT EACH STORM BAR W/ %" MINIMUM
ANY /" THICK ALUMINUM EDGE DISTANCE TO ANY ALUMINUM EDGE (INCLUD2ING
TUBE FR6M SHEETS 2 AND 3 ACCESS HOLES FOR WEDGE BOLTS, SPACED 3/4" O.C. MIN, 3"
O.C. MAX. BALANCE SPACED AT 18' O.C. MAX
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ----
CONNECTION CAPACITY: 2276 LB
3 STORM BAR BUILD -OUT MOUNT
13 N.T.S. VERT SECTION
ANCHOR TYPE
MINIMUM
SPACING
MINIMUM
EDGE
DISTANCE
CONNECTION
DETAIL
MOUNTING
CONDITION
CONNECTION
CAPACITY
3/8" DEWALT SCREW BOLTS
1/13
WALL MOUNT
4332 LB
INTERIOR MOUNT
3065 LB
W/ 3-1/2" EMBED TO 3KSI MIN.
CONCRETE
4.5"
4.5"
2/13
WALL MOUNT
8820 LB
INTERIOR MOUNT
6130 LB
3/8" DEWALT STEEL DROPIN
1/13
WALL MOUNT
1590 LB
INTERIOR MOUNT
2290 LB
W/ 1-9/16" EMBED TO 3KSI MIN.
CONCRETE
4.5"
5.25"
2/13
WALL MOUNT
3180 LB
INTERIOR MOUNT
4580 LB
3/8" DEWALT SCREW BOLTS
1/13
WALL MOUNT
2580 LB
INTERIOR MOUNT
2200 LB
W/ 3-1/2" EMBED TO GROUT -FILLED
CONCRETE BLOCK'
6.0"
12.0"
2/13
WALL MOUNT
5160 LB
INTERIOR MOUNT
4400 LB
5/16" ITW TAPCON XL OR
DEWALT ULTRACON W/ 2-1/4"
MIN. EMBED TO 3.5KSI MIN.
5.0"
3.125"
1/13
WALL MOUNT
1576 LB
INTERIOR MOUNT
1702 LB
WALL MOUNT
3152 LB
CONCRETE
2/13
INTERIOR MOUNT
3404 LB
5/16" ITW TAPCON XL OR
DEWALT ULTRACON W/ 2-1/4"
MIN. EMBED TO GROUT -FILLED
5.0"
3.125"
1/13
WALL MOUNT
584 LB
INTERIOR MOUNT
744 LB
WALL MOUNT
1168 LB
CONCRETE BLOCK
2/13
INTERIOR MOUNT
1488 LB
WALL MOUNT
1310 LB
5/16" LAG SCREW W/ 2" MIN.
THREAD PENETRATION TO
G=0.42 MIN WOOD
2.0"
1.25"
1/13
INTERIOR MOUNT
302 LB
2/13
WALL MOUNT
2620 LB
INTERIOR MOUNT
604 LB
THRU-BOLTS PER
DETAILS ABOVE
`STORM BAR OR
MULLION PER
STORM BAR AND
O MULLION
SCHEDULES.
EXISTING HOST \\\\
STRUCTURE
ANCHORSPER
DETAILS ABOVE
INTERIOR MOUNT
ANCHORSPER
DETAILS ABOVE J/11
EXISTING HOST %j/
STRUCTURE J
THRU-BOLTS PER
DETAILS ABOVE
STORM BAR OR MULLION
PER STORM BAR AND
MULLION SCHEDULES.
WALL MOUNT
END CONNECTION
4 MOUNTING CONDITIONS
1 3 N.T.S.
FRANK BENNARDO,PE
PE# 0046549 CA#9885
III
02,/01/2021
N
Z o�
WuJ LL
(n W m In
W LL aw
Z O u
wW -Ex
Ua~'<—w
�QWoWU
Zk
0Lm�z�
0 _j zw
z
� LL 2:
(ncvFw
O W
j W
Ln
M
N
v
LL
w
O
M
O
� M
Q = w
p] J
�
mA
z w
w
v
can
w
Z
m
m
L
� 0
CONTINUOUSLY ANCHORED MULLION CONNECTION DETAILS
ROLL -UP
SHUTTER
-E
OND
SLAT SPAN SLAT SPAN
SHUTTER WITH MULLIONS
1 ANCHORED CONTINUOUSLY
14 N.T.S. EXTERIOR ELEV
ANCHORS PER
SCHEDULE 'A3'
END MULLION
PER MULLION
SCHEDULE
INTERMEDIATE
MULLION PER
MULLION
SCHEDULE
t_
ANCHORS PER
SCHEDULE 'A3'
ROLL UP SHUTTER AND ATTACHMENT TO
ROLL UP SHUTTER AND ATTACHMENT TO
MULLION PER ADDITIONAL INSTALLATION
MULLION PER ADDITIONAL INSTALLATION
INSTRUCTIONS INCLUDED IN THIS APPROVAL
INSTRUCTIONS INCLUDED IN THIS APPROVAL
END MULLION
INTERMEDIATE MULLION
2 CONTINUOUSLY ANCHORED 3 CONTINUOUSLY ANCHORED
14 N.T.S.
HORIZ SECTION 14 N.T.S. HORIZ SECTION
SCHEDULE 'A2'
SLAT
SPAN
DESIGN
PRESSURE
(PSF)
REACTION ALONG LENGTH
INTERMEDIATE
END MULLION MULLION
40
50 LB/FT
100 LB/FT
60
75 LB/FT
150 LB/FT
30"
80
100 LB/FT
200 LB/FT
100
125 LB/FT
250 LB/FT
120
150 LB/FT
300 LB/FT
40
67 LB/FT
133 LB/FT
60
100 LB/FT
200 LB/FT
40"
80
133 LB/FT
267 LB/FT
100
167 LB/FT
333 LB/FT
120
200 LB/FT
400 LB/FT
40
83 LB/FT
167 LB/FT
60
125 LB/FT
250 LB/FT
50"
80
167 LB/FT
333 LB/FT
100
208 LB/FT
417 LB/FT
120
250 LB/FT
500 LB/FT
40
100 LB/FT
200 LB/FT
60
150 LB/FT
300 LB/FT
60"
80
200 LB/FT
400 LB/FT
100
250 LB/FT
500 LB/FT
120
300 LB/FT
600 LB/FT
40
117 LB/FT
233 LB/FT
60
175 LB/FT
350 LB/FT
70"
80
233 LB/FT
467 LB/FT
100
292 LB/FT
583 LB/FT
120
350 LB/FT
700 LB/FT
40
133 LB/FT
267 LB/FT
60
200 LB/FT
400 LB/FT
80"
80
267 LB/FT
533 LB/FT
100
333 LB/FT
667 LB/FT
120
400 LB/FT
800 LB/FT
SCHEDULE 'AT
ANCHOR TYPE
MINIMUM
EDGE
DISTANCE
ANCHOR
SPACING
(ON
CONNECTION
CAPACITY
CENTER)
12"
2205 LB/FT
3/8" DEWALT SCREW BOLTS
18"
1470 LB/FT
W/ 3-1/2" EMBED TO 3KSI MIN.
CONCRETE
4.5"
24"
735 LB/FT
30"
294 LB/FT
12"
1290 LB/FT
3/8" DEWALT SCREW BOLTS
18"
860 LB/FT
W/ 3-1/2" EMBED TO GROUT -FILLED
CONCRETE BLOCK'
12.0"
24"
430 LB/FT
30"
172 LB/FT
12"
795 LB/FT
3/8" DEWALT STEEL DROPIN
18"
530 LB/FT
W/ 1-9/16" EMBED TO 3KSI MIN.
CONCRETE
5.25"
24"
265 LB/FT
30"
106 LB/FT
12"
788 LB/FT
5/16" ITW TAPCON XL OR DEWALT
18"
525 LB/FT
ULTRACON W/ 2-1/4" MIN. EMBED
TO 3.5KSI MIN. CONCRETE
4.0"
24"
263 LB/FT
30"
105 LB/FT
5/16" ITW TAPCON XL OR DEWALT
12"
292 LB/FT
18"
195 LB/FT
ULTRACON W/ 2-1/4" MIN. EMBED
TO GROUT -FILLED CONCRETE
3.125"
24"
97 LB/FT
BLOCK
30"
39 LB/FT
12"
655 LB/FT
5/16" LAG SCREW W/ 2" MIN.
THREAD PENETRATION TO G=0.42
MIN WOOD
1.25"
18"
437 LB/FT
24"
218 LB/FT
30"
87 LB/FT
CONTINUOUSLY ANCHORED
MULLION NOTES:
1. USE SCHEDULE 'A2' TO DETERMINE THE REACTION ALONG MULLION
LENGTH FOR THE APPLICABLE SLAT SPAN AND DESIGN PRESSURE.
2. "REACTION ALONG LENGTH" IS LISTED FOR EACH COMBINATION OF
DESIGN LOAD & SLAT SPAN. CHOOSE ANCHOR TYPE AND ANCHOR SPACING FROM
SCHEDULE 'A3' THAT PROVIDES "CONNECTION CAPACITY" GREATER THAN OR
EQUAL TO "REACTION ALONG LENGTH" GIVEN ABOVE IN SCHEDULE 'A2'.
3. SCHEDULES ARE APPLICABLE TO ALL NON -END RETENTION MULLIONS.
4. ALLOWABLE DESIGN PRESSURES AND SLAT SPANS INDICATED ARE FOR
DETERMINING PERMISSIBLE MULLION ANCHORS ONLY. ACTUAL SLAT SPANS AND
DESIGN PRESSURES SHALL NOT EXCEED THOSE INDICATED ROLL -UP SHUTTER
INSTALLATION INSTRUCTIONS.
5. THIS SCHEDULE MAY BE USED FOR ALL NON -END RETENTION MULLIONS
ANCHORED CONTINUOUSLY ALONG THEIR LENGTH.
6. SEE ANCHOR NOTES ON SHEET 13
FRANK BENNARDO,PE
PE# 0046549 CA#9885
029621
w
Hn
ui �:
o
N
m
n
O
z -
R
o
Z
=m
;m�
o
U LL
Z
U LL
x
-
G' J
>Z
>
>Z
>
O Y
x
x U
a
wt
Y w
m
m m
w
COPYRIGHT FRANK L. BENNARDO P E.
20-26180b
ml
OFF
N
FRANK BENNARDO,PE
PE# 0046549 CA#9885
HEADER CONNECTION DETAILS
ANCHOR PER
SCHEDULE 'B'
SHUTTER
RAIL
HEADER PER
HEADER
SCHEDULES
BUILD -OUT &
WALL MOUNT
1 5 N.T.S. ELEV
ANCHOR PER
SCHEDULE 'B'
EXISTING HOST
STRUCTURE
HEADER
HEAT
SCHEDU
2 WALL MOUNT
15 N.T.S. HORIZ SECTION
ANCHOR PER
SCHEDULE 'B'
EXISTING HOST
STRUCTURE
BUILD -OUT TUBE
HEADER P
HEAD
SCHEDUL
MIN. SPACING PER
SCHEDULE 'B'
(2) 3/8" 18-8 SS OR COATED
SAE GR. 5 STEEL THRUBOLTS,
%4" FROM ANY ALUMINUM
EDGE, 1" MIN. SPACING.
(2) ANCH(
SCHE
HEADER PER (2) 3/8" 18-8 SS OR COATED
HEADER SAE GR. 5 STEELTHRUBOLTS, 3/4" HEADER PER
SCHEDULES FROM ANY ALUMINUM EDGE, 1" [SCHEDULES
HEADER
MIN. SPACING.
BUILD -OUT &
4 WALL MOUNT
15 N.T.S. ELEV
(2) ANCHORS PER
SCHEDULE 'B'
3/4" IN. 1" MIN. 3/4" MIN.
HEADER PER
HEADER
SCHEDULES
MIN. SPACING PER EMBED. 15
SCHEDULE 'B' /
(2) 3/8" 18-8 SS OR COATED SAE GR. 5
STEEL THRUBOLTS, 3/4" FROM ANY
EXISTING HOST ALUMINUM EDGE, 1" MIN. SPACING.
STRUCTURE BOLTS MAY BE INSTALLED THROUGH
ONE OR BOTH WALLS OF HEADER.
SHUTTER RAIL
(3) 1/4" 18-8 SS OR COATED
SAE GR. 5 STEEL
THRUBOLTS, 3/4" FROM ANY
ALUMINUM EDGE, 1" MIN.
SPACING.
(2) ANCHORS PER
SCHEDULE 'B'
3 BUILD -OUT MOUNT
15 N.T.S. HORIZ SECTION
5 WALL MOUNT
15 N.T.S. VERT SECTION
(2) 3/8" 18-8 SS OR COATED SAE GR.
5 STEEL THRUBOLTS, %" FROM ANY
ALUMINUM EDGE, 1" MIN. SPACING. ROLL -UP
BOLTS MAY BE INSTALLED THROUGH SHUTTER
ONE OR BOTH WALLS OF HEADER. SYSTEM PER
THIS
I I i APPROVAL
" MIN.j}f--+Y," MIN.
EXISTING HOST /} I I
HEADER PER
STRUCTURE / I 1'I MIN.
HEADER
SCHEDULES
MIN. SPACING PER EMBED. I i
15
SCHEDULE 'B' 1 I
1
(3) Y4" 18-8 SS OR COATED
I
SAE GR. 5 STEEL THRUBOLTS,
I I
I
3/4" FROM ANY ALUMINUM
31 MIN. I I
EDGE, 1" MIN. SPACING.
BUILD -OUT TUBE I
SHUTTER RAIL
6 BUILD -OUT
MOUNT
15 N.T.S.
VERT SECTION
N
EXISTING HOST
It
STRUCTURE
I
LLuWJ
z
WJ U
E
(2) ANCHORS PERQ' EQ'I
W^
rn uj
Ln�LL Lo
'B'
xzSCHEDULE
p =
wW U mix
n�
U�
z
Q—.w
�Q W oWU'
EMBED.
/
ZX
Or co oz�
a
15
K N 0 (9 Lu
J M Z Lu
U '-I W
a
LLL o 2:()
�W
INTERIOR MOUNT
ow
oo
15 N.T.S. ELEV
SCHEDULE 'B'
ANCHOR TYPE
MINIMUM
SPACING
MINIMUM
EDGE
DISTANCE
MOUNTING
CONDITION
NUMBER OF
ANCHORS
CONNECTION
CAPACITY
3/8" DEWALT SCREW BOLTS
W/ 3-1/2" EMBED TO 3KSI MIN.
CONCRETE
4.5"
4.5"
BUILD -OUT OR
WALL MOUNT
1
2205 LB
2
3093 LB
INTERIOR
MOUNT
1
LB
2
065
3065 LB
2.5"
4.5"
BUILD -OUT OR
WALL MOUNT
1
1477 LB
2
2955 LB
INTERIOR
MOUNT
1
1272 LB
2
2544 LB
3/8" DEWALT SCREW BOLTS
W/ 3-1/2" EMBED TO GROUT -FILLED
CONCRETE BLOCK`
6.0"
12.0"
BUILD -OUT OR
WALL MOUNT
1
1290 LB
2
2580 LB
INTERIOR
MOUNT
1
1100 LB
2
2200 LB
3/8" DEWALT STEEL DROPIN
W/ 1-9/16" EMBED TO 3KSI MIN.
CONCRETE
4.5"
5.25"
BUILD -OUT OR
WALL MOUNT
1
795 LB
2
1590 LB
INTERIOR
MOUNT
1
1145 LB
2
2290 LB
2.5"
5.25"
BUILD -OUT OR
WALL MOUNT
1
461 LB
2
922 LB
INTERIOR
MOUNT
1
664 LB
2
1328 LB
5/16" ITW TAPCON XL OR DEWALT
ULTRACON W/ 2-1/4" MIN. EMBED TO
3.5KSI MIN. CONCRETE
5.0"
4.0"
OR
BUILD -OUT WALL MOUNNTT
1
788LB
2
1576 LB
INTERIOR
MOUNT
1
851 LB
2
1702 LB
5/16" ITW TAPCON XL OR
DEWALT ULTRACON W/ 2-1/4"
MIN. EMBED TO GROUT -FILLED
CONCRETE BLOCK
5.0"
3.125"
BUILD -OUT OR
WALL MOUNT
1
292 LB
2
584 LB
INTERIOR
MOUNT
1
372 LB
2
744 LB
5/16" LAG SCREW W/ 2" MIN.
THREAD PENETRATION TO
G=0.42 MIN WOOD
2.0"
1.25"
BUILD -OUT OR
WALL MOUNT
1
655 LB
2
1311 LB
INTERIOR
MOUNT
1
151 LB
2
301 LB
NOTES:
1. ALL ANCHORS SHALL BE 3/4" MINIMUM FROM ANY ALUMINUM EDGE.
2. ` ANCHOR SHALL PENETRATE THROUGH FACE SHELL INTO GROUTED CELL.
3. SEE ANCHOR NOTES ON SHEET 13.
Ln
M
N
.-I
LL
w-9 �LL
�a'
°C)
O M
a m
p =8 u
�
ZmA
Qu-
z ui
U
cow
Q �
H
w
Q
og
w
�
w u� o
Q �4 oo n
p N
vvaoco -
=m�mz
U LL U LL -
z z z
m m
10
LL�o
�a
zap_
o' m U U U
Q <nm mm
� LL LL LL
m a
o� z -
COPYRIGHT FRANK L. BENNARDO P E.
20-2618Ob
W5
MAESTROSHIELD ALUMINUM ROLL -UP SHUTTER
WITH NON -END RETENTION SLATS AND RAILS
88.375" MAX. UNIT WIDTH
WITHOUT STORM BARS &
WITHOUT END RETENTION SLATS
VCHOR
JLE FOR
'ACING
JCTURAL
JNTED
2T #30)
ACED
)M OF
D WITH
JOR
E @ 16"
-82.1" MAX SLAT SPAN
NON -END RETENTION
1 SHUTTER W/O STORM BARS
1 N.T.S. EXTERIOR ELEV
TABLE 1
NON -END RETENTION
NO STORM BARS
SLAT
SPAN
ALLOWABLE DESIGN
PRESSURE
POSITIVE NEGATIVE
47.1"
+ 120.0 PSF
120.0 PSF
50.0"
+ 100.5 PSF
104.2 PSF
55.0"
+ 74.0 PSF
83.1 PSF
60.0"
+ 55.8 PSF
67.3 PSF
65.0"
+ 39.7 PSF
55.2 PSF
70.0"
+ 28.9 PSF
45.7 PSF
75.0"
+ 21.4 PSF
38.2 PSF
80.0"
+ 16.2 PSF
32.2 PSF
82.1"
+ 14.5 PSF
30.0 PSF
TABLE 1 & 2 NOTES:
TABLE 2
MINIMUM GLAZING SEPARATION
NON -END RETENTION
SLAT
SPAN
INSTALLATIONS
<_ 30' ABOVE
GRADE
INSTALLATIONS
> 30' ABOVE
GRADE
47.1"
3.1"
2.5"
50.0"
3.1"
2.7"
55.0"
3.1"
2.8"
60.0"
3.1"
3.0"
65.0"
3.1"
3.0"
70.0"
3.1"
3.0"
75.0"
3.1"
3.0"
80.0"
3.1"
3.0"
82.1"
3.1"
3.0"
SLAT SPAN IS DEFINED AS THE DISTANCE BETWEEN
RAILS FOR SINGLE SPAN ASSEMBLIES.
LINEAR INTERPOLATION BETWEEN SHUTTER SPANS
IS NOT PERMITTED. FOR SPANS BETWEEN THOSE
INDICATED ABOVE, THE DESIGN PRESSURES FOR
THE NEXT HIGHER SPAN SHALL BE USED.
SEPARATION FROM GLAZING IS ONLY REQUIRED
WITHIN THE HVHZ.
GENERAL NOTES
1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND
TESTED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SEVENTH
EDITION (2020), THE INTERNATIONAL BUILDING CODE (IBC) AND THE
INTERNATIONAL RESIDENTIAL CODE (IRC), FOR USE WITHIN AND
OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. SEE EVALUATION
REPORT FOR ADDITIONAL INFORMATION.
2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED
IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR
Cd=1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN.
3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR
USE WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE
ENGINEERING IN ACCORDANCE WITH THE GOVERNING CODE. PRESSURE
REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7 AND
CHAPTER 1609 OF THE FLORIDA BUILDING CODE SHALL BE LESS THAN
OR EQUAL TO THE POSITIVE OR NEGATIVE DESIGN PRESSURE CAPACITY
VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN.
4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM
TESTED PRESSURES DIVIDED BY A 1.5 SAFETY FACTOR.
5. THE 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. THIS
CERTIFICATION IS VALID FOR USE IN CONJUNCTION WITH THE MOST
CURRENT REVISION OF FLORIDA PRODUCT APPROVAL #FL14235.1,
ALUMINUM STORM BARS, HEADERS, & MULLIONS
6. ROLL -UP MECHANISM AND HOOD ASSEMBLY ARE NOT PART OF
THIS APPROVAL.
7. THIS DOCUMENT CONTAINS INFORMATION RELEVANT TO THE
NECESSARY STRUCTURAL REQUIREMENTS OF THE SYSTEM
INSTALLATION. COMPONENTS AND FASTENERS NOT REFERENCED WHICH
ARE PART OF THE INTERNAL FABRICATION OF THE SPECIFIED SYSTEMS
OR ASSEMBLIES SHALL BE PER MANUFACTURER PUBLISHED
SPECIFICATIONS.
8. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE
EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS.
WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED PROPERLY TO
TRANSFER LOADS TO THE EXISTING STRUCTURE.
9. ALL EXTRUSIONS SHALL BE MINIMUM 6063-T5
ALUMINUM ALLOY, UNLESS NOTED OTHERWISE.
10. EACH SHUTTER ASSEMBLY SHALL BEAR A PERMANENT
LABEL ON THE BOTTOM OF THE HOOD FACING THE EXTERIOR
WITH THE FOLLOWING MINIMUM INFORMATION:
TOWN & COUNTRY INDUSTRIES
FORT LAUDERDALE, FL
9LB MISSILE LEVEL D - TAS 201, 202 AND 203
FLORIDA PRODUCT APPROVAL NUMBER
11. ALL BOLTS & WASHERS SHALL BE ZINC COATED STEEL,
GALVANIZED STEEL, OR STAINLESS STEEL WITH A MINIMUM
TENSILE YIELD STRENGTH OF 60 KSI. ALL ALUMINUM 3/16"0 OR
1/4"0 POP RIVETS SHALL HAVE A MINIMUM SHEAR ULTIMATE
STRENGTH OF 42ksi.
12. ALL STEEL IN CONTACT WITH ALUMINUM SHALL BE
PAINTED OR PLATED AS PRESCRIBED IN THE FLORIDA BUILDING
CODE.
VISIT ECALC.10/26180a
FOR SITE SPECIFIC DEVIATIONS
& MORE INFORMATION ABOUT THIS DOCUMENT
OR SCAN THIS OR CODE
VISIT ENGINEERINGEXPRESS.COMISTORE
FOR ADDITIONAL PLANS, REPORTS & RESOURCES
FRANK BENNARDO,PE
PE# 0046549 CA#9885
III
02,/01/2021
U � N
ZoI
_ '
ox
uJ o--i J � 'i U
r^ U U
Ww� M d l n
W `�
ZQ O 2�Wa
w Lu � U � z W
�Q<1 W
Z�
az
4 m mow;
Izw
a z
z
V) D' F w
LLl
ow
M
N
J
LL
On ;
ui o
a
o p rn
} I„ a o
� R M
= Co J
z LL
J
c� a
� � p
LU LU
� w w
c p
O Q
Q O J
ca v
cv
v �
a
w �!
u2 �!
o
N
r--
a��o��n
O O
N
?z�-
Q N
7 OD
O
-
z
=
U LL
LL
U �
tY
-
z
>Z >Z
�a
NU
Y w
�v=im
mm
og
S -
m�a�o
COPYRIGHT FRANK L. BENNARDO P.E.
20-26180a
OF
a
FRANK BENNARDO,PE
PE# 0046549 CA#9885
)T
Y
0.150" F 0.083"
T.744"
m
00 0.150"
r-i
1.724'
3.150"
8 SIDE RAIL
6" = 1'-0" 6063-T6 ALUM
3" MIN
8" MAX.
�X
0.125" MIN.
i
L
0.250" MAX.
NOTE: SEE BILL OF MATERIALS (BOM)
FOR TUBE SIZES AND MATERIALS
LiE2.595" 0.552"
0.047" MIN,
TYPICAL
11 TYPICAL SLAT
0" 6063-T6 ALUM
1�
zQ
0.125"
�M
I
1 2.75" MIN.
5.75" MAX.
Fy = 30 ksi MINIMUM
�j ALUMINUM TUBE qD
STEEL REINFORCEMENT
E 6" = 1'-0" MAT'L PER BOM 6" = 1'-0" A36 GALV. STEEL OR STAINLESS STEEL
(�
BILL OF MATERIALS
ITEM #
DESCRIPTION
MATERIAL
1
HOOD TOP
3105-H14 ALUM
2
HOOD FACE
3105-H14 ALUM
3
SIDE CAP, RIGHT
CAST ALUM
4
MOTOR TUBE, 60-88mm DIAMETER, 3mm THICK
6063-T5 ALUM
4
MOTOR TUBE, 60-100mm DIAMETER, 3mm THICK
GALV. STEEL
5
SIDE CAP, LEFT
CAST ALUM
6
IDLE BEARING
NYLON/STEEL
7
MANUAL GEAR OR ELECTRONIC MOTOR
8
SIDE RAIL, NON -END RETENTION
6063-T6 MIN. ALUM
11
TYPICAL SLAT
6063-T6 ALUM
12
1 "x3"xO.125" TUBE
6063-T6 ALUM
13
2"xTW.125" TUBE
6063-T6 ALUM
14
2"x4'W.125" TUBE
6063-T6 ALUM
15
2"x5"xO.125" TUBE
6063-T6 ALUM
16
2"xTW.25" TUBE
6061-T6 OR 6005-T5 ALUM
17
2"x4"x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
18
2"x5"xO.25" TUBE
6061-T6 OR 6005-T5 ALUM
19
2"x6x0.125" TUBE
6063-T6 ALUM
20
2"x6x0.25" TUBE
6061-T6 OR 6005-T5 ALUM
21
3"xTW.125" TUBE
6063-T6 ALUM
22
3"xTW.25" TUBE
6061-T6 OR 6005-T5 ALUM
23
4'W'W.125" TUBE
6063-T6 ALUM
24
4"x4"xO.25" TUBE
6061-T6 OR 6005-T5 ALUM
25
4"x6"0.25" TUBE
6061-T6 OR 6005-T5 ALUM
26
4"x8"xO.25" TUBE
6061-T6 OR 6005-T5 ALUM
27
STEEL REINFORCEMENT F = 30 ksi MIN.
A36 OR STAINLESS STEEL
28
ALUMINUM ANGLE
6061-T6 OR 6005-T5 ALUM
29
OPTIONAL BOTTOM SLAT
6063-T5 ALUM
30
WALL MOUNTED STOP
6063-T6 ALUM
T
zX
M 0.250"
2" MIN.
7" MAX.
28 ALUMINUM ANGLE
0" 6061-T6 OR 6005-T5 ALUM
T
Z_ Q
1" MIN.
7" MAX.
r-2.200"----i
1.440"
Q
0.300" 0.042" MIN,
TYPICAL
OPTIONAL
29 BOTTOM SLAT
6" = 1'-0" 6063-T5 ALUM
30 WALL MOUNTED STOP
-0" 6063-T6 ALUM
I
02,/F---�L
0i 021
O N
Z O�
�c I M BYO
Wi-. J �uiU
W EDr^ U
LL (n LL M (n
W LL aw
Z O owa
r_nnn wW U�c7a
Ur F> a z W
a W o W U
Zkaz�
KN 0 40Lu
O J M Z W
a
L o E U
(n c F w
w
O W
C)
li
Lr
M
N
J
LL
N
3
o0
a�
aM
C) M
c' M
Cl a s
�zm
m IJi
z
a
U J
�
�a
Wo
=5
O a
Q
O J
v
N
LL
N
o
v
W
H
r'
N
oy--
a
= coU
m
z
�:
U LL
U LL
K
z-
z
z zco
O Y
Of w
U
�oo
P
LL
�a
i3�r
N
Y w
In
LL LL
m
LL
-
Lu
a z
-
COPYRIGHT FRANK L. BENNARDO P.E.
20-26180a
0
E
E
FRANK BENNARDO,PE
PE# 0046549 CA#9885
'F--36
CONTINUOUS %" THICK 6063-T5 OG�/oi 1
HOOD END CAPS ANCHORED TO ALUM. ANGLE (SIZE VARIES PER
HOST STRUCTURE ABOVE WITH TOP OF HOOD ANCHORED TO HOOD END CAPS BUILD -OUT DISTANCE), FASTENED TO
ANY (2) ANCHORS FROM EXISTING HOST STRUCTURE FULL ANCHORED TO TOP D- HOOD WITH E), SAE NE 2
ANCHOR SCHEDULE EACH SIDE 1 BUILD -OUT TUBE 0 N
HOOD ANCHORED TO HOST LENGTH WITH ANY /4"O ANCHOR FROM SMS OR 3/6" POP RIVETS @ 16" O.C., O
i ANCHOR SCHEDULE @ 16" O.C. WITH (2) #14 SAE Z � It
STRUCTURE WITH ANY /4"� ANCHORED TO HOST STRUCTURE It Z
EXISTING HOST GR. 2 SMS EACH ® Lu m 0 �
ANCHOR FROM ANCHOR ANCHORS SHALL HAVE 1/Z" MIN EDGE THROUGH 1" LEG WITH ANY %4"O rr^^ [- m � U O
j SCHEDULE @16" O.C.; STRUCTURE DISTANCE FROM ANY ALUMINUM EDGE SIDE ANCHOR FROM ANCHOR SCHEDULE VnJ W `" J rn U) U
Wr LL M K ui
Lu ANCHORS SHALL HAVE 1/Z" @16" O.C.; ANCHORS AND FASTENERS W'VJ to
MIN EDGE DISTANCE FROM E EXISTING HOST j SHALL HAVE %Z" MIN EDGE DISTANCE 7 W U m � Lu
w �
ANY ALUMINUM EDGE. STRUCTURE FROM ANY ALUMINUM EDGE. ANGLE Q W w U Z x
LEG MAY BE POSITIONED UP OR �� " Q wow c3
HOOD END CAPS ANCHORED DOWN. (SEE DETAIL 4/4 FOR Zk a m o z
TO HOST STRUCTURE WITH ALTERNATE) ON 0 M w w
ANY (2) ANCHORS FROM 0 � @ z
ANCHOR SCHEDULE � U
HOOD END CAPS ANCHORED Lr)
EXISTING HOST E O �J i i TO INTERIOR MOUNT O �`� w ~ W
STORM BAR INTERIOR !I , O O , HEADER PER
STRUCTURE MOUNT CONNECTION PER i TUBE/ANGLE WITH (2) #14 0 p
SAE GR. 2 SMS EACH SIDE
ADDENDUM ,1
ADDENDUM INSTALLATION i i INSTALLATION i 0 O
INSTRUCTIONS I� ® INSTRUCCTTIOONS i i
Ln
OPTIONAL / ii li i STORM BAR TO HEADER CONNECTION/
STORM BAR INTERIOR n // i O O i HEADER PER / it l I DETAILS PER ADDENDUM I
ADDENDUM
INSTALLATION INSTRUC
MOUNT CONNECTION I INSTALLATION s
PER ADDENDUM i i i i 0 O INSTRUCTIONS 1/4" MINIMUM it I I I
I (HVHZ ONLY) ii i i i OPTIONAL HEADER
INSTALLATION I II 1 ! I I� II
STORM BAR TO HEADER
INSTRUCTIONS !• II ' ' I CONNECTION DETAILS I ; ; OPTIONAL HEADER PER I PER ADDENDUM
i INSTALLATION
,I I I I i i II = I
it I I I PER ADDENDUM i�—, ADDENDUM INSTALLATION II , , '�~� ��
INSTALLATION i i 0 O, INSTRUCTIONS } Q m
INSTRUCTIONS i o
i I I 1 i INSTRUCTIONS / i l ; I ' ' 1 i n a"d O m
I I I I I I I ii i i i O O i II ' i I i = 1 � m
MIN. GLASS SEPARATION i i i ! MIN. GLASS SEPARATION/ li i MIN. GLASS SEPARATION I i i !� a
ANCHORS INTO HOST ; ; z Q
PER SCHEDULE I I �, , , PER SCHEDULE �, STORM BAR TO PER SCHEDULE I I 1 ; , STORM BAR TO C _m z
li I I I STRUCTURE PER ;; ; ; ; ; II ' ' 1 ; a U w
1 i i ANCHOR SCHEDULE ;; i� i i HEADER CONNECTION ii i i i HEADER CONNECTION @ a
�i-- I I 1 EXISTING HOST _ __ i i i i DETAILS PER EXISTING HOST ' I i i ! i DETAILS PER N p
OPTIONAL INTERIOR ADDENDUM ADDENDUM �_.
STORM BAR PER STRUCTURE STRUCTURE o
JJJ INSTALLATION INSTALLATION
ADDENDUM BEYOND BEYOND
INSTRUCTIONS INSTRUCTIONS 0 ¢
INSTALLATION 1 I ' ' I , I I, , , , ' I ' ' '
I I 1 1 I , , , i li i I j ) O J
INSTRUCTIONS i 1 i f/ li I i ' ii i g' v F
LL
INTERIOR i EXTERIOR INTERIOR �✓ li I i EXTERIOR INTERIOR �i j i EXTERIOR v
�1Cv
� �✓ li I i ANCHORS TO
EXISTING HOST /11 I I , I 1
STRUCTURE BEYOND�]I i i i i I� i INTERIOR MOUNT OPTIONAL INTERIOR H =
I I 1 I I OPTIONAL INTERIO I� , , TUBE/ANGLE PER STORM BAR PER 11 ANCHORS TO
�' i STORM BAR PER /� ADDENDUM �i
1 I 1 ANCHOR SCHEDULE , , BUILD -OUT TUBE PER
13/4" MINIMUM �' I 1 i I OPTIONAL ADDENDUM ^i % I' i i i INSTALLATION �� = i ANCHOR SCHEDULE
I ' I " ' ' '
(HVHZ ONLY) it i O O i i i EXTERIOR STORM BAR PER INSTALLATION I� i INSTRUCTIONSLu
11 i i i N o m
rum i i �
N�sINSTRUCTIONS OPTIONAL EXTERIOR v co ,z s�ADDENDUM
INSTALLATION STORM BAR PER Hw1 I INSTRUCTIONS li li i i ADDENDUM
STORM BAR INTERIOR i STORM BAR INTERIOR ii ; ; 13/4" MINIMUM 1 = ; 1 ; Y m J m z
MOUNT CONNECTION PER i i MOUNT CONNECTION. ii li ; i INSTALLATION 1 , x J n J � ozo
(HVHZ ONLY) I 1 1 O LL O LL
I INSTRUCTIONS _ I
ADDENDUM INSTALLATION 1 I REFERENCE STORM BAR Z wk
INSTRUCTIONS i i CONNECTION DETAILS.,\ i li i i OPTIONAL EXTERIOR a Of W 0
coxo =
STORM BAR INTERIOR I I i STORM BAR PER o Y �30
EXISTING HOST / ii i EXISTING HOST !i \\li i i I i , ADDENDUM
O MOUNT CONNECTION PER
�60�
STRUCTURE ii i STRUCTURE iji; I i i ADDENDUM INSTALLATION ; O O i i 0 O i INSTALLATION Wow
n I h i O O I i O O; INSTRUCTIONS �_ __ ___ _ __ _ INSTRUCTIONS �3¢F
II I
STORM BAR WALL MOUNT m m
O i CONNECTION PER EXISTING HOST STORM BAR BUILD -OUT w a o
!! ! ADDENDUM STRUCTURE�� MOUNT CONNECTION PER � z o
INSTALLATION ADDENDUM INSTALLATION COPYRIGHT FRANK L. BENNARDO P.E.
INSTRUCTIONS INSTRUCTIONS 20-26180a
WALL MOUNT (SHOWN INTERIOR MOUNT (SHOWN BUILD -OUT MOUNT (SHOWN SCALE: -
PAGE DESCRIPTION:
i W/ OPTIONAL STORM BARS 2 W/ OPTIONAL STORM BARS 3 W/ OPTIONAL STORM BARS
3 N.T.S. VERT SECTION 3 N.T.S. VERT SECTION 3 N.T.S. VERT SECTION 7oF-
0
NOTE: FOR OPTIONAL MOUNTING CONDITIONS, NOTE: FOR OPTIONAL MOUNTING CONDITIONS, NOTE: FOR OPTIONAL MOUNTING CONDITIONS,
REFERENCE ADDENDUM STORM BAR AND REFERENCE ADDENDUM STORM BAR AND REFERENCE ADDENDUM STORM BAR AND
MULLION INSTALLATION INSTRUCTIONS. MULLION INSTALLATION INSTRUCTIONS. MULLION INSTALLATION INSTRUCTIONS.
EXISTING HOST
STRUCTURE
ANCHORS
ANCHOR SCHEI
INTERIOR
FXTFRTr)D
MIN. GLASS
SEPARATION
PER SCHEDULE
NON -END RETENTION
1 TYPICAL WALL MOUNT
4 N.T.S. HORIZ SECTION
EXISTING HOST
STRUCTURE
BUILD -OUT ANCHORS
PER ANCHOR SCHEDULE
WALL -MOUNT ANCHO
PER ANCHOR SCHEDU
ANY ALUMINUM
TUBE FROM BILL
OF MATERIALS
HOLE
PLUG
INTERIOR
iy.rrmiraru
EXISTING HOST
MIN. GLASS STRUCTURE
SEPARATION
PER SCHEDULE INTERIOR MOUNT
Lu
(D � ANCHORS PER
L p ANCHOR SCHEDULE
/�EMBED./B//
E
ACCESS
HOLE
NON -END RETENTION
2 TYP. BUILD -OUT MOUNT
4 N.T.S. HORIZ SECTION
CONTINUOUS %$" THICK 6063-T5
ALUM. ANGLES (SIZE VARIES PER
BUILD -OUT DISTANCE)
ANGLE ANCHORED THRU TYP
1" LEG W/ ANY %4"O
ANCHOR FROM ANCHOR
SCHEDULE @16" O.C., 1/2"
MIN EDGE DIST. FROM T)
ANY ALUM EDGE 11
HOOD
j 1" MAX,
Lu
%2" MIN
x////
L %4"-20 THRU-BOLT W/
NUT PER WALL MOUNT
ANCHOR SCHEDULE
(2) ROWS OF %4" 18-8 SS
OR COATED SAE GR. 5
STEEL THRUBOLTS, 16" O.C.
#14 18-8 SS OR
COATED SAE GR. 5
STEEL SMS @ 16"
O.C., 1/z" MIN EDGE
DIST. FROM ANY
ALUM EDGE
ALTERNATE
BUILD -OUT HOOD CONNECTION
N.T.S.
SECTION
HOLE
PLUG
INTERIOR
[ANY ALUMINUM TUBE
OR ANGLE FROM BILL
OF MATERIALS
MIN. GLASS
SEPARATION
PER SCHEDULE
cy
�I
a �I
w
1 1/4" 11
MIN.
8
FXTFRTr)D
NON -END RETENTION
3 TYP. INTERIOR MOUNT
4 N.T.S. HORIZ SECTION
FRANK BENNARDO,PE
PE# 0046549 CA#9885
IF--3 02,/0i 21
N
Z o�
�r®^ [_ Y0
V, W �-. J ui U
rn U
W LL (n W M CL LLo
u
W LLaw
Z0 owa
rt wW U�c7a
U Q
°F i Q z W
�a W oW(�
Zkat°Doz�
KN 0 �C7w
0� W Mww
7 ti
LL o E U
(n F w
w
O W
C)
li
Lr
M
N
J
LL
N
3
�ILr,
o0
a,
aM
O M
� � 3
E M
p a s
�zm
m
IJi
z
a
U J
�
�a
Wo
0 a
Q
O J
41
V
N
LL
v
o
v
w
H
u
o
N
�x--
=m
ca U)
z
U LL
U LL
K
-
�k >
Z
Kwi:
Z Z
i�m
x5=?
O Y
Of W
U
�oo
LL�o�
�a
Y w
mmm
�
_
W
-
COPYRIGHT FRANK L. BENNARDO P.E.
20-26180a
4