HomeMy WebLinkAboutPLANSSCANNED
BY
St. Lucie County
Wayne -Dalton, a Division of Overhead Door Corporation
One Door Drive, PO Box 67, Mt. Hope, Ohio 44660
4/3/2014
RE: Wayne -Dalton Model 8700 Windload Option Code 1002 and Low Head Room Track
Wayne -Dalton Quote 1795349,'Hibiscus Condominium Building #1'
To Whom It May Concern:
This letter concerns the Florida Building Code (FBC) Windload Approvals that Wayne -Dalton, A Division of Overhead Door
Corporation, has for the Model 8700 residential garage door (FL-12099). The FBC Approvals for Wayne -Dalton residential
garage doors can be viewed at: www.floridabuildina.oro. The Model 8700 is approved per FL-12099. The garage door
sections are made with PVC exterior substrates and interior substrates with polyurethane foamed -in -place insulation, for a
unitized body construction and superior corrosion resistance.
The Wayne -Dalton FBC approval (FL-12099) for our Model 8700 door includes 'Standard Lift' garage door track. This
windload certification does not list'Low Head Room' track since the 8700 windload door testing was not conducted with
'Low Head Room' track. Low Head Room track is a standard option for the 8700 door, and is listed with several other
Wayne -Dalton Models per FBC approvals FL-8248, FL-9166, and FL-9174, including Wayne -Dalton Models 8000, 8024,
and 9100. The Model 8700 door uses the same construction of Low Head Room track as these other Wayne -Dalton
Models, and it is my judgment that Model 8700 Windload Doors per Option Code 1002 will meet the same windload
performance with Low Head Room track, as it does with Standard Lift track, to withstand Design Pressures of+41.0 /-46.3,
per Wayne -Dalton Quote 1795349.
Respectfully,
1Sway.,u. 9CmronieR.
Dwayne Kornish
Professional Engineer, State of Ohio
License Number 74013
Engineering Manager
Wayne -Dalton, a Division of Overhead Door Corp.
One Door Drive, Mt. Hope, OH 44660
407-856-0073 Orlando fax
407-468-4332 Cell
Wayne -Dalton Website
Genie Website
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VOTES.
1. GLAZNG OPRON - .125' MINIMUM SSE
GLAZING IN MMDEO FRAMES SCREWED
TOGETHER WITH A MINIMUM OF (12)
1] GA HOME ANGLE
/'Ba]/4' SCREWS INSTALLED IN TOP OR
INTERMEDIATE SECTION (MM OR WITHOUT
DECORATIVE INSERTS) MEETS UNIFORM
13 CA FLAG ANGLE
STATIC WIND PRESSURES SHOWN ON THIS
DRAWING. GLAZING SHALL HAVE A MAXIMUM
16 GA AN HERTZ
HEIGHT OF 14' AND A MAXIMUM LENGTH OF
MAN
17'. MA G IS NOT IMPACT RESISTANT
AND DOES NOT MEET ME REQUIREMENTS
5/I6al-5/8'
FOR MO -BORNE DEBRIS REGIONS
LAG SCREWS
(MIN 4 AS SHOWN)
2. MY- OR WOOD DOOR STOP NAILED A
MAXIMUM OF 6' O.C. MUST OVERLAP TOP
(4) 1/4-20a9/16'
AND BOTH ENDS OF PANELS MINIMUM
TRACK BOLTS 4:
7/I6' TO MEET NEGATIVE PRESSURES.
1/4-20 HEX NUTS
3. KEY LOCK, SLIDE LOCK, OR OPERATOR
1/4-204/16' TRACK
REQUIRED.
BOLT AND 1/4-20 HEX
NUT AT EACH v8-US
4. SECTIONS SHALL BE CONSTRUCTED WIN
JAYS BRACKET LOCATION
.052' MINIMUM MY. FACER AND .032'
MINIMUM MNYL BACKER WITH A
15 CA MIN VERT
POLYURETHANE CORE.
TRACK
5. SECTIONS SHALL HAYS 1-1/4' a 1-1/2'
22 GA CONTINUOUS INTERNAL RAILS AT
THE TOP AND BOTTOM OF EACH SECRON.
LAC
LAG 5/IfiA-5/8'
THE ENDS OF EACH RAIL IN ME TOP OF
SCREW AT ACH
EACH SECTION SHALL BE REINFORCED MTH
JAMB BRACKET
A 15 6A REINFORCING BRACKET.
S. SECTIONS SHALL HAYS 20 CA BACKUP
ELATES AT ALL INTERMEDIATE HINGE
15 GA STIFFENED
LOCATIONS.
JAMB BRACKETS
SEE SCHELOULE FOR
). ME DESIGN OF ME SUPPORTING
DDANITY, TON,
STRUCTURAL ELEMENTS SHALL BE ME
AND TYPE
AND
IUTY OF THE 1 OF
RECORD OR
RECORD F THE BUIIIDNG OR SMUCMRE
NG STRUCTURE
KEY LOCK d SLIDE
AND MIN PCODES FOR ME CURRENT
CC
CODES FOR ME LOTUS USIED d
LOCK ONE ENO NOT
(WITH
MISDR
MI5 DRAWING,
REQUIRED
OPERATOR -SEE
U. JAMB SHALL BE MINIMUM 2.6
NOTE ]). AIDE LOCK
U
SIiRICTUCNRAL (BADE LUYflFR. PFFFR TO
SHOWN FOR aMln.
NOTE: (4) SECTION SOUR
DOOR SHOWN. SEE SHEET 2
FOR U-BM LOCATIONS FOR
(5) SECTION Dams AND NOTE I ON MSS SKEET FOR
GLAZING OPTION.
SUPERIMPOSED DESIGN PRESSURE
LOADS ON SUPPORTING STRUCTURE
NA%
ODOR
HOR
D..
UNIFORM LOAD EACH JAMB (PLR)
MDM
B'-0'
ALL
+166.4/-185.2
9'-0
I ALL
1 ♦I67.2/-208.4
GA END CAP
JAMB BRACKET SCHEDULE
DOOR
NpdT
N0. 6
SECTIONS
ANIJ
BRACKETS
(EACH JANE)
l A GN ry LW JAM"
BRACKETS MEASURED MOM BOTTOM
OF MAN (ALL DIMENSIONS + 2')
6'-6'
♦
)
2 JB-US. 10
M-U5.
]I-] 4
.®-U5.
]9-3 4 JB-U5. 39 JB-US).
48 JB-U5. 5)-1 4 Jd-US
29-J 4 JB-US. 92 .B-US.
52-1 2 JB-US, fi3-1 4 �@-US
-6'
S
B
2 JB-US, 10
JB-09,
18-5 4
JB-US.
26-J 4 JB-U5 ]fi JB-US.
45 J.-U.. 54-1 4 ✓H-US 14-1 2 JB-US
J -
9
NOTE.
(.B-US) FOLLOWING DIMENSION DENOTES SLOTTED JANE BRACKET ATTACHED TO TRACK WITH 1/4-20a9/I6' MAN EMT AND NUT AS SHOWN ABOVE.
ALL DOORS GREATER MAN S' IN HOGHT REQUIRE USE OF CONTINUOUS WALL MGLE. SEE SUPPLEMENT MAN CHART FOR DETAILS.
DOOR HEIGHT TO 14'.
DOOR ADDED TEXAS
ICENSE NUMBER TO
TILE BLOCK.
10/30/08 CRT
��J ®
--+41.60/-46.30
MAX WIDTH:„u 9'-0','DATE
,aNAME
YY
palton
+62.40/-69.45
MAX HEIGHT: 14'-0'
DRAWN
7/27/07
CRT
C RATED (YES/NO): NO
MAX SECTION HEIGHT: 21'
CHECKED
8/1/07
MNB
rWIND!LOAD
MODEL 8700
SHEET 1 OF
2
MARK ICR. BARROW, 7
FLORAS LICENSE N0. 57389
3395 ADDISON DRIVE
DRAWING PART NO.
REV.
TEXAS LICENSE N0. 93119
PENSACOLA, FLORIOA 32514
(850) 474-9890
SPECIFICATION
OPTION CODE 1002
329474
P1
2' STEEL ROLLERS
MM 5-1/8- STEM
14 CA WDE BODY END
KNGES ATTACHED WITH
14 CA BOTTOM BRACKET
CTTACHED WTH f21
DETAIL C
DETAIL D
MARK R. BARROW. PE
FLORIDA UCENSE NO. 57389
TEXAS LICENSE NM 93119
/NIERMED/AIE H/NZ AND OAC/fUP PCATE CDCARDNS
1 8' 8 9'
U-BAR LOCATIONS
(8) SECTU
(12) 3' 20 CA (
LOCA
(7) SECTION DOOR!
(11) 3- 20 CA 80 KS U-
LOCATED AS ;
(6) SECTION DODRS WITH
(9) 3' 20 GA 80 KS U-BARS
LOCATED AS SHOWN
(5) SECTION DOORS WTH
(8) 3- 20 CA 80 KSI U-BARS
LOCATED AS SHOWN
(4) SECTION CODRS PATH
(6) 3' 20 CA 80 KS U-BARS\
NOT - U-BARS LOCATED ON TOP OF
THE SECTION SHALL BE PLALFp ON TOP
OF THE BOTTOM HINGE LEAFS AS SHOWN
(NOT MP CABLE TO TOP SECTION)
a
Balton
3395 ADDISON DRIVE
HEIGHT TO 14'.
TEXAS
;E NUMBER TO
BLOCK.
/08 CRT
MODEL 8700 SHEET 2 OF 2
DRAWING PART N0. REV.
WINDLOAD SPECIFICATION OPTION CODE 1002 32g474 P1
_ REVISIONS
Q 13 GA MIN %P2 2 INCH
TRACK -CUPS -TEXAS
WAM ANGLE
12 FOOT
Q CONTINUOUS / J��TRACK
UPDATED
WALL ANGLE �� Bpi 6/I1/03
PLICE PLATE LOCATION I P3 UPDATED FORMAT.
INCREASED AVOWABLE
J o SEE SCHEDULE f — — j PRESS1 .46.00 /52.RES TO
-5
1 O° AM DOOR
PSF FOR ALL ODOR TS
11 GA MIN .
\ CHANGED 'TEXAS WALL
CLIP SEE. (3) 1/4"-20 TRACK ANGLE" TO'CONTINUOUS
14 SCHEDULE \ i! OR CARRIAGE BOLT WALL BUBSTRATEEMOUNTI G
MAXI �' WITH 1/4"-20 NUT DETAIL, CHANGED TO
TITEN HD ANCHORS
CRT 4/2/07
TYPICAL CLIP P4 CHANGED FORMAT.
BOLTING DETAIL ADDED MODELS 9800
AND 8024 WITH OVERLAY
13 GA MIN — TO TRACK CLIP
CONTINUOUS �' SCHEDULE.
WALL ANGLE TRACK CRT 8/21/07
P5 UPDATED MODELS
12' (2) 1 /4" X / � LISTED IN CHARTS
UPDATED SPUCE & ClipMAX 7/16 SEMI j \ SacouLEs.
TUBULAR _ _ 1 DIP 9/06/07
P6 UPDATE MOUNTING
RIVITS 1 0° DETAIL DRAWINGS.
12" SEE CLIP DETAIL CRT I DRAW7
[7.�. :(1) 1/4"-20 TRACK
MAX 11 GA MIN '� / P7 UPDATED T CHARTS TO
EM
/ CLIP SEE OR CARRIAGE BOLT ELIMINATE THE USE OF
\, THE ®0 CLIP (REPLACED
SCHEDULE / WITH 1/4"-20 NUT WTR g9 Acaoss THE
12" 1`� D i, TYPICAL CLIP BOARD).
P 10/24/07
1 MAX RIVETING DETAIL MOUNDINGATED
J-TII NRB DING DETAIL
P9 EXPANDED 1-1/2- TO
1-3/8' DOOR THICKNESS
12 CLIP LOCATIONS RSW 0.28" 11 GA MIN CLIP CHART UP TO 14' HIGH.
MAX SEE SCHEDULE 2 �/tTRACK
SEE SCHEDULE CRT 12/11/08
i(1) 1/4"-20 TRACK
MAX TRACK 13 GA MIN NOR CARRIAGE BOLTCONTINUOUSWITH1/4"-20 NUT
WALL ANGLE
CLIPS TO BE EITHER TYPICAL CLIP
RIVETED, BOLTED, OR WELDING DETAIL
WELDED. SEE DETAILS
THIS PAGE.
Wagner
DATE NAME
YY 00�� DRAWN 8/21/07 CRT
CHECNEO eI OF MRB
SHEET 1 OF 2ADDISON DRIVE DRAWING PART NO. REV.
MARK
R. BARROW, PE TRACK SUPPLEMENT CHART PENSACOLA, FLORIDA 32514
FLORIDA LICENSE NO. 57389 (850) 4]4-9890 307494 P9
DESIGN PRESSURE CHART
MAX
MAX PSF
WIDTH
9'-0"
+46.0 PSF/-52.0 PSF
16'-0"
+46.0 PSF/-52.0 PSF
18'-0"
+46.0 PSF/-52.0 PSF
2 3/4" t1"
EDGE DIST
5/16" x 1-5/8"
LAG SCREW OR
EQUIVALENT INTO
MIN 2 x 6 NO.2
SPF (G=0.42) OR
MIN 3/16" THICK
STEEL FOR MOUN
E60XX MINV
BETTER AT EACH `i/4-20j BOLT
HOLE OR PAIR 0� TRACK BOLT AND
HOLE LOCATIONS 1/4-20 HEX NUT
MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL
2 3/4" OPTIONAL: WALL ANGLE MAY BE
MIN EDGE DIST ATTACHED TO SUPPORTING STEEL
n WITH MIN. (1) 1/4-200/8" SELF
DRILLING SCREW WITH 1" O.D.
WASHER AT EACH HOLE OR PAIR OF
HOLE LOCATIONS IN LIEU OF WELDIN(
a.
e
3/8" SIMPSON TITEN HD,
2-3/4" MIN EMBED INTO
MIN 2000 PSI CONCRETE
AT EACH HOLE OR PAIR
OF HOLE LOCATIONS
WALL ANGLE
-1/4-2Ox9/16"
TRACK BOLT AND
1/4-20 HEX NUT
TRACK CLIP
MARK R. BARROW. PE
FLORIDA LICENSE NO. 57389
CLIP AND
SPLICE PLATE
SCHEDULE
MODELS 8024 8124 WITH DECATRIM
OVERLAY (2-1/2' THICK
DOOOFR
CLIP
#'S
FROM BOTTOM
TO TOP
SPLICE
LATE#
7'-0"
7,
9,
9,
9,
9,
11
16
8'-0"
7,
9,
9,
9,
9,
11, 11
16
9'-O"
7,
9,
9,
9,
9,
11. 11, 11
18
10'-0"
7,
9,
9,
9,
9,
11, 11, 11,
13
18
11'-0"
7,
9,
9,
9,
9,
11. 11. 11,
13,
13
20
12'-0"
7,
9,
9,
9,
9,
11, 11, 11,
13,
13, 13
20
13'-0"
7,
9,
9,
9,
9,
11, 11, 11,
13,
13, 13, 13
22
14'-O"
7,
9,
9,
9,
9,
11, 11. 11.
13.
13, 13. 13
22
MODELS
5200
8000
8024
8100 8124 8500
2"
THICK
DOOR
HEIGH
CLIP
#'S FROM BOTTOM TO TOP
SPLICE
#
7'-0"
5,
6,
6,
7,
7,
9
12
8'-0"
5,
6,
6,
7,
7,
9,
9
12
9'-O"
5,
6,
6,
7,
7,
9,
9,
9
14
10'-0"
5,
6,
6,
7,
7,
9,
9,
9, 11
14
11'-0"
5,
6,
6,
7,
7,
9,
9,
9, 11, 11
16
12'-0"
5,
6,
6,
7,
7,
9,
9,
9, 11, 11, 11
16
13'-0"
5,
6,
6,
7,
7,
9,
9,
9, 11, 11, 11, 13
18
14'-0"
5,
6,
6,
7,
7,
9,
9,
9, 11, 11, 11. 13,
13
18
MODELS 6100
8300
(1-1/2"
TO
1-3/8"
THICK
HEIGHT
CLIP
#'S FROM
BOTTOM
TO TOP
SPLICE #
7'-0"
4,
4,
4,
4,
5, 6
8
8'-0"
4,
4,
4,
4,
5, 6,
6
8
9'-0"
4,
4,
4,
4,
5, 6,
6,
7
8
10'-0"
4,
4,
4,
4,
5, 6,
6,
7, 7
8
11'-0"
4,
4,
4,
4,
5, 6,
6,
7, 7, 9
10
12'-0"
4,
4,
4,
4,
5, 6,
6,
7, 7, 9,
9
10
13'-0"
4,
4,
4,
4,
5, 6,
6,
7, 7, 9,
9, 9
12
14'-0"
4,
4,
4,
4,
5, 6,
6,
7, 7, 9,
9, 9, 9
12
MODELS
9100
9400
9600 9700 9800 1"
THICK
DOOR r
HEIGHPATE
CLIP
#'S FROM BOTTOM TO TOP
SPLICE
#
7'-0"
4,
4,
4, 4,
4, 4
6
8'-0"
4,
4,
4, 4,
4, 4,
4
6
9'-0"
4,
4,
4, 4,
4, 4,
4, 4
6
10'-0"
4,
4,
4, 4,
4, 4,
4, 4, 4
6
ACK SUPPLEMENT CHART
Gagne;
Balton
6/11/03
I PSF FOR
D
)R 'TEXAS
WALL
To "CONTINUOUS
TTlnuous
8/21/07
)ATED SPUCE h CLIP
IEDULES.
9/06/07
UPDATE MOUNTING
'AIL DRAWNGS
110/05/07
%PANDED 1-1/2- TO
8' DOOR THICKNESS
T UP TO 14' HIGH.
12/11/08
307494 I P9
A Division of Overhead Door Corporation
Jamb Connection
Supplement
This document provides a series of connection schedules and basic detailing concepts for the
connection of garage door iambs to building frames with the use of various fasteners.
DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document.
P/N 324620 Rev. P10
SCHEDULEI
3/8" DIAMETER LAG SCREWS
MAXIMUM SPACING
OF LAG SCREWS
PER JAMB N
MAIN SUPPORT
MEMBER SPECIES
SYP
SPECIFIC
GRAVITY-0.55
DOUGLAS FIR
SPECIFIC
GRAVITY -OAS
SPF
SPECIFIC
GRAVITY -0.42
LOAD PER
JAMB LB/Fi"ore3
100
24
24
24
120
24
24
24
140
24
24
24
160
24
24
24
180
24
24
24
200
24
24
24
220
24
24
24
240
24
24
24
260
24
24
22
280
24
23
20
Boo
24
22
19
320
23
20
18
340
21
19
16
360
20
18
16
350
19
17
15
400
18
16
14
420
17
15
13
440
16
15
13
460
18 1
14
12
480
15
13
12
600
14
13
11
520
14
12
11
640
13
12
10
560
13
11
10
580
12
11
9
600
12
11
9
620
12
10
9
640
11
10
9
660
11
10
8
680
10
9
8
700
10
9
8
720
10
9
8
740
10
8
7
760
9
8
7
780
9
8
7
800
9
8
7
1. BASED ON 3/8" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9132"
THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE.
2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD=30psf
DOOR WIDTH =16ft
LOAD PER JAMB = 30psf x 161112 = 2401b/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24•-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 1111I+'/
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. MINIMUM EDGE DISTANCE SHALL BE 10, MINIMUM FASTENER SPACING SHALL BE 1-1/2',
TO PREVENT SPLITTING.
�\ �O, y%CE6j8'•,F
AND ALL HOLES SHALL BE PRE -DRILLED
�.
B. CALCULATIONS CONFORM TO ANSVAF&PA NDS-2005.
No. 51737
9. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1.
'.
7y
nM`
STATE OF ;'Or-
APOfOVed
John E.Sates, P.E. u
i�rl/IZ
S..... G\?N
3121 Fatrgate Dr.
////�i'1�
Carrollton, TX 75007
IIIE\\\\\
FL PE 51737 TX PE 56308/F2203
Revision PIC
SCHEDULE3
3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE
MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN)
LOAD PER
JAMB L N0TES
2000 PSI
CONCRETE
2500 PSI
CONCRETE
3000 PSI
CONCRETE
100
24
24
24
120
24
24
24
140
24
24
24
160
24
24
24
180
24
24
24
200
1 24
24
24
220
24
24
1 24
240
24
24
24
260
24
24
24
260
24
24
24
300
24
24
24
320
24
24
24
940
24
24
24
360
23
24
24
380
22
24
24
400
20
24
1 24
420
19
24
24
440
19
23
24
460
18
22
24
480
17
21
24
500
16
20
24
520
16
20
24
540
15
19
23
560
14
18
22
580
14
16 1
21
600
13
17
20
620
13
16
20
640
13
16
19
660
12
15
19
680
12
15
1B
700
11
14
17
720
11
14
17
740
11
14
i6
760
11
13
16
780
10
13
16
800
10
13
15
\\\\�uiiiiuni/
`\\\\ CNN E. Sc T �V/
ttOEpB#
No. 5173
1t ' 7 =
STATE OF
� AENG�\��
1. BASED ON 318"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH AZ' O.D. WA ra
lM
WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3".
2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD =30psf
DOOR WIDTH=16ft
LOAD PER JAMB = 30psf x 16fU2 = 2401b/ft
4. CHART IS BASED ON 6-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x6 NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. CALCULATIONS CONFORM TO ANSUAF&PA NDS-2005 AND ACI 318-05, APPENDIX D.
John E. Scates, P.E. 0
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203
Revision P10
SCHEDULE2
16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS
MAXIMUM
NAIL SPACING PER JAMB IN
MAIN SUPPORT
MEMBER SPECIES
SYP
SPECIFIC
GRAVITY -0.55
DOUGLAS FIR
SPECIFIC
GRAVITY -0.46
SPF
SPECIFIC
GRAVITY -OAP
LOAD PER
JAMB LB/FT)�a
100
24
24
19
120
22
20
16
140
19
17
14
160
16
15
12
180
14
13
10
200
13
12
9
220
12
11
8
240
11
10
8
260
10
1 9
7
280
9
8
7
300
8
8
6
320
8
7
6
340
7
7
n/a
360
7
6
Na
380
7
6
n/a
400
6
6
n/a
420
6
nfa
n/a
440
6
Na
n/a
460
Na
n/a
n/a
480
We
Na
n/a
Soo
Na
n/a
n/a
520
Na
n/a
n/a
540
n!a
n/a
n/a
560
n!a
n/a
Na
580
We
n/a
n/a
600
Na
n/a
n/a
620
Na
n/a
Na
m
n/a
n/a
n/a
660
Na
Na
n/a
680
n!a
n/a
n/a
700
Na
Na
n/a
720
Na
Na
Na
740
Na
n/a
n/a
760
Na
Na
rda
780
n/a
n/a
n1a
800
We
we
Na
\�\%lIilI l l//////7/
CE s�gT�s //�
i
NO.51737 Y
srATEOF ; k:Z-
O �.
1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x31/0)
WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER.
2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A
MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD=30psf
DOOR WIDTH =16ft
LOAD PER JAMB = 30psf x 161t12 - 2401h/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE Zx4 OR LARGER NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD.
8. CALCULATIONS CONFORM TO ANSI/AF&PA NDS-2005.
Aonroved
John E. Scates, P.E. V '('3
(Z-
3121 Falrgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE SS308IF2203
Revision PI
SCHEDULE4
3/8" RJ SIMPSON TITEN HD SCREW ANCHORS
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB LB/ Nme4
2000 PSI
CONCREOOTE1
4000 PSI
CONCRETENOrst
2000 PSI GROUT
FILLEDCMUNOTE2
100
24
24
24
120
24
24
24
140
24
24
24
160
24
24
24
160
24
24
24
200
24
24
24
220
24
24
24
240
24
1 24
24
260
24
24
22
280
24
24
20
Soo
24
24
19
320
24
24
18
340
24
24
16
360
24
24
16
380
24
24
15
400
24
24
14
420
24
24
13
440
24
24
13
460
24
24
12
480
23
23
12
Soo
22
22
11
520
21
21
11
540
20
20
10
560
19
19
10
580
19
19
9
600
18
18
9
620
17
17
9
640
17
17
9
660
16
16
8
680
16
16
8
700
15
i6
8
720
15
15
8
740
15
15
7
760
14
14
7
780
14
14
7
800
13
13
7
'0, N EE s FAr�s //i
N0.51737
i�a ` STATE OF ;;tea`
,••
O�FS ;tOR10G\����
aloNA ` �1(�0\\
1. BASED ON 3/8°0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3W O.D. WASHER INTO NORMAL WEIGHT CONCRETE
WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4".
2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3W O.D. WASHER INTO GROUT FILLED CMU WITH A
MINIMUM EMBEDMENT DEPTH OF 2.3W, A MINIMUM EDGE DISTANCE OF 4°, AND A MINIMUM END DISTANCE OF 4".
CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476.
3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OFTHREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
4. LOAD PER JAMB CALCULATED BYTAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY2.
EXAMPLE: DESIGN LOAD =30psf
DOOR WIDTH -16ft
LOAD PER JAMB = 30psf x 161112 = 2401b/ft
5. CHART IS BASED ON T-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
6. DOORJAMB TO BE 2x6 NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. -
IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4.
8. CALCULATIONS CONFORM TO ANSVAF&PA NDS-2005.
9. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.
John E. Sates, P.E. f�
3121 Fairgate Dr. /
Carrollton,TX75007
FL PE 51737 TX PE 56308/F2203
Revision P10
Wag
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 3251,
(850) 474-9890
too. 5l E"
ice
q . STATE OF u
��O••`• FLOR��p'� �_��
�$A� pey-f t(tr
3:21 FNRGATE DR.
GMg1lfN. U TSGPI
& PE SqA T%PE 5W03/F22O]
DOOR
r¢ HFAOER LOCK MINIMUM 2x6PS ¢HEADER LOCK MINIMUM 2xe }l
PINE l PRAM(R 9n1mmu PiY, (�....._._ _ r¢ HEADER LOCK
x-3/4'
SIMPSON TITEN HD SCREW
NTH A 1 1/4' WASHER AND
IM EMBEDMENT DEPTH OF
AND A MINIMUM EDGE
OF 2-3/4'.
DETAIL I
MINIMUM 2000 PS CONCRETE
NO L M"WUM DESIGN LOAD
CAPACITY OF M85 MS.
MINIMUM P MMU SI GROAT CMI
NDTF, MAXIMVM DESIGN LOAD
CAPAOTY OF 2400 MS.
1—i /2'J IFe
HO SCREW
(4) 3/B' DIX LAG SCREWS
WASHER AND
WTH 1-1/4' O.D. WASHERS.
DEPTH OF
LAO SCREWS SHALL HAVE A
EDGE
MINIMUM PENETRATION OF
1-9/32' INTO THE MAW
SUPPORT MEMBER
DETAIL 3
s RT ST2
D ILA M M 9CN 5iC
E
TY OF
CAPACITY OF 2430 L85. D A
CHECKED
JAMB
CONNECTION SUPPLEMENT
DR,
I
5/24/07 MRS
MNG PART NO. I REV.
324620 Pl0
DocuSign Envelope ID: F67AF1B8-18BC-4E74-8D40-E5F158568861
Jax Apex Technology, Inc.
FBPE CA NO. 7547
4745 Sutton Park Court, Suite 402
Jacksonville, FL 32224
Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no
way constitute or imply approval by a local building authority. The engineer, in review of the data
submitted, finds that, in his opinion, the product, material, system, or method of construction specifically
identified in this report conforms with or is a suitable alternate to that specified in the Florida Building
Code, SUBJECT TO THE LIMITATIONS IN TMS REPORT
Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the
authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined
in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P.
Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither
Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or
testing for the products listed in this report. This evaluation is based solely upon the review, under
the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the
manufacturer.
The capacities listed in this report are based on the limiting capacities as determined from the
substantiating data. We reviewed the substantiating data to a degree that allowed us to determine
whether or not the work performed is consistent with the intended use of the product, and that the
methods used are in compliance with, or meet the intent of, the Florida Building Code. All test
reports were prepared by an approved testing laboratory.
REPORT NO: WD04879
CATEGORY: Doors and Windows
SUBMITTED BY:
Wayne Dalton Corporation
3395 Addison Drive
Pensacola, FL 32514
1. CERTIFICATION OF
Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology
have no financial interest in the manufacturing, sales, or distribution of the products
included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as
stated in Florida Administrative Code Chapter 9N-3.009.
PA=io)1list 91I_1uIA
Model 8700 garage doors.
Page I of Wayne -Dalton
DocuSign Envelope ID: F67AF1B8-18BC-4E74-8D40-E5F1585688B1
3. SCOPE OF EVALUATION
Structural Transverse Wind Loads
CM1,R1_�
Model 8700 garage doors are used for residential applications with specified allowable
design pressures.
I.167;61a7Ii1ma k
General
Model 8700 garage doors listed in Table 1 of this report are sectional overhead doors and
are constructed of minimum .052" vinyl facer and a minimum .032" vinyl backer. The doors
have a polyurethane insulation sandwiched between the interior and exterior skins and 20
gage end caps. Each section shall have a 1-1/4" x 1-1/2" x 22 ga continuous internal rails at
the top and bottom of each section. The ends of each rail in the top of each section shall be
reinforced with a 15 gage reinforcing bracket. The sections shall have 20 gage backup
plates at all intermediate hinge locations. The sections are 1-5/8" thick with tongue and
groove joints and shall have a maximum section height of 21".
Door Tracks
All door assemblies listed in this report have both vertical and horizontal tracks ranging
from a minimum 16 gage to minimum 15 gage, 33 ksi steel and finished with an ASTM
A525 G-40 galvanized coating. The vertical tracks are attached to the supporting structure
with jamb brackets as specified on the most recent manufacturer's installation
instructions/drawings.
Glazed Sections
Unless noted otherwise, the option code assemblies listed in Table 1 of this report are
available with a minimum of 0.125-inch thick standard SSB glass windows that are installed
in frames and inserted in the top or intermediate section of the door. The glazing is not
impact resistant and does not meet the requirements for wind-borne debris regions. Refer
to the most recent manufacturer's installation instructions/drawings for glass size
limitations.
Wind Load Bracing
All option code assemblies listed in Table 1 of this report are braced on the inside of the
doors with three inch horizontal spanning U-bars. Each U-bar is made of either 18-gage or
20-gage ASTM A653-00 steel with a minimum yield strength of 80 ksi and are finished with
an ASTM A525 minimum G-40 galvanized coating. The gage and quantity of U-bar braces
varies depending on the amount of windload resistance required and the height of the door.
In addition to three-inch horizontal spanning U-bars, some of the option code assemblies
listed in Table 1 of this report are braced with vertical aluminum posts made up of 0.125-
inch thick 6063-T6 aluminum alloy. The post is a telescoping post assembly. The outer
member outside diameter is 1.75" wide x 4.00" long. The inner member outside diameter is
1.47" wide x 3.72" long.
Page 2 of 4 Wayne -Dalton
DocuSign Envelope ID: F67AF1B8-18BC-4E74-8040-E5F1585688B1
6. INSTALLATION
All option code assemblies listed in this report are to be installed in accordance with the
most recent manufacturer's published installation instructions/drawings and this report.
The most recent manufacturer's installation instructions/drawings shall be strictly adhered
to and a copy of these instructions/drawings shall be available at all times on the job site
during installation.
7. ALLOWABLE TRANSVERSE WIND LOADS
Design wind load pressures for garage doors shall be determined in accordance with
section 1609 of the 2010 Florida Building Code and shall not exceed the allowable
transverse wind loads shown in the following tables:
Table 1: Model 8700 Garage Door Allowable Transverse Wind Loads
Windload
Specification
Option Code
Maximum Size
Positive
Design
PSF
Negative
Design
PSF
Reinforcement
Glazing
Available
es/No
Width
Height
1000
T-0"
14'-0"
22.90
26.30
3", 20 gage U-bars
Yes
1001
914"
14'-0"
31.20
35.80
3", 20 gage U-bars
Yes
1002
9'-0"
14'-0"
41.60
46.30
3", 20 gage U-bars
Yes
1020
16-0"
14'-0"
23.00
25.00
3", 18 gage U-bars
Yes
1021
16'-0"
14'4'
30.00
33.50
3", 18 gage U-bars
No
1022
16'4"
8'-o"
43.40
48.40
1 3", 18 gage U-bars+ (2) Aluminum Posts
Yes
1040
18'-0"
12'-0"
18.50
20.70
3", 18 gage U-bars
Yes
1041
18'-0"
12'-0"
25.90
28.80
3", 18 gage U-bars
No
1042
18'-0"
8'-0"
39.20
43.70
3", 18 gage U-bars + (2) Aluminum Posts
Yes
8. SUBSTANTIATING DATA
For Premium garage doors, Test Report Number ETC-07-976-18894.0 in accordance with
ANSI/DASMA 108-2002 for transverse wind load by ETC Laboratories, 297 Buell Road,
Rochester, N.Y.
Installation drawings and installation instructions prepared by Wayne -Dalton Corporation
for each option code assembly listed in Table 1 of this report.
9. CODE REFERENCES
Florida Building Code 2010 Edition
Section 1609 Wind Loads
Section 1715.5.3.1 ANSI/DASMA 108
10. REPORT SUMMARY
Upon review of the data submitted by Wayne -Dalton, it is my opinion that the models as
described in this report conform with or are a suitable alternative to the code standards and
sections in the Florida Building Code 2010 edition listed in section 9 of this report.
Page 3 of 4 Wayne -Dalton
DocuSign Envelope ID: F67AF1B8-18BC-4E74-8D40-E5F7585688B1
11. LIMITATIONS
Any reference in this report to the manufacturer's "most recent" information is a direct
reference to the most recent information submitted by Wayne -Dalton to the Florida Building
Commission as part of their Florida Product Approval application for the option code
assemblies listed in Table 1 of this report.
This evaluation report and the most recent installation instructions, when required by the
building official, shall be submitted at the time of permit application.
The design of the supporting structural elements shall be the responsibility of the design
professional for the building structure and in accordance with current building codes for the
loads listed in Table 1 of this report.
The doors shall not be located in areas where the transverse wind loads exceed the
allowable loads shown in Table 1 of this report.
The option code assemblies with glazed panel inserts do not meet the impact requirements
for the wind-borne debris regions.
The garage door assemblies listed in Table 1 of this report are not approved for use in the
"High Velocity Hurricane Zone" as defined in the Florida Building Code.
12. IDENTIFICATION
Each Model series covered by this report shall be labeled with the manufacturer's name
and/or trademark for field identification.
� . P. a.".L
No. 58044
OF
Jax Apex Technology, Inc.
Jeffrey P. Amason, P.E.
P.E. No. 58544
February 20, 2012
Page 4 of 4 Wayne -Dalton