HomeMy WebLinkAbout128 Alden Dr 03-2871 Enclosure revisionREVISIONS
CONTRACTOR 4 rm s4run a A l urn
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DESCPRITION O_F_REVI_SION: R 2VISeD PC,Ih
UTILITIES
FIRE
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Date Entered: August 25, 2003
Job Number: 03-412
Last Name: DAVIDSON
First Name: JANE
Address Line 1: 128 ALDEN DR
Address Line 2:
City: SANFORD State: FL Zip: 32771
Subdivision: IDYLLWILD OF LOCH ARBOR Lot #: 11
Home Phone: 407-322-4223 Work Phone: 407-320-0012
Color: BRONZE Style- DOME
Sold By: SUNRISE POOLS Price:
Deposit: Bal: Paid in Full:
Installer: Installed:
Amount Paid:
Date Paid:
Permit _03-2871,---i By/Chk #:
Permit Date: 9-19-03
QC'd By:
Final Called: TAC:
Passed Final:
Comments:
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SECTION 1 SCREENED ENCLOSURES
Table 1.1 Allowable Spans For Primary Screen Roof Frame Members
Aluminum Alloy 6063 T-6
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL)
Self Mating Sections
Tributary Load Width w = Beam Spacing
3'-0" 4'-0" 5'-0" 1 6'-0" T-0" j 8'-G" 9%0"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 1 12'-3" b 11'-6- b
2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 1 19--2- b I T-6" b 16'-2" b 15'-2" b 14'-3" b
2" x 6" x 0.050" x 0.120"
2". x 7" x 0.055" x 0.120"
28'-7" b
32'-3" b
24'-9"
2T-11"
b
b
22'-2"
24'-11"
b 20'-3"
b 22'-9"
b
b
18'-9"
21'-1"
b
b
17'-6"
IT-9"
b
b
16'-6"
18'-7"
b
b
2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b j
2" x 8" x 0.072" x 0.224" / 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b
2" x 9" x 0.072" x 0.224" 45'-1. b 39'-1" b 34'-11" b 31'-11" b l 29'-6" b 27'-8" b 26'-1" b
2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-1" b 28'-7" b
2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 1 38'-11" b 1 36'-5" b 1 34'-a" b
Snap Sections
Tributary Load Width 'W' = Beam Spacing
T-0" 1 4'-0" 5'-0" 1 6'-0" 7'-0" 1 8'7" 9'-0"
Allowable Span 'L' / bending W or deflection 'd'
2" z 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 1 -2" b 6'-9" b
2" x 3" x 0.045" 15'-1" b 13'-1'. b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b '
2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'.3" b 10'-8" b
2" x 6" x 0.062" 31'-3" b 27'-1" b l 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b
2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 2l'-3" b 20'-1" b
Notes:
1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and
a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering.
3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.
4. Span is measured from cent connection to fascia or wall connection.
5. Above spans do not inclu length of knee brace] dd horizontal distance from upright to center of brace to beam
connection to the above spans
6. Purtin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center puffin and one
puriin for each 14'-0" on each side of the center puffin shall Include lateral bracing as shown in detail (48'-0") span with
purlins at 6'- 8" o.c. center puffin and (2) purtins each side of center puffin need lateral bracing.
Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 51-0"=11'-4"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P O. 50X 214368. SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767.6556
1 CCP"RIGHT Z003
1 ,..07 nE?3C0 30 , HOLc =R Lv F.RT .. - - - LG`:RE SCE E. nENNETT. P E. OUT : He bvRITTEN PERMISSiCN OF i
StCTION 1 SCREENED ENCLOSURES
Table 1.3 Allowable Post / Upright Heights For Primary Screen Wail Frame Members
Aluminum Alloy 6063 T-6
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.'
Hollow Sections
ributary Load Width 'W' = Upright Spacing
5'-0" 6'-0" 7'-0" 8'-0"
Allowable Height 'H' / bending W or deflection 'd'
9'-0-
2" x 2" x 0.044" 7pbbb 6'-6" b 5'-11' b 5'-6" b 5%1" b 4'-10" b
2" x 2" x 0.055" b T-1- b 6'-5" b 5'-11" b 5'-7" b 5'-3" b
2" x 3" x 0.045" 1b 8'-9" b T-11" b T-5" b 6'-11" b 61-6" b
2" x 4" x 0.050" 1-9 b 9'-7- b 8'-9" b 1 8'-1" b I T-7' b 7'-2" b
Self Mating Sections
Tributary Load width 'W' = Upright Spacing
T-0" 4'-0" 1 5'-0" 1 6'.0" 7'-0" 8'-0" 1 9'-0"
Allowable Height 'H' / banding W or deflection 'd'
2" x 4" x 0.1044 x 0.100" 16'-11' b 14'-8" b 1 13'-1- b 11'-11' bl 11'-1" b 101-4" b 9'-9" b
2" x 5" x 0.050" x 0.100" ! 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-0" b 12'-10" b 12'-1" b
2" x 6" x 0.050'. x 0.120" 24'-2" b 20--11" b 18'-9" b 17'-1' b 15'-10" b 14'-10" b 13'-11" b
2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1- b 19'-3" b 17-10" b, 16'-8" b 15'-9" b
2" x 7" x 0.055" wl insert 36'-3" b 31'-4- b 28'-1" b 25'-7" b 23'-9" b 22'-2- b 20'-11" b
2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6- b 27'-3" b 24'-10" b 23'-0' b 21'-6- b 20'-4" b
2" x 9" x 0.072" x 0.224" 38'-2" b 1 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4- b 22'-0" b
2" x 9" x 0.082" x 0.310" 41'-10" b 1 36'-3" b 32'-5" b 29'-7" b 2T-5" b 25'-8" b 24'-2" b
2" x 10" x 0.092" x 0.369" 50'- " b 1 43'-7" b 38'-11- b 35'-7" b 32'-11" b 30'-10" b 29'-1" b
Snap Sections
Tributary Load Width'W'= Upright Spacing
3'-0" 4'-0" 5'-0" t 6'-0" 1 7--0" 8'-0" 9'-0"
Allowable Height'H' / bending W or deflection 'd'
2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6-6" b 6'-l" b T-9" b
2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b T-10" b 7'-4" b
2" x 4" x 0.045" 1 15'-7" b IT-6" of 2'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b
2" x 6" x 0.062" 26'-5" b 22'-10 b 20'-5" b 181-8" b IT-3" b 16'-2" b 15'-3" b
2" x 7" x 0.062" 29'-5" b 25'-5" b 1 22'-9" b 20'-9" b 19'-3" b 1T-11" b 16'-11" b
For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page
for tables at the beginning of this section and example below.
Note:
1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040".
2. Using screen panel width 'W' H'.
3. Above heights do not Inclu length of kneebrraace. Add horizontal distance from upright to center of brace to beam
connection to the above span r
Site specific engineering required for pool enclosures over 20' in mean roof height.
5. Height is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they
are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span.
Heights may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE
EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE 13EGINNING OF THIS SECTION.
Lawrence E. Bennett. P.E.
1L ENG6NEER - DEVELOPMENT CONSULTANT
O 50X 214368. SOUTH DAYTONA.. =t. 3212'.
TELEPHONE (3861 767 :774
7AX (386) 767.65-`6
F F3FN.NE.; I. r,E.
SCREENED ENCLOSURES SECTION
Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members
Aluminum Alloy 6063 T-6ForAreaswithWindLoadsupto150M.P.H. and Latitudes Below 300-30'-00" North (Jacksonville, FL)
A. Sections Fastened Tn Basamc with rn..
Hollow Sections
Tributary Load Width 'W = Purlin Spacing
3•.6^ 4•"0" q•.6^ 5'-0" 5'-6" 6'-0" 6'-8"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044"
2" x 2" x 0.055"
T-8" d I T-4" d
8'-1" d 7-9" d
T-0" d
T-5" d
6'-9" d
7'-2' d
6'-6" b
6'-11" d
6'-3" b
6'-9" d
5-11" b
6'-6" b
3" x 2" x 0.045" 8'-8" d 8'-3' d T-11' d 7'-8" d T-5" d T-3" d 6'-11' d
2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b
2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b
Snap Sections
TributaryLoad Width 'W = Puriin Spacing 3•.
g^ q,0" q•"6" 5'-0"V T-6" 6'-0" 6'-8" Allowable
Span 'L' I bending 'b' or deflection 'd' 2"
x 2" x 0.044 8'-5" d 8'-1" d T-9" d T-b- d 71-3" d T-0" d 6'-9" d 2"
x 3" x 0.045" 2"
x 4" x 0.045" 11'-
7- d 14'-
8" d 11'
7 d 14'-
0" d 1 101-8- d 13'-
6- d 10'
11" d 12'-
9" b T-
11" b 12'-
2" b 91-
6" b 11'-
8" b 9'-
0" b 11'-
1" b B.
Sections Fastened Through Beam Webs into Screw Bosses Hollow
Sections Tributary
Load Width 'W = Purlin Spacing 3•.
6^ 4'-0" q•.6^ T-o" T-6" 6'-0" 6'-8" Allowable
Span 'L' I bending 'b' or deflection 'd' ` 2"
x 2" x 0.044" 2"
x 2" x 0.055" 9'-
2" b 9'-
11' b 8'-
7" b 9'-
4" b I
8'-1' b 8'-
10' b 778"
b 8'-
4" b T-
4" b T-
11" b 6'-
11" b 7'-
7" b T-
7" b 71-
3" b 2"
x 3" x 0.050" 12'-4" b 11'-7" b 10'-11' b 101-4" b 9'-10" b 9'-5" b 8'-11" b 2"
x 4" x 0.0501, 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-A" b 9'-10" o Snap
Sections 2"
x 2" x 0.044" Tributary
Load Width 'W = Purlin Spacing 3'-
6" 1 4•.G" 4'-6" 5'-0" 5'-6" 6'-0" 1 6'-8" Allowable
Span 'L' I bending 'b' or deflection 'd' 10'-
11" b 10'-2" b 1 9'-7" b 9'-1" b 8'-8" b 81-4" b 1 7%11" b Notes:
1.
Thicknesses shown are "nominal' Industry standard tolerances. No wail thickness shall be less than 0.040". 2.
Spans are based on a minimum of 10# / Sq. Ft. for up to.a 150 M.P.H. wind load.3. Span is measured from center
of beam and upright connection to fascia or wall connection. 3.
Span is measured from center of beam and upright connection to fascia or wall connection. 4.
Puriin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center puriin and onepurlinforeach14'-0" on each side of the center purlin shall include lateral bracing as shown in detail 48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing.
5.
Spans may be interpolated. CHECK
TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example:
Max. '
L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W = T-0"=10'-2" Lawrence
E. Bennett, P.E. . CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (
386) 767-4774 FAX (
386) 767-6556 PAGE:
PYRIGHT
3003 c
1'!RI i a` FE,,UgSS!CN CF LAV,RENC= -. SENNE i
SECTION 1 SCREENED ENCLOSURES
2 x 6 BEAM — SCREEN ROOF
45° i
LENGTkOF KN
COMPOSITE 2" x 3" EAVE GIRT
r— —
SCREW SIZE
SEE TABLE 1.6)
I®®
POST
J z w SEE TABLE 1.3)
3 2 j SCREEN
cr MAY FACE IN OR OUT)
w
Z IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
I i CONNECTION DETAILS
2) 2" SCREWS \
SEE SECTION 9 FOR SIZES)
2" STRAP — LOCATE AND
ASTEN PER STRAP LOCATION
DETAIL PAGE 1-20
REQUIRED KNEE BRACE p
MINIMUM SIZE AND ----/
CONNECTION (SEE TABLE 1.7)
KNEE BRACE ATTACHMENT 6"
BOVE TOP OF GUTTER (MAX.)
2" x 2" ANGLE WITH (4) S.M.S.
SEE SECTION 9 FOR SCREW
IZES) EACH SIDE TO BEAM TO
SUPER OR EXTRUDED
GUTTER
FASCIA AND SUB —FASCIA
SOFFIT
i
SUPER OR
EXTRUDED
GUTTER
MAX. DISTANCE TO
HOST STRUCTURE 24"
WITHOUT SITE
SPECIFIC ENGINEERING
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL FASCIA - DETAIL 2
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P C. SOY 214368. SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386)767-6556
COPYRIGHT 2003
GT -D EF F,FP:;CDUCSO IN P:wCLE DR IN PART A'ITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E.
SECTION 1 SCREENED ENCLOSURES
CTD A D SUPER OR EXTRUDED GUTTER
SPACING / 2 * SPACING / 2
BEAM SET SPACING
SPACING / 2 + SPACING / 2
BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 3/8" = 1'-0" 2" x _" x 0.050" STRAP @ EAC
BEAM CONNECTION AND @ 1/2
BEAM SPACING W/ (2) S.M.S.
PER STRAP
SEE SECTION 9)
II '
I ALTERNATE
TRANSOM
I UPRIGHT
II
hu
I` \
SF<F \ \ SUPER OR
qNG e \4\0\ MTIER
2" S.M.S. OR LAG SCREWS
SEE SECTION 9)
ANGLE OR RECEIVING
CHANNEL (SEE SECTION 9 FO
DETAILS)
SCREW PATTERNS MAY VARY
SEE TABLES OR NOTES FOR I MAX. DISTANCE FROM FASCIA
SIZE AND NUMBER OF L- TO HOST STRUCTURE WALL
SCREWS) 24" WITHOUT SITE SPECIFIC
BEAM CAP ENGINEERING
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 3" =1'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1.20 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.
SCREENED ENCLOSURES SECTION I
CABLE BRACING
General Notes and Specifications:
1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool
enclosures:
a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL
CABLE DIAMETER TOTAL ALLOWABLE WALL AREA "
3/32" 233 Sq. Ft. / PAIR OF CABLES
T 445 Sq. Ft. /PAIR OF CABLES
TOTAL`OMCL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft.
SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft.
TOTAL WALL AREA = 336 Sq. Ft.
233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required.
b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL
CABLE DIAMETER SIDE WALL CABLE ""
3/ 2" ONE PER 233 Sq. Ft. OF WALL
1/8 ONE PER 445 Sq. Ft. OF WALL
SIDE A CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THA 233 Sq. Ft.?
c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
NOTE: For wall heights greater than 9'-8", a minimum of (2) wall cables are required.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. 60X 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (3861767-6556
PAGE
J COPYRIGHT 2003
v07 70 9E REPRODUCED `vHC__ ^R IN PART .'.17 7HE WRITTEN PERWISS:ON CF E. EENNET7. P.E. -J i
SCREENED ENCLOSURES SECTION 1
Table 1.6 Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Beam
Size
Upright
Size
Minimum Purlin, Girt
Knee Brace Size"
Deck Notes
Anchors
Minimum Number of Screws'
8 x'/:" #10 x'/," #12 x'/2"
Beam Stitching
Screw @ 24" O.0
2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4
2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 8
2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full La 8 6 4 10
2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8
2" x 6" 2" x 3" 2' x 2" x 0.044" 4 Full Lap 10 8 6 10
2" x 6" 2" x 4" 2' x 2" x 0.044" 4 Partial Lap 10 8 6 10
2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 12
2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 14
2" x 9" 2" x 6" 2" x 3"0.045" 6 Partial La 18 16 14 14
2" x 9""' 2" x 7"
x
2' x 4" x 0.050" 8 Partial La 20 18 16 14
2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 18 16 14
Screw Size Minimum Distance and S acing of Screws Gusset Plate Thickness
Edge To Center Center To Center Beam Size Thickness
8 5/16" 5/8" 2" x 7" x 0.055' x 0.120' 1/16" = 0.063"
10 3/8" 3/4• 2" x 8" x 0.072" x 0.224" 1/8' = 0.125"
12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8' = 0.125"
14 or 1/4'
5/16"
3/4•
718"
1-1/2"
1-3/4"
2" x 9" x 0.082" x 0..306"
2" x 10" x 0.092' x 0.369"
118" = 0.125'
1/4" = 0.25"
3/8" 1• 2"
Refers to each side of the connection of the beam and upright and each side of splice connection.
0.082" wall thickness, 0.310" flange thickness
Note:
1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16' gusset plate.
2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut.
4. The number of screws is based on the maximum allowable moment of the beam.
5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may
be used. The number shown is the total use 1/2 per side.
6. Hollow splice connections can be made provided the connection is approved by the engineer.
7. If a larger than minimum upright is used the number of strews is the same for each splice with 1/2 the screws on each side of the
cut.
8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are
required for mansard or gable splice connections.
9. For gusset plate connections 2" x 9' beams or larger use 3/4' long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3' beam.
11. Connect beam to upnght wi H-bar, gusset plate, or angle dips for each splice with 1/2 the screws on each side of the cut.
Table 1.7 Minimum Size Screen Enclosure Knee Braces
And Anchoring Required
Aluminum 6063 T-6
Brace Length Extrusion Anchoring System
0' - 2'-0" 2" x 2" x 0.044" 2" H-Channel With 3 #10 x 112" EACH SIDE
To 3'-0" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 1/2" EACH SIDE
To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H-Channel With (4) 3/4" long screws
size to be determined by beam size, see table 9.6)
See Table 1.6 For Number And Size Of Screws)
Note:
1. For required knee braces greater than 4'-6" contact engineer for specifications and details.
2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6".
Lawrence E. Bennett, P.E.
CIVIL ENGINEER. DEVELOPMENT CONSULTANT ,
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 7674774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003 .
R in PART',VIT;-OUT
C
THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. .59
SECTION 1 SCREENED ENCLOSURES
5) #10 S.M.S. (MIN.) -
1 /8" x 1-1 /2" x 8" FLAT BAR
0.125" PLATE OUT ON
459 ANGLE
EYE -BOLT OR TURNBUCKLE FOR
CABLE TENSION
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
MEMBER ;-
EITHER A OR B
1" x 2" x 0.125" CLIP AND (4) B
10 x 3/4" S.M.S. EACH SIDE
FOR CABLES _
rnRNFR - DETAIL 1
A ALTERNATE:
USE (1) 1/4" x 1-1/4" FENDER
o ® _
WASHER EACH SIDE OF
FRAME MEMBER
MIN. (2) CLAMPS REQUIRED
TYP.)
MIN. 1/4" EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. 80X 214368. SOUTH DAYTONA, FL 32121
TELEPHONE (3861767-4774
FAX (386) 767.6556
PAGE COPYRIGHT 2003
Tn c-e : o0T'MTUnT1olN P1m A1iSS:C"i OF LAWRENCE E. :zENNET J
SCREENED] ENCLOSURES SECTION
2" :( 2" x 0.063" PRIMARY ,=
EaCH SIDE
I SCREEN #10 x 314" S.M.S. EACH SILd' VARIES '
4" SHOWN (SEE SCHEDULE NEXT PA
x 2" O.B. BASE PLATE (TYP.) I zd"MINIMUM EDGE DIS TA
SECONDARY FROM EXTERIOR OF COLL
2" x (d - 2 ") x 0.063" ANGLE ® ® TO OUTSIDE EDGE OF SLA
EACH SIDE OF COLUMN W/ #10 I BOLT Q 1.5d DISTANCE I
S.M.S. 1/4"
SEE SCHEDULE NEXT PAGE) ° d 318" 1-7/8"
CONCRETE ANCHOR GRADEa
SEE SCHEDULE NEXT PAGE)
NOTE: DETAIL ILLUSTRATES
PICAL 2" x 4" S.M.B. COLUMN
2" 5dCONNECTION
IN.)
SIDE VIEW
SCREEN
CONCRETE ANCHOR THRU !
ANGLE OR WITHIN 6" OF
UPRIGHT IF INTERNAL
SCREWS INTO SCREW GBOSSES
Y -..-
G a
I °
a
4
j ! a
e
a
d
fC]
a e a
1-1/4" MIN. CONCRETE
ANCHOR EMBEDMENT
TYPICAL S.M. OR SNAP
SECTION COLUMN
2) #10 x 3/4" S.M.S. EACH Sli
PRIMARY 2" x 2" x 0.063" .ANC
1" x 2" BASE PLATE
1-114" MIN. CONCRE-E
NOTE: SELECT CONCRETE ! ANCHOR EMBEDMENT
ANCHOR FROM TABLE 9.1 --. 6" (MAX.) 6" (MAX.)
3000 P.S.I. CONCRETE MAX. SPACING 24" O.C.
FOR BOTH SIDES
FRONT VIEW
Z" x 4" OR LARGER SEi.F MATING OR NAP SECTION POST TO DECK DEIAILS i
SCALE: 3" = 1'-0"
Lawrence E. Sennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. EOX 214368. SOUTH DAYTONA. FL 32121
TELEPHONE (3861767.4774
FAX (3861767.6555
vRIGHT ZCC3 PAGE
SECTION 1
STAINLESS STEEL CABLE
CABLE CLAMP
SEE TABLE)
NOTE:
SEE PAGE 1-38 FOR NUMBER
OF CABLES REQUIRED
SCREENED ENCLOSURES
2" x 2" x 0. 125" ANGLE
1/2" CONCRETE
MIN.)
FROM EDGE OF
OF SCREW
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B
SCALE: 3" =1'-0"
5-1/2" (6" NOMINAL)
SLAB (MIN.)
5d (MIN.)
v
5d (MIN.)
tiJ I
SELECT ANCHOR FROM TABLE
9-1A MIN. SHEAR 607# FOR
3/32" CABLE AND 445# FOR 1/8"
CABLE, FOR 3/32" CABLE
1/4" x 1-1/2" CONCRETE
ANCHORS (MIN.)
1
2500 P.S.I. CONCRETE
6 x 6 - 10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
RNATE CABLE CONNECTIONS 6 FOUNDATION - DETAIL 2C
SCALE: 3" = l'-0"
Lawrence E. Bennett, P.E.
CIVILENGINEER . DEVELOPMENTCONSULTANT
P.O. BOX 21436& SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767-6556
PAGE COPYRIGHT 2003
1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
REVISIONS
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SECTION 1 SCREENED ENCLOSURES
Table 1.1 Allowable Spans For Primary Screen Roof Frame Members
Aluminum Alloy 6063 T-6
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 300-30--00" North (Jacksonville, FL)
Hollow
Sections49'-10*
Tributary Load Width 'W' = Beam Spacing
5'-0" 6'-0 7'-0" 8'-0"
wable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044" P8--7- T-8" b 6'-11" b 6'-6" b 6--1"
2" x 2" x 0.055" 8-4" b T-7" b T-1"
2" x 3" x 0.045" 10'-4" b 9-5" b 8'-9" b 8'-2" b T-8" b
2" x 4" x 0.050" 11--4" bf 10'-4" bi 9'-7" bi 8'-11" b
Self Mating Sections
tary Load Width W = Beam Spacing
5'-0" 6'-0" 7'-0") 8'-0"
e Span 'L' / bending 'b' or deflection 'd'
2b
9'-0"
2" x 4" x 0.044 x 0.100" 6" b 14'-2" b 13'-1" b 12'-3" b 1 V-6" b
2" x 5" x 0.050'- x 0.100" 2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b
2" x 6" x0.050" x 0.120" 28'-7" b 1 24'-9" b 1 22'-2" b 20'-3" b 18'-9" b 1 17'-6" b 16'-6" b 2"
x 7" x 0.055" x 0.120" 32'-3" 11" b 24'-11" b 22'-9" b 2177,- b 19'-9" b 18'-7" b 2"
x 7" x 0.055" w/ Insert 42'-10" fb3 1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'9' b2" x8" x 0.072" x 0.224" 41'-7" 1- b 32'-3" ti 29'-5" b 27'-3" b' 25'-6" b 24'-0" b 2"
x 9" x 0.072" x 0.224" 45'-1' b 1 39'-1' b 34'-11" b 1 31'-11" b l 29'-6" b 27'-8" b Z6'-1" b 2"
x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" 1b 35'-0" b 32'-5" b 1 30'-1" b 28'-7" Ib 2"
x 10" x 0.092" x 0.359" 59'-6" b 51'-7" b 46'-1" b 1 42'-1" b 38'-11" b 36'-5" b 34'-d" b Snap
Sections Tributary
Load Width 'W' = Beam Spacing 3'-
0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" F 8'-0" 1 9'-0" Allowable
Span 'L' / bending 'b' or deflection 'd' 2"
x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 1 7'-8" b 1 7'-2" b 6'-9" b 2"
x 3" x 0.045" 15'-1" b 13'-1' b 11'-8" b 10'-8" b 9'-10" b 1 9'-3" b 8'-8" b ' 2"
x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12--1" b 11'-3" b 10'-8" b 2"
x 6" x 0.062" 31'-3" b 27'-1" b l 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2"
x 7" x 0.062" 34'-9" b 30'-1" b 26'-i 1" b 24'-7" b 22'-9" b 21'-3" b 20'-1' b Notes:
1.
Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'. 2.
The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a
maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3.
Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4.
Span is measured from cent flse2ryr-tag nnection to fascia or wall connection. 5.
Above spans do not inclu length of knee brace ' dd horizontal distance from upright to center of brace to beam connection
to the above spans 6.
Puriin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center puriin and one puriin
for each 14'-0" on each side of the center puriin shall include lateral bracing as shown in detail (48'-0") span with purlins
at 6'- 8" o.c. center puriin and (2) purtins each side of center puriin need lateral bracing. Example:
Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0"=11'-4" Lawrence
E. Bennett, P.E. NIL
ENGINEER - DEVELOPMENT CONSULTANT P
C SOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (
386) 767-1774 FAX (
386) 767.6556 CCPYRIGHT
3003 i
O' REPROCUCcD I`:','.' 0•L_ _R IN P4RT -'=OUT--;='vVRIT-EN PERN11SSiC`J CF L>P:RENCE E. ETT. P.E. ENNEj
SECTION 1 SCREENED ENCLOSURES
Table 1.3 Allowable Post / Upright Heights For Primary Screen Wail Frame Members
Aluminum Alloy 6063 T-6
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. W
Hollow Sections
Tributary Load width 'W' = Upright Spacing
T-0" 4'-0" 5'-0" 6'-0" 7'-0" 81-0" 9'-0"
Allowable Height 'H' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 8'-4- b T-3" b 6'-6" b 5'-11" b 51-6" b 5'-1" b 4'-10- b
2" x 2" x 0.055" T-l" b T-11" b T-1" b 6'-5" b 5'-11" b 5'-T b T-3" b
2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6'-11" b 6'-6" b
2" x 4" x 0.050" 12'-5" b 1 10'-9" b 9'-7' b 8'-9" b 8'-1" b 7'-7" b T-2" b
Self Mating Sections
Tributary Load Width 'W' = Upright Spacing
3'-0" 4'-0" 5'-0" J2" 6'-0" T-0" 1 8'-0"
Allowable Height 'H' / bending 'b' or deflection 'd'
2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1' b 11'-11' b 11'-1" b 10'" b 9'-9" b
2" x 5" x 0.050" x 0.100" ; 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b' 12'-10" b 12'-1" b
x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 1T-1' b 15'-10" b 14'-10" b 13'-11" b
2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 1 T-10" b 16'-8" b 15'-9" b
2" x 7" x 0.055" wl insert 36'-3" b 31'-4' b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11' b
2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 2T-0" b 21'-0" b 20'-4" b
2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'r4" b 22'-0" b
1" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27-5" b 25'-8" b 24'-2" b
2" x 10" x 0.092" x 0.369" 50'-a" b 1 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-l" b
Snap Sections
Tributary Load Width 'W'= Upright Spacing
T-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0"
Allowable Height'H' / bending W or deflection 'd'
2" x 2" x 0.044" 9'-11" b 1 8'-7" b T-8' b T-0" b 11 6'-6" b 6'-1" b 5'-9" b
2" x 3" x 0.045" 12'-9" b 1 11'-0" b T-10" b 9'-0" b 8'-4" b T-10" b 7'-4" b
2" x 4" x 0.045" 15'-7" b 13'-6" b l 12=1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b
2" x 6" x 0.062" 267-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b
2" x 7" x 0.062" 297-5" b 25'-5" b 1 22'-9" b 1 20'-9" b 19'-3" b 17'-11" b 16'-11" b
For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page
for tables at the beginning of this section and example below.
Note:
Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040".
2. Using screen panel width W I
H!'.
3. Above heights do not Inclu length of knee brace, Add horizontal distance from upright to center of brace to beam
connection to the above span
Site specific engineering required for pool enclosures over 20' in mean roof height.
5. Height is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they
are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span.
Heights may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE
EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION.
Lawrence E. Bennett. P.E.
71VIL E,NG;NEE.4 - DEVELOPMENT CONSULTANT
O °OX 214368. SOUTH DAYTONA, cL 32121
TEL=HONE (386) 767-177C
AX ta6) 7c7-c-56
n ('n -12J
nr I AWRFNCF_ F BENNEi - _
SCREENED ENCLOSURES SECTION "
Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members
Aluminum Alloy 6063 T-6ForAreaswithWindLoadsupto150M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL)
A. Sections Fastened To Beams With Clips
Hollow Sections
Tributary Load Width 'W = Purlin Spacing
3'-6" 4'-0" 4'-6" 5'" 5'-6" 0 6'-0" 6'-8"
2" x 2" x 0.044"
2" x 2" x 0.055"
3" x 2" x 0.045"
Allowable Span 'L' / bending W or deflection 'd'
7-8" d T-4- d T-0- d 6'-9" d 61-6" b 6'-3" b 5'-11" b
8'-1" d T-9" d T-5" d 7'-2- d 6'-1 V d 6'-9" d 6'-6" b
8'-8" d 8'-3" d 7-11- d 7'-8" d T-5" d 7"-3" d 6'-1V d
2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0' b
2" x 4" x 0.050" 12'-2" b 11'-4' b 10'-8" b 10'-2- b 91-8" b 1 9'-3" b 8'-9" b
Snap Sections
Tributary Load Width 'W = Purlin Spacing
3'-6" 1 4'-0" 4'-6" 5'-0" 5.6"
Allowable Span 1: / bending W or deflection 'd'
2" x 2" x 0.044 8'-5" d 8'-1" d1 71-9" d T-6" d 7"-3" d T-0" d 6'-9" d
2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8' d 10'-4" d 9'-11- b 9'-6" b T-O" b
2" x 4" x 0.045" 14'-8" d 14'.0* d 13'-6" d 12'-9" b 12'-2' b 11'-8" b 11'-i" b
Hollow Sections
Tributary Load Width 'W = Purlin Spacing
3'-6" 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 61-0" j/ 1 6'-8"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044"
2" x 2" x 0.055"
9'-2" b
9'-11" b
8'-7" b
9'-4" b
t 8't1" b
8'-10" b
1 7'-8" b
8'-4" b
71-4" b
T-11" b
6'-11" b
7'-7" b
6'-7" b
T-3" b
2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b` 8'-11" b
2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-A" b T-10" b
Tributary Load Width 'W = Purlin Spacing
Snap Sections 3'-6" 1 4'-0" 4'-6"
Allowable Span 'L' / bending 'b' or deflection
2" x 2" x 0.044" 10'-11" b 10'-2" b 9'-7" b 9'-1" b 8'-8" b 8'-4' b T-11" b
Notes:
1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are basea on a minimum of 10# J Sq. Ft. for up to.a 150 M.P.H. wind load.3. Span is measured from
center of beam and upright connection to fascia or wail connection.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Pudin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purin andonepurlinforeach14'-0" on each side of the center purlin shall include lateral bracing as shown in detail48'-0") span with puriins at 6'- 8" o.c. center purlin and (2) pudins each side of center purin need lateral
bracing.
5. Spans may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
Example:
Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W = 5'-0"=10'-2"
Lawrence E. Bennett, P.E. .
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (3861767-6556
y I
PAGE
CPPRIGHT Z003
c _ . !`, Fa:—^E tiYRI \ F !ISS:C`: CF t P:FE"'CE _. ENNE%
SECTION I SCREENED ENCLOSURES
2 x 6 BEAM - SCREEN ROOF
I. / LEN
1 W w
J z W
450 t
Ouj - z0
w
KNEE CE
2) 2" SCREWS
SEE SECTION 9 FOR SIZES)
2" STRAP - LOCATE AND
ASTEN PER STRAP LOCATION
DETAIL PAGE 1-20
REQUIRED KNEE BRACE p
MINIMUM SIZE AND
CONNECTION (SEE TABLE 1.7)
KNEE BRACE ATTACHMENT 6"
ABOVE TOP OF GUTTER (MAX.)
2" x 2" ANGLE WITH (4) S.M.S.
SEE SECTION 9 FOR SCREW
ILZES) EACH SIDE TO BEAM TO
SUPER OR EXTRUDED
GUTTER
FASCIA AND SUB -FASCIA
COMPOSITE 2" x 3" EAVE GIRT
SCREW SIZE
SEE TABLE 1.6)
POST
SEE TABLE 1.3)
SCREEN
MAY FACE IN OR OUT)
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
On
SOFFIT
i
SUPER OR
EXTRUDED
GUTTER
All
MAX. DISTANCE TOi/ HOST STRUCTURE 24"
WITHOUT SITE
SPECIFIC ENGINEERING
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) MALL A FASCIA - DETAIL 2
SCALE: 3" = V-0"
m
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P 0. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767s555
p.{GE j COPYRIGHT Z003
3 BB P=000CED IN VVHCLB -R I:'; PART ;VITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.B.
SECTION 1 SCREENED ENCLOSURES
STRAP SUPER OR EXTRUDED GUTTER
HOST STRUCTURE /
SPACING/2 + SPACING/2 lf SPACING/2 + SPACING/2
BEAM SET SPACING BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 3/8" = V-0" 2" x _" x 0.050" STRAP @ EAC
BEAM CONNECTION AND @ 1/2
BEAM SPACING W/ (2) S.M.S.
PER STRAP
SEE SECTION 9)
II
ALTERNATE 2" S.M.S. OR LAG SCREWS
II TRANSOM SEE SECTION 9)
II UPRIGHT
II
IuuI
I`\
SFCF \ \ SUPER OR
EXTRUDED
RiFS M ®\ GUTTER ANGLE OR RECEIVING
CHANNEL (SEE SECTION 9 FOR
DETAILS)
SCREW PATTERNS MAY VARY
SEE TABLES OR NOTES FOR MAX. DISTANCE FROM FASCIA
SIZE AND NUMBER OF TO HOST STRUCTURE WALL
SCREWS) 24" WITHOUT SITE SPECIFIC
BEAM CAP ENGINEERING
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 3" =1'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1-20 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES I SECTION 1
CABLE BRACING
General Notes and Specifications:
1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool
enclosures:
a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL
CABLE DIAMETER TOTAL ALLOWABLE WALL AREA '
3/32" 233 Sq. Ft. / PAIR OF CABLES
1/8" 445 Sq. Ft. / PAIR OF CABLES
TOTAL`79ALI AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft.
SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft.
TOTAL WALL AREA = 336 Sq. Ft.
233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3132" cables is required.
b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL
CABLE DIAMETER SIDE WALL CABLE "
3/ 2" ONE PER 233 Sq. Ft. OF WALL
1/8' ONE PER 445 Sq. Ft. OF WALL
SIDE OAL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THA 233 Sq. Ft.?
c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
NOTE: For wail heights greater than 9'-8", a minimum of (2) wall cables are required.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA. FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767.6556
PAGE
COPYRIGHT 2003
E. vOT TO BE REPRODUCED:N PJHCL= OR IN PORT ;VIT' -HE ;yRITT-N PERyISSw` OF LAV''RE",CE =. ?ENNET". P.'J /
SCREENED ENCLOSURES SECTION 1
Table 1.6 Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Beam
Size
Upright
Size
Minimum Purlin, Girt
Knee Brace Size"
Deck Notes
Anchors
Minimum Number of Screws'
8 x'/2" #10 x'/2" #12 x'h"
Beam Stitching
Screw @ 24" O.0
2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4
2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 8
2" x 4"
2" x 5"
2" x 4"
2" x 3"
2" x 2" x 0.044"
2" x 2" x 0.044"
2
2
Full La
Full La
8
e
6
6
4
4
10
2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 10
2" x 6" 2" x 4" 2" x 2' x 0.044" 4 Partial Lae 10 8 6 10
2" x 7" 2" x 4" 2" x 2" x 0.044' 4 Partial Lap 14 12 10 12
2" x 6"
2" x 9"
2" x 5"
2" x 6"
2' x 3" x 0.044"
2" x 3" x 0.045"
6
6
Partial Lao
Partlal Lao
16
18
14
16
12
14
14
14
2" x 9""' 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 20 18 16 14
2" x 10' 2" x 8" 2" x 4" X0.050" 10 Partial La 20 18 16 14
Screw Size Minimum Distance and S acing of Screws Gusset Plate Thickness
Edge To Center Center To Center Beam Size Thickness
8 5/16" 5/8" 2" x 7" x 0.055' x 0.120" 1 /16" = 0.063"
10 3/8' 3/4" 2" x 8" x 0.072" x 0.224" 1/8' = 0.125"
12 1/2' 1 • 2" x 9" x 0.072" x 0.224" 1/8' = 0.125'
14 or 1/4" 3/4" 1-1/2" 2" x 9' x 0.082" x 0-306" 1/8" = 0.125"
5/16" 7/8" 1-3/4" 2' x 10" x 0.092" x 0.369" 1/4' = 0.25"
3/8" 1' 2'
Refers to each side of the connection of the beam and upright and each side of splice connection.
0.082" wall thickness, 0.310" flange thickness
Note:
1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate.
2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi.
3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut.
4. The number of screws is based on the maximum allowable moment of the beam.
5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may
be used. The number shown is the total use 1/2 per side.
6. Hollow splice connections can be made provideo the connection is approved by the engineer.
7. If a larger than minimum upright is used the number of screws is the same for each splice with 112 the screws on each side of the
cut.
8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are
required for mansard or gable splice connections.
9. For gusset plate connections 2' x 9" beams or larger use 3/4' long screws. 10. The side wall upright shall have a minimum beam size as shown above, le.. a 2" x 4" upright shall have a 2" x 3' beam.
11. Connect beam to upright wi H-bar, gusset plate, or angle dips for each splice with 1/2 the screws on each side of the cut.
Table 1.7 Minimum Size Screen Enclosure Knee Braces
And Anchoring Required
Aluminum 6063 T-6
Brace Length Extrusion Anchoring System
0' - 2'-0' 2" x 2" x 0.044' 2" H-Channel With 3 #10 x 1/2" EACH SIDE
To 3'-O" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 1/2" EACH SIDE
To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H-Channei With (4) 3/4' long screws
size to be determined by beam size, see table 9.6)
See Table 1.6 For Number And Size Of Screws)
Note:
1. For required knee braces greater than 4'-6" contact engineer for specifications and details.
2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6".
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767.6556
COPYRIGHT 2003
C7 -C 5_ ?.=??CDUCCD erHG _ 7Z n .a.RT WIT: -OUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
PAGE
1.59
I SECTION 1 SCREENED ENCLOSURES
5) #10 S.M.S. (MIN.) -
1 /8" x 1-1 /2" x 8" FIAT BAR
0.125" PLATE OUT ON
459 ANGLE
EYE -BOLT OR TURNBUCKLE FOR
CABLE TENSION
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
MEMBER
CABLE NECTIONSWICALCONCORNER - DETAIL 1 A _ _
SCALE: 3" =Jth EITHER
A OR B 1"
x 2" x 0.125" CLIP AND (4) B 10
x 314" S.M.S. EACH SIDE FA FORCABLES1-% A
ALTERNATE: USE (
1) 1/4" x 1-1/4" FENDER WASHER
EACH SIDE OF FRAME
MEMBER MIN. (
2) CLAMPS REQUIRED TYP.)
MIN.
1/4" EYE BOLT. WELD EYE CLOSED (
TYP.) ALTERNATE
TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE:
3" = V-0" 0
Lawrence
E. Bennett, P.E. CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. 80X 214368. SOUTH DAYTON& FL 32121 TELEPHONE (
386) 767-4774 FAX (
386) 767.6556 PAGE
COPYRIGHT <003 ri
anT?n RF i iron Iki L•iuni c .-::I V =ADT _.nrur 1 TIC Ikl0lTTCN PEi.,k11SSiON OF LkNRENCE E. 5ENNE. r
I SCREENED ENCLOSURES I SECTION
2" :( 2" X 0.063" PRIMARY,-,,
E4CH SIDE
I SCREEN #10 x 3,4" S.M.S. EACH SICd' VARIES
4" SHOWN (SEE SCHEDULE NE.XT PA
x 2" O.B. BASE PLATE (TYP.)
5d' MINIMUM EDGE DIS-1
SECONDARY FROM EXTERIOR OF COLL
2" x (d - 2 ") x 0.063" ANGLE ® ® TO OUTSIDE EDGE OF SLr
EACH SIDE OF COLUMN W/ #10 ® ® 1 BOLT 0 1.5d DISTANCE I
S.M.S. 1/4"
SEE SCHEDULE NEXT PAGE) a a 3/8" 1 1-7/8"
CONCRETE ANCHOR
a
GRADE
SEE SCHEDULE NEXT PAGE)
0
NOTE: DETAIL ILLUSTRATES
PICAL 2" x 4" S.M.B. COLUMN
CONNECTION 2" 5d
IN.)
SIDE VIEW
SCREEN /—
CONCRETE ANCHOR THRU
ANGLE OR WITHIN 6" OF
UPRIGHT IF INTERNAL
SCREWS INTO SCREIN
BOSSES _ A
G o ° °
G I
o a a s a
o j
a
a j d °
1-1/4" MIN. CONCRE-E
ANCHOR EMBEDMENT
TYPICAL S.M. OR SNAP
SECTION COLUMN
2) #10 x 3/4" S.M.S. EACH SIi .
PRIMARY 2" x 2" x 0.063" .AN'C
1" x 2" BASE PLATE TYP.`
1-1/4" M; EIN. CONCRE
NOTE: SELECT CONCRE t ! I ANCHOR EMBEDMENT
ANCHOR FROM TABLE 9.1 *— 6" (MAX.) -, 6" (MAX.)
3000 P.S.I. CONCRETE MAX. SPACING 24" O.C.
FOR BOTH SIDES
F;RONT VIEW
2" x 4°' OR LARGER SELF MATING OR AP SECTION POST TO DECK DETAILS
SCALE: 3" = V-0"
Lawrence E. Sennett, P.E.
CJVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. 60X 214368. SOUTH DAYTONA. FL 32121
TELEPHONE (386) 767-i774
FAX (386) 7 67.6556
CPYRIG'riT -_,^,C3 PAGE _
e
I, SECTION 1 SCREENED ENCLOSURES
STAINLESS STEEL CABLE
CABLE CLAMP
SEE TABLE)
NOTE:
SEE PAGE 1-38 FOR NUMBER
OF CABLES REQUIRED
2" x 2" x 0.125" ANGLE
1/2" CONCRETE
MIN.)
FROM EDGE OF
OF SCREW
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B
SCALE: 3' = V-0"
O
Q o
a
5d (MIN.)
rcr
5-1/2" (6" NOMINAL)
uSLAB (MIN.)
5d (MIN.)
SELECT ANCHOR FROM TABLE.
9-1A MIN. SHEAR 607# FOR
3/32" CABLE AND 445# FOR 1/8"
CABLE, FOR 3/32" CABLE
1/4" x 1-1/2" CONCRETE
ANCHORS (MIN.)
2500 P.S.I. CONCRETE
6 x 6 - 10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
NATE CABLE CONNECTIONS 6. FOUNDATION - DETAIL 2C
S ALE: 3' =1'-0-
Lawrence E. Bennett, P.E.
CIVIL ENGINEER . DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.