HomeMy WebLinkAbout366 Gulf Cove CtPERMIT ALICATION , CITY OF SANFORD I
Permit No.:. Z S `Y' % ' Date:
Job Address: '3 1 - Care C I-,
Permit Type: Building Electrical Mechanical Plumbing Fire Alann5prinkler
bescription. of Work s. f'; / x—!"'
Additional Information for Electrical & Plumbing Permits
Electrical: Addition/Alteradon _Change of Service Temporary Pole New AMP Service (# of AMPS )
Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional)
Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines
Occupancy Type: _Residential commercial —Industrial
Type of Construction: Au'M.'O u vn Flood Zone•
Parcel No.:
Owner/
Total Sq Ftg: Value of Worst: S. `6 3 5• A is
Number of Stories: Number of Dwelling Units:
Attach Proof of Ownership & Legal Description)
Contractor/Address/Phone: 4 r am, old •4.. i Y c `` C `i1" `'' ` 32 7)
2_ - J9 - 71 ? State License Number:
Contact Person: ax Number
Title Holder (If other than Owner):
Address:
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer ""
n
Phone No.: 7
Address: III -- ` Sfi ;` 0!4y Fax No.: Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction inthisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS,and AIR CONDITIONERS, etc. OWNER'
S AFFIDAVIT: I certify that all of the foreg6ng information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning. WARMING TO.OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT
MAY RESULT IN YOUR PAYING TWICE FOR IWROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE
OF COMMENCEMENT. S•
NOTICE:
In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that may be found
in the public records of this county, and there may be additional permits required from other governmental rntities such as water
management districts, state agencies, or federal agencies. A
ce of permit is verification that I will notify the owner of the property of th is of Florida Lien Law, FS 713. l02 .
21 Si
a of Owner/ gent Date Sqgniiiftire ntractor/Agent Date F-,
44WLOW Print
Owner/Agent's Name Print Contractor/Agent's Name,: Signatur
of Notary -State of Florida Date Si tune of Notary -State of Florida Date John
H Tatum Jphn H Tatum My
Commission CCO22814 A-J*My Commission CC822814 ry
Expires ExpiresAPI003April 1, 2003 Owner/
Agent is Personally Known to Me or Contractor/Agent is Personally Know13 to 1Na or Produced
ID Produced ID APPLICATION
APPROVED BY: ' x• q Date: Special
Conditions:
365 S, Sunooast Blvd.
Crystal River, FL 34429
352) 795.3325 I hereby name and appoi- Of
18040 U.S. Hwy. 441 18040 U.S.Highway 441, Mt. Dora, Florida, 32757, to by my lawful attorney -in -fact, to act for
Mount Dora, FL 32757
352) 383.7135
me and apply to th uddmg Department for a
t r (
type)
5895 North U.S. 1 pem2it for wo-I to be performed at a location desc-:bed as: Section , 1'ownSlp r
Vero Beach, FL 32967
561) 562-1200
t t. Range Lot , Bloc ,Subdivision ,
n /
5059 Ridgewood Ave. 3
Port Orange, FL 32127
904) 78a1048 (address of job)
5333 W, Highway 17-92
Haines City, FL 33844
941) 0*3441
2300 Bruner Lane S,E.
Fort Myers, FL 33912
941) 481-49W
13
404 N. Frontage Rd.
Plant City, FL 33565
813) 717.9177
CORPORATE OFFICES
1107 N. Thomas Rd.
Leesburg, FL 34746
352) 767-7766 .
1-600-342-9077
owner of property and address)
and to sign my name and do all things necessary to this appointment.
10
CLELL COLEMAN, IiI
CBC001467
18040 U.S. Highway 441
Mt. Dora, Florida 32757
Sworn to and subscribed before me this day of
My Commission Expires:
NOTARY PUBLIC, STATE OF FLORIDA
y! Ray4 John H Tatum
My Commission CC822814
t.v Expires April 1, 2003
State Certified Building Contractor #CBC001467
State Certified Roofing Contractor #CCC035617
Rx Date/Time AN-OZ-Z002 M HA HE
JZMWD j418AZ4073207195 07I T9UCTIINCcovEAM-(EHEWMlNUM hAPAEANPEAUNIOTSANFORDBUILDINGDEPT. THESE
PLANS
AVE REVIEWED AND
CONDITIONALLY ACCEPTED FOR p1=RMIT. APERMITISS'!LJED SHALL BE ' 2 n CONSTRUED TO SE
A LICENSG TO PROCEED WITH Dat THE WORK AND MOTASAUTHORITYTOVIOLATE; CANCEL, AL•T&R, ORSETASIDEANYOFTHEPROVISIQNSOFTFiETECHNICALCODES, NOR SHALL IS .UANCE OF A FrRt41TPREVENTTHEBUILDINGDEPTFROM,, THEREAVTER REgUIRING•A••CORREC- TION OF ERRORS ON THE
PLANS, CONSTRUCTION OR OTHER VIOLATIONS OF THECODES. To whom it may concern, Please be advised that.Mr,/
Ms. /jA6,—td I;j have park, I permission to add bn,
a004- ar't` at lot # at GC as Conf i
a t
E C. aslongtheyvrmoallstateandlocal codes. p Please requiie'the' contractor to
remove 611 debris. Builders Name W skjw , Address
1 Po o I '
44Qt --P&4 ee,0t4Fc- 7 7 Phone # 'P 7'-• 71 3 C'
Licence # C^ '° "I,F-7 Carr
Laqt Coact to d-4TJI
Jpn H hTatum
Vr" *4g*MYCommissionCCO22814n '?„ i,
EXPIresAPdI 1, 2003
SALES CONTRACT1T Contract No. 1018 ®'& State Certified 8wlding Contactor #CBC001467
ed Roofing Contractor #CCC035617ALJMINUStateCertified
IF rJ 6iTAIL WHOLESALEr,
Ej
2101 East Man Steel 355 S. $uncoast BHd. 18040 U.S. Hwy. 441 5895 Nodh U.S.1 5059IlAnaood Ave. 5333 W, Highway 17.92 2300 Bruner lane S E. 404 N. Frontage Rd.
Leesburg, FL 34748 Crystal River, FL 34429 Mount Dore, FL 32757 .. Vero Beach, R.32967 :., Pot Orange, FL 32127 Halm City, FL 33844 - Fort Myers FL 33912 .: PlentClty, R. 33565
054 tv-6783 I354 795d325 (352) 383.1135 061) 562.1200 004)188.1048 941) 9M441 q11) 481dD00 (813) 7174177
Comm.' Sales Type Material
Job #: a$ O 3 Start Date`. Crew: Sales Lead #: End Date;
Sold To: V
Directions to GC r l-e—
JobLocation:
Street
Address:'
City:(
71
7; i State . [" Zp Property ,
2,.7 % Descri tion: Subdivision Block, Lots .
Phone: tr 7 !r : f r` / 7 , , Date. R "! I hereby acknowledge that.the improvements specified herein
are to be done on Real Property Owned by the Purchaser. Customer's
Social Security No. Initial:
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ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2
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SING:L--E-CARPORT = P_ LAN -VIEW
FOURTH WALL FRAME
IF REQUIRED)
BEAM SELECT "L" FROM
TABLE 2.1.1 AND / OR TABLE
2.1.2 USE 'A1' = W/2 + O.H.
2" x FRONT WALL BEAM
SELECT'U FROM TABLE 2.1.1
AND/OR TABLE 2.1.2 USE'A2' _
W/2 + O.H.
2" x 3" MIN. SEE TABLE 2.2.1
AND / OR TABLE 2.2.2
3" RECEIVING CHANNEL
ANCHORS W/ (3) EACH #8
S. M. S. @ 12" 0. C. (SEE ROOF
CONNECTION DETAILS
SECTION 7)
POST SIZE AND SPACING
SEE TABLE 2.2)
I FOURTH WALL. FRAME POST TO BEAM (SELECT
I (IF REQUIRED) FROM.TABLE 2.3)
ROOF PANELS
SEE TABLES SECTION 7)
PROJECTION VARIES
SEE FOOTING DETAILS
PAGE 2-15
SINGLE CARPORT ELEVATION VIEW
Lawrence E. Bennett, P.E.
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 4366, SOUTH DAYTONA, FL 32121
TELEPHONE (904) 7974774
FAX (904) 767-6556
COPYRIGHT 2000
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WPrITEN PERMISSION OF LAWRENCE E BENNETT, P.E.
SEAL
PAGE
2-3
ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2
a
Table 2.2.1 Allowable Attributable Roof Area per Post for Carports. -
Patio Covers, and -other Open Buildings - ALUMINUM POSTS
Aluminum Post
Wind Load = 102 MPH 'I 110 MPH 1 120 MPH 125 MPH I 14O MPH
Applied Load = 171N S . Ft. 1 20 #/S . Ft 123 #/S . Ft 1 26 4f.99. Ft. 1 32 #/S FL
Maximum Alloweb a Roof Area In square Feet for various Loads on Post
Height Load In Lbs Y x 2' x 0.044" Hollow Extrusion or
2" x 2" x 0.045" SnaI3Extrusion - Aluminum Alto 6063 T-6
7'44" 2,064 121 1 103 1 90 1 79 1 65
6'-7" 1548 91 1 T7 1 67 60 48
9'40" 1;204 71 1 so 1 52 45 38
11'4" 903 53 1 45 1 39 35 1 28
Height Load in Lbs 2" x 3' x 0.045" Hallow Extrusion or
2" x 3" x 0.045" Snap Extrusion - Aluminum Alloy6063 T-
6'-2 2,736 161 137 1 119 88
9.4" 2,502 147 225 109 M40 78
1W-11" 596 94 80 fig 50
12'a" 1197 70 60 52 37
Height Load In Lbs 3" x 3" x 0.0 Roll Formed -Aluminum Allov 3105 H-14
10'-0" 1 2.381 1 0 119 104 92 74
1v-a- 1 1786 105 89 78 69 56
1314" 1300 82 69 60 53 43
15'-0" 1042 6 52 45 40 33
Te-Ight toad in L.bs 3" x 3" z 0.060" Roll Formed Aluminum Allov 3105 H-14
11'-0" 3,500 212 180 157 1 138 113
12'-10" 2,700 159 135 117 104 84
14.8" 2,100 124 105 91 81 66
16,-r 1,575 93 79 6a 61 49 ;
Height Load In Lbs 3" x:3" x•0:060" Fluted Hollow Extrusion - Aluminum 6063 T-6
11'40" 1 3.406 200 1 170 148 1 131 1 107
150 1 128 1 111 96 I 80
15'-101, 1 11988 1 117 1 99 1 86 76 162
1T-10" 1 91 88 1 75 1 65 157 47
Example:
Find Roof Area Needed; Area = A'; Post Spacing ='S'; Structure Projectlon ='W':
A = S x (W/2 +• O.H.); It'S' - 7', W 12', and O.H. = 2' then:'Area' = 56 Sq. FL
For a 10'-11' post and 120 m.p.h. wind load or 23 # / Sq. Ft. post choices ere' 68
1) 2" x 3' x 0.050" Hollow Extrusion
2) All post sizes listed below the 2" x 3" x 0.044' Hollow Section
Note:
Where Job conditions dictate a post height of 1 O' In a 120 MPH wind zone, a 3" x 3" Roll Formed COULD NOT
BE used because when It Is more than 10' tail It can only support 39 SF of roof. On the other hand, a 3' x r
Fluted Past with a post height of 10'- 7' can support an area of 128 square feet of area. Thus, design must
satisfy both height and area requirements.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 4369, SOUTH DAYTONA, FL 32121
TELEPHONE (904) 7674774
FAX (904) 767-6556
COPYRIGHT 2000
NOT TO BE REPRODUCED 1N WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E.
SEAL
PAGE
2-23
r--
SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS
Table 2.1.1 Allowable Roof Beam Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Aluminum Alloy 6063 T-6
WMd Zone = 402-MPH-- 110 MPH 1 120 MPH 125 PH 140 MPH
Applied Load = 17815 . Ft. 20if 1 S . Ft. 2381 S . Ft. 250 r 5 . Ft I 32# 15 . FL
Load Width 2" x 3" x 0.045 Hollow
5' 6'-6' 5'-11" 5'-T 5'-0' 4'-9"
6' 5'-11" 6'-5" 5'-1. 4'-9"
7' 6'4" 5'-1' 4-9" 4'-5" 3'-11"
8' 5'-2" 4'-9- 4'-5° 4'-2" W-9'
9' 4'-10" 4-5" 4'--2" 3'-11" 31-W
10' 4'-7" 4' 3'
11' 4'4" 1 4'4" 1 31-9" 3'-6" T-2-
12' 4'-2' 1 3-10' 1 W-7" 3'-5" T-1-
Load Width 2" x 3' x 0.050 Hollow Tilt
5' T-4- 6'-9' W-4o S'-11" T-4-
6' 8'-8" 6'-2° 5'-9" 51-W W-11'
7° 6'-3' 5'-9' S'4" 5'-0" 4'-6'
B 5'-10' 5-4" 4-11' 4'-tl" 3"
9' 5'-6- 5 -1. 4'-8" 4'-5' W-11'
10, S'-2' 4'-9" 4'-6" 4'-2" 3'-W
11' 4'-11' 4'-7° 4'-3' W-0" 3'-T
12' 4'-9" 4 1 4'-1' 3'-10' r 3'-5-
Load Width 2" x 4" x 0.050 Hallow Tilt
5' 9'-0" 8'•4' 7'-9" 7'4" 6'-7"
6' B'-3" 7' T 7'-1' 6'-0" 6'-0'
7' 7'-W T-0' 6'-7' 6 -2' T
8' 7'-2" 6'-7- 6'-2' 5'-9° 5.2'
9' 6'-9" 6'-T T-9' 5'-5° 4'-1 1'
10' 6' 5'-11" 6-8. S'-2' 4-8"
11' 6'-11 5'-7" 6-3' 4'-11 4'-0'
12' S-10" 5--4- W-0" 4'-9" 1 4'-0"
Load Width c 2n x.4' x-0;036"-x-0.100" Self Matina Beam
5' 11'-4' 0'-6" 91-9" 9'-2" B'-3"
C __. _. 101- -_s • 9'.7" W-11" 8-5" T-T
7' W-7' 8'-10, 8'-0' T-9" 6'-11
a' 8'-11' 8 -3" 9' 7-3"6'-7"
T-3'
6'-11" F a.1 570"
7'-1" 6'-7" 6'-2 5'-7"
12' 7'-4- 6'-9" 6'-4" 1 5'-11" 1 T-4"
Load Width 2" x 5" x 0.050" x 0.100" Seif Matinq Beam
S 14'-l" 17-11" 12'- " 111-W 10'-3"
6' 12'-IW 11'-10" 11-1" 10'-5" 9'•4'
7' 11'-11" 10'-11" 10'-3" 9'-T 8'-0'
B. 11'-l" 10'-3" 9'-7 8'-11" A,
W 10'-0" 9'=8" 9'-0' B'-6' T-8'
10' 9'-11" 9'-2" 8'-7" 8"-1" 7'.3"
11' 9-7— 8'-9"1 1'-2"
12' 9'-1' 1 8'4' 1 7'10- 7'4' 6"-T
Example:
For 2' x 4' x 0.038" x 0.100' Self -Mating Beam; Beam span between uprights use load width to enter table.
For 12' Roof Panel + 2' Overhang; Load Width = LW =12' 12 + T O.H. = S' ; Enter table on left at B' read allowable
span under required load; Thus for 100 M.P.H. wind loadlilve toad or 17 #/Sq. Ft and Load Width = 8'-0"
Maximum Beam Span for 2' x 4" x 0.050" x 0.100' =
Spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam
spans.
Note:
For small covers 2" x 2" beams may be used. (see table 3.1.1 for spans)
Lawrence E. Bennett, P.E.
CIK ENGINEER . DEVELOPMENT CONSULTANT
P.Q. BOX 4368. SOUTH DAYTONA. FL 32121
TELEPHONE (04) 767.4774
FAX (04) 767.6556
SEAL
PAGE
COPYRIGHT 20DO
2-20 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNM. P.E.
G
SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS
I
w
ROOF PANEL SEE SECTION 7
I >
i
Jd;L — — — — — — — _
FOR NUMBER OF BOLTS {
AND SIZE OF POST (SEE
TABLE 2.3) {
BEAM AND POST SIZES
SEE TABLE 2.1.1,
TABLE 2.1.2 AND / OR
TABLE 2.2.1. TABLE 2.2.2)
ANCHOR (SEE DETAIL FOR
PAN OR COMPOSITE
PANEL)
COLUMN NOTCHED TO
SUIT
SIDE. NOTCH POST TO -BEAM CONNECTION
w
q ROOF PANEL SEE SECTION 7
ANCHOR PER DETAIL
FOR PAN OR
SIDE BEAM I COMPOSITE PANEL
I FOR NUMBER OFT4oBOLTSANDSIZE OF
L POST (SEE TABLE 2.3)
BEAM AND POST
1 3/4" x 1 3/4" x 0.063" SIZES (SEE TABLE
RECEIVING CHANNEL 2.1.1, TABLE 2.1.2
THRU BOLTED TO POST W/ AND / OR TABLE 2.2.1,
THRU BOLTS FOR SIDE TABLE 2.2.2)
BEAM (SEE TABLE 2.3 FOR COLUMN NOTCHED TO
NUMBER OF BOLTS) SUIT
CENTER--NOTCH-POS-T—TO--BEAM_CO.NNECTION 3
Lawrence L Bennett, P.E.
CIVIL ENGINEER'- DEVELOPMENrCONSULTANT
P.O. BOX 4368, SOUTH DAYTONA, FL 32121
TELEPHONE (904) 787-4774
FAX (904) 767-GSSG
SEAL
PAGE
COPYRIGHT 2000
2-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS, SECTION 2
Table 2.3 Schedule of Post to Beam Size and Number of Thrn-Bolts Required
Aluminum Ailov 6063 T-6
Beam
Size
Minimum
Post Size
Thru-BoltQ L=Dt'/," Minimum
Knee Brace*
Min. # Knee
Brace Screws114" a 3f8" 0
2" x 3" x 0.050" Hollow'Till 3"x 3'k 0.060' Scalloped 2 2' x 3' x 0.050" 3 #8
2" x 4" x 0.050". Hollow 37x 31x 0.060' Scalloped 2 2" x 3' x 0.050" 3 #8
2" x 4"4-0:03811-x-0:100`Self Mating -Beam Xx.3'x.0.060"-Scalloped- 2---`, 2' x 3' x 0.050" 3 #8
2" x 5' x 0.050" x 0.100 Self Meting Beam 3`x 3'k 0.060' Scalloped 2 2' x 3" x 0.050° 3 #8 .
2" x 6" x 0.050" x 0.120' Self Mating Beam 3'x 3 x 0.060" Scalloped 2 2' x 3' x 0.050' 3 #10
2" x 7" x 0.055" x 0.120" Sell Mating Beam 3" x 3' x 0.093' 3 2 2" x 4' x 0.050' 3 #t0
2" x 8" x 0.072' x 0.224" Self Mating Beam 3' x 3" x 0.093" 3 2 2" x 4" x 0.050" 3 012
2" x 9" x 0.072" x 0.224' Self Mating Beam 3" x 3" x 0.125' 4 3 2' x 4' x 0.050° 3 #14
2" x 9" x 0.082" x 0.306' Self Mating Beam 3" x W x 0.125" 4 3 2" x 4' x 0.050" 3 *14
The minimum number of thru bolts Is (2)
Minimum postibeam may be used as minimum knee brace
1
Tabla 2-4 Footinos - Maximum Roof Area for Carport Posts
Wind Zone = 102 MPH 110 MPH 12o MPH 1 125 MPH 1 141) MPH
Applied Lgad = 17 #fFL2 20 #/FLz I 23 #lFL2 26 #1Ft.' 32 #fFN
Existing Slab an Grade with unknown 20 17 15 13 10
reinforcement
Isolated Fooling
Dimensions" _ Rating #
Uplift
Maximum Attributable Roof Area In Square Feet
1'-0' x 1'-0' x 1'-0" 520 30 26 22 20 1 16
T-4' x 1W x 14' 1000 59 50 43 38 31
1'-W x 1'-6' x 1'-0" 1320 77 66 57 51 41
2'-0"- 2040 . _3 120 102 89 78 64
1'-W x 1'-8" x 2'-6" 2540 ISO 127 111 98 80
2'-0" x 2'-0" x 2'-0" 2640 155 132 115 102 as
2'-W x 7-0" x 2'-6' 3300 194 165 143 127 103
7-6" x 2'-W x 2-6" 4000 210 230 200 1771 144
2'-6" x 2'-W x 3'-0' 4800 324 275 240 212 172
Notes:
Isolated Footing Is a pound concrete rectangular solid (Length x Width x Depth). ,
Slab on grade must be new or in good condition.
Pre -Cast Block Footing
Pre -cast footing block 116" x 16" x 4" 1 at 24" below grade with 80 # bag pre -mix concrete and backfilled to grade.
Dimensions uplift Rating # Maximum Attributable Roof Area In S uare Feet
c-- 1 -80#-Ba 102 87 76 67 54
1 so# Bag 1.819 107 91 79 70 57
1 e04 Bag 1904 112 95 83 73 6D
Note: Maximum uplift on post Is delermined by multipying maximum attributable roof area x applied load.
Example: Post tributary roof area = 77'
Applied load for 110 MPH wind zone = 20#fSq. Ft.
Uplift on post = 77 x 20 = 1,540#
Lawrence E.' Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 4358, SOUTH DAYTONA, FL 32121
TELEPHONE (904) 767-4774
FAX (904) 767.6556
Q COPYRIGHT 2000
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE'E. SENNETT. P.E.
SEAL
PAGE
2-25
ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS, I SECTION 2
t" IS THICKNESS OF
REQUIRED POST
v
N
L
N
TOP OF GRADE
COMPACTED BACK FILL
3" x 3" POST (SEE TABLE)
2)2"x2"x"t"ANGLEOR
1) U CHANNEL x "t"
3/8" x 3-1/2" BOLT
80 LB. 2500 PSI
CONCRETE PRE -MIX
3" EXTRUDED ALUMINUM
BASE
ALUMINUM -POSTAND-BURIED-.FO.0TING-CONNECTION,.
POST IN CONCRETE
40 BAR 12" LONG
POURED CONCRETE
REFER TO TABLE 2.4)
ISOLATED FOOTING
3" x 3" POST TURN
BOLTED' TO ANCHOR
RISER
2-3/4" x 2-314" x 2-1/2"
LONG x 1/8" TUBING
WELDED -CONNECTION
FASTEN (SEE TABLE 2.5)
12" x 12" x 114" PLATE
3-1/2" CONC. SLAB
POST MAYBE FILLET
WELDED DIRECTLY TO
BASE PLATE
BASE ANCHOR CONNECTOR
FOR POST TO SLAB CONNECTION
Lawrence E. Bennett, P.E.
CIVIL ENGINEER. DEVELOPMENT CONSULTANT
P.O. BOX 4368. SOUTH DAYTONA FL 32121
TELEPHONE (904) 7674774
FAX (904) 70-0556
COPYRIGH7.2000
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
SEAL
PAGE
2-17
SOLID ROOF PANEL PRODUCTS SECTION 7
PAN ROOF ANCHORING DETAILS
RIDGE CAP -
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
8 x 9116" TEK SCREWS
@ PAN RIBS EACH SIDE
CAULK ALL EXPOSED
SCREW HEADS
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
8 x 1/2" S.M.S. (3) PER' PAN PAN OR COMPOSITE ROOF
AND (1) AT PAN RISER PANEL
ALTERNATE CONNECTION: #8 #S x 1/2" S.M.S. (3) PER PAN
x 1-1/4" SCREWS (3) PER PAN ALONG PAN BOTTOM
INTO BEAM THROUGH BOXED
END OF PAN AND HEADER
ROOF PANEL TO BEAM DETAIL
WHEN FASTENING PANELS
OR PANS TO WOOD PLATES FOR PAN ROOFS:
SCREWS SHALL HAVE A (
3) EACH #8 x 1l2° LONG S.M.S.
MINIMUM EMBEDMENT OF 10
PER 12" PANEL
FOR COMPOSITE ROOFS: ROOF PANEL
PER TABLES SECTION 7) 10 x (t + 1/2") S.M.S. W/
1-1/4" 0 FENDER WASHERS SUPPORTING BEAM
@ 12" O.C. (LENGTH - PER TABLES)
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT
SHOWN) AND 24" O.C. @
NON -BEARING ELEMENT (SIDE
WALLS)
ROOF_:PANELTO_REAM FASTENING-DETAIL--i
I
r Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX4368. SOUTH DAYPONA. FL 32121
TELEPHONE (904) 767.4774
FAX (904) 767-8556
SEAL
PAGE
COPYRIGHT 2000
NOT TO BE REPRODUCED W WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 7-9
SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS
ALUMINUM/STEEL
COLUMN
SEE SECTION 9 FOR
ANCHORS
CONCRETE SLAB OR
FOOTING
U' CHANNEL (SEE
SECTION 9 FOR
CONNECTIONS)
CONCRETE ANCHORS
SEE SECTION 9)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
ALUMINUM/STEEL
COLUMN
CONCRETE ANCHORS
SEE SECTION 9)
CONCRETE SLAB OR
FOOTING
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL ANGLE CLIPS
ALUMINUM / STEEL
COLUMN
CORROSION RESISTIVE
STEEL THRU BOLT PER
SCHEDULE
SEE SECTION 9 FOR
CONCRETE ANCHORS
CONCRETE SLAB OR
FOOTING
TUBE `COLUMN BASE SCHEMATIC I
SEE SECTION 9 FOR
ANCHORS
2" X 2" WITH WALL
THICKNESS EQUAL TO OR
GREATER THAN COLUMN
WALL
INTERNAL EXTRUDED
ALUMINUM BASE OR
BREAK FORMED U-CLIP
WITH WALL EQUAL TO OR
GREATER THAN POST
WALL
NOTE:
ATTACHMENT DETAILS
SHOWN REQUIRE
DIAGONAL BRACING FOR
FREE-STANDING COVERS
Lawrence E. Bennett, P.E.
CIVIL ENGINEER • DEVELOPMENT CONSULTANT
P.O. BOX 4360. SOUTH DAYTONA, FL 72121
TELEPHONE (664) 767-4774
FAX (9114)767-6556
SEJ1i-
PAGE
COPYRIGHT 2000
2- 6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
I
r-
ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2
r
@ w
J
tit
@
PRIMARY BEAM
CONNECTOR MAY BE (2) @ w (SEE TABLE 2.1.1
ANGLES, INTERNALLU' @ a AND/OR TABLE 2.1.2)
CHANNEL OR EXTERNAL'U' @ aCHANNELEACHSIDEOF
CONNECTING BEAM WITH @ o
SCREWS (PER SECTION 9).
1 --
CARRIER BEAM (SEE TABLE
2 1 3) MINIMUM NUMBER S.M.S. @ 3/4" LONG •
REQUIRED IS EQUAL TO BEAM DEPTH (SEE
SECTION 9)
NOTE: EXTRUSIONS WITH INTERNAL SCREW BOSSES
MAY BE CONNECTED WITH (2) #10 x 1-1/2"
INTERNALLY
CARRIER=BEAM=TO=BEAM=CON.NECTI.ON-
ANGLE OR RECEIVING
CHANNEL
LU
Im
H @
PRIMARY BEAM a c0
SEE TABLE 2.1.1 s
AND/OR TABLE 2.1.2)
U.1
@
o @
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH
MINIMUM (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2)114" x 2-1/4" CONCRETE ANCHORS TO
CONCRETE OR MASONRY -WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3"
ALTERNATE) (1)1-314" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD
WALL WITH MINIMUM (3) 3/8" x 2" LAG SCREWS OR (3)1/4" x 2-1/4" CONCRETE ANCHORS TO
CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM
LARGER THAN 3
CARRIER-BEAM-TO-WALL-CONNECTION.
Lawrence E. Bennett, P.E.
CNIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 4388, SOUTH DAYTONA, FL 32121
TELEPHONE (904) 7674774
FAX (904) 7674556
SEAL
PAGE.
COPYRIGHT 2000 n-1 5NOTTO6EREPRODUCEDINWHOLEORINPARTWITHOUTTHEWRITTENPERMISSIONOFLAWRENCEE. BENNETT, P.E. L
SOLID ROOF PANEL PRODUCTS , I . SECTION 7
Cn
w
Q I. .. . r
A—
12" WIDE x VARIOUS HEIGHT RISER FINDUSTRY STANDARD] ROOF PANEL
c
W
12"
12" WIDE_x-3"—RISER.-INTERL-OCKING-(INDU.S_T_RY STANDARDI ROOF PANEL
T
1 12.00
INDUSTRY STANDARD CLEATED ROOF PANEL
d w
a o
SELECT PANEL DEPTH
FROM TABLES 4
COPYRIGHT 2000
ALUMINUM SKIN
E.P.S. CORE
SIDE PANEL
CONNECTIONS VARY
DO NOT AFFECT PANEL
SPANS)
COMPOSITE ROOF PANEL INDUSTRY STANDARDI
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 4365, SOUTH DAYTONA, FL 32121
TELEPHONE (904) 767-4774'
FAX (9114) 767-6558
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
SEAL i
PAGE
7 1 I
1pl
SECTION 7 SOLID ROOF PANEL PRODUCTS
ALTERNATE CONNECTION:
3) #8 SCREWS PER PAN
WITH 1" MINIMUM
EMBEDMENT INTO FASCIA
THROUGH PAN BOXED END
10 x 1-1/2" S.M.S. (1) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
FOR MASONRY USE
114" x 1-1/4" TAP -CON ANCHOR
OR EQUAL @ 24" O.C. FOR
WOOD USE #10 x 1-1/2" S.M.S.
OR WOOD SCREWS @ 2" O.C.
PAN ROOF ANCHORING DETAILS
ROOF=PANEL`-'TO=FASCIA DETAIL
EXISTING TRUSS OR RAFTER
SEALANT
8 x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP)
HEADER (SEE NOTE BELOW)
ROOF PANEL
8,x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP)
EXISTING FASCIA
SEALANT
8 x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP)
HEADER (SEE NOTE BELOW)
ROOF PANEL
EXISTING HOST STRUCTURE:
WOOD FRAME MASONRY OR #8 x 1/2" S.M.S. (3) PER PAN
OTHER CONSTRUCTION (BOTTOM) AND (1) @RISER
TOP)
ROOF=PANEL TO WAL-L--DETAIL
NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2" LONG
CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW
HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE
WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE
SCREW TYPES AND THE ABOVE SPECIFIED RISER SCREW. #8 x 9116" TEK SCREWS ARE
ALLOWED AS A SUBSTITUTE FOR #8 x 112" S.M.S.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 43M SOUTH DAYTONA, FL 32121
TELEPHONE (904) 767-4774
FAX (904) 76T-6556
SEAL
PAGE
COPYRIGHT 2000
7-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
r
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Table 7.2.3 (Allowable Spans for Riser Panels for Various Loads Aluminum Building Systems, Inc.
eee"..raM.— amrvlalam omdurls Aluminum Allov 3105 H-28
1-114" x 12" s 0.010' Riser Panels
Open Buildings Enclosed Buildings
Wind
Region
Applied
Load
Overhang-CandOlon Wind
Raglan
Applied
Load
Ovarhang Condition
One and
Two Span
Throe
Span Four Span
Max
Cantilever
One and
Two S an
Three
San
Four Span
Max
Cantilever
102 M.P.H. 17 5'3" 8'-6" 6'-B° 2'.6" 102 M.P.H. 30 4'-0" 6'-5' 5--e. 2'-1"
110 M.P.H. 20 5'-0" 6'-2' 6 i' 2'-0" 110 M.P.H. 35 4'-2" 5'.2" 5'-3' 1'-11"
12D M.P.H. 24 4'-9' 6-10" 5'-11" 2'3' 120 M.P.H. 41 3'-11' 4'-10' 4'-]1' 1'-10"
130 M.P.H. 28 4'-6" 6-6' 51-8" 2'-1" 130 M.P.H. 48 3'-9' 4'-7" 4'-8' F-9'
140 M.P.H. 32 4'-3" 5'-3- S-4" 0" 140 M.P.H. 58 4'4" 4'-5" 1'-8'
150 M.P.H. 37 4' 1" 5'-0' 5'-2- 1'-11' 150 M.P.H. 64 3'-5" 4'3' 1'-7"
3" x 12" x 0.01g" Riser Panels
Open Buildings Enclosed Buildings
Wind
Region "
Applied
load
Overhang Condition Wind
ReRaglan
Applied
Land
Overhang Condition
One end
Two Span
Three
San
FourSpan
Max
Cantilever
One and
Two Span
Three.
San
Four Span
Max
Cantilever
102 M.P.H. 17 11'-5' 14'-1' 14'-4' 5'-0' 102 M.P.H. 30 9'-5" i 1'-a" 11=11• 4'-6'
110 M.P.H. 20 10'-]0' 13'-5' 13'-a' S-D" 110 M.P.H. 35 6'-11° 11'-1' 11'.4" 4'-3'
120 M.P.H. 24 1 10'-3" 12' 8` 12'-11" 4'-10' 120 M.P.H. 41 6'.6° 10'-61 101•8' 3'-11'
130 M.P.H. 1 26 9'-8' Ill -I'll 12'" 4'-7"' 130 M.P.H. 48 B'-1" 9'-11" 10'-2' 3'-9'
140 M.P.H. 32 1 9'-3" 111'-5"'1 11'-7° 4'-0' 140 M.P.H. so T$" FF. Fall 3-7"
150 M.P.H. 1 37 1 8'-10" 1 10'-11' 11'-1' 4'-2" 160 M.P.H. 1 64 T 4"" _ 9'-0" 9'-3"
3":AiJ2'sA;026"LRlser Panels
Open Buildings Enclosed Buildings
Wind
Raglan
Applied
Load
Overhang Condition Wind •
Region
Applied
Load
Overhang Condition
One andThroe
Two Span[ San
Four Span
Max
Can111eva
One and
Two S an
Three
San. Four Span
Max
Cantilever
102-KPM. 17 12'-9" 15'-9" 16'-1" a. 102 M.P.H. 30 10'-7" 13'-l" IYA" 4'-11'
110 M.P.H. 20 1T-2" 14'-11" 16'-3' S-0' 110 M.P.H. 35 10'-1" 12'-6' 12'-8' 4'-9'
120 M.P-.H. 1 24 L 11'-6' 14'-2' 14-5" 5'-0' 120 M.P.H. 41 9'-6' 11'-9" 11'-11' 4'-6"
130 M.P.H. 1 28 -1 1C.10' l3'.5" 13'-8" 5'-0" 130 M.P.H. 48 9'-0' 11'-2" 11'-4" 4'-3"
140 M.P.H. 03210'" 12'-9' 13'-0" 4'-10" 140 M.P.H. 58 8'-7" 10'-7" 10'-10" 4'-0"
150 M.P.H. 37 9'-10" - 12'-2' 12'-5" 1 4-8- 150 M.P.H. 1 64 8'-2" IQ'-1" 10'-4 3'-1 D"
3" x 12" it 0.032" Riser Panels
Open Buildings Enclosed Buildings
Wind
Reglon
Applied
Load
Overhang Condition Wind
Reglon
Applied
Load
Overhang Condlilan
Ona and
Two Span
Three
San Four Span
Max
Cantilever
One and
Two 8 en
Three
span FourSpan
Max
Cantltaver
102 M.P.H. I 17 13'-W 16'-11' i7'-0' 5'-0" 102 M.P.H. 30 11'-0" 1 14'-1' 14'-4" 5'-O'
i10 M.P.H. 1 20 13'-0" 16=1" 161-5' 51-0' 110 M.P.H. 35 19-10" 13'4" 13'-8" 5=0'
120 M.P.H. 24 12'-0° 15!-2° 15-6' 5'-0' 120 M.P.H. 41 10'-3' 12'-7" 127-10' 4'-10°
130 M.P.H. 21i 811'-' 14'-5' 14' 8. 5'-0' 130 M.P.H. 48 9'-8. 11'-11" 12'-2" 4' 7"
140 M.P.H. 32 11'-1" 13'-9" 13'-11' 5'-0' 140 M.P.H. 56 B'-2" 11'-5' 1 11'-7' 4'4"
150 M.P.H. 1 37 in-- 1 13'-1' 1 13'-4" 4'-11" 150 M.P.H. 64 8'-10' i0'-10- I 11'-1" 4'-2"
Note: Toles roar penal width =mom width plus wall wldth plus overhang.
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