HomeMy WebLinkAboutPOLY ROOF CARPORTCOL
GIRTS:
mis CARPORT STRUCTURE MEETS THE FLORIDA BUILDING CODE FOR A HEIGHT 8'-10", 150 MPH, EXP. C.
WIND SPEED. THE TABLES BELOW ARE BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE FLORIDA
BUILDING CODE (FBC), CHAPTERS 16 AND 20, AND OTHER REFERENCES SUCH AS ALUMINUM ASSOCIATION
OF FLORIDA (AAF) "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS". STRUCTURAL
VALUES FOR EXTRUDED ALLOY 6005T5 ARE TAKEN FROM THE ALUMINUM DESIGN MANUAL, 2015 EDITION.
TABLE 1 MAIN ROOF MEMBER
SCHEDULE . .
MEMBER
MARK
MANF.
WEIGHT
MATERIA4.THICKNESS
ILENGTH DESIGN BASIS
#
I SKIN
I POLY
I SKIN
FT.
FL. PROD. APPR.
POLY ROOF PANEL # 1
PRP1
I ELITE
1
I ALUM
1 3"
1 0.024
13'-0"
FL7561-R3, DWG.
OR =
FL-1001, 3-20-15
POLY ROOF PANEL # 2
PRP2
ELITE
1
ALUM
3"
0.024
11'-6"
FL7561-R3, DWG.
OR =
FL-1001, 3-20-15
TABLE 2 MAIN MEMBER SCHEDULE
MEMBER
MARK
SIZE
I MATERIAL
I TYPE
I THICKNESS
ILENGTH DESIGN BASIS
b x t
I ALLOY
I
IW
F
I FT.
COLUMN # 1
COLUMN # 2
COLUMN # 3
CARRIER BEAM # 1
CARRIER BEAM # 2
ROOF BEAM # 1
ROOF BEAM # 2
KNEE BRACE # 1
C1
3x3-12
ALUM
TUBE
0.125
0.125
8'-10"
CALCULATION
C2
3x3-12
ALUM
TUBE
0.125
0.125
9'-4"
CALCULATION
C3
3x3-12
ALUM
TUBE
0.125
0.125
11'-6"
CALCULATION
C131
2x7
ALUM
SMB
0.550
.. 0.120
10'-0"..
CALCULATION
CB1
2x8
ALUM
SMB
0.072
0.224
10'-0"
CALCULATION
RB1
2x4H
ALUM I
HOLLOW 1
0.050 1
0.050 1
10'-0"
CALCULATION
RB2
2x4H
ALUM
HOLLOW 1
0.050 1
0.050 1
10'-0"
CALCULATION
KB1
2x3-7
ALUM
HOLLOW 1
0.070 1
0.070 1
2'-10—
CALCULATION
ADDITIONAL SITE SPECIFIC INFORMATION NOTE: `AVERAGE
THIS POLY ROOF CARPORT AND COVERED AREA IS LOCATED IN A RESIDENTIAL COMMUNITY NORTH OF SE WALTON
ROAD AND EAST OF U.S. ROUTE 1 IN PORT ST. LUCIE. THE CARPORT HAS MANY OPEN AREAS AROUND IT. THE
ENCLOSURE IS ABOUT 1500 FEET WEST OF THE SAVANNAS PRESERVE STATE PARK. PER THE EXPOSURE
CATEGORIES LISTED IN SECTION 1609.4.3 OF THE FLORIDA BUILDING CODE THIS ENCLOSURE SHALL
CONSERVATIVELY BE CALLED AN EXPOSURE 'C'. ACCORDING TO THE COMPUTER PROGRAM "WINDSPEED BY
LOCATION", A PRODUCT OF 'APPLIED TECHNOLOGY COUNCIL' THE DESIGN WIND LOAD REQUIREMENTS FOR A RISK
CATEGORY 1 ENCLOSURE IN THIS LOCATION IS DICTATED BY A WIND SPEED OF 148 MPH. HENCE, THE DESIGN
PARAMETERS BEING USED HERE ARE 150 MPH WIND LOAD, EXPOSURE 'C', RISK CATEGORY 1.
THE NEW POLY ROOF CARPORT EXTENSION AND COVERED AREA IS BEING INSTALLED BECAUSE THE EXISTING
CARPORT AND COVERED AREA IN THIS SPOT, WHICH WAS BUILT IN THE 1990S, WAS DAMAGED DURING A RECENT
HURRICANE IRMA THIS SEPTEMBER. THE FRONT IS 8'-10" HIGH AND THE MID HEIGHT IS 9'-4" HIGH; WITH A RUN OF
11.0 FEET GIVES A SLOPE OF ABOUT 0.55 INCHES PER FOOT FOR THE FRONT SECTION. THE BACK SECTION IS 9'-4"
HIGH AT ITS FRONT AND IS 1V-6" HIGH AT ITS REAR; WITH A RUN OF 13.0 FEET GIVES A SLOPE OF ABOUT 2.0 INCHES
PER FOOT FOR THE BACK SECTION. THE POLY ROOF IS BEING BUILT ON AN EXISTING NOMINAL 4" SLAB THAT IS IN
GOOD CONDITION. THIS FOUNDATION IS ACCEPTABLE FOR THIS CARPORT AND COVERED AREA. THE DESIGN
DRAWING IS SHOWN ON SHEET 2. THE POLY ROOF CONNECTION DRAWINGS ARE SHOWN ON SHEETS 3.
THE HOST STRUCTURE IS A MODULAR HOME SO 4TH WALL CONSTRUCTION FOR COMPOSITE ROOFS WILL BE USED.
THEREFORE, THE COLUMNS, BRACING AND CONNECTIONS SHOWN ON SHEET 2 ARE THE SAME IN THE BACK AS IN THE
FRONT EXCEPT THAT THE BACK IS 61NCHES HIGHER. THERE SHALL BE NO STRUCTURAL ATTACHMENT BETWEEN
THE POLY ROOF CARPORT AND THE MOBILE HOME BUT IT IS ACCEPTABLE TO INSTALL FLASHING TO KEEP THE
RAIN OUT. THE CARRIER BEAM TO COLUMN CONNECTION CAN BE MADE WITH 7" LONG CHANNELS AND FOURTEEN
(14) #12 SMS, SEVEN (7) BETWEEN EACH CHANNEL AND COLUMN AND SEVEN (7) BETWEEN EACH CHANNEL AND EDGE
OR MID BEAM, SIMILAR TO KNEE BRACE CONNECTIONS ON SHEET 2. ALSO, SEE OPTIONAL CONNECTION DRAWINGS
BETWEEN COLUMNS AND CARRIER BEAMS BELOW.
OPTIONAL CARRIER BEAM TO COLUMN CONNECTION
BOLTED CONNECTION - OPTION # 1
THE ROOF BEAM CAN BE CONNECTED
TO THE COLUMN WITH TWO 1/2" SS
NUTS., BOLTS AND SS WASHERS.
2" WIDE CARRIER BEAM
(CB) OR EDGE BEAM (EB)
PLAN VIEW - CORNER COLUMN
BOLTED CONNECTION - OPTION # 2
THE ROOF BEAM CAN BE CONNECTED TO THE COLUMN
WITH TWO 112" SS NUTS, BOLTS AND SS WASHERS.
2" WIDE CARRIER BEAM
(CB1 OR EDGE BEAM (EB)
. PLAN VIEW - MIDDLE COLUMN
SPECIFICATION NOTES AND DESIGN PARAMETERS:
1 THIS DESIGN COMPLIES WITH THE GUIDELINES DEFINED IN CHAPTERS 16 & 20 OF THE FLORIDA BUILDING CODE (F H
EDITION (2014) BUILDING, USING THE ALLOWABLE STRESS DESIGN PRESSURES LISTED IN TABLE 2002.4 AND TABLE 002.4A. y-
THE AAF STANDARDS OF THE "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS" FOR TABLE 1 AR PP %IIIU C 1. 0 J
A DESIGN BASICS: THIS POLY ROOF CARPORT IS A RISK CATEGORY I STRUCTURE. HEIGHT 8'-10", 150 MPH, EXP.'C'
B THE BUILDING CLASSIFICATION RISK CATEGORIES ARE FROM FBC, TABLE 1604.5 AND AREA LOCATION WIND SPEED PER
FBC, FIGURE 1609C.. BUILDING CLASSIFICATION PER TABLE 27.2-1, ASCE 7-10. BY:..........
C' DESIGN PRESSURE: FOR SOLID ROOF@ 30.96 PSF PER TABLE 2002.4.
D MAXIMUM HEIGHT: HEIGHTS HIGHER THAN LISTED ABOVE REQUIRE SITE -SPECIFIC DESIGN BY THE ENGINEER OF RECORD.
E ALLOWABLE DEFLECTION: L 160 MINIMUM, AS SPECIFIED IN TABLE #1604.3 OF 2y'���
F CONTINUOUS LOAD PATH IS PROVIDED WITHIN THE CALCULATIONS USING ALL
HIIN� ely S
�
ARE r�E AESAONSlBfLli YOr
2 MATERIALS (UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD): r r
A ALL EXTRUSION MATERIALS SHALL BE ALUMINUM ALLOY # 6005T5 OR # 6061T6; ALLOY # 60INTGA ;nf/��
KWXABLE.
B FASTENERS: ALUMINUM ALLOYS #2024-T4 & #7075-T6, DOUBLE CAD -PLATED STEEL, HOT -DIPPED GALVANIZED STEEL OR
300-SERIES STAINLESS'STEEL. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE FOR SEPARATION OF
DISSIMILAR MATERIALS AS DEFINED IN THE FBC. HE/SHE MAY IMPLEMENT ANY OF �II� LIFILWI,D WORK
ALTERNATIVES MUST BE REVIEWED AND APPROVED IN WRITING BY THE ENGINEEIAW� TIONS
INSTALLATIONS UTILIZING THE SUBJECT METHODS. REQUIRED BY FIELD INSPECTORS THAT
C SCREEN.CLOTH: SHALL BE VINYL -COATED, WOVEN FIBERGLASS, MAXIMUM DENSIMAVREI j QF@NImNt IM.
OTHER SCREEN DENSITY REQUIRE ADDITIONAL ENGINEERING CONSIDERATION. COMPLY WITH AI.6 APP6ICA%A 60D)-s8,
D ANY CONNECTION USED, THAT IS NOT SHOWN ON THESE SHEETS, MUST MEET ALL FBC AND AAF GUIDELINES.
E MATERIAL UPGRADES (STRONGER AND/OR HIGHER GRADE MATERIALS) CAN BE SUBSTITUTED AT ANY TIME.
F A 2x2 OR A 2x3 SNAP MEMBER CAN ALWAYS REPLACE A 2x2 ORA 2x3 HOLLOW MEMBER, RESPECTIVELY.
G WHEREVER SCREENING OR KICKPLATES ABUTS THE HOUSE OR CONCRETE THE MEMBER USED TO SUPPORT THAT
SCREENING OR KICKPLATE WILL BE A 1" x 2" x 0.046" O.B. OR STRONGER ALUMINUM MEMBER.
H ALL DOOR JAMS (DJ) SHALL BE 2" x 2" x 0.046" ALUMINUM MEMBERS OR STRONGER.
1 IT IS ALWAYS ACCEPTABLE TO ADD OR RELOCATE A SCREEN DOOR AS LONG AS THE COLUMNS ARE NOT DISTURBED.
3 ALL HOUSE FASCIA DETAILS, BOLTING OR SCREW SELECTIONS, BEAM SPLICE DETAILS, DIAGONAL "K" BRACING DETAILS,
COLUMN TO BEAM DETAILS, STRUCTURAL GUTTER DETAILS, WALL AND FASCIA DETAILS, CORNER ANCHOR DETAILS,
ROOF BRACING DETAILS, EAVE BRACING DETAILS, ETC., IF NOT EXPLICITLY OUTLINED ON THIS SPECIFICATION, SHALL BE
IN ACCORDANCE WITH THE LATEST FBC EDITION, INCLUDING THE AAF. ALL INTERNAL CONNECTIONS SHALL MEET THE
FBC (AAF) AND THERE INSTALLATION ARE THE RESPONSIBILITY OF THE CONTRACTOR. Y•
{ STi
4 WHERE APPLICABLE, THE LOCATION OF ALL "K" BRACING, WIND BRACING, EAVE RAILS AND CHAIR RAILS, ALONG WITH RE'
ANY DESIGN ABNORMALITY, ARE SHOWN AND/OR LISTED ON SHEET 2, THE "SITE SPECIFIC DRAWING". RE`
l
IJA:
5 ALL STRUCTURES ERECTED ON CONCRETE SLABS AND 1 OR FOOTERS SHALL BE CALCULATED TO ASSURE THERE IS PL,
SUFFICIENT HOLD DOWN CAPABILITY TO MEET THE REQUIREMENTS OF A THE ENCLOSURE. ob
6 THE AVERAGE SPACING BETWEEN BEAMS IS SHOWN ON THE "SITE SPECIFIC DRAWING". THE ACTUAL SPACING BETWEEN
ANY TWO BEAMS MUST BE THE LISTED SPACING, +1- 2". THE OVERALL AVERAGE SPACING MUST BE EQUAL TO THE
AVERAGE SPACING SHOWN ON THE "SITE SPECIFIC DRAWING". ALL SPACING MUST NEVER BE GREATER THAN 8.0' O.C.
1
7 IN LIEU OF "SITE SPECIFIC ENGINEERING" AN EXISTING SLAB SHALL MEET THE FOLLOWING REQUIREMENTS:
A THE SLAB MUST BE IN G,,�OOD CONDITION, 4" OR GREATER THICKNESS, CONSTRUCTED WITH REBAR, WIRE OR FIBER MESH.
B ALL HOLD DOWN FASTENERS MUST BE NO MORE THAN 24" ON CENTER WITH MINIMUM ENGAGEMENT OF 2".
8 ALL NEW SLABS, WITH OR WITHOUT FOOTERS, SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM:
A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS,
B 4" NOMINAL PATIO SLAB REQUIRES A VAPOR BARRIER IF THE SLAB ABUTS LIVING QUARTERS,
C 4" NOMINAL PATIO SLAB WITH CONCRETE @ 3000 PSI (MIN.) WITH FIBER MESH OR REBAR AND WIRE,
D SHALL BE SECURED TO EXISTING CONCRETE WITH #5 REBAR EVERY 24" O.C. TO AVOID SETTLEMENT, IF APPLICABLE.
9 ALL NEW PERIMETER FOOTERS SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM:
A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS,
B CONCRETE @ 3000 PSI (MIN.) WITH ONE #5 REBAR FOR 8" x 8" AND TWO #5 REBAR FOR LARGER FOOTERS.
10 ALL NEW PERIMETER FOOTER POURED WITH A SLAB SHALL MEET THE FOLLOWING CONDITIONS:
A PERIMETER FOOTER AND THE SLAB SHALL BE MONOLITHICALLY POURED,
B ALL REQUIREMENTS OF ITEMS 8 AND 9 ABOVE.
11 ALUMINUM IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PROTECTED WITH AN ALKALI RESISTANT COATING.
12 THIS DRAWING COVERS ONLY THE ITEMS LISTED IN THE TITLE BOX. ANY OTHER TASK, SUCH AS ELECTRICAL,
PLUMBING, ETC, SHALL BE BY OTHERS AND SHALL BE COVERED BY A SEPARATE DESIGN DOCUMENT. 1 —7 "
POLY ROOF CARPORT"
# RVC-2017-108, REV. 0
o, 7 ovember 22, 2017
SHEET 1 OF 3
...........
GENERIC DESIGN DATA
HEIGHT 8'-10",150 MPH, EXP. 'C'
R V CONSTRUCTION
3318 COLUMBRINA CIRCLE
PORT ST. LUCIE, FL 34952
OFFICE (772) 380-8253
LICENSE # CRC 1330965
LOCATION:
NAME:
BRIDGEMAN RESIDENCE
ADDRESS:
2911 FIDDLEWOOD CIRCLE
CITY/STATE:
PORT ST. LUCIE FL 34952
COUNTY:
ST. LUCIE
I7/t-DGZ7
j;Z,W 1115ff G DMSION
THIS'BRAWING'IS"ONLY ACCEPTABLE
FOR BUILDING PERMITS & ONLY WHEN IT
HAS THE ENGINEER OF RECORD'S RAISED
SEAL. COPIES ARE NOT DEEMED VALID.
THIS DOCUMENT IS THE PROPERTY OF
R. A. DUNLEA, P.E. AND SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART
WITHOUT THE WRITTEN CONSENT OF
R. A. DUNLEA.
R. A DUNLEA, P.E.
1513 CERVANTES PLACE
THE VILLAGES, FLORIDA 32159
(772) 285-6444, (352) 750-6207
bobdunlea(a�centurVlink.net
FLORIDA P.E. Lic. No. 42835
EXISTING SCREEN ROOM ~ ~'
EXISTING SCREEN ROOM 1 V-6"
1'-0"
E MEl
"
X O y
B <-KB on
S
T L NOTE: THERE ARE A TOTAL
I E OF TWELVE (12) KNEE
N = = BRACES, BASICALLY TWO (2)
G H 3" -1 LB. POLY ROOF 14'-0" ON EACH COLUMN, ONE (1)
O w/ 0.024" SKIN TO THE ROOF BEAM AND y 12'-6"
M PRP2 ONE (1)TO THE CARRIER
E BEAM. SEE SKETCH BELOW.
OPEN
2v-2vv
<-KB
25'-0"
X Ccn
A m
S R 3" -1 LB. POLY ROOF 11'-0" OPEN 10'-9" cn
T P w/ 0.024" SKIN
1 0 PRP1
N R
G Ti
C�
v
<-KB
12" OVERHANG FRONT & RIGHT SIDE Z
11'-0" 8'-10"
PLAN VIEW RIGHT SIDE ELEVATION VIEW
PRP1 (LEFT SIDE SAME AS RIGHT SIDE)
E <-KB KB- > KNEE BRACE DETAIL
X C OGtF HI»YtM R GA IEF# f E7AitEi%i ;
S R ■.
T P <-C1 C1-> 8'-10" _ ■
e-COLUMN PER TABLE 1 CHANNEL
O <-3x3 3x3->�L�
ilx TOTAL FOUR 2x3XO.O7O, BACK END
GT OPEN 24" #M MITERED W/ 1/8"
U-CLIP, (6) #12 SMS
INTO COLUMN / CARRY
BEAM, (3) #12 SMS
INTO EACH SIDE OF
KNEE BRACE (TYP.)
■
�E}�I`STING��N���,M�IN�.AL�4�!�►'L�AB� ,E'Sa �� �
CHANNEL
NOTE: KNEE BRACES SHALL BE 2Ax0.07 MEMBERS AND SHALL BE 2'-10"
3. 9'-6" 13v' LONG. EACH END SHALL BE CUT ON A 450 ANGLE. THIS ALLOWS FOR
EACH END TO BE 2'-0" FROM THE CORNER.
10'-011 NOTE: THE KNEE BRACES (KBI WILL BE ATTACHED TO THE COLUMNS AND
CARRIER BEAMS USING A 2"x2.25"x2"x0.125" THICK CHANNEL AS SEEN ABOVE.
THERE WILL BE SIX (6) #12 SMS BETWEEN THE COLUMN AND THE CHANNEL
FRONT E L EV/'"'►/� TI O N VIEW AND BETWEEN THE CARRIER BEAM AND THE CHANNEL AND BETWEEN. THE
BRACE AND THE CHANNEL, 3 ON EACH SIDE, AT EACH END OF THE KNEE
(KNEE BRACES SAME ON REAR BRACE. ATOTAL OF TWENTY-FOUR (24) SCREWS FOR EACH KNEE BRACE.
& C132 MID CARRIER BEAM) TWO (2) 3/8" BOLTS CAN BE USED FOR EACH SIX SCREW CONNECTION.
000-10-I0p-I
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^;= Y}11fL3D: OR :CON.CfETE
SEE GENERALNG4 E22" O R., i A i iGN
TO.2' sourD.
gv;`Il�[ BOLTS ]0'' -.•
:: HFSORE FASCIA• LS au7 rR� Y FA4FENED i O
ENS(Ihc.r�i''/>�ii:. PEp1ErRArON �
PRE-DRIL�-HOis`,'T�eA P D'SPLiTSNG - SEALED -TO
OR FELLED
WALL ! ('P)
MASONRY* 314
ELS E
O%Z SS lfi Y'xiy�° EMBED k-L
EP-23
TAPCON @& 4%'-FROM ENDS BAL @16^
% \ MAX. D.G#
2' NOMINAL STRUCTURAL— -tu It
FACIA MINIMUM EP-73
Rldx?&' SMS @ 7' O.C. (8) PEP 4' PANEL TOP & 'NQfE: {ESE %�°%1%' EMBED
BOTTOJ°L. ADD (2) SMS 2' r$ 4' FROM EACH 14' MAXNS, D.C.A HO PW CX
ENCLOSURE ENO TOP & BOTTOM. HEAVY 14' MC. TO HOLLOW BLOCK
AOHESLVE CAUUGTop & BOTTOM CONTINUOUS
GNCLOSURE 10 CONCRETE DECK
lfilYi..l- O'FUNG7 DE I AT
SEE GEAIERAL NOTE- .110 FOR ATION
COLL"ITPER TAtftrM Ok 3'x3'x3~_%' ANGLE WITH (2) _/e"sl}.1 EMBED.
SEALED. SIFE SPECIFIC TAPCONS W/W MIN. WASHER DIAMETER TO
DRAVAN('SI,:AL_CULATI0115 SLAB, 2%' APART & 3' FROM SLAB EDGE & (6)
;014 SMS TO COLUMN, %, FROM ANGLE EDGES,
ONE EACH SIDE OP C;UANN
- - o
a a
- -a
i - a
(PN/IBaS ING CONCRETE SLA5 & FOOTING_ SEE SITE SPECIFIC
DETAII131; ADDITICaAL. FOOTING ENGI•MEERING SHEET
:EAVE 13EAM CONNECTION @ WALL
SEE GENERAL NOTE *10 FOR UM1T TIQ
EPS Pa Y - (USED AS RE-QURIED `NH134
ROOF CONNECTING TO WALL)
1Ja THRLrBOLTTHROUGH
2-X3-A- ANGLE TO ROOF,
o o 3—^3w, j' ANGLE FASTENED TO INSIDE &
n BOTTom OF CARRY SEAM W/ (2)'/4'
Li THRUSGLIS SIDE, (5) g14 SNLS BGT1 IOM,
..-RE-
-_ .�F11tER FASTENED TO CBS WALL W/ (2) V/i'Xl%4'
EMBED TAPCONS ORTO WOOD (hIIN 2X,
SF LFIC _NT=` R;M'BY OTHERS) WITH (3)i14Y1)4°
10P t 1w 3r;;ToH)
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;if4EiV5IOf.15:?y1�y bES[GN I r T R. -I
11FirN5u1M ? R:.,T-U +JSE,
(P-P.I<;ETJ r_L7Tt4MEhIOfNS a X 9
.L^_S
BOX =
BESM
JCTF;ILIbKS TO BE
iO��ic•:4L17dsi�UM'."' I J n`
I! 0 2xVARIES
LAP BE-114
z.
055
D9s,-UR I .--2- -- - '
2X3
-NA;) BEAM TOP S:OE
5:4LAREcy-2:4 .1ta'I.G45'+
to
z �� _ I_05f i
tlil >rriOVelN _2dJ.
L'B '.210'1.072'
,3' =ou i =T: 17 1 2'S Q r
ROOF PANEL CON NE. j i0N
FRONT ELEVA L Old
:vf1- cu- _ M,,rq iCOF T: i _5'iCALM
—�
SECTIiN AT '<EAR' ING
COLUMN
(OPT-1
a
OFFiON 1,USEW'L,04 BOLTS
W/ I' M & WASHER OIAMETEP,:
1' SIN. LONG3t 714AN PANEL
THILKNESS SPACED PER LAG
SPACE VNG TABLE THIS 6ET4IL-
0Fi ION 2, L4° THRUSoLTS TO -
ROOF, 4- FROM ENDS & 17-
O.C- TO 2''z2-x6' ANGLES
(E7-i HER SIDE IF REQLWRLM BY
BUILDING DEFT).
TYP. TOP -A 3�GM
WL = WALL LOAD
RL = ROOF LGAD
-
• ° CURRY BEAM PEA TABLES OR
1 SEALED SITE SPECIFIC
DRAWINC3fCALCULATIONS
: BOTH OPTIONS: (2) I T11RLI80LT5,
a o CARRY BEAM TO L13 U 04N
a o NOTCH -COLUMN IN GAITER TO FIT
CARRY BERM SNUG
WM OPTIONS::?Ui s ANGLE, (E)
�14 SMS EA LUG, EA SIDE OF COLUMN
COLUMN PEER TABLES GEL SEgLm S�
SPECIFIC DRAWING/C4M gTMN5
.�=PAGING
TABLE
I
14',0.024'I
',7•Gii
ECP•
I LGO.3
110 3
119
PSr
11' G.0
II •
L' �' '�•i
'gip 3
30 S
+7
IPSF
(a PER
�'�ANEL14
�� pEA
Ar EL
1
C
P�
3-LG'
O.C.
0 C
L15
30"BPB?
�PEZ0
C
PSFAN33.ANEL
I C
SECTION. AT SIDE OF ROOF PANEL
MA
%1' LAGS, 4' FROM HM1 i & 24' MAX. Mr-, I- MI19
LONGERTHAN PANELTfICXNES.S TO SECURE ROOF
SMS La^
TO NONhPRIMPRY WALLS ONLY- CA= ALL SCF�W
T(P. TOP a
HEADS
BcFIoM
Et' ITE ROOF
PANEL -
3LTc
2 X 2 BOX
END C'AP
NUN.
OR
YAI ANCc
2�le' ANGLE, (3) 114 >M5 EA
a
LEG, EA SIDE OF BEAM
0
BEAM •SPLICE
OVER COLUMN .
SIhE
[1] W LAG WLT'IN o,
rSEF
tAGi cAARY BEAM c6b;
t ABL
c L' MLN LONGER Tl•iAhl'"^
[5] ',_4 _MSrS
BELOW)
'IOE OF PLATE FPPIELTHIC}Sh1ES5
i4S�
0 E1G5 &
24 O.0
f °
14AX TOP
5° i+lIGE K.%a.•" i rOCF.�-•' T ` T r • : _..-
'A I P_xr=•c)N EACH.
>IGc
--------------
_
r`7Cs1MN ,tR l kaL .5
SECTION AT BEARING
COLUMN-
- *12xY" SMS @
16" TYP. TOP &
® BorroM
0 0 0
o c 0 EPS POLY
0 0 0 o ROOF
0
ELITE TYPE 'E' O
GUTTER OPTIONAL viz / 12
SLOPE
ADAPTOR
USE �Y," LAG BOLTS W/ 1- MIN. SHOWN
i WASHER DIAMETER, 1" MIN. LONGER
CARRY BEAM PER TABLES
THAN PANEL THICKNESS SPACED 1.
i .. ?wHF_N•FAS 10U__NZ Q
ALUNNU9ttSETRuF ..max
('s = 3/4") AT l` O.E. FQR up.
FOR -COIL P0Sff E-RoOFS:
TO 130 -MPf M[ND SP;=Ep
.910 x (i + 1/2 , 6ALSFWW
EXPOSURE "D"; &' O.E. FBIR
1-1/4-0 FENgEER.VyAS'riERS
ABOVE 130 MPH NAIAD UP 10
1+64 MPJ t MDSEED
PAldEC Trt1OKT#+ 9'}
EXP URf "D'
@ ROOF BEARING €LE
(SiiO;NN) /4ISID-2W. O:G. @
CAULr; ALL t�CPOSED S%R�
--NON-BEARING ELEI A84F {5)TlE
` HEM Da &WAS, FRS
W/1L1�'.
FOR PAN ROOFS:
i
(3jEAEH #Sx 1/2".LONG 5_h/t0
! -:-'-'` : --
PER f2'.PAtt}=r �i�f13F4° '
-
-ALEli"viFt�tEIPA�I*(1F�//A5l(ER
_.
R0OFPA'NEL
. 7 ;'
SUPPORT NG* BEAM
ROOFPAIVEL' Z1) BEAM F-ASTENp:DEI
3x3 POST-> BUCKET THICKNESS .
MUST BE 1/8' MIN.
xY
#14 SMS, a }
3 SMS
PER SIDE
(6 TOTAL)
0104-1
NOTE: THE TAPCONS CAN. BE REPLACED
WITH TWO (2)1/2" WEDGE ANCHORS
(REDCAP, HILT[, OR EQUAL) WITH 2-1/4"
MINIMUM EMBEDDMENT. ALSO, IF BUCKET
IS BEING ATTACHED TO WOOD USE THE 318"
. 3" WOOD SCREWS, W/ 1-1/4" WASHERS,
TO SECURE THE BUCKETS. WEDGE ANCHOR
MUST BE EQUAL OR HIGHER STRENGTH.
CONCRETE TWO (2)
3/8" - 3" CONCRETE
'-LDT38212-> TAPCONS 2-1/4"
(OR EQUAL) 1 (MIN. EMB. --2-1/4")
2" Min. 3" x 3" BUCKET CONNECTION
POLY ROOF CARPOR'
DWG. # RVC-2017-108, REV. 0
November 22, 2017
SHEET 3 OF 3
POLY ROOF CONNECTIONS
HEIGHT 8'-10", 150 MPH, EXP. 'C'
R V CONSTRUCTION
3318 COLUMBRINA CIRCLE
PORT ST. LUCIE, FL 34952
OFFICE (772) 380-8253
LICENSE # CRC 1330965
LOCATION:
NAME:
BRIDGEMAN RESIDENCE
ADDRESS:
2911 FIDDLEWOOD CIRCLE
CITY/STATE:
PORT ST. LUCIE -FL 34952
COUNTY:
ST. LUCIE
THIS "CIRCLED" CONNECTIONS
ON THIS SHEET ARE BEING
USED FOR THIS PROJECT.
1 2 3
4 5 6
7 8 9
10 11
NOTE: DRAWINGS ARE
NOT TO SCALE.
R. A DUNLEA, P.E.
1513 CERVANTES PLACE
THE VILLAGES, FLORIDA 32159
(772) 285-6444, (352) 750-6207
bobdunlea(a).centurvlink. net
FLORIDA P.E. Lic. No. 42835
"p,NT H 0/yr
N •
•
see Qj