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Robert A. Dunlea March 17, 2017
1513 Cervantes Place
The Villages, FL 32159
bobdunlea@centurylink.net
(772) 285-6444
St. Lucie County
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982-5652
Re: Screen Enclosure, Drawing # AQ-2017-001, Rev. 0, dated January 10, 2017, for the
Aiken Residence, 140 Parliament Court, Fort Pierce, Fl., 34949. Permit #443—a
Attention: To Whom It May Concern, Inspection Department
On the above-mentioned drawing was used to build a screen enclosure at the Aiken
residence. During construction in the field there were changes to the actual design
document as were correctly noted by the building inspector.
The first change was adding k-bracing. Because the shape of the north wall and the way
it angles to the house the additional k-bracing was not structurally required, but adding it
is certainly not a problem. Also, having reviewed several pictures of the screws attached
to the k-bracing plates and it appears to me that there were 8 screws on each side, which
is acceptable per the drawing.
The second deviation from the drawing was the addition and change of location of wind
braces. The additional braces are not structurally but they will only make the structure
stronger. The one wind brace that was relocated is acceptable.
The third deviation was making the flat roof beam, R2, to be shaped like the roof beams,
R1. The fact that this roof beam is a 2x8 SMB there is no problem with the structural
aspects; clearly this was done to please the homeowner and in this case it is acceptable.
All of the above-mentioned deviations were found to be acceptable. If you have any
additional questions or concerns please do not hesitate to contact me.
ON
YOy�AR►
Rob rt A. Dunlea, P.E. +.� e� ••• sF..•�
1513 Cervantes Place `�o?k;• �'
The Villages, FL 32159 : C : o
(772) 285-6444 ,E pF 1 .: LU
bobdunlea@centurylink.net r. p�.•• rA •: Z�e�
FL. P.E. Lie. # 42835 4. o,�.F ..:PcoA�o.•�0+A•
Page 1 of 1 S
nn%I
t_C! 1ECEIVED
FEB 17 2017
PERMITTING
" St. Lucie COU...!. -I-
PROPERTY 6NE ASSOCIATION, INC.
134 QUEENS ROAD•HUTCHINSON ISLAND,FLORIDA 34949-8348
i
Ms. Aiken,
The architectural committee and Queens Cove Board as approved your
request for a screen room replacement, subject to approval from the
county via their permit if applicable. We appreciate you bringing this
to our attention and complying with our the bi-laws.
Stephen Neill, Architectural Committee, QCPOA
February 8, 2017
Cell: 561-718-1768
email: s.neill@callawayandprice.com
TABLE OF ROOF BEAM`,COLUMNS,PURLINS Alr GIRTS: SPECIFICATION NOTES AND DESIGiV-``ARAMETERS: SCREED) LOSURE
THIS SCREEN ENCLOSURE MEETS THE FLORIDA BUILDING CODE FOR A HEIGHT 8'-6",150 MPH,EXP.'D 1 THIS DESIGN COMPLIES WITH THE GUIDELINES DEFINED IN CHAPTERS 16&20 OF THE FLORIDA BUILDING CODE(FBC),5TH 001,REV.0
WIND SPEED.THE TABLES BELOW ARE BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE FLORIDA EDITION(2014)BUILDING,USING THE ALLOWABLE STRESS DESIGN PRESSURES LISTED IN TABLE 2002.4 AND TABLE 2002AA.
BUILDING CODE(FBC),CHAPTERS 16 AND 20,AND OTHER REFERENCES SUCH AS ALUMINUM ASSOCIATION THE AAF STANDARDS OF THE rGUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS"FOR TABLE 1 ARE APPLIED. D7 10,12017
OF FLORIDA(AAF)"GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS". STRUCTURAL A DESIGN BASICS: THIS SCREEN ENCLOSURE IS A RISK CATEGORY I STRUCTURE. HEIGHT 8'-6',150 MPH,EXP.'I)' -
VALUES FOR EXTRUDED ALLOY 6005T5 ARE TAKEN FROM THE ALUMINUM DESIGN MANUAL,2015 EDITION. B THE BUILDING CLASSIFICATION RISK CATEGORIES ARE FROM FBC,TABLE 1604.5 AND AREA LOCATION WIND SPEED PER SHEET 1 OF 4
MAIN MEMBER SCHEDULE FBC,FIGURE 1609C. BUILDING CLASSIFICATION PER TABLE 27.2.1,ASCE 7.10.
MEMBER I MARK I SIZE I MATERIAL TYPE I THICKNESS ILENGTH DESIGN BASIS C DESIGN PRESSURE:SCREEN WALL(20120)WW @ 31.79 PSF,LW @ 24.97 PSF,SCREEN ROOF @ 8.93 PSF PER TABLE 20024. GENERIC DESIGN DATA
b x t I ALLOY I I W I F I FT. 11 D MAXIMUM HEIGHT:HEIGHTS HIGHER THAN LISTED ABOVE REQUIRE SITE-SPECIFIC DESIGN BY THE ENGINEER OF RECORD.
ROOF BEAM
#1 R1 2x8 ALUM SMB 0.072 0.224 17'-8" CALCULATION E ALLOWABLE DEFLECTION:L/60 MINIMUM,AS SPECIFIED IN TABLE#1604.3 OF FBC. HEIGHT 8'-6"150 MPH EXP.'D'
ROOF BEAM#2 R1 2x8 ALUM SMB 0.072 0.224 14'-0" CALCULATION F CONTINUOUS LOAD PATH IS PROVIDED WITHIN THE CALCULATIONS USING ALLOWABLE STRESS DESIGN PRESSURES.
ROOF BEAM#3 R7 2x4 ALUM SMB 0.050 0.100 4'-0" CALCULATION A QUALITY CONSTRUCTION,LLC
ROOF BEAM#4 R7 �2x3 ALUM HOLLOW 0.050 0.050 2'•0" CALCULATION 2 MATERIALS(UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD): 3531 S.25TH STREET
COLUMN#1 Cl 2x7 ALUM SMB 0.550 0.120 8'-6" CALCULATION A ALL EXTRUSION MATERIALS SHALL BE ALUMINUM ALLOY#6005T5 OR#6061T6;ALLOY#6063TG IS NOTACCEPTABLE. FORT PIERCE,FL 34981
COLUMN#2 C2 2x3 ALUM HOLLOW 0.050 0.050 8'•6" CALCULATION B FASTENERS:ALUMINUM ALLOYS#2024-T4&07075.76,DOUBLE CAO-PLATED STEEL,HOT-DIPPED GALVANIZED STEEL OR OFFICE(772)343-0805
COLUMN#3 C3•' 2x3-9 ALUM HOLLOW 0.090 0.090 8'-6" CALCULATION 300-SERIES STAINLESS STEEL IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE FOR SEPARATION OF FAX(772)461-3038
COLUMN#4 C4•• 2x3.7 ALUM HOLLOW 0.070 0.070 8'-6" CALCULATION DISSIMILAR MATERIALS AS DEFINED IN THE FBC.HE/SHE MAY IMPLEMENT ANY OF THE MEANS LISTED IN THESE SECTIONS.
PURLIN#1 P1 20 ALUM HOLLOW 0.050 0.050 NA 13000 RULE CALC ALTERNATIVES MUST BE REVIEWED AND APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO ANY
CHAIR RAIL#1 CRI 2x3 ALUM HOLLOW 0.050 0.050 6'-2" CALCULATION INSTALLATIONS UTILIZING THE SUBJECT METHODS.
CHAIR RAIL#2 CR2 2x3 ALUM HOLLOW 0.050 0.050 6'-6" CALCULATION C SCREEN CLOTH:SHALL BE VINYL-COATED,WOVEN FIBERGLASS,MAXIMUM DENSITY OF 20 X 20. OTHER SCREEN DENSITY LOCATION:
CHAIR RAIL#3 CR3 2x3 ALUM HOLLOW 0.050 0.050 5'-9" CALCULATION REQUIRE ADDITIONAL ENGINEERING CONSIDERATION.
CHAIR RAIL#4 CR4 2x2 ALUM HOLLOW 0.046 0.046 X-10" CALCULATION D ANY CONNECTION USED,THAT IS NOT SHOWN ON THESE SHEETS,MUST MEET ALL FBC AND AAF GUIDELINES. NAME:
CHAIR RAIL#5 CR5 2x2 ALUM HOLLOW 0.046 0.046 4'-0" CALCULATION E MATERIAL UPGRADES(STRONGER AND/OR HIGHER GRADE MATERIALS)CAN BE SUBSTITUTED AT ANY TIME. AIKEN RESIDENCE
CHAIR RAIL#6 CR6 2x2 ALUM HOLLOW 0.046 0.046 4'-10" CALCULATION F A 2x2 OR A 2x3 SNAP MEMBER CAN ALWAYS REPLACE A 2x2 OR A 2x3 HOLLOW MEMBER,RESPECTIVELY. ADDRESS:
EAVE RAIL#1• ERI• 2x3P ALUM HOLLOW 0.050 0.050 6'-4" CALCULATION GW HEREVER SCREENING OR KICKPLATES ABUTS THE HOUSE OR CONCRETE THE MEMBER USED TO SUPPORT THAT 140 PARLIAMENT COURT
EAVE RAIL#2' ER2• 2x3P ALUM HOLLOW 0.050 0.050 6'-8" CALCULATION SCREENING OR KICKPLATE WILL BE A 1"x 2"x 0.046"O.B.OR STRONGER ALUMINUM MEMBER. CITYISTATE:
EAVE RAIL#3• ER3, 2x3P ALUM HOLLOW 0.050 0.050 3'-0" CALCULATION H ALL DOOR JAMS(DJ)SHALL BE 2"x 2"x 0.046"ALUMINUM MEMBERS OR STRONGER. FORT PIERCE FL 34949
EAVE RAIL#4' ER4• Zx3P ALUM HOLLOW 0.050 0.050 5'-11" CALCULATION I IT IS ALWAYS ACCEPTABLE TO ADD A SCREEN DOOR AS LONG AS THE COLUMNS ARE NOT DISTURBED. COUNTY:
K-BRACING KB 2x2.9 ALUM HOLLOW 0.090 0.090 NA CALCULATION ST.LUCIE
WIND BRACING WB 2x2-9 ALUM HOLLOW 0.090 0.090 NA CALCULATION 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,
NOTE:•Zx3P IS A 2x3%0.050 HOLLOW WITH A OB ATTACHED. ROOF BRACING DETAILS,EAVE BRACING DETAILS,ETC.,IF NOT EXPLICITLY OUTLINED ON THIS SPECIFICATION,SHALL BE
NOTE:"C3,2x3%0.09,CAN BE CHANGED TO A 2x6 SMB AND C4.2x3x0.07 CHANGED TO A 2x5 SMB. 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. '
ADDITIONAL SITE SPECIFIC INFORMATION
THIS MANSARD AND FLAT ROOF SCREEN ENCLOSURE IS LOCATED IN A RESIDENTIAL COMMUNITY ABOUT 2000 FEET 4 THE LOCATION OF ALL"K"BRACING,WIND BRACING,EAVE RAILS AND CHAIR RAILS,ALONG WITH ANY DESIGN
WEST OF THE ATLANTIC OCEAN AND NORTH OF FORT PIERCE INLET STATE PARKIN FORT PIERCE. THE SCREEN ABNORMALITY,ARE SHOWN ANDIOR LISTED ON SHEET 2,THE"SITE SPECIFIC DRAWING".
ENCLOSURE HAS MANY OPEN SPACES AROUND IT AND IS NEAR THE OCEAN.THEREFORE,UNDER THE EXPOSURE
CATEGORIES LISTED IN SECTION 1609.4.3 OF THE FLORIDA BUILDING CODE THIS ENCLOSURE SHALL BE CALLED AN 5 ALL STRUCTURES ERECTED ON CONCRETE SLABS AND 1 OR FOOTERS SHALL BE CALCULATED TO ASSURE THERE IS FOR BUILDING OFFICIALS ONLY:
EXPOSURE W. ACCORDING TO THE COMPUTER PROGRAM"WINDSPEED BY LOCATION",A PRODUCT OF'APPLIED SUFFICIENT HOLD DOWN CAPABILITY TO MEET THE REQUIREMENTS OF A THE ENCLOSURE. THIS DRAWING IS ONLY ACCEPTABLE
TECHNOLOGY COUNCIL'THE DESIGN WIND LOAD REQUIREMENTS FOR A RISK CATEGORY I ENCLOSURE IN THIS FOR BUILDING PERMITS 8 ONLY WHEN IT
LOCATION IS DICTATED BY WIND SPEED OF 147 MPH.HENCE,THE DESIGN PARAMETERS BEING USED HERE ARE 150 6 THE AVERAGE SPACING BETWEEN BEAMS IS SHOWN ON THE"SITE SPECIFIC DRAWING".THE ACTUAL SPACING BETWEEN HAS THE ENGINEER OF RECORD'S RAISED
MPH WIND LOAD,EXPOSURE-D-,RISK CATEGORY 1. ANY TWO BEAMS MUST BE THE LISTED SPACING,+/-2".THE OVERALL AVERAGE SPACING MUST BE EQUAL TO THE SEAL COPIES ARE NOT DEEMED VALID.
AVERAGE SPACING SHOWN ON THE"SITE SPECIFIC DRAWING".ALL SPACING MUST NEVER BE GREATER THAN 8.0'0.C. THIS DOCUMENT IS THE PROPERTY OF
THE MANSARD AND FLAT ROOF SCREEN ENCLOSURE IS BEING INSTALLED ON AN EXISTING POOL SLAB OVER A _ R.A.DUNLEA,P.E.AND SHALL NOT BE
POOL.THE NOMINAL 4"POOL SLAB IS IN GOOD CONDITION.THIS FOUNDATION IS ACCEPTABLE FOR THIS 7 IF DESIRED,THE 318"BOLT SHOWN IN THE WIND BRACING CONNECTION(SHEET 3,#2),THAT SECURES THE 2x2x0.090 REPRODUCED IN WHOLE OR IN PART
ENCLOSURE. THE DESIGN DRAWING IS SHOWN ON SHEET 2.THE CONNECTION DRAWINGS ARE SHOWN ON SHEETS 3 MEMBER TO THE U-BRACKET AND THE U-BRACKET TO THE ROOF BEAM CAN.BE REPLACED WITH FOUR(4)#14 SMS.THE WITHOUT THE WRITTEN CONSENT OF
AND 4. THE WIND BRACING AND K-BRACING LOCATIONS ARE SHOWN ON SHEET 2. NOTE THAT THE NARROW ROOF #4 SMS MUST BE 112"FROM THE END OF THE U-BRACKET AND AT LEAST 314"APART(STAGGERED)FROM EACH OTHER. R.A.DUNLEA.
SECTION ON THE RIGHT SIDE IS FLAT.NOTE THAT THIS ENCLOSURE IS BEING SCREENED WITH 20120 SCREENING. NOTE:L-BRACKET,2x3x0.125 OR STRONGER,CAN BE SUBSTITUTED FOR THE U-BRACKET. WHEN USING L-BRACKETS,
SIX(6)#14 SMS MUST BE USED,THREE(3)INTO THE ROOF BEAM AND THREE(3)INTO THE WIND BRACE MEMBER. R.A DUNLEA,P.E.
1513 CERVANTES PLACE
8 IN LIEU OF"SITE SPECIFIC ENGINEERING"AN EXISTING SLAB SHALL MEET THE FOLLOWING REQUIREMENTS: THE VILLAGES,FLORIDA 32159
A THE SLAB MUST BE IN GOOD CONDITION,4"OR GREATER THICKNESS,CONSTRUCTED WITH REBAR,WIRE OR FIBER MESH. (772)285-6444,(352)750-6207
fliESE PLANS AND ALL 1380204Frl wnrjjj B ALL HOLD DOWN FASTENERS MUST BE NO MORE THAN 24"ON CENTER WITH MINIMUM ENGAGEMENT OF 2-114". bObdUnleac@centUrvliNk.net
�n�neAl e�11 CfSN {} Sin I4 4_ A(I SIL nnnr�n,•,nyp FLORIDA P.E.Llc.No.42835
TTOAIVY CORMTIONS 9 ALL NEW SLABS,WITH OR WITHOUT FOOTERS,SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM:
F „e .t°i TblAT A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS, ggggggguxU+dep,`
ww„enLMAG RF OCP11At1 vr..Onnb F2 C..ppI1CppE (3❑❑ppLL1I IN ORDEn TO B 4"NOMINAL PATIO SLAB REQUIRES A VAPOR BARRIER IF THE SLAB ABUTS LIVING QUARTERS,
aTrstl ®177/7 71'7-9f IQGI'f� C 4"NOMINAL PATIO SLAB WITH CONCRETE @ 3000 PSI(MIN.)WITH FIBER MESH OR REBAR AND WIRE, J' Q•�• Giy oq.
D SHALL BE SECURED TO EXISTING CONCRETE WITH#5 REBAR EVERY 24"O.C.TO AVOID SETTLEMENT. _ 00o Q� ••SF�••. �$
W ng _
LJILnn!L-nIVISION 10 ALL NEW PERIMETER FOOTERS SHALL MEETTHE FOLLOWING REQUIREMENTS AS A MINIMUM: N
11 I 0 FOR yY.PLlANCE A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS, .'
C.V D BYB CONCRETE @ 3000 PSI MIN.)WITH ONE#5 REBAR FOR 8"x 8"AND TWO 05 REBAR FOR LARGER FOOTERS. Q * W
DATE ( O
PLANS AND PERMIT MUST IIP KEPT ON JOB 11 ALL NEW PERIMETER FOOTER POURED WITH A SLAB SHALL MEET THE FOLLOWING CONDITIONS:
OR NO INSPECTION WILL DE hIADtA PERIMETER FOOTER AND THE SLAB SHALL BE MONOLITHICALLY POURED, !G eeo
B ALL REQUIREMENTS OF ITEMS 9 AND 10 ABOVE. �oa000SS�ON p�ggieee
HOUSE (� (P' SITE SPECIFIC DRAWING (� �^ SCR N ENCLOSURE
1 AQC-2017.001,REV.0
1x2 anuary 10,2017
T 1 1X2-> i
51.01, x <-CR6 SHEET 2 OF 4
( 2 <-2x2
_!._ 1X2 SITE DESIGN DRAWING
`�-�' O SEaG"O "HS=HOUSE SLAB
HEIGHT 5'-8"150 MPH EXP.'D'
I I 1X2
x <-CR5 1x2-> A QUALITY CONSTRUCTION,LLC
2 <-2x2 1x2 3531 S.25TH STREET
MOW HOUSE HOUSE FORT OFFICE PIERCE,F 0$051
STRUCTURE GUTTER
1 <-CR4 FAX(772)461-3038
4'-2" 2 <-2X3 ER4-> �*
2x3P-> WB-> 6'-0" LOCATION:
C4 2x3xO.O7 RI-><-2x8 R1-><-2x8 R1-><-2x8 R1-> <-2x8 R1-> <-2x8 R1-> <-2x8 HOUSE EAD
DJ WB- R2-> FLA
3'-0" S DOOR DJ 2X8-> ROOF HOUSE S: AI
KEN RESIDENCE
140 PARLIAMENT COURT
I9'-0" 1 G1 2x7 P1 2x3 P1 2x3 Pi 2x3 PI 2x3 Pi 2x3 P1 2x3 P1 2x3 R3•> R4-> ATE:
R2.> 2X4-> 2X3-> 2'-0" FORT PIERCE FL 34949
5'-11" x <-CR3 ER4-> R1-><-2x8 R1-><-2x8 R1-><-2x8 R1-><-2x8 R1-> R1-> 2x8-> WB- RF COUNTY:
2 <-2x3 2x3P-> ST.LUCIE
s�# 2x8-> WB- RFLAT OOF '_0..
Cl 2x7 P1 2x3 P1 2x3 P1 2x3 P1 2x3 P1 2x3 P1 2x3 P1 2x3
23' 4'-0" DRAWINGS NOT TO SCALE
�1
ER 4-> 1
x 2x3P-> 17'-8" /R�-><-2x8 R1->:�<-WB
R1-> <.2x R1-> <-2x R1-> <-2x R1-> <-2x8
5'-11" S 2 <-CR3 -KB
<-2x3 <-WB WB-> WB-> WB->
<-KB 1x2
6._0.1 2'-9" ( 38'.0"
LEFT SIDE ELEV TION VIEW PLAN VIE4N
2-
R.
ER1 2x3P ER1 2x3P ER1 2x3P ER1 2x3P ERI 2x3P ER2 2x3P ER 2x3P ER2 ER2 2x3P R.A D ERV A,P.E.
1513 CERVANTES PLACE
THE VILLAGES,FLORIDA 32159
NOTE:C3,2x3x0.D9,CAN 6'-0" Cl-;, <-2x7 C1-><-2x7 C1-><-2x7 C1-> <-2x7 C1-> <-2x7 C1-> <-2x7 C1-> <-2X7 C3-> <-C3 H (772)285-6444,(352)750-6207
BE CHANGED TO A 2x6 2x3X0.O9->DOOR <-2x3x0.09 O bobdun)eaAcenturv)ink.net
SMB AND C4,2x3X0.07 1x2-> U FLORIDA P.E.Lie.No.42835
CHANGED TO A 2x5 SMB. $'-6" GR1 2X3 CRI 2x3 CRI 2x3 CR1 2x3 CRI" 2x3 CR2 2X3 CR2 2x3 CR2 2x3 S p4pp0$2esa000°p0�0p
2'-6' KB- E ®6a Pt\. .....
<p co
1x2 1x2 1x2 1x2 1x2 1x2 Ix2 1x2 4^k,Q •F '.�
? r EXIStTt G ONTINAL .OQLiSL B So-: . . i i v
a 41i• w
6'.4" 6'.4" 6'.4" 6'.4" 6'_4„ 6,_4" 6'_8" 6'-8" 3'-0" 6'-8"
__j
38•„0.. 23._0„ 09 gTAT P,.��ea
o�`•••.PLO
FRONT ELEVATI®N VIEW
RIGHT SIDE ELEVATION
LiTION WIEpONa4+,�•
gQ�Y Opo$
_ CBE ENCLOSURE
(� SCREEN EN E
K-BRACING DETAIL $ S _, SCREEN p � 7-001,REV.O
Y,3"COLUMN HOWN
MRer Pk-shownrtem=Udspll=,Ideneml Splice Piate aw/: A - . . - I-:. ...._ EA w
sped0catlons for gahte and/or stalght beam splices. 6061T6 or 50521132 __ _ f B rxrxve•ANGLe CH SIREN G Y',
15TAEWSALONGONTERLINE ]-n45MS,EACH BIDE y1� H �,J �Q�'jQ17
JIB"DIA CONCRETE ANCHOR t"O.C.MIN. F`{
Ma,lmlen angle for mansards 3S• OF PLATE EVENLY SPACED (TAPCON oR EDUAL)wl �n
Maxlmumangle for Sables 95• t-1/4'EMBEDMENT MIN. 3'MIN. T},;1':F11 PEET30F4
STANDARD CONNECTIONS
Fv + a 1 `. SPLICE
NAL K.BRACE B 1 3 OB.BASE PLATE
.� ',d 1 9 abI
q1 .1 r I 9
1.MIN,
°1 �Yi�11N 'It4}''1MIN.M.J HEIGHT8'•6" 150 MPH,EXP.'D'
...................4 t 1? / i 1L 3lr�rT; A QUALITY CONSTRUCTION,LLC
4' D 41 -' z ads l r5 z a4
` v b 1L 14 I-' � yr�r� 3531 S.25TH STREET
'S ] I 8 TYPICAL-SCREEN WALL ELEVATION h �Oj�NyReTEbI;RIJAF,iER�IL FORT PIERCE,FL 34981
P ._..b_._.D._._o--5.�, I - (NOTE:ALLK-BRACE MEMBERS ARE 2x3,0.670.ALL 7'.Ss.;l`_64511 yySj ; OFFICE(772)343.0805
b.--*----------- ----L-_, I
SHEETMETAL CONNECTING SCREWS(SMS)ARE 014.J FAX(772)461-3036
COLUMN'!FOUNDATION FASTENER FOR 2x2 AND 2x3
0145M5 Typlral 1 d •1 I .NOTES: LL J CONDITIONS:CONNECTION UPLIFT CAPACITY•[,1000,SHEAR CAPACITY•2380.
✓ .,Y �o ,/%0' TNB1£1fA 1I THIS UETAILMAY.NOT BE USED FOR COLUMNS LARGER THAN Y x J-,2)TWO(2IEACNX 31r DIA BOLTS
,� '1 ;Y,%• ,�pF3'- :MAYBE-BUJ.B'TRUTE0 FOR THE 3EACH 014 SMS(2 THRU BOLTS REPLACE B SCREWS)J)GONC.FASTENER LOCATION'
_•�yJ Of SPECIFICATIONS:CONCRETE FASTENERS MUST HAVE A(MIN.)ULTIMATE ULTIMATE MNSIQN CAPACITY OF
1fP'' $OBW p6sltltms naTT Miv J0lnt lnay be adJusteil 3,000008 A V40MNG(MIN.)TENSION CAPACITY OF 6101,AND,A(MIN.)WORKING BHVM:F,MACITY
'�a(•• toe¢Omodate purUfb sp.between 1a510ner5 3'z1"x118"PLATE ON OF]00/.(DO NOTSUBSOTUTE 31S-DIA.CONCRETE ANCHORS FOR LARGER SIZEANCHOAB.)
a1A 9 mlmrJtdntm6Y 1K•to 2"1 4n61nmin EXTERIOR;Y LONG x r NAME:
madmumendmWmW1®smrxesbetweenOuews K-BFIACE xJ"xtr8'ANGLEON
Edge Dlemnee far W:3A° INTERIORw/165M5)B FOR3•x4.03"x"COLUMNS 49CREEN AIKEN RESIDENCE
` MWmum5ueW5padng;5/8° PER SIDE)INTO BRACING (3"ICCOLUMNSHOWNI 1 ADDRESS:
COflNER PORT AND WALL AS SHOWN. COLUMN-BRED PER TABLE T Yx3",1/0-ANGLEEACHSIDEW - 14O PARLIAMENT COURT
Y.Y,111-ANGLE EACH SIDE l—SMS EA CH:;IDEL.0-MIN.I I
EPhICESPE(]RCJ{TIONS PER TABLE 109 BELOW 0
- TYPICAL ELEVATION FOR BEAM MITER SPLICE K•BRACE DETAIL"A" SR ISI IH SMB ITYP.) -UICNOR EDGE DISTANq,•J• CITY/STATE:
114•DIA.CONCRETE ANCHOR wI ® ® ® ANCHOR SPACING-3'FOR 2,4 FORT PIERCE FL 34949
(DETAIL MAY BE RGJATEB FOR GABLE RIDGE SPLICE,AND MAY 1-x J•x 118-ANGLE. T EMBEDMENTMIHIMP. POSTS,]"FOR LS POSTS% COUNTY:
ALSO SEAVEASSPECIRC•A CINSFORA SRiAIGHTSPLICF,MAINTAIN NOTE:00 NOTSUBSTITUTELARGER
PLQTF'/N10 CONNECTOR SPEC]RGTIONS IN TABLE 109 FOR ALL] TLONG w19MBIM0 DIAMETER CONCRETE ANCHORS YMIN, ST.LUCIE
BRACE&INT O POST POST/COLUMN
' - � � t'a 1`O.B,BASE PLATE
Beam Spil.DetalN 714 SMS Tow Fastener Spaces HORRONTAL I
Tehle 309 Space Plate Ix"M.,_ N Slde °145x95 NumberdSpa¢s MEMBER M57YPJ rlMw.l F THIS"CIRCLED"CONNECTIONS
Beam- Thldmess Length Height Per End PerSpllce HOriz.nll Vel'0cal 11JJ ON THIS SHEET ARE BEING
2X6X0.05DX0.120 5Ma 1/8° 16° 5y• 14 56 3 3 TOP VIEW 3AW x S"x 71B"PLATE :=MIN .. r(Nlmj USED FOR THIS PROJECT.
2x11( OSSX0.1205MB 1/8° I6° fi%' 14 56 3 3 - �^
'- 2XBX0.071X0.2245 B '7%' I6 fi9 4 3 K-BRACE 72 III PER SIDE,TYP.) e=mlN. ,
9XID
0.08ZX0.306 SMB 3/16° 18° SV.' IB 72 4 4 14 7 PER SIDE,TYP.) cor4cfteTe PERIMETER U
2X10X0.092X0.389 SMB 1 114° 1 20° 1 9• 22 88 4 6 ® j, ..• FOOTER OR BLAB
?j
.�
GIRT CHAIR RAIL GIRT RAIL COLUMN/FOUNDATION FASTENER FOR 2x4&2x5 4O 5 6
'` : LOAD CONDITIONS:CONNECTION UPLIFT CAPACITY-1.6000,SHEAR CAPACITY"1,1141.
_ ■ ■ NOTES I)Tm9 DETAIL IS FOR 3,4 AND 3,S COLUMNS-3 ONLY.
]aO0I1101uLFLwCi SI]IDI NDAIOLVB'BAJOeGpMTxeOUAtEP .p.j 31 CONCRETE FASTENERS MUST HAVE AN ULTIMATE PULLOUT CAPACITY OF 3,110108
S@Fe+`w11N IN1FAN.LLOaOmR rMBRHY rA1RHBl9 Nm ODGOBLL AWORKING PUL—UT CAPACITY OF 0311,])TWO(])EACH,]IB'DIABOLMMAYBE
K BfUL.� 3-1/2"x6'x 'SUBSTMED FOR THE EACH 914 SMS(]THRU BOLTS REPLACE G SCREWS J.
POAn I /rr \VT ou6w ems— - - (01'1 118"PLATE
N" v DRAWINGS NOT TO SCALE
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