HomeMy WebLinkAboutSite PlansDESIGN CR(IF.RIA:
- CODES
-FLORIDA BUILDING CODE 61H EDITION (2017).
-THE ALUMINUM DESIGN MANUAL, CURRENT EDITION.
-ASCE 7-10.
-DESIGN WIND PRESSURES DERIVED FROM ASCE 7-10 AND PER
FBC SECTION 1609 AND TABLE 2002.4.
- OCCUPANCY: SINGLE FAMILY HOME - SCREEN ENCLOSURE
- STRUCTURE: OPEN
- BUILDING HEIGHT: < 60 FEET
- MEAN ROOF HEIGHT. 13'-0"
- BASIC WIND SPEED: 150 MPH
- RISK CATEGORY I
- EXPOSURE CATEGORY. B
- WIND PRESSURES:
- 9 PSF SCREEN ROOF
- 31 PSF WAILS
- 25 PSF SOLID ROOF
- ROOF DEAD LOAD: 0 PSF FOR WIND LOAD CALCULATIONS
- ACCORDING TO RATIONAL ANALYSIS THE DOSTING STRUCTURE AND
ATTACHMENT TO FASCIA CAN SUPPORT GRAVITY, UPUFT, AND LATERAL
LOADS IMPOSED BY SCREEN ENCLOSURE
- PROJECT HAS BEEN REVIEWED FOR SHEAR WALL REQUIREMENTS
- NO IMPACT PROTECTION IS REQUIRED FOR SCREEN ENCLOSURES
- SOIL BEARING CAPACITY FOR FOUNDATIONS: EXISTING, ASSUMED TO BE
WELL COMPACTED AT 2000 PSF
- CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000
PSI AFTER 28 DAYS.
- ALL BEAMS AND COLUMNS ARE 'LAB BEAMS', UNLESS NOTED OTHERWISE.
3
2'
13MEE L_SCM&
1. DESIGN IS BASE) ON 6005-75 ALUMINUM ALLOY.
2. CONTRACTOR MAY ADJUST DOOR LOCATION IN RELD PER
HOMEOWNERS REQUEST.
3. 18 X 14 OR 20 X 20 SCREEN MESH MAY BE USED.
4. ENGINEER HAS NOT VISITED THE JOB SITE AND
SHALL NOT BE HELD RESPONSIBLE OR UADLE IN
ANYWAY FOR ERRONEOUS OR INACCURATE DATA
OR MEASUREMENTS THAT HAVE BEEN PROVIDED
BY THE CONTRACTOR. WORK SHALL BE FIELD
VERIFIED BY THE CONTRACTOR AND THE
ENGINEER SHALL BE NOTIFIED OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION.
MMONALANALYSIS CALCULAION (SCREEN ROOFPORION)
PER THE FLORIDA BUILDING CODE Sth EDITION (2017) FOR FOUNDATIONS
qi=
PSF
DEAD LOAD =
TOTAL qz=qz-DEAD LOAD=
PSF
PSF
AREA OFROOF=
WIND UPLIFT =TOTAL gz•ROOFAREA -SAFETY FACTOR= SF -TOTAL
ILES
SF
WIND UPLIFT-SPWIND UPLIFT=
I"
WEIGHT OF CONCRETE (A)-
PERIMETER OF SCREEN (EXCLUDING FIST. BUILDING) (B)
PCP
FT
52
PERIMETER OF EXIST. BUILDING RESISTING UPLIFT(EB)-
UPLIFT RESISTED BY EXIST. BUILDING (UB) -
50
FT
LBS
4 791
WEIGHT OF CONC FOOTING =A•BWADTH-DEPTH=F
7 88
LBS
THICKNESS OF CLING STAB (C) -
N A
FT
AREA OF CONC. STAB CONSIDERED IN CALCULATION ED)-
WEIGHT OF CONC SLAB-A-M=S
TOTAL RESISTING FORCE = S+HUB -
NA
SF
LBS
LBS
NA
12 279
SUMMARY: 12,279 > 9582
THEREFORE FOUNDATION IS ADEQUATE
PLAN VIEW
FRONT ELEVATION
PER THE FLORIDA BUILDING CODE EN EDITION (20171 FOR
.,= as - DEAD LOAD =
OFROOF-
UPLIFT = TOTAL qx-ROOF AREA =
Y FACTOR =SF=
. WIND UPLIFT = SPWIND UPLIFT =
HT OF CONCRETE (A)=
'DETER OFSCREEN (EXCLUDING EXIST. BUILDING) (B) _
'DETER OF EXIST. BUILDING RESISTING UPLIFT (ES)
r RE515TED BY EXIST. BUILDING CUB) =
HT OF CONC. FOOTING - A-B' DTH-DEPTH - F
NESS OF CONC. SLAB (C) =
OF CONC. STAB CONSIDERED IN CALCULATION (D) _
RT OF CONC. SLAB = A•C•D = S
. RESISTING FORCE - S+F+UB -
ARY: 15,912 > 15,641
MAR 13 2020
ST. Lucie County, Permitting
eY;w.11,
P �;V
1
EXIST. FOUNDATION DETAIL
12' X 12" CONCRETE FOOTER W/
(2) N5 REBAR BENEATH PAVERS
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DATE 03/03/2020
DSGN: E. KENNMY
DRWN: E. KENNEDY
CHKO: E. KENNEDY
SCARP N..Q
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(SEE NOTE 1) W ?2 O
(2)-3/8. 1NRU BOLTS OR FAVE •.'.x.,> w m $ W
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SIDE SAVE
(SIZE PER PLAN)'COWYN.PER SCHE0. ,• `xc�''.^: U
NOTCH BENT T#
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LLOW MMW W/SCTEWS ro COLUYN (mJ ��y •••iilAP BEW ((77 // _\=SE1)-3/8• TAPCON W/ • SLCPDLC PU181N DELETE 1X2 FOR''''E1 2 WX FNBED TO GONG.(SIZE PER RAN) (1)-3/B' TIM BaT OPFTL PMF (7YP.) 1 TTP.) _� Z'hOR (AHzz, 1 _W'Z as\5�-W:pQ uSE J' LONG CXMND. FOR 7J0 RIRDJ SIZES. LONG SELS. W/ HEx 132 1# Y • wDOWN PURLIN CONNECTION 2Y2iD/8• ANGJE W/ aO� ffAD FAp1 MOE �, ; �) CO
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SUM mow/ HEX HEAD SECTION 18' O.C. ELSEWHERE ' 'irr� '• 0
(SEE NOTE 1) wrm. ° 1j Iltt tit
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,
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3) HBS DEIAL ALSO APPLIES TO THE TOP OF 8- MIL WUX YASONW WALLS. DH•
COLUMN TO BEAM CONNECTION PURLIN TO COLUMN DETAIL Z w
N.TS N.T.S. Z z m
COLUMN ANCHORING DETAIL W
N.T.S. YZom uric
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REQUIRED / OF 114 ra SCREWS I '• 1LA1c lW��
BEAM
4LB-8LB
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8
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TOTAL
BOTH SIDES
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1) PRO%ME K 11' E MSTDSTA � IYPOL SELF (51g PER11 PLAN)(SIZEPERRAN)
FAsrKBETWEEN FASTENERS AND GUSSET RATE MATING BEAM PURLIN CONNECTION
FAVE MEMBERN.T.S.
MANSARD BEAM SPLICE WIND BRACING
N.T.S. N.T.S. DATE 03/03/2020
DSGN: E. KENNEDY
DRWN: E. KENNEDY
CHKD: E. KENNEDY
SCALE N.T.S. C
M. No. 2 of 6
x WIDE BRAf£
Prq.g 19-AP-005
x
(SEE NOTE 4) (SEE NOTE 4)
x WAM EAVE
G04ERAL DETAIL TES, (SEE NOTE 3) _ W
1) DOM AND CONSIRUCTW % L CONFORM TO THE REWIf7fl@715 OF THE ��TO (SEE NOTE 3)
FLO M OLMU Mfi CODE 9TH EDITION (2017), THE ALUMINUM DESIGN MANUAL ��
(cuwEM ORION), AND ASCE 7-10. CABLE O t o
4 DETALLS AM RASED ON DESIGN P WNH ULTIMATE M SPEED - ISO �0�' 3 CMR RM O CONNECTION
MPH. WORM C. I= CNEGORY 1, AND 20 X 20 MESH WTH > 60% SCREEN xi 7}'� $�j • (9)914XY4 f
WHOMIS 6 • A 4'ANGtZ.1260N
3) UNLESS NOTED, ALL FASTENERS SHALL HAVE A HEAD AND/OR 6E PRIME D WITH A q A 4E EIOLGTIFOROAELE w "' 3 ti
,ciSI S iENsioN
• YItBRM 1/2- DIAMETER rAvm1 1GmLu1N NFw aa1L BE 1/2•.
4) ALL FASTENERS SHALT. SIOL OR ALUMINUM COMMON
NON-MIGTANT STAMF$$ O 59'X3'EMBEDEOTAPCON •�N w < 0.
s m clDNIuu Putm sTEfl OR O xERW sE cowmsaN RESISTANT NATFRN B w o
ILL FASTENERS SHALL COMPLY WITH 5.1.,C, SPEGFlGTIOtS FOR AUYMUY •',A iMO510E OFFOODNG � .r..
STRUCTURES. E01ET - SWRON AND LOLL ED� 1, THE MNUM A4°CATION. Dr- AND MPLIME 1X2 CHAIR RA.FEDEFALTE
5) ALL UPCONS SHA L BE CODE 5 IIW DAMON MEFL TAPCOIS OR EWN. W17H d �k7X
1-3/4• MINIMUM EYNED AND 3' MINIMUM DISTANCE FROM EDGE OF CONCRETE k• BRMf T(• BRINE $ OQsO x BP/DE
6) AL CONCRETE ANCHORS Ml HAVE A 1-3/4• MINIMUM IOMO AND 3- MINIMUM (SEE NOTE 4) (9E NOTE >) 1%2 (SEE NOTE 4) `%% IEI1111 31SP AAA,
DISTANCE FROM EDGE OF CONCEE. ��,y
n ALL ALUMINUM MEMBERS FIFCTROLY55. SMALL BE PROTECTED FROM DSSIIID/R METALS TO NOTES -
PREVENT
i) PROVIDE MIEN 3/4. 13lWEEN FASNHEAS AND MIN. 1/2• EDGE DISTANCE 4'DWANCE
MEN M
8) DESIGN IS ERASED ON 6005-15 ALUMINUM AlOt.
2) PROVIDE A MINE. OF two FASIE1ff15 PER MEMBER To
CONCRETE FOOTING = W : z
3) x BNCE INSTALLED AT OfUM FACE USE 5-Al-A.C64• MR PLATE W/ ((I2)-/14 SLS./HEX HEADS. 0 -
omDE: USE3'1(fiT(0.064• MR PLATE OR iTI3Tmxaasc ION. u+aE w/ (9J-j,4 SNS/HE E LEAD. j ;J o
4) x BRACE WALLED AT OUTSIDE FIDE USE SX51 O.oe4 Y L PLATE W/ (9}114 S.Ma/M HEADS.
ONSIDE USE 3 X4'YD.o64• MIN. PLATE OR I'U'X4 XU64• MN. ANGLE W/ (6)-/14 SIL&Ilw ( HFAOS. 2
"K" BRACING DETAIL CABLE ATTACHMENT DETAIL ��,� - %
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RM KB rAg ) 2%5 eLB. 9LBH. IOLB LAP BEAM SCREW W 18' D.C.
° �`— 2' 1s f 2' —* 2' — I� 2' �I
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N SO9{•�
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COLUMNMN ANCHORING DETAIL TnNa ^
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N.LS � 0.055• � 0.055' � Z
FASCIA H3H3 TT3TJ L 2X2 C 1X2 C 2X2 DATE /
03 03 2020
2X4 P zX2 P EAVE C 1X3 C zx3 DSGN: E KENNEDY
DRWN: E KENNEDY
MEMBER EXTRUSIONS CHKD: E KENNEDY
N.T.S.
SCALE:- N.T.S.
DWG. No. 3 of 6
sm TYPE
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Prot.® f9-AP-005
(SEE NOTE 2) 2' 2' ^
SAIS./HEX HEAD
2k2k2'AI14' ANGLE
FACN SIDE OF COLUMN
P.IHRI.
(1)-110 SM.S/HEX
(SWP X2 (I)-+10 SMS./IEH
AY
O
l%YNF
STRUCTURE XFAD O B' O.F
BE USED) HEAD O 18' O.C.
W
25' MN.
CONC. SDtIXUURE
'
202co
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ANGLE FA SIDE
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CORNER COLUMN
V
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W/ (2)-1/4' BOLT/MSHER/NUT OR
(3)-+10 S.M.S./HEX
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N.LS
W
W S
'
PLAN
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TO BEAM (SEE NOTE 1)
(1)-X 2-1/F N O
18' DO.C. TO CONC. I/4- 4' X3'
^
m
(MN.) (4)-+12 % 1' LONG SMS
TO COLUMN (7YP.)
NOTES-
'
1) FOR AB OR LARGER USE
.C.
1AS O IB' D.C. TO 2 X 4 STUD
W O
R7 g a
' CLIP ANGLE- (,)MN. TAPCON W/
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(4)—+10 S.M.S./HEX HEAD
CONC. WALL CONNECTION
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2 MN. OR
2) FOR 91B OR LARGER USE (3)-I/4' 2-I/4' iMWNS G
N.T.S.
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DELETE 1X2 FOR (1)a/8' % 4' F76'AISNK!
C18 FA SIDE BFNI
BE
(2)-j110Sms/HE%
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4"%%
uUq
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CONNECTION
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Cl/4'
N.T.S.
INTERMEDIATE COLUMN o%
••
... .. ..
N.T.S \\�Q • •
TMCON W/ 2'
_'
SECTION MIN' EMBED & 18'
O.C. ELSEWHERE
\ Z;�
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ALUMINUMUNGE (OPIION/L)
- W : Z
Rm,
►`—.W4a
1) ANGLES ARE NOT REOLIm FOR 202 DOOR JAMB COLS.
E W/ ( /8- MINIMUM �
JA�
2) FOR OWSIDE NS r DEEP OR LARGER INSTALL ADpfOK 2'x2'lG2'X1/4' ANGLE
TO BEAM
FASCIA 1/ Y LAB TO�COLUMN
',
ANCHORING
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A Qitt it%%N.LS �••(
FASCIA +10
E I E Z
(1)-1/4' TIX-SCREW'. W/ 1' WASHER (LAG
' O.r/IEX L T
O 12' O.F/PAEL T98
1Y _
V
Z
BOLT SHALL RE S NIA. 1' MONGER THAN
PANEL TFICNNLSS
RpffS:
_ ___________ _
__ _ _
Lu E
1) FOR 7lE OR C USE (3)-1/4• ROLTSny,�gEp�
___
______________
10 BEN! AH0) (3) 1/4' % 3' LAG TO FASCIA
(3) 1
________
________
Z � N �
£
_'_=
BEAM CONNECTION AT FASCIA
TRUSS
PANEL
n r~
PANEL
N.T.S
(1)-1/4' X 3' LAG TO
EACH k TO FASCIA CHANNEL
a -
SELF -SAWING ALUMINUM ROLL
,I{�— 4PER MAX WIDN QYP.) ---CIF. ROOFING TAPE, OR EQUAL
(IFNCIIi PER PIAN/PROWCf ARRW/va
CUIIFR W/ (1)-/f0 O COLUMN S® PER PUN
1Y O.C. 1OP h BOT
(MIN 3 PER PANEL)
12* D.C.SS
O 12' D.F35E1lT1ERE
BOTEy
n m c� a Gsi
••
____________ _ _______
BUILMBER
1) 1' FASCIA MAY RE 1/4- UP 1 LAGGING NEW 1' R RgTE
TO OLD W/ (A X MISS WFlEI.
Ya
_
-__-----------------
3', 4', OR 6' _____________ ____
EEHI'
2' SUB -FASCIA BE@�D) 1' F/SCU IS ALSO ACCEPTABLE
FASCIA LSO A EP
(PER PLAN) __-------
__
2' X 2' X 1/e' CUP AGE
�— _==______=_ ---------
FASCIA CONNECTION
W/ (3}+'0 SLIS/I X HEAD
FA PAGE FA SIDE
mulm PANEL
TYPICAL ROOF PANEL
N.T.S. INTERLOCKING PANEL
CONNECTION
N.T.S.
zo
FL
rc
CHIJR RAIL PER PLAN
(1)-1/4' TE -SCREW. W/ 1' WASHER (LAG
BOLT SHALL BE A MIN. 1' LONGER THAN (1)-1/4' lIX-SCREW, W/ 1' WA91FA (LAG
((0-1/BOLT 9NL AA MR W/ ER ((�
HALLTHICB A
COLUMNPLAN)
PANE. TMCIONESS) O B' O.C. (M.) BOLT SHALL BE A NN. 1' LONGER THAN
PANEL O 8' D.C.(1YP.)
o
N
SEE COLUMN ANCHOLI"G (PEN FLAN)
PANEL PANEL RMESS) O e' O.C.
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Q' 4
7%2 BEAM 1 DO
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1/B' . iHICLNE55GEM (I)-+10 X 1-,/2' 1/8' MIN THICKNESS
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ANCHORED RED TO BEAM W/ (5)-+14 TEX
DATE 03/03/2020
G
SMS./HEX HEAD FA D.C. (,1P.) S.MS./HE( HEAD FA
SMWS FA SIDE AND TO COLINN W/
FACE (IYP.) FACE (M.)
(5)-+10 SILVHEX HEAD
DSGN: E. KENNEDY
WE TO DEAL FOR COLUMN SPACING GREATER THAN 0. 'USE THIS DEAL FOR COLUMN SPACING LESS THAN R'
DRWN: E. KENNEDY
TYPICAL SECTION AT COLUMN
CARRY BEAM TO COLUMN
CHKD: N. KENNEDY
N.T.&
COLUMN TO PANEL CONNECTION
CONNECTION
SCALE: N.T.S.
N.T.S.
DWG. No. 6
N.T.S
of
Proj. p 19 AP-005
/2%3 ATTACHED TO HEADER M[N. 2'=1/8' ANGLE W/ M21
BEAM W/ MAN. #12 TEX HEADER BEAM ---T — (5) /14 ra SCREWS ON FACE
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W/ (3) 114 ra � F
(14) YIN. /14 (� PLAN)
SCREWS Mrto 2.8 MIN. 2x2x1/e• ANGLE W/ j 2%3 ATTACKED To HEADER BEAM W/ w
AND CARRY SEAL 3/18• mwu MIN. (5) 114 ra SCREWS MIN. pz ra SCREW o IB• D.C. Oy M u
PULE EACH FACE
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3/t6' GUSSET (�
2z2 PLATE ON OUTSIDE
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3%3P SCTiEWS EACH FACE O W O.C. = (C/; >z
3%3P = Z
11
3x3P : co
� j �o h� • co
OUTSIDE VIEW 2X2'%I/8' ANGLE W/ (2) !14 ra % i • .� z ��
SCREWS EACH FACE O 1B• O.C. SIDE VIEW ��,�• <• °°� .. ..
INSIDE VIEW
J
"FULL VIEW WINDOWHEADER Lu z E
CONNECTION DETAIL Z m
N.T.S. W
W
ZZ< �$
Illc��
o Yn W�o
\ / 2• z 2• x 3/18' ALUM. ANGLE CLIP
W/(4)B74 x 1' TEK-SICKENS
a Q O 18' O.C. TYP.
m m
. txo
2x3
2xBEA2%2X126ANG 2XBEAM 2%BEAAI 2XBEAM 2%2X.125 ANG 2xBFAM •
I6,0147EKSCREWS CCM4MCKSCREWS
TO BEAM, 6 TO HEADER 1X2 1%2 TO BEAM. A TO HEADER 2• % COLUMN AS NOTED ON PLAN 3' x 3' z .075' ALUM. TUBE
(3%3P)
8, tlt4 TECK BCRENS 8, p14lECl(SCREVS O
TO BEAM,6T0 HEADER TO BEAM,8T0 HEADER X z
\ (2)INTO 2%96(4)INT02%BEAM) (211NT02x3 A(d)INTO D®EAM) /
(z)Bt4 x 1• ra-SCREWS toPy,:t
VIEW FROM INSIDE PICTURE WINDOW VIEW FROM INSIDE ENCLOSURE VIEW FROM INSIDE PICTURE WINDOW Gt
LOOKING LEFT OUT THE PICTURE WINDOW LOOKING RIGHT (e)B14 x 1' TEK-SCREWS W%338•MIN. EMBED TAPOON 4
e0(2)318"0
Vx2'
x 5' MIN. TAPOON
3' MIN. EMBED INTO CONC. c
2' x 3' x 3/16' x 5'
ALUM. ANGLE CUP
"FULL VIEW WINDOW" HEADER TO 2
BEAM CONNECTIONS "FULL VIEW HEADER" COLUMN TO DATE: 03/03/2020
TISCH: E. KENNEDY
N.T.S. FOOTER DETAIL DRWN: E. KENNEDY
N.T.S. CHKD: E. KENNEDY
SCALE:- N.T.S.
DWG. No.5of 6