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HomeMy WebLinkAboutRevisionOFFICE USE ONLY: DATE FILED: t 18\t S ,7Z`9 REVISION FEE: * , 5 00 LOCATION/SITE ADDRESS: PERMIT # I a � -- to f RECEIPT # PLANNING & DEVELOPMENT SERVIC] BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT REVII PROJECT INFORMATION Co/4-s-r 'S� % Q v N 4 rcQ• �7- DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: ef9C 12 6( 7�6 BUSINESS NAME: QZ e(-/ wr coca s QUALIFIERS NAME: (, o, vtr�ot) jt)o gy ADDRESS:. 2a l S 2 s` -, CITY: f—j: .(�P�rce STATE: PHONE (DAYTIME) `77Z 5--SISs50 OWNER/BUILDER INFORMATION: NAME: AL)UF-t-NN: P/e- C NOV 0 S ST. Lucie County, perm fttfng t4 m oy `r TO G M (jC C- k r CT T T TOM' rn f r7D r u. ki i Y : STATE: ZIP: PHONE.(DAYTIME: FAX: ARCHI NAME: ADDRE CITY: PHONE TECT/ENGINEER INFORMATION: SS: S60 Fr STATE: (DAYTIME): 2!027 FAX: SLCCC: 9123109 Revised 06130117 H RECEIVED -- NOV 0 8 Z019 ST. Lucie County, Permitting ti Y'AAS7 E:K -PEWIT C(D-N-T"C- tbll-� * Ro I - 06 5-1 Taz�-sc�, Gar�s�- ljosG � � Nib-�•�._� i�s��T�a1�E C27i � 7 - #2 0 12- C.C./PANEL T&B C 2x3 TRuss PANEL gg7 TO EA EXIST TRUSS 2' MIN. FASCIA IIiOM CHANNEL AND 0 12' O.C. MAX. TO FASCIA NOTE FASCIA MAY BE BUILT UP BY LAGGING NEW 1' MEM. TO OLD/ 2-1/4- x 3-1/2' LAGS/TRUSS OR RAFTER. 2' SUB -FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE FASCIA CONN. N z a U) < o_ N N J o W In m s w X o_ AL KICK PL. 01 USE 202 TOP E W/1-#2 0 8- C HOUSE INS. ROOF CONC. WALL 2-1/4"X2-1/4" LON BEAM 2-X2-X1/8" CUP ANGLE TAPCON ANCHOR THRU CLIP INTO EXTG. EA, SIDE W/2 - 44 OR 3_#2A, CUP T(5 BM. CONC. WALL. TWO EA. CUP. 4 BM FOR 7 BEAMS OR GREATER, USE 3 - #4 ICONS. G EATER OR 9" BEAMS OR (4) - #2. �.. Tn ur,l lcr rnt INI z g SEE ROOF PLAN BEARING WALL E COL. SCHED SHT. "B2") •7 ELEVATION A 4. :•`•,8'-O."•.'::NIC ;:':..:;::: : COL:' SCREEN ':.51iEE::.Rt�15:'•ON.Y' '::;ti}':'CHAIR RAIL COF COL ::::':�;::::•;_•:.:•:::'��':���:::'::�::'•:�:�' 'PER SCHED. ' 8 CONNECTOR 34 34 & BHT. C.C. 3/PANEL EXIST. DRIP CAP FLASHING FLASHING AL. FLASHING 2 0 12" C.C. #8 0 8" C,C. /PANEL T&B EXIST. MOBILE lE:•;: PANEL HOME #3 © 12- D.C. TO '': ; 3•; "THRU BOLTS AHERS & N corlC. #7-1s' D.C. TO 2 X 4 STUD H-2 OR H-3 1/4" AIR GAP BEAtv1:;:•:..:'•:::':'::':•;•. NOTE WHEN ACCESS TO INSTALL TOP SCREWS IS NOT O POSSIBLE, INSTALL BOTTOM SCREWS ONLY IN DOUBLE v .... THE AMOUNT (6' C-C) :.moo 00 LJJ' o T/1 N 0' N w °o can. :+s CORNER COL MAX. OIL HGT. CARRY BEAM PER SCHEDUU OPTIONAL 1X2 2'X2'X7/B' X 2" V CLIP .ANGLE. W/3 EA FACE 202 4LB° VER COL SEE ANCHOF DETAIL FOR SPECS (SHE 1X2 SECTION aB—B (SCREEN ROOM) SEE TABLES OR SITE SPECIFIC CONN. TO BE CONT. tX2 (SNAP MAY BE USED) TOP TO BOTTOM OF PANEL OF 20 ALL JOINTS ..M -• ELEVATION c FASTENING SCHEDUirr:';` ' Roots 1 SUN 14 TEK SCF'NI HEX HEAD 2 — 10S.M.S./ HEX HD. 08 ® B" D.C. PANEL 3— 1 /4��X 2 1 /4' TAPCON ANCHOR (TYP.) 4 — 1/4" BOLTS/WASHER/NUT _ 5 — CLIP ANGLE,.125" MIN. THICKNESS 202 CARRY BEAM —#12X1" LG. S.M.S./HEX HD. f52 SCREWSSCREWS — f8912 1/4"X3'LAG— 1/4" LAG*, WITH 1" WASHER MIN. EACH s1oE) 2"X2"Xt/s' THK. (LENGTH DETERMIN�E,�Dq BYBM.SIZ— #10 X 1 1/2" S.MS./HEX HD. coL RacCOLo H "�" SCREWSS — CLIP ANGLE, 3/32 MIN.THICKNESS 15 SCR MIN, *LAG BOLT LENGTH TO BE 1" LONGER THAN ALUMINUM PANEL THICKNESS CARRY BM. TO ALUM. COL. COIN. DETAIL INSULATED ALUM. PANEL DETAIL SHEET: CAULK : rz,I rNNtl- dV/ _ #5 (M. CUP WATER- PROOFING ` "' '• = "• PROOFING W 2) 7 EA TO BM. (/ # INTO FASCIA) LIJ ANCHOR WINDOW F > AL OR 302 W/ #10:': LU OPTIONAL TRUSS 16 O.C. 0 BEAM SIDES TO B,E';:WQ'•:•f U) FROM ANY-*-W€th]EF MIN, 2" FASCIA FOR 7" BEAMS OR GREATER USE (3) - #4 & (3) - #7 BM. CONN. AT FASCIA 8 ® e- C.C. N PANEL BO OM; T-2 OR T-3 C_ BO 3/8' THRU- BEAM ER SCHEDULE"• oR sr t SPECIFIC WINDOW •: PAN'. 3X34 COL T-2 D$::•fi{ 3,:' :FA TIf7fi1:'A—A . ECTION C—C \R•1?O RT) :SUN ROOM) R ''E.A`CIO) ' g F[,(j, ' D•; SE4A!ARfD COLUMN SIZES. ICHOR CARRY BEAM PER SCHEDULE :.-4,,'ANGIE W/ �8 i 9' TAPCON TO & (4)-,#8 TO COL OW) 1X2 OPTIONAL zoz zoz L2-82 (rYP.) coLUM -/ INTERMEDIATE COL. FOR SCREEN ROOM F.B.C. 2017 EDITION & ASCE 7.10 T 48" R — ; :::•:' WAL:L� PANEL MAY $: 4: • 4" PLYWOOD AL TK. ALLOY 3003 - H1 GAl1Lk}NG OR EQUAL T-2 OR _ WINDOW 5117 ).4?7VC:;::,o„d:o: ° 000 o FRAME BY"""...::CbA1Tillb�.u;::p'n:':'o 00 ° o N M d to 200 WIN[7QW ',;'EAULKING"' p'o o ° o MANUF1 C ° ° ° ° ROOF:. -SPAN. FROM TABLE OR FL PRODUCT APPROVAL ,'•;•'::':;':::':: Miht':it(}QF PITCH IS Y4" PER 12", MAX IS 6" IN 12" �, cHaNri :;; :::::::'::• ROOF PANEL CONNECTION - :•.LONG (FRONT ELEVATION) W:];•DN ALL fiHAN 2" v'D 181 .;:. ROOF &WALL PANEL DETAILS PANEL SCHEDULE: RO�F�ANELS PAI'NEL' #2 0 B- O.C. EA. SIDE PANEL L/80* 12' SPAN OR LESS L/ 120 ' L/ 180* OVER 12' R — 11'-6" -- R — 3 12'-0"Liit)— — R —4 -- 16'-2" 13'-10' R — 6 -- 20'-8" 17'-10' R — 8 -- 24'-4" 21'-3" �'c = FOR USE IN HVHZ AREAS ONLY FOR COLUMNS 5" DEEP OR GREATER INSTALL ADDITIONAL 2"X2"X2'X1/8" :•:NUM ANGLE EA. SIDE OF INSIDE COL. 2"X2"X2" LONG X 1/8' :M OF COL W/ 3 - #6 TO COL 2' 2" ANGLE EA. SIDE OF COL & 1 - 3/8" X 4" LG. EXPANSION 33/84 X 4- OLGC EXPANSION BOLT (WEDGE ANCHOR) ■ p ' O BOLT (WEDGE ANCHOR) TO CONC. O TO CONC. @ EA. CLIP EA, CUP ;>• •SFr.. _Y 2'X2 XI 8' X 4" LG. ANGLE FA SIDE K OF COLUMN W/ (4)-#14 TEKS TO M I, .y COLUMN & (2)-1/4' THRU-BOLTS TO '' K' v1:4„ _ �� CARRY BEAM •v G S1DE D.C. 3" FROM EDG TO ump BOLT (MIN. COLUMN ®� ut4TY #3 0 IS- O.C.p:] _ �,„�®�� 1L�•� 4 #6 TO COL lli 77777 ALUM. CARRY CUP ANGLE COL. 1 - 3/ 8" X 4" LG. EXPANSION ALUM. COLUMN BEAM BOLT (WEDGE ANCHOR) TO CONC. ` (TYP.) 2 PER COL ALT. CARRY BEAM 3 ®1 s" D.C. TO COLUMN tX2 11 11 tx277 ELSEWHERE FTG' 71 ;qi DELETE 1X2 FOR FRONT ELEVATION OPEN PORT (TYP.) NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS. #8 THRU PANEL, BM. ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE 2"X2'X1/8'X2" LONG. USE ONE ANCHORS PER CUP - MIN. TWO ANg . S (?ER M" CASES. B" C.C. 3/8" DIN. BOLTS A.RE TO E ;PANSIOiQ. E GLUT .:LO C. EXPANSION BOLTS TO BE LTA; KgdL) II" a3/8" TAPCON MAY BE U h1 OF/8_. i0l �•� SEE GENERAL NOTE 4 FOR., Dl�,0 RE wq ,15 J #2 (1-1/2" LONG) 0 11" C.C. (TYP.) DATE 05/07/19 GI I sCA 9 ' U 2"X2"X1/8" X 2" LONG SCALE N.T.S. CLIP ANGLE W/3 - #2 EA. FACE SH D << d la / CIVIL & STRUCTURAL ENGINEERING SCREEN ROOM COL, TO BEAM CON � 7360 N.W. 5th Street Phone (954) 727 — 2027 ' t0 7 Fox (954) 727 - 9644 C.T. TA NO SK , P.E. IN AL E RO ICOEO INRNOWSKI WHOLE OR IN I PARTNG' STRUCTURAL ENGINEER — FIA. LIC. 0050662 WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC. 18X14 MESH ALL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA: 1. FOR SCREENING WITH 18X14X.013" MESH SPANS ARE BASED ON LOADS FROM FBC TABLE 2002.4 LOADS ARE APPLIED SIMULTANEOUSLY TO WALL & ROOF 2. 30 PSF ROOF LOAD, 22.7 PSF WALL LOAD 3. WIND LOAD = 150 M.P.H. / EXPOSURE C / CATEGORY U 4. DESIGN MEETS L/120 DEFLECTION REQUIREMENTS �i COLUMN SCHEDULES WITH SOLID ALUMINUM ROOF (OPEN WALLS) COLUMN TYPE: 3X3X.090 LOADING = 33 PSF AREA = 1.08 K = 1.5 1 = 1.52 COL SPACING I 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 4 1 21T.3 1 19.1 17.41 16.11 15.1 14.2 13.5 12.9 12.3 11.8 11.4 11.0 10,7 10.3 10.1 9.8 9.5 5 1 19.11 17.1 15.6 14.4 13.5 12.7 12.1 11.5 11.0 10.6 10.2 9.8 9.5 -9.2 9.0 8.7 8.5 6 1 1741 15.9 14.2 13.2 12.3 11.6 11.0 10.5 10.1 9.7 9.3 9.0 8.7 8.4 8.2 8.0 7.8 14,4 13.2 12.2 11.4 10.7 10.2 9.7 9.3 8.9 8.6 8.3 8.1 7.8 7.6 7.4 7.2 8 IVl5.1 V 13.5 12.3 11.4 10.7 10.1 9.5 9.1 8.7 8.4 8.1 7.8 7.5 7.3 7.1 6.9 6.7 12.7 11.6 10.7 10.1 9.5 9.0 8.6 8.2 7.9 7.6 7.3 7.1 6.9 6.7 6.5 6.4 10 13.51 12.1 11.0 10.2 9.5 1 9.0 8.5 8.1 1 7.8 7.5 7.2 7.0 6.7 6.5 6.4 6.2 6.0. 11 12.91 11.5 10.5 9.7 9.1 8.6 8.1 7.8 7.4 7.1 6.9 6.5 6.4 6.2 6.1 5.9 5.7,•: 12.3 11.0 10.1 9.3 8.7 8.2 7.8 7.4 7:1 6.8 6.6 6.4 6.2 6:2 6.0 5.8 5.6 5:6••: 14 11.4 10.2 9.3 8.6 8.1 .6 7. 6.9 6.6 6.3 6.1 5.9 5.5 5,4 5.2 5.t•'- 16 10.7 9.5 8.7 8.1 7.5 7.1 6:7 6.4 6.2 5.9 5.7 5.5 5.3 5,2 5.0 4.9'•'.• 4.8 18 0. 9.0 6.2 7.6 7.1 6 6.4 6.1 5.8 5.5 5.4 5.2 5.0 4.9 4.7 R6•: •':4.5 20 9.5 B.5 7.8 7.2 6.7 6.4 6.0 1 5.7 1 5.5 5.3 5.1 4.9 1 4.8 1 4.6 4.5 •'•'4 4 '• •'k.3'•. IAtiLE UIVtS MAX. COLUMN HEIGHT FOR GIVEN COLUMN SPACING AND BEAM LOAD *BEAM LOAD FACTOR = THE SUM OF 1/2 THE SPAN OF THE LONGEST MEMBER ATTACHED TO EACH SIDE OF THE'CARRY BEAM. COLUMN SCHEDULES WITH SOLID ALUMINUM W COLUMN TYPE: 4X4X.090 LOADING = 33 PSF AREA = 1.45 K":::t•$ I=;3(72j;'.•;;'::' 4 5 6 7 8 9 10 11 12 13 14.• •. 15 T;6::; ,'•;.;1"f'•,: •; . 18: ;:'•,19::.::';20 33.2 29.7 27.1 25.1 23.5 22.1 21.0 20.0 19.2 18.4 1.7.•8'• ::i7._7 16:&. ;::1.6:•t'• •:R5.7.• ::15.2'. ' 14.9 29.7 26.6 24.3 22.5 21.0 19.8 18.8 17.9 17.1 16.5 •:1.5.8:'•:t53• 14.9 ::7.4:4•.:• 4.0' 'r1' :6 13.3 N725.1 27.1 24.3 22.1 20.5 19.2 18.1 17.1 16.4 15.7 15.0 14:5'•'.•140'::a3.6•:T•2:8.':12.4 12.1 22.5 20.5 19.0 17.8 16.7 15.9 15.1 14.5 13.9 13.4• :•13:if'.:fi3.6 12.2 11.8 11.5 11.2 23.5 21.0 19.2 17.8 16.6 15.7 14.9 14.2 13.6 -13.0 12.6 ' 12.1::.xt'.7.• 11.4 11.1 10.8 10.5 22.1 19.8 18.1 16.7 15.7 14,8 140 13A 12.8::•1•T2:8 •'A•1:8. 1 E ,i :: •T:'.'• v10.7 10.4 10.2 9.9 10 21.0 1 18.8 17.11 15.9 1 14.9 14.0 1 13.3 1 12.7 12.4'• . '•T•1: • :1.1:2 '•10:8:::i0 5'• : T' • .2 9.9 9.6 9.4 11 20.0 17.9 16.4 15.1 14.2 13. 12.7 12.7 7.1'.&:.:•1;1:1• :: U.e�'•;•1,0.•3'• ::TD:b ':9.7' 9.4 12 19.2 17.1 15.7 14.5 13.6 12.8 12.1 11.6 11::1:•':1b:6 ::19]:2::9:$.::::9ifi�': ':.9.3 9.0 14 1 .8 15.9 14.5 13.4 12.6 .6 10.7 10.2•:9:8.;:9.5:. 9.28.6 8.4 8.1 7.9 16 16.6 14.9 13.6 12.6 11.7 11.1 10.5 : 1,0b: ••9.6 9:2'•:':89'•'.••.B.6 8.3 8.1 7.6 7.6 7.4 18 15.7 14.0 12.8 11.8 11.1 .4 9.9.•' : 9i'4.•: '•'•9:0 8.7'•:': :4::• •:5..1 7.8 7.6 7.4 7.2 1 7.0 20 14.9 13.3 12.1 11.2 10.5 9.9 9.•?I:.; .:9�.•: :8:6: 8.2 �;9.:: •:7•7.•• 7.4 7.2 7.0 6.8 1 6.6 IAOLt UIVtS MAX. CULUMN HEIGHT FOR *BEAM LOAD FACTOR = THE SUM OF 1, ATTACHED TO E COLUMN SCHEDULES AND' MINUM ROOF (SCREE BEAM LOAD FACTOR* >BEAM LOAD FACTOR' COLUMN HEIGHT MAXIMUM COLUMN.f4jfj ,F{�:W/10' ALUMINUl 7i1St F::•, : MAXIMUM COLUMN HEIGHT W/20' ALUMINUM ROOF COLUMN 4.0' 4.5' 5;0;::;':5;;:::,g;l);:;:G5' 7: 8.0' 8.0' COLUMN 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5' 8.0' 2X3X060 7.2 7.2 fi:S,::'::•':6;6': •;;'.Fj .;:••: •'fi':Z:;'•, :•6;9 ': 5.9 5.7 2X3X060 7.2 7.2 6.6 6.6 6.2 3X3X090 9.0 9.0 8.3':.' -'.. ;8: 7.8;:':.:;7;8'.:::;;7::1' 7.4 7.1 3X3X090 9.0 9.0 8.3 8.3 7.8 7.8 7.4 7.4 7.1 3X3X125 9.9 •:9.9 9.2 ::};2 8';6:;: ;:8;6;,:::8.2 8.2 7.8 3X3X125 9.9 9.9 9.2 9.2 8.6 8.6 8.2 8.2 7.8 4X4X090 12,1: .:; f:.Q 11.2 :;4:1:2,:'• ffi1;Ti': 10.5 10.0 10.0 9.6 4X4X090 12.1 12.1 11.2 11.2 10.5 10.5 10.0 10.0 9.6 4X4X125 12.4 42;4:::;•t'1;6 11.6 11.1 11.1 10.6 4X4X125 13.3 13.3 12.4 12.4 11.6 11.6 11.1 11.1 10.6 4LB .;.; :B.:t7;'::; 8.0 7.1 7:9 ; ::;6:6. 6.5 6.0 6.0 5.6 4LB 7.9 7.9 7.0 7.0 6.4 6.4 5.8 5.8 5.4 SLR'•;::•; :;1'q';3.:; p.3 9.1 9.1•;•:,::$: 8.3 7.7 7.7 7.2 5L6 9.0 9.0 8.2 8.2K23 7.5 7.0 6I$•'•,r;.:;;:��:;1:•,;.;11;,1• 9.9 9.9:;;•'8.0 9.0 8.3 8.3 7.8 6LB 9.8 9.8 8.9 8.9 8.2 7.6, 11.4 10.4 10.4 9.6 9.6 8.9 7LB 11.2 11.2 10.2 10.2 9.4 ,;$;7:•;: BE$ 20.9'::;20:�;::,j'�;4 19.4 18.3 18.3 17.4 17.4 16.5 8LB t 19.4 19.4 18.3 18.39LB 23.0 '3;Q• ;;�d:3' 21.3 19.9 19.9 18.4 18.4 17.2 9LB 21.3 21.3 19.7 19.7 18.29LBH 24.8 24.1'•; :'LS:1 23.1 21.7 21.7 20.6 20.6 19.7 9LBH 23.1 23.1 21.7 21.7::9,0,6 10LB 28.7 28.7 "'26.6 26.6 25.0 25.0 23.8 23.8 22.8 10LB 28.7 28.7 26.6 26.6 25.0 25.0 ;'23:8 22.8" IAr7Lt GIVES MAX. COLUMN HtIUHI WIN GIVEN COLUMN SPACING AND BEAM LOAD FOR LONGER SPANS SEE SITE SPECIFIC ENGINEERING. NOTE: THIS TABLE APPLIES TO BOTH BEARING AND NON BEARING WALLS FOR HORIZONTAL WIND LOADS CONTROL IN DESIGN. 2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 5LB, **ALL CALCULATIONS ARE BASED ON 6005-T5 ALUMINUM ALLOY **1/3 STRESS REDUCTION NOT USED IN CALCULATIONS **LINEAR INTERPOLATION BETWEEN COLUMN SPACING IS ALLOWED CHAIR R#:.S:HEDULE MAXIMUM RAIL SPAN RAIL 4.0' 1 5.0' 6.0' 7.0' 1 8.0' 202 6.1 5.4 4.9 4.6 4.3 2X3X050 8.9 8.0 T3 6.7 6.3 2X3X060 10.5 9.4 8.6 8.0 7.4 2X4)(050 10.7 9.5 8.7 8.0 7.5 2X5X050 11.0 10.9 9.9 1 9.2 8.6 LOAD > FACTOR' - RAIL LENGTH ( Otl};..•AOjY = 1 j2' TfiE DISTANCE TO CHAIR RAIL OR GROUND BELbN!'-.-I DISTANCE TO CHAIR RAIL OR BEAM ABOVE SCREEN FABRIC DETAIL SHEET: 18X14 MESH I EXPOSURE C 1 150 MPH I F.B.C. 20W EDITION LE FOR SOLID ALUMINUM ROOFS MAXIMUM BEAM SPAN BEAIVF:-;:'? ::4'r 5;:':::;::5!.' 7' 8' 9' 2X4X125'� ••:;10,:3•;: �;:9:6;:: ': %9.0 8.6 8.2 7.9 7.6 7.1 6.8 6.5 6.1 5.8 125 4':'•:;1'Q$:' 10.9 10.3 9.9 9.5 9.1 8.6 8.2 7.6 7.2 6.8 :;: •:dL 8.9�;3 7.8 7.4 7.1 6.8 6.5 6.0 5.5 5.2 4.9 4.6 "10.3 9.7 9.2 8.8 8.4 8.0 7.3 6.8 6.3 6.0 5.6 6I ' :9 11.9 11.2 10.7 10.2 9.6 9.1 8.3 7.7 7.2 6.8 6.4 ;',7L•$•;:;,:r I4.71 13.6 12.8 12.1 11.3 1 10.7 10.1 9.2 1 8.6 1 8.0 ;:'•; $Lj'•;:' 19.1 17.7 16.7 15.8 1 15.1 1 14.5 14.0 12.8 1 11.9 11.1 10.5 9.9 21.0 19.4 18.3 17.4 16.6 16.0 15.2 13.9 12.8 12.0 11.3 10.7 :: LBH 22.6 21.0 19.8 18.8 18.0 17.3 16.7 15.5 14.3 13.4 12.6 12.0 10LB 26.1 24.3 22.8 21.7 20.7 19.9 19.2 18.1 16.7 15.6 14.7 14.0 IAbLE GIVES MAX. BEAM SPAN t•UK GIVEN titAM LOAD 'BEAM LOAD FACTOR = THE SUM OF 1/2 THE SPAN OF THE LONGEST MEMBER ATTACHED TO EACH SIDE OF THE CARRY BEAM. 2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 5LB. BEAM LOAD >FACTOR* BEAM LENGTH B/T COLUMNS CARRY BEAM SCHEDULE FOR SOLID ALUMINUM ROOFS (SCREEN WALLS) WITH ROOF UP TO 10' WITH ROOF UP TO 20' RAIL 4.0' 5.0' 6.0' 7.0' 8.0' RAIL 4.0' 5.0' 6.0' 7.0' 8.0' 3X2X050 5.0 4.9 4.7 4.6 4.5 3X2X050 3.9 3.8 3.7 3.7 3.6 2X3X097 6.6 6.6 6.4 6.3 6.2 2X3X097 5.3 5.2 5.1 5.0 4.9 2X4X050 6.0 5.8 5.7 5.5 5.4 2X4X050 4.7 4.6 4.5 4.5 4.4 2X4X125 8.0 8.0 8.0 8.0 8.0 2X4X125 7.2 7.0 6.9 6.8 6.7 2X5X050 7.0 6.7 6.5 6.4 6.2 2X5X050 5.5 5.4 5.3 5.2 5.1 2X5X125 1 8.0 1 8.0 8.0 8.0 8.0 2X5XI251 8.0 8.0 1 8.0 7.9 7.8 IAt3LE GIVES MAX. BEAM SPAN VON GIVEN UEAM LOAD 'BEAM LOAD FACTOR = THE DISTANCE FROM CARRY B 2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 h > BEAM LOAD FACTOR* BEAM LENGTH B/T COLUMNS DATE 01 /01 / i; _ ; " IN a SLp 00 9677 SCALE N.T.S. SKI SHE [15oq ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 - 2027 _ Plantation, FL 33317 Fax (954) 727 - 9644 C.. TARNOWSICI THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING, 6005-T5 INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART STRUCTURAL ENGINEER - FIA. UC. 0050662 WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC. 0,$/2 ,.060 060 O� 040" pi -040" 050" 0 5 TYP. TYP. ui ,.�j r.055 Fj �4 Y, to TYP. 5� .0.5 LO 55- L9 I TYP. 1.0 lio. + 2.0 3 0" 102 1X2 1X3 202 3.0 2X3X.060 2X3X.050 GUTTERt GUTT R FASCIA DO ::JAMB LB TEK SCREWS FOR 2X4X.050 , OR LARGER OR 2X5X.050 FOR COLUMNS 5- #10 S.M.S. FOR 6LB m OR GREATER INSTAU_`..,.%%'..%,.` OR SMALLER 0 18- C.C. 0 ADDITIONAL 2')(2'X2"Xl/87-'-"-- '--'-- TOP BOT. t2 2 Z. ANGLE EA SIDE OF INSIDE 0) r-EXPOSED OF COL T 0 TO CONC-.'.( P I BEAM TYPE I t, I t� to 4LB .100 .046 5LB 1 .116 .050 .7 .050 7LB 1 .120 .055 BLB 1 .224 .072 9LB 1 .224 .072 9LBH 306 * 11112 10LB 1 .389-1 .092, 4L8,5LI3,6LB,7LI3 8LB.9LB,9LBH 10LB LAP BEAM SEE COLUMN ANCHORING DETAIL lX2 OR IX3 OPTIONAL OR TILES IO 3. F T 0 B&Ly MIN N5 3%� 1/"X8" F 7T STRIP FrG. DETAIL W/ PAVER OR TILE * 12"X 8* FIG. IS MINIMUM FOOTING SIZE. REFER TO SITE SPECIFIC PLANS, AND STRIP FIG. SCHED. FOR ANY ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN. (-SEE COLUMN ANCHORING DEW COL FINISH GRADE 3" FROM EDGE SODbED REQD TO BOLT 7 FOR EROSION/ PROTECTION 2" MIN. COVER * NOTE: SITE SPECIFIC ENGINEERING I WHEN THIS MEASUREMENT IS SOLID ALUMINUM ROOFS. (EXI ENGINEERING IS NOT'.':ktWIRl EXISTING HOUSE _070 3X3X.070 t "03 0 5.094- N c1l 0 c� 0 0 f Z—GUTTER BRACE (A p CA C 2X C 2X 4.0" 3.0" 2.0" 7- 0 C125" 050" TYR __ ht ZAZ 3X3 2X4 3X2 4X4 2X5 2X2'X1/B' X 2' LG. MIN. ANGLE EA. SIDE OF COL //I-- (4)- §6 TO COL & (W/)COV2 x 3 1/2' To CONC./2 ONC. LG. x 3. COLUMN ANCHORING DETAIL TO (4)_ #6 TO COL (TYP) CUP ANGLE(l)- 1/2- X 3 1/2- LG. OL TAPCON TO CONC. (TYP.) 2 PER COL 0 113" 1X2/1X3 RSEWHERED.C. RV411OR TILES FIG.WPA4.. DELETE 1X2/1X3 FOR FRONT ELEVATION OPEN PORT (TYP.) 3" FROM EDGE — TO BOLT (MIN.) NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS. . . . . . . . . . . . ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE A MIN. 2"X2"X1/B"x2' 4 LONG. 1/2' DIfi_ BOLTS ARE TO BE EXPANSION TYPE. (SEE ANGLE TO CONC. DETAIL)%* B EXPANSION BOLTS TO BE -HILn KWIK BOLT 11- SYSTEM OR EQUAL 1�A *4" LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN LIEU OF TAPCON TAPCONS ARE TO BE SIMPSON 'MEN" OR EQUAL LA FIR OR TILE SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS '!����:i�i:'UEU OF 6x6 - 10/10 W.W.M. GENERAL N CITIES THIS STRUCTURE HAS BEEN DESIGNED & TESTED IN ACCORDANCE �DEr F.B.0 2017 EDITION. THE MIN. MECH. PROPERTIES OF A %.-IN..AC66R6M THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO C014F6QS:-.7 OF THE ASCE 7-10 SEE COLUMN ANCHORING L ED. OF co SCREEN WALL & SCREEN ROOF.LbADS 3" FROM eDGNLIVE LOADS M 5 ALUM. PAN & INS. PANEL STRV�.'#ES BASEb:' TO BOLT 1. ALL PRIMARY MEMBERS WILL BE POP'**-"R*I'V'..E..T...8..:*.'..Q.'I2- OTHER POSITIVE 'GRADE FASTENERS. 2. ANCHORS SHALL BE PLACED GREQt)Z':-.TMN OF CONCRETE SLAB OR FOOTINGS. ALL CONC. FASTENERS MUST MIN. SOLID CONC. REGARDLESS OF LENGTHS SPECIFIED IN INDIV,)6*b,&---,.---i lftAlLs 3. FASTENERS FOR ALUM. 4' CONC. SLAB 6X6 - 10/10 W.W.M. 4. ALL CONC. ANCHORS SHAtd,-J_fAVE A Off .'BE PROVIDED B-X8- FIG. W/ 1-#5 W/ 1/2 INCH DIA. WASk_elS`-'JYIN. Sp G 5. CONTRACTOR IS RESPONtla.1-0 INSULATE ALU%*-'-.MEMBERS FROM DISSIMILAR METALS EW'�W� UNDER FTG. & SLAB DETAIL TO PREVENT 6. ALUM. IN CONT.Ab�- . %W CO, -E PROTECTED W1 HEAVY BOOTED BITUMINOUS --8�A '.',b NOTE. FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.W.M. OD : 8 PAINT OR Wt1l - -LOW, Q6 OR THE WOOD SHALL BE PAINTED W/ TWO 3X3 OR 4X4 ALUM. COL N . CONC. FOUND. 4.67" co li LO 7 Ug8" TYR FRONT ELEVATION INTERIOR FASTENING 4 - #10 X 1 1/2- SMS. INTO SCREW SLOTS EA. SIDE Z2- KAILIL�� z--RAIL*- CID CHAIR RAIL CONNECTION , _bN� NOTE: THI$L.:.. _W WkIS 5 FOR 60�b - DEEP OR G i ADDmd.dAL 2"X2"X2*Xl/8' ANGLE EA. SIDE 2 2 2"X3'Xl /8' X 2' LG. MIN. ANGLE EA. SIDE OF COL W1 (4)- #6 TO COATS OF AL vmUSI�--. PAINT Am 40 s INI SEALED W1 A GOOD QUALITY CAULKING. 7- ALL DOORS TO'ft.':'-"tt�'r-l�'C-.LOSING"*6"L�TCHING, W/5 Fr. HIGH DOOR HANDLES WHERE POOL OR SRk-*IST-.--.f)QOR 202 DOOR JAMB PLACEMENT WIDE iAS_ Y OF INSIDE OF COL W1 (3)- #6 TO COL X 2 1/2- L & (1)- 3/8 6. TAPCON COL & (2)- 3/8- X . IS OPTIONAL ALL OTHER COLUMNS TO--'�OQ TO CONC. 0 EA. CUP 6 TO COL (TYP) 1 a 3 1/2" LG. TAPCON TO CONC. @ EACH CLIP. 8. PLAN SUPERCEDES ANY REQ.'S SHOWN ON ­Ei Tlili... -r. �Wg� i CLIP ANGLE COL 3 8" X 3 1/2* LG. TAPCON Iq cq TO CONC (TYP.) 4 PER COL.. 0 a ?Cl 0 g3 0 18" C X2 X3 ELSEWHERE 3' FROM ED BErw DELETE lX2/lX3 FOR FASTENE FIG- 2 GE 2' mli4`., A EU MIN. OPEN PORT (TYP.) MIN. FRONT ELEVATION COLUMN ANCHORING DETAIL NOTE- ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLUMNS. *4" LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN LIEU OF TAPCON TAPCONS ARE TO BE SIMPSON `TITEN" OR EQUAL SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS GENERAL DETAIL SHEET: ARE N61`�tTRUG-9RAL. MEMBERS INTERCHANGEABLY. STRIP FOOTING SCHEDULE RETE',7.rQf?.'-'-F0QNl)ATIONS TO BE-250OPSI MIN, t4iS SPECIFICATION MAY BE PER LO&k-%tUILDING CODES. U ' R�1�'S, COLUMNS ..................*AL 6005-75 R'.%EYTRUSIONS .........................AL. 6063-T5 ................................... *AL. 3003-111 S 'R ..-EWS, RIVETS, WASHERS ......AL 2024-T4 "TENERS TO BE ALUM., NON-MAGNE TIC SS STEEL, CADMIUM PLATED STEEL OR STRUCTURE FOOTING (MIN.) WIDTH X DEPTH REBAR SCREEN ROOF W/ Up TO 7LB 12"X10" 24,9 SCREEN ROOF W/8LB 12"X12" 2-#5 SCREEN ROOF W/ 12"X 15" 2-#5 I HEADED (NYLO-TEC OR PRO-TECT) FOOTING SIZES SMALLER THAN TH-010 MAYBEUSED WITH SITE SPECIFIC PLAN. *UNLESS; OTHERWISE NOTED I F.B.C. 2017 EDITION & ASCE 7.10 6005—T5 * CHAIR RAIL PER SCHEDULE .064" .125" 3 L 2X2 (8" X 3" LG. MIN. NO SIDES OF COL #1 TO COL 3/8-X2 1/2- LG, TO CONIC. 2-X2-Xl/8- X 3- LG. MIN. ANGLE TWO SIDES OF COL W/ (6)- #1 TO COL & (2)- 3/8-X2 1/2- LG. TAPCONS TO CONC. (6) - #10 X 3/4- SMS. (3 EA. SIDE) 2" X 2" X .062" RECEIVING CHANNEL W/ 6 - `10 X 3�4" SMS. TO SIDE N 12- NIL* RAIL* COu/ —V— ALT. CHAIR RAIL CONNECTION * CHAIR RAIL PER SCHEDULE FASTENING SCHEDULE it #14 TEK SCREW/HEX HEAD �2 # H H . - ij 4:r. P N, NCHOR ICKNESS 1 HD. B 07 jNiN A9 PIN . LVEE!,'1 E L 9N G E R MITPHICKNESS DATE 07/16/18 ENGINEERING BUSINESS CA G0009677 SCALE,,,,--- N.TeSo TARNOWSKI S�H �. C ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 — 2027 lJ Plantation, FL 33317 Fax (954) 727 — 9644 C.T. TARNOWSK-4!---r P. THIS DOCUMENT IS THE PROPERTY OFTARNOWSKI ENGINEERING, STRUCTURAL ENGINEER INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF TARNOWSIq ENGINEERING, INC.