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HomeMy WebLinkAboutApproved PlansST. LUCIE COUNTY DESIGN CER IFICATION NOTE: CONTRACTOR MAY USE LARGER 'CONCEALED FASTQM OR ATTACHMEM -MEMBER SIZE THAN SPECIFIED ON T1.I p�ucl� �y ^C o o ' OCCUPANCY:NSINGLE FAMILY EDITIONMEMBER - SCREEN ROOM THIS PLAN AT THEIR ,DISCRETION. ARE THE RSPMMILII1 OF THE " +'7 o n \ g Vo BUILDING DESIGNED AS: OPEN STRUCTURE O o nII V) '- BUILDING HEIGHT < 60 FEET C4MOTOR OF RECORD Q N m MEAN ROOF HEIGHT: 10'-0" NOTE: _ 3 z v \ \ Y p RISK CATEGORY: II DOOR LOCATION IS OPTIONAL. THESE PLANS AND ALL PROPOSED WORK �.a m BASIC WIND VELOCITY PRESSURES: CONTRACTOR MAY ADJUST IN of (q m _ I;.i z Y WIND SPEED: 150 MPH (3 sma o wM FIELD PER HOMEOWNER REQUEST ARE SUBJECT TO ANY CORRECTIONS I o c o a v BASIC WIND VELOCITY PRESSURES: 16.4 PSF WALLS - REQUIRED BY FIELD INSPECTORS THAT n 0 m � rn p o m Tp m 30 PSF ROOF NOTE: p�� p ROOF DEAD LOAD <ncw� oe+n ian mm To Amv uau ae ms>: 2 PSF THIS JOB WAS DESIGNED MAY BE'NECESSARY,IN ORDER TO o\ w m SOIL BEARING CAPACITY: WELL COMPACTED BASED ON 6005-T5 •c g MPACTEPROTECTIOSHEAR E01IEDEQNOREMENTS: YES ALUMINUM ALLOY AND E:OAIPLY._VVI'fHALLAPPUdABLL*dO'b'Sa \� 18X14 SCREEN MESH. - p w .� Z I w 0 ST. LL'CFUNTYo'C nMSION a REViEJ� k D FOR CO LIA SCE a v - ATTACH TO EXIST. REVILWED BY - o 9'-0" 2" FASCIA DATE > w EXIST. HOUSE PLANS pND FERMI MUST BE KEPT ON JOB o > n IXISf. HOUSE % N Oil NO L\SPECTION WILL BE MADE. w x o LU 0 z 2 W i 1X2 o x NEW ALUM. KICK PLATE (TYP) Q U o 2 c) F - EXIST. -mT1 " N HOUSE N EXIST. PATIO R00 U w �% W a w 1X2 COLEXIST. HOUSE %� DO U n. O Z Ww a�� U � w a EXIST. 12" O.H. zIX2 O O Q N O F- IT1 r z I SLB m i i /q\ `� Q 0p Un Of C) NEW 3"X.024'XiLB EPS 3DOOR0 ^ of PANELS (SPANS BY DO KIM & is o W >C n c o i ASSOC., LLC FLORIDA PRODUCT 6LB '` I J p W 0 x o 5L8 0 'oi N' APPROVAL FL -7561) i^ o 0 o Q;X LLI Q N LN ow Ui N N N ^� y N N Tr p 1 I rtN� � r - V 7 1X2 i 303 i 1 "' — - ,w Z Z N N ____________________________a U LU y n n 12" O.H. M 1 7'-0" 24' 24` 7'-0' 1 LL Q be cr W 19'_0• PLAN 0 0" F j W Lo'o W Z m x - `,e O p-Tl� Lo Q Z M0 µTZ n �M c� 4N 06 m D_ In , NEW 4" CONC. SLAB W/ 6X6 - n + �.t'E � Z V Z 2 10/10 W.W.M. OR FIBERMESH & e"X6° FTG. w/ 1- $5 REBAR (nP.) FRONT ELEVATION = W a `y 303 N 202 S 202 6' 4" 6'-4" 6' 4" 19'-0" J2 a 12" C.C./PANEL T&B C 2x3 D2V55 PANEL 87 TO EA EXIST TRUSS FROM CHANNEL AND O 1Y 2° MINN. FASCIA O.C. MAX. TO FASCIA NOTE: FASCIA MAY BE BUILT UP BY LAGGING NEW 1" MEM. TO OLD/ 2•,1/4" It 3-1/2" LAGS/TRUSS OR RAFTER. 2" SUB -FASCIA BEHIND 7" FASCIA IS ALSO ACCEPTABLE FASCIA CONN N HOUSE 11 INS. ROOF CONIC. WAIJ,I BEAM 2-1/4"X2-7/4' LON 2"X2"X1/8" CUP ANGLE TAPCON ANCHOR // _ # THRU CLIP INTO EXTG. EA' SIDE %2JP T6' BMR CONIC. WALL FOR 7 BEAM9S OR CIWO V. CUP. 4[ G GREATER, USE 3 - #4 EFFUSE & B APCONS. GttttEATER OR (4) - #2. BM TO HOUSE CONN. PL TOP 0 8' 1��j�ji�61\1 ROOF a CdDHCAI,, N SCREEN Flot- 041b PANEL L/80* 12' SPAN OR LESS L/120 L/180* OVER 12' PER SCHED, L n ° p ° o N `n7 V' z J .... <t e. w......:':�i�<., i,'.'✓..\�+'a.:. .'.i'��V.'i � -- � U N — 6 -- m no no = 0 N BEAM SPAN SEE SCHEDULE VARIES PL TOP 0 8' 1��j�ji�61\1 CORNER COL 1/4" AIR GAP SECTION B -B c (SCREEN ROOM) • SEE TABLES OR SITE SPECIFIC CONN. TOE CONT. ,Xz (SNAP Mor BE usm) TOP TO BOTTOM OF PANEL OF zo ALL JOINTS v FASTENING SCHEDULE ELEVATION C 91 14 TEK SCREW/HEX HEAD SUN Roots jj2 - •10 S.M.S./ HEX HD. #Boa ac. PANEL #3 - 1/4" X 2 1/4" TAPCON ANCHOR 4 - 1/4' BOLTS/WASHER/NUT 5 - CLIP ANGLE,.125" MIN. THICKNESS 202—' 02 QARR BEAM 6 - #12X1" LG. S.M.S./HEX HD. 92 SCREWS 7 - 1 /4" X 3" LAG (5 SCREWS MIN. 8 - 1/4° LAG*, WITH 1" WASHER EACH s10L1 2'%2°x) /B' INK. (LENGTH 9 - #10 X 1 1/2" S.M.S./HEX HD. D MI m B BM. slz 112 -CLIP ANGLE, 3/32' MIN.THICKNESS COL WNG H ggNEL ANC ORES SCR W N.) TEK SC ENS kLAG BOLT LENGTH TO BE 1" LONGER THAN ALUMINUM PANEL THICKNESS CARRY BM. TO ALUM. COL. CONN. DETAIL INSULATED ALUM. PANEL DETAIL SHEET: O U EXIST. DRIP CAP AL FLASHING s•. --#B 0 a" G.G. THRU BOLTS 1ERS & NUTS )NAI_ I ..�iHINO C. /PANEL T&B C PANEL 13 a 72" O.C. CONIC. #7-15 O.C.0 . TO 2 X 4 STUD N L H-2 OR H-3 PANEL TO WALL CONN. T#0 BM. (W0//2) W/#7 EA. CLIP INTO .FASCIA) W TRUSS U) BEAM MIN. V FASCIAJ FOR 7" BEAMS OR GREATER CORNER COL. USE (3) - #4 & (3) - #7 BM. CONN. AT FASCIA #8ea- BOTTOM I T-2 OR T-,i- 6DLT5 /8" THRU- VANDO FRAMEF mm D.C. e 18" O.C. OR 302 16" O.C. SIDES TO FROM AN 3003 - -2 OR T - WINDOW FRAME BY ALL 2" ® B" O.C. SIDE FOR COLUMNS 5" DEEP OR GREATER INSTALL ADDITIONAL 2"X2"X2"Xt/8- ANGLE EA. SIDE OF INSIDE OF COL. W/ 3 - #6 TO Cl & 1 - 3/8" X 4" LG. EXP BOLT (WEDGE ANCHOR) TO CONC. EA CUP 2.7(2"X1/8- X 4- LG. ANGLE EA. SIDE OF COLUMN W/ (4)414 TENS TO COLUMN & (2)-1/4' THRU-BOLTS TO CARRY BEAM 3" FROM EDG�, TO BOLT `(MIN. R - R - R - R - 7 EL MAY PLYWOOD ROOF M4 CdDHCAI,, ALT. CARRY BEAM SCREEN RAIL"" R PANEL L/80* 12' SPAN OR LESS L/120 L/180* OVER 12' PER SCHED, ftAWQ715:.iR6i'p ° p ° o N `n7 V' io x .,,.:5:,(b..[.1v�w. ^.i '�'�.y .... <t e. w......:':�i�<., i,'.'✓..\�+'a.:. .'.i'��V.'i CORNER COL 1/4" AIR GAP SECTION B -B c (SCREEN ROOM) • SEE TABLES OR SITE SPECIFIC CONN. TOE CONT. ,Xz (SNAP Mor BE usm) TOP TO BOTTOM OF PANEL OF zo ALL JOINTS v FASTENING SCHEDULE ELEVATION C 91 14 TEK SCREW/HEX HEAD SUN Roots jj2 - •10 S.M.S./ HEX HD. #Boa ac. PANEL #3 - 1/4" X 2 1/4" TAPCON ANCHOR 4 - 1/4' BOLTS/WASHER/NUT 5 - CLIP ANGLE,.125" MIN. THICKNESS 202—' 02 QARR BEAM 6 - #12X1" LG. S.M.S./HEX HD. 92 SCREWS 7 - 1 /4" X 3" LAG (5 SCREWS MIN. 8 - 1/4° LAG*, WITH 1" WASHER EACH s10L1 2'%2°x) /B' INK. (LENGTH 9 - #10 X 1 1/2" S.M.S./HEX HD. D MI m B BM. slz 112 -CLIP ANGLE, 3/32' MIN.THICKNESS COL WNG H ggNEL ANC ORES SCR W N.) TEK SC ENS kLAG BOLT LENGTH TO BE 1" LONGER THAN ALUMINUM PANEL THICKNESS CARRY BM. TO ALUM. COL. CONN. DETAIL INSULATED ALUM. PANEL DETAIL SHEET: O U EXIST. DRIP CAP AL FLASHING s•. --#B 0 a" G.G. THRU BOLTS 1ERS & NUTS )NAI_ I ..�iHINO C. /PANEL T&B C PANEL 13 a 72" O.C. CONIC. #7-15 O.C.0 . TO 2 X 4 STUD N L H-2 OR H-3 PANEL TO WALL CONN. T#0 BM. (W0//2) W/#7 EA. CLIP INTO .FASCIA) W TRUSS U) BEAM MIN. V FASCIAJ FOR 7" BEAMS OR GREATER CORNER COL. USE (3) - #4 & (3) - #7 BM. CONN. AT FASCIA #8ea- BOTTOM I T-2 OR T-,i- 6DLT5 /8" THRU- VANDO FRAMEF mm D.C. e 18" O.C. OR 302 16" O.C. SIDES TO FROM AN 3003 - -2 OR T - WINDOW FRAME BY ALL 2" ® B" O.C. SIDE FOR COLUMNS 5" DEEP OR GREATER INSTALL ADDITIONAL 2"X2"X2"Xt/8- ANGLE EA. SIDE OF INSIDE OF COL. W/ 3 - #6 TO Cl & 1 - 3/8" X 4" LG. EXP BOLT (WEDGE ANCHOR) TO CONC. EA CUP 2.7(2"X1/8- X 4- LG. ANGLE EA. SIDE OF COLUMN W/ (4)414 TENS TO COLUMN & (2)-1/4' THRU-BOLTS TO CARRY BEAM 3" FROM EDG�, TO BOLT `(MIN. R - R - R - R - 7 EL MAY PLYWOOD . FROM TABLE OR FL PRODUCT APPROVAL PITCH IS Y" PER 12", MAX IS 6" IN 12" )F PANEL CONNECTION (FRONT ELEVATION) ROOF & WALL PANEL DETAILS ALT. CARRY BEAM PANEL SCHEDULE: po° PANEL L/80* 12' SPAN OR LESS L/120 L/180* OVER 12' R ftAWQ715:.iR6i'p ° p ° o N `n7 V' io i0 _ 13'-6" -- R — 4 -- 16'-2" 13'-10' R — 6 -- 20'—R" 17'-10' `EXPANSION BOLTS TO BE "HILTI KWIK BOLT li SYSTEM OR EQUAL. . FROM TABLE OR FL PRODUCT APPROVAL PITCH IS Y" PER 12", MAX IS 6" IN 12" )F PANEL CONNECTION (FRONT ELEVATION) R— 8 1 -- 1 24'-4" 1 21'-3" * = FOR USE IN HVHZ AREAS ONLY 2°%2'X2" LONG X 1/8' ANGLE M SIDE OF COL 3/ X 4 LLG. EXPANSION BOLT (WEDGE ANCHOR) TO CONIC. 0 EA CLIP COLUMN ANCHORING DETAIL IONh -A .:;:`;a;''`?'?::` :. TION C -C T .7S ALUM. CARRY ROOF & WALL PANEL DETAILS ALT. CARRY BEAM PANEL SCHEDULE: ROOF PANELS PANEL L/80* 12' SPAN OR LESS L/120 L/180* OVER 12' R — 2 11'-6" 12'-0" -- R — 3 12'-0" _ 13'-6" -- R — 4 -- 16'-2" 13'-10' R — 6 -- 20'—R" 17'-10' R— 8 1 -- 1 24'-4" 1 21'-3" * = FOR USE IN HVHZ AREAS ONLY 2°%2'X2" LONG X 1/8' ANGLE M SIDE OF COL 3/ X 4 LLG. EXPANSION BOLT (WEDGE ANCHOR) TO CONIC. 0 EA CLIP COLUMN ANCHORING DETAIL IONh -A .:;:`;a;''`?'?::` :. TION C -C T .7S ALUM. CARRY a -#B To COL (TYP) CUP ANGLE COL - 3 8° X 4" LG, EXPANSION y.: `'i::: ALUM. COLUMN SEW ARp#T) :; :��'UN ROOM) BDLT EDGE ANCHOR) TO CONC. ALT. CARRY BEAM (TYP.) Z PER COL _ IS FbRlj(tt,IIf'JI(�ER;:;T(£ANI':`:AND COLUMN SI2ES. TO COLUMN """ q3 a 18" O.C. ,xz 1x2 ELSEWHERE FIG. NC R ,xz M 2Gz: (.¢e,6 Ge DELETE 1X2 FOR OPEN PORT (TTP.) FRONT ELEVATION CARRY BEAM NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS. '':';".:;1{,{,�• PER SCHEDULE #8 THRU PANEL, BM, 'ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE 2"X21(7/8°%2" r%9^. N; •ANGLE W/ 8" C.C. _--t&G. USE ONE ANCHORS PER CLIP -. MIN. TWO ANCHORS PER COLUMN IN ALL CASES. PtA. BOLTS :ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONIC. DETAIL) Ae'xa' L0'TAPCON To^.s/•B', `EXPANSION BOLTS TO BE "HILTI KWIK BOLT li SYSTEM OR EQUAL. •3/a' TAPCON rAY BE USED IN UEU OF 3AB" EXPANSION BOLT - SEE GENERAL NOTE 4 FOR ADDITIONAL REQUIREMENTS 1X2 202 1 1 202 cowMN-� �rrl Lz-gz D'm.) INTERMEDIATE COL. FOR SCREEN ROOD F.B.C. 2014 EDITION & ASCE 7.10 2 (1-1/2" LONG) U® 11" C.C. (TYP.) DATE 07/01 / �� ENGINEERING BUSINESS CA 000096T/ 2"X2"%1/s" X 2' LONG - SCALE N.T.S.- TARNOWSKI SLIP AN W/3 - #2 —ENGINEERING En. FACE SHEET D CIVIL & STRUCTURAL ENGINEERING SCREEN ROOM COL TO BEAM CONN- i/ 7360 N.W. 5th Street Phone (954) 727 - 2027 q❑ q -/ -Plantation, FL 33317 Fax (954) 727 - 9644 P.T. IARNOP.E. THISOOCUMENTISTHEPROPERTOFTARNOWSKIENGINEFAINO, INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART STRUCTURAL ENGINEER — FIA LIC. 0050562 WITHOUT WRITTEN CONSENT OF TAANOWSM ENGINEERING, INC. ALL CALCULATIONS ARE BX D ON 1. FOR SCREENING WITH 1BX14X.013" MESH SPANS ARE BASED ON LOADS FROM FBC TABLE 2002.4 LOADS ARE APPLIED SIMULTANEOUSLY TO WALL ,& ROOF 2, 30 PSF ROOF LOAD, 16.4 PSF WALL LOAD 3. WIND LOAD = 150 M.P.H. / EXPOSURE B / CATEGORY II 4. DESIGN MEETS L/120 DEFLECTION REQUIREMENTS COLUMN SCHEDULES WITH SOLID ALUMINUM ROOF (OPEN WALLS) COLUMN TYPE: 3X3X.090 4.0' 1 LOADING - 33 PSF AREA - 1.08 X - 1.5 1 - 1.52 202 COL' SPACING 4 5 8 7 B 1 9 1 10 11 12 1 13 1 14 15 16 17 1 18 19 1 20 4 21.3 19.1 17.4 16.7 15.11 14.2 13.5 129 123 11.8 11.4 11.0 10.7 10 3 10.1 9.8 9.5 5 19.1 17.1 15.6 14.4 135 1 12.71 12.1 11.5 11.0 10.5 10.2 9.8 9.5 9.2 1 9.0 1 8.7 8.5 B 17.4 15.6 14.2 13.2 12,31 11.61 71.0 105 10.1 9.7 9.3 9.0 8.7 8. 8.2 8.1 7.8 7 18.1 14 13.2 2.2 11.4 10.7 10.2 15.1 9.3 B.9 B.6 8.3 8.1 7 7.6 7.4 7.2 B iS1 13. 123 11.4 70.7 10.1 9.5 9 8.7 &4 8 7.B 7.5 7. 7.1 6.9 &7 9 14.2 12.7 11.8 10.7 10.1 8.4 8:4:+: B.6 8.2 7.9 7.6 7.3 7.1 6. 6.7 6.5 6.4 10 13.5 121 11.0 10.2 9.5 9.0 8.5 8.1 7.8 7.5 7.2 7.0 5.7 6. 6.4 6.2 6.0 .' 11 2.9 17.5 10.5 9.7 9.1 B. 8 7.8 7.4 7.1 8.9 8.8 8.4 e. B.1 5.9 9.0 12 2. 17.1 1 1 3 .7 B. 1 .4 ,7 6. :: .2' -9.-4- 8.2 :• 5 6 51i•: 14 11.4 10.2 9 8.6 8.1 11.2BE23.4:' ] 6.9 6.6 6.3 6. 59 5.7 5 54 .2 5. 18 10. .5 8. 1 .5 7.1 6.7 8.4 •g.8 5.9 5.7 5.5 5.3 21.3 5. .9:: 4.8'' 1 23.8 9.0 82 7.6 7.1 21.39LBH 6.1 5.8 5.8 5.4 52 5.0 4.2 .7 .:.:4.5' 7.0 20 .5 8.5 1 1 2 t0.8 8.4 6. 5.7 5 53 5.1 9 4.8 2 4.5 .' 4:�� .3:., TABLE GIVES MAX. CULUMN HEIGHT FOR GIVEN COLUMN SPACING AND dtAM LUAU *BEAM LOAD FACTOR = THE SUM OF 1/2 THE SPAN OF THE LONGEST MEMBER ATI'ACHED TO H SIDE OF THE CARRY BEAM. COLUMN TYPE: 4X4X.090 4.0' 1 LOADING - 33 PSF AREA - 1.45 F;; .T;S 1 202 SPACING 4 5 B 7 8 9 10 11 12 13 14. 15 T:G.':'::':1,%:: 10.1 ;..1Q. ;.;:,19,';::;:•x(1 2)(4X050 4 33.2 29.7 27.1 25.1 23.5 221 21.0 20.0 19.2 18.4 7.4 :17-1 16:.:•:• 7.0 6.6 . Z'14.9 6.3- S 29.7 28.6 24.3 22.5 21.0 19.8 18.8 17.9 17.1 15.5 . -15Z 14.9 '•: " : 4 : ;1' . 13.3 6 27.1 24.3 22.1 20.5 19.2 16.1 17.1 16.4 15.7 15.0 14.. ':14' :13.6 1 2'•; .E ':1 .4 12.1 7 25.1 22.5 20.5 19.0 17.8 167 15.9 15.1 145 119 .4 S' ':1 6 .2 1.13L 11.5 11.2 11.2 23.5 21.0 19.2 17.8 16.5 15.7 14.9 14.2 13. .. 0 12.6 '12:1 14.9 11.4 11.1 10.8 10.5 9 221 19.8 18.1 16.7 15.7 8.4 8:4:+: 3.4 12. '•::f 7.1 :41:8 11:4': .:tt' i'-1 0.7 10.4 10.2 9.9 1 21.0 78.8 17.1 15.9 14.9 14.0 13.3 12.7 1 .:': 4:.:E.:'.:10. 9.1 !'.! E15' .2 9.9 9.8 9.4 11 20.0 17.9 16A 15.1 142 134 12.7 12.1 7.' : •:14: � •: . ' i A3'. :'.iUD�':9: ' 9.4 9.2 9.0 12 19. 17.1 5.7 4.5 13.8 7 .8 1 1.6 11 .; AID. 51 :B :: .2' i9: is :9:6 :' :• .0 89 8.8 14 13.3 15.8 '14.5 13.4 12.8 11.2BE23.4:' 0.7 :';$T;7 21.7 ': :. 9.2 ' .E " B,B B. 8.7 7.9 16 16.6 1 .9 13.6 28 1 11.1 1 S •. . •g.8 9'. '.:': 224 .&6 &3 21.3 .8 .6 7. 18 23.8 14.0 12.8 1.8 17.1 21.39LBH '4::: 0 e. '•:': 25.7 .:..1 7.8 8 7.4 7.2 7.0 10 14.9 13.3 1 1 1.2 t0.8 9.9 4':;: 10LB : '8• 82 ': .9'::.� :. 7.4 2 0 6.8 6 TABLE GIVES MAX. COLUMN HEIGHT FOR *BEAM LOAD FACTOR = THE SUM OF 1, ATTACHED TO P NUM ROOF BEAM LOAD FACTOR* COLUMN HEIGHT CHAIR .. EDULE MAXIMUM RAIL SPAN RAIL 4.0' 1 S.0' I 6.0' 1 7.0' 1 202 7.0 6.4 5.8 5.4 2X3XD50 10.5 9.4 8.6 7.9 M7.4 2)3X060 11.0 10.9 10.1 9.4 8.0' 2)(4X050 11.0 11.0 10.2 9.5 d:{.; 2%5X050 11.0 11.0 11.0 10.8 LOAD 'FACTOR* RAIL LENGTH *1:Df±Q;.*Vtd: = 1/T'4iL DISTANCE TO CHAIR RAIL OR GROUND BE1:OW::t ,f./,;$.,. THE DISTANCE TO CHAIR RAIL OR BEAM ABOVE TABLE GIVES MAX. COLUMN HEIGHT FOR GIVEN COLUMN SPACING AND BEAM LOAD FOR LONGER SPANS SEE SITE SPECIFIC ENGINEERING. NOTE: THIS TABLE APPLIES TO BOTH BEARING AND NON BEARING WALLS FOR HORIZONTAL WIND LOADS CONTROL IN DESIGN. 2X4X.050 MAY BE USED IN LIEU OF 41-8, 2X5X.050 MAY BE USED IN UEU OF 5LB. "ALL CALCULATIONS ARE BASED ON 6005-T5 ALUMINUM ALLOY **1/3 STRESS REDUCTION NOT USED IN CALCULATIONS **LINEAR INTERPOLATION BETWEEN COLUMN SPACING IS ALLOWED SCREEN FABRIC DETAIL SHEET: 1BX14 MESH I EXPOSURE B 1 150 MPH I F.B.C. 2014 EDITION FOR SOLID ALUMINUM ROOFS MAXIMUM COLUMµHB)$JT{AN/y0'ALUMINUt6.'Rt1(5F'::;•% SCALE N.T.S. MAXIMUM COLUMN HEIGHT W/20'ALUMINUM ROOF _ SHED = : _ B2 [T5'JB; COLUMN 4.0' 4.5' S;8*{. :;!5.:5i:':'•i$':0.?;•?4;5' i:;{14.':;:'• 7:0':G%;7;5' 8.0' COLUMN 4.0' 4.5' 6.0' 5.5' 6,0' 8.5' 7.0' 7.5' 8.0' 2XSX060 8.0 8.0 7:4:{!::7;4 :';:7$:i;'':z 7.8 d:{.; :.B.B "1'6.6 6.3 2X3XO60 8.0 8.0 7.4 7.4 7.0 7.0 6.6 6.6 6.3- 3X3XO90 10.0 7.6 7.2 6.8 4.8 4.7 4.7 4.6 4.5 2X4X125 8.0 8.0 8,0 8.0 8.0 2X4X125 7.3 •: 5LB :;':A-11.1 3)3X125 11.0 .:11.0 10.2'!;1, :3'i ,8?:� ?;946;:: i1$1 9.1 8.7 3)3X125 11.0 11.0 10.2 10.2 9.8 9.6 9.1 9.1 8.7 4X4XO90 13,4':'::1a.M 12.5 :iQ'b:: ;:fi:�+: 11.7 11.2 11.2 10.7 4)4X090 13.4 13.4 12.5 12.5 11.7 11.7 11.2 11.2 10.7 4X4X125 :T4;$:i :';'A:9 13.6 1.3;9'; '•; 1'6;0 13.0 12.3 12.3 71,8 4)4X725 14.9 14.8 13,8 13.8 13.0 13.0 12.3 12.3 11.8 4LB :y:;'.9fF}';' 9.4 8.4 8:4:+: :;:7.T. 7.7 7.1 7.1 6.6 4LB 9.3 9.3 8.3 8.3 7.6 7.6 7.0 7.0 6.5 5LB'1-117 3$.1 10.8 10.8{.--A't 21.7 9.8 9.1 8.1 8.5 5LB 12D 120 10,7 10.7 9.7 9.7 9.0 9.0 8.3 :e'$Yi%:::1$1`: 11.7'?:10.7 10.7 9.9 9.9 9.2 6LB 13.0 13.0 11.6 11.6 10.6 10.6 9.7 9.7 9t i$:3"+%43.5 13.5 12.3 123 11.3 11.3 10.6 7LB 15.0 15.0 13.3 13.3 12.1 12.1 11.2 11.2BE23.4:' :';$T;7 21.7 20.4 ?0.4 18.4 19.4 18.5 8LB 23.4 23.4 21.7 21.7 20.4 20.4 18.4 19.4::8LB 25.7 ;•,'x: •. 23.8 224 22.4 21.3 21.3 20.3 9LB 25.7 25.7 23.8 23.8 22.4 22.4 21.3 21.39LBH 27.7 �'�, 9:7 25.7 24.2ji 24.2 23.0 1 23.0 1 22.0 1 9LBH 1 27.7 1 27,7 25.7 1 25.7 24.2 24.2 23.0. 1. 3,0 22. 10LB 32.0 32.0 29.7 29.7 27.91 27.9 1 26.5 I 26.5 I 25.4 I tOLB 32.0 32.0 29.7 29.7 27.9 27.9 28,$,'. :;Y$';$' 25.4' TABLE GIVES MAX. COLUMN HEIGHT FOR 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 41-8, 2X5X.050 MAY BE USED IN UEU 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 SCREEN FABRIC DETAIL SHEET: 1BX14 MESH I EXPOSURE B 1 150 MPH I F.B.C. 2014 EDITION FOR SOLID ALUMINUM ROOFS TABLE GIVES MAX. BEM SPAN FUR GIVEN BEAM 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 UEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF SLB. Y BEAM LOAD FACTOR• BEAM LENGTH B/T COLUMNS CARRY BEAM SCHEDULE FOR SOLID ALUMINUM ROOFS (SCREEN WALLS) WITH ROOF UP TO 10' SCALE N.T.S. MAXIMUM BEAM SPAN _ SHED = : _ B2 [T5'JB; i:;{14.':;:'• }.. 5`::.'•':';i6... 3X2X050 5.1 5.0 5.0 4.9 2X4X126'.?•,10,'S`•j'.'41$.0 3)2X050 3.9 3.9 8.6 8.2 7.8 1 7.6 7.1 6.8 6.5 6.1 5.8 ';2y5X125 '42;d';: i:i4.3'' 10.9 10.3 9.9 9.5 1 9.1 8.6 8.2 7.6 7.2 6.8 4.8 4.7 4.7 4.6 4.5 2X4X125 8.0 8.0 8,0 8.0 8.0 2X4X125 7.3 •: 5LB :;':A-11.1 10.3 9.7 9.2 8.8 8.4 7.1 6.9 6.7 6.6 2X5X050 5.6 5.5 5.4 5.4 5.3 10.7 10,2 8.0 6.0 8.0 8.0 2X5X125 8.0 8.0 ; 4.7 13,6 12.8 12.1 11.3 10.7 10.1 9.2 8.6 8.0 7.5 7.1 19.1 17.7 16.7 15.8 15.1 14.5 14.0 12.8 11.9 11.1 10.5 9.9 ::%a 21.0 19.4 18.3 17.4 16.8 16.0 15.2 13.9 12.8 12.0 11.3 10.7 '•::ICSH 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 28.1 24.3 22.8 21.7 20.7 19.8 19.2 1 18.1 I 16.7 15.6 14.7 14.0 TABLE GIVES MAX. BEM SPAN FUR GIVEN BEAM 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 UEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF SLB. Y BEAM LOAD FACTOR• BEAM LENGTH B/T COLUMNS CARRY BEAM SCHEDULE FOR SOLID ALUMINUM ROOFS (SCREEN WALLS) ]BEAM LOAD FACTOR* BEAM LENGTH B/T COLUMNS TABLE GIVES MAX. BEAM SPAN FOR GIVEN BEAM LOAD *BEAM LOAD FACTOR - THE DISTANCE FROM CARRY BEAM TO CHAIR RAIL BELOW 2X4X.050 MAY BE USED IN UEU OF 4LB, 2X5X.050 MAY BE USED IN UEU OF 5LB. WITH ROOF UP TO 10' SCALE N.T.S. WITH ROOF UP TO 20' _ SHED = : _ B2 [T5'JB; 3X2X050 5.1 5.0 5.0 4.9 4.8 3)2X050 3.9 3.9 3.8 3.8 3.8 2X3X097 6.6 6.6 8.6 6.8 1 6.4 12=097 5.4 5.4 5.4 5.4 5,4 2)4X050 62 6.1 8.0 5.8 5.7 2)4X050 4.8 4.7 4.7 4.6 4.5 2X4X125 8.0 8.0 8,0 8.0 8.0 2X4X125 7.3 7.2 7.1 7.0 7.0 2X5XO50 72 7.1 6.9 6.7 6.6 2X5X050 5.6 5.5 5.4 5.4 5.3 2X5X125 8.0 8.0 6.0 8.0 8.0 2X5X125 8.0 8.0 8.0 8.0 8.0 ]BEAM LOAD FACTOR* BEAM LENGTH B/T COLUMNS TABLE GIVES MAX. BEAM SPAN FOR GIVEN BEAM LOAD *BEAM LOAD FACTOR - THE DISTANCE FROM CARRY BEAM TO CHAIR RAIL BELOW 2X4X.050 MAY BE USED IN UEU OF 4LB, 2X5X.050 MAY BE USED IN UEU OF 5LB. 6005-T5 , 4.;I. 'GW`E"`I' sTRucruRAi Ia;9INti3i - TARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. Sth Street Phom (954) 727 - 2027 Plantation, FL 33317 Fox (954) 727 - 9644 HIS DOCUMENT IS THE PROPERTYOFTARNO ENGINEERING, JC. AND SHALL NOT M REPRODUCED IN WHOLE OR IN PARE VITHDUTWRnTENCONSENTOPTMNOWSI ENGINEERING,INC. DATE 07/01/15 SCALE N.T.S. _ SHED = : _ B2 [T5'JB; 6005-T5 , 4.;I. 'GW`E"`I' sTRucruRAi Ia;9INti3i - TARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. Sth Street Phom (954) 727 - 2027 Plantation, FL 33317 Fox (954) 727 - 9644 HIS DOCUMENT IS THE PROPERTYOFTARNO ENGINEERING, JC. AND SHALL NOT M REPRODUCED IN WHOLE OR IN PARE VITHDUTWRnTENCONSENTOPTMNOWSI ENGINEERING,INC. o 0 0040"`0 040 n 040" 0 044" .060 N.ttP. N a TIP. 102 1X2 1X3 202 2X3X.060 SCREWS 7LB RQl '• ... THIS STRUCTURE HAS BEEN DESIGNED Sc TESTED IN ACCORDANCE W/'Tlijl;:RF'QUIREMENT$;;O,P,.':THE RK LARGER OR WIDTH X DEPTH F.B.0 2014 EDITION. THE MIN. MECH. PROPERTIES OF AL.UM:,'?,?RE.:I N. AQOORQAIQGE';W/ 1AiE57 ED. OF #10 S.M.S. FOR 6LBOR 12"%10" THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO COTJEQt(MS;,YQ7yl.;:A.S{GN'.;:'C�RIA SMALLER a 1B" C.C.TOP OF THE ASCE 7-10 & BOT. SEE COLUMN ANCHORING DETAIL SCREEN WALL & SCREEN ROOF.U).ADS BASEt}:;'{SN:(;7 $X74 •§CREEN�•.M',ESH. SQDDED REQD ::;t?:!.;;,!•,,• FOR EROSION 3' FROM DGE TO BOLT MIN.) ALUM. PAN &INS. PANEL STRt1CTURES BASED.':'ON'i4:004 LIVE LOADS PROTECTION MEMBERS WILL BE CONNECTSUf{..j'::®4GTS, POP'R+:^7;E,iS.IIR OTHER POSDIVE BEAM E t t FINISN`'ORADE FASTENERS. 4LB .100 .046 ''• I• ' 2. ANCHORS SHALL BE PLACED GRFA];E{i';:TNAN 3E{Y44A;'E136�, OF CONCRETE SLAB OR FOOTINGS. 5LB17LS7LBBLEI ;:,.• In I '"'* ALL CONIC. FASTENERS MUST $Eie(�eeP:'A MIN. dF:•;}1;;:1.; 2",?;INTO SOLID CONIC. REGARDLESS OF COVER * 11:'4;;" ':�:. < LENGTHS SPECIFIED IN INDIVIbUAF:'.ii'ETAILS;:;;:•;y;;. .224 .072 io 4" CONIC. SLAB 3. FASTENERS FOR ALUM. SNEi<.I'StSHALL NpT::FYFiED 8"'i4)N}iCENTER 9LB .224 .072 8 W 6X8 - 10/10 W.W.M. "LBH .306 AB2 4LB.5LB.6LB.7LB 'I��I` 6"X8" FTG. W/ 145 W/ 1/2 INCH DIA. WASHERS:{MIN. '•::: . .,, , lou.389 .092 COLUMN ANCHORING DETAIL Q OR 1X3 � PAVERS OR TILES TOOLY *W}y"X8_ii�iiiiiiiii / 12"* STRIP FTG. DETAIL W/ PAVER_OR TIL * 12"X B" FTG. IS MINIMUM FOOTING SIZE REFER TO SITE SPECIFIC PIANS, AND STRIP FTG. SCHED. FOR ANY ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN. 1/2" 1^ 4.0" I 4.87^ Ile 20 d' m �'#- �::.:•: ,.`:;064^ NW .0250.0^" I'1FiNan `n TVP. N 1O0_On6P4" 5NoWo M 7tt8P"D5» WP55095 . .050� . _ 'm. 3.oC..X2.::::'' C 2X2 3X3 2X3X.050 GU TER t OU 'tR FASCIA D0 ?F :''JAMB C f' C 2X3 4 3X2 SUPER OUT'E'R 2X4X.050 2— 2X5X.05D FOR COLUMNS 5' DEE Pc::::::is ..:i' .>i:';::'F:;<i :';j:: OR GREATER INSTALL •y;•::.�'.;::)�: :iGOCM':; :::�•::�:.: :• .. .. .. 0 .D7o 3X3X.070 303 FROM FEXPOSED OF ffi o TO & ai 5.094" I N � 0 • N Z—GUTTER BRACE B':{- - - - 2^ 2^ - 2"X2"X1/8" X 2" LG. MIN. COL;: ANGLE EA. SIDE OF COL //— (W/ (4) 6 TO COL & LGWJ'..;.:�:.!.` O /, TAf'WN TO GONG./2" LG. in COLUMN ANCHORING DET (4)(-�)#67TO COL (TYP) CLIP ANGLE COL /-'jAPCON 7p CONIC./2" (TYP.) 2 PER COL. i 3 ® 78" O.C. iX2 1X3 LSEWHERE PAVER -:: 'V FTG. '•){.tlP:O.OMYL;,,;;: DELETE 7X2/7X3 FOR FRONT ELEVATION OPEN PORT OYP.) 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"X7/B"X2" LONG. i/2" DIA. BOLTS ARE TO BE EXPANSION TYPE. (SEE ANGLE TO CONIC. DETAIL). EXPANSION BOLTS TO BE "HILTI KWIK BOLT II" SYSTEM OR EQUAL ®e �/'�/W{W.M, TAPCONS ARE TO BE SIMPSON "TREN" OR EQUAL *4" LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN UEU OF TAPCON W/ X Co no -ru c SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS OF 6X6 - 10/10 W.W.M. 3X3 OR 4X4 ALUM. GOL DOING. FOUND. 3" TO � #8 TO COL (TYP) N CUP ANGLE COL:i' (2)- 3/8" X 3 1/2" LG. TAPCON TO COMM (TYP.) 4 PER COL.. O FD. .'O`"•0 ,..` i0 W3 018" X3 b.C. ELSEWHERE "1X2 1 FTG. 3" FROM EDGE 3. - DELETE 7X2/1X3 FOR MIN, MIN. OPEN PORT C") o EACH cu . THIS !8JANDAR0, DE'fAiG:;SHE [t; * C�%9:iaX2'5'ANit:_ ARE NHMEMBERS MAY;9E'.:4§:D INTERCHANGEABLY. STRIP FOOTING SCHEDULE 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 UEU OF TAPCON TAPCONS ARE TO BE SIMPSON "OTEN" OR EQUAL SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS GENERAL DETAIL SHEET: RETE%'fOR;';'F.Yt1'1NPATIONS TO BE 25COPSI MIN, EXCEEUINAd-."'0S SPECIFICATION MAY BE PER LOdW'-:'BUILDING CODES. URGINS,. COLUMNS ..........•...... *AL 6005-T5 R':;W.RUSIOMS ........................AL 6063-75 r:F{EEi.................................. *AL 3003-H76 ;I.('EWS, RIVETS, WASHERS ...... At- 2024-T4 iiENERS TO BE ALUM., NON-MAGNENC SS STEEL, CADMIUM PLATED STEEL OR STRUCTURE '• ... THIS STRUCTURE HAS BEEN DESIGNED Sc TESTED IN ACCORDANCE W/'Tlijl;:RF'QUIREMENT$;;O,P,.':THE - WIDTH X DEPTH F.B.0 2014 EDITION. THE MIN. MECH. PROPERTIES OF AL.UM:,'?,?RE.:I N. AQOORQAIQGE';W/ 1AiE57 ED. OF SEE COLUMN ANCHORING DIj;.};:::'::?;?, 12"%10" THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO COTJEQt(MS;,YQ7yl.;:A.S{GN'.;:'C�RIA COL OF THE ASCE 7-10 FINISH GRADE 3" FROM IN TO BOLT MIN. SEE COLUMN ANCHORING DETAIL SCREEN WALL & SCREEN ROOF.U).ADS BASEt}:;'{SN:(;7 $X74 •§CREEN�•.M',ESH. SQDDED REQD ::;t?:!.;;,!•,,• FOR EROSION 3' FROM DGE TO BOLT MIN.) ALUM. PAN &INS. PANEL STRt1CTURES BASED.':'ON'i4:004 LIVE LOADS PROTECTION MEMBERS WILL BE CONNECTSUf{..j'::®4GTS, POP'R+:^7;E,iS.IIR OTHER POSDIVE ALL SOLID ALUMINUM FINISN`'ORADE FASTENERS. 3"•'•''':'':• IXIS A.-g_NOMINAL ''• I• ' 2. ANCHORS SHALL BE PLACED GRFA];E{i';:TNAN 3E{Y44A;'E136�, OF CONCRETE SLAB OR FOOTINGS. 2" MIN. QONC:.';'S1A6;,... ;:,.• In I '"'* ALL CONIC. FASTENERS MUST $Eie(�eeP:'A MIN. dF:•;}1;;:1.; 2",?;INTO SOLID CONIC. REGARDLESS OF COVER * 11:'4;;" ':�:. < LENGTHS SPECIFIED IN INDIVIbUAF:'.ii'ETAILS;:;;:•;y;;. *NOTE: '::'.".:�•.:.:'t �'.�)�.� •. io 4" CONIC. SLAB 3. FASTENERS FOR ALUM. SNEi<.I'StSHALL NpT::FYFiED 8"'i4)N}iCENTER SITE SPECIFIC ENGINEERING REQU1kp'!.F..PR k,:REEN.'•jR47O(:"6.`. ;. 8 W 6X8 - 10/10 W.W.M. 4. ALL CONC. ANCHORS SHA{1;'.?kiQVE A }••: T!:{BjNi+:{y1k'Ap OR'8E PROVIDED - WHEN THIS MEASUREMENT IS LESS:iH1N:3'-0"' pNbS.fk?W.';A1:L 'I��I` 6"X8" FTG. W/ 145 W/ 1/2 INCH DIA. WASHERS:{MIN. '•::: . .,, , SOLD ALUMINUM. ROOFS, (EXCEPROFi:)STYE':9P.EC)fl0'':::Yy' S. CONTRACTOR IS RESPON516t ...::'Fq, INSUL4TE A7;k7M;:;.MEMBERS FROM DISSIMILAR METALS ENGINEERING IS NOj::,RE0WIRED FOR'iSCREFJ•}_7RAEL5 UNDER FTG. & SLAB DETAIL TO PREVENT ELEC�TROLYS(S:'{:;'{;!;;•;;;. :: •� ': ^ EXISTING HOUSE,..;Rbpfi4T;:' 6. ALUM. IN CON7�4T;•,W/ CONL;:?j4,R'• Y{OQW.;. fjk('L;:BE PROTECTED W/ HEAVY BOOTED BITUMINOUS :'•'FXP::':'SLAB FOOT. G.:;'•;:'., """""' NOTE: FlBERMESH MAY BE USED IN UEU OF 6X6 - 10/10 W.W.M. METHAP.R"(;tKLF•,,:;V1C{}UER OR THE WOOD SHALL BE PAINTED W PAINT OR WAP$R:':W..w/.. /TWO COATS OF AL64"'. j8gll$E;PAINT"ANOj7H�':'J61NTS SEALED W/ A GOOD QUALITY CAULKING. 7. ALL DOORS TO : EC:E...CLOSING ATIR IATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR NOTE: THl:;-.DJ 1W },'A'L�:©:.: FOR 66y 14S 5" DEEP OR GREATER INSTALL COL 2"%3"X1/8" X 2" LG. MIN. ANGLE EA SIDE OF ADDTIIONAL 2"%2'X2°%1 B' ANGLE APPLIE$':7Q¢ YFiE:•i#}P::4SFi: B.", OF INSIDE OF COL W/(3)- EA SIDE j/6 TO COL 2" 2" COL W/ (4)- 6 TO SPA:'fi,Cl$fy.; bPOR LC A....... @.2O2 DOOR JAMB PLACEMENT IS OPTIONAL ALL OTHER COLUMNS WIDE M}S�SQNRY WAkLS;{..;.{:' X 2 1/2-1G. TAPCON COL & (2)- 3/8" X TQy1.L',ERIAlP,!'{F)t.:'$'!'JO,b4:ii:: ' ;{.{.;j0 CONG. O EA. CUP O O 3 1/2" LG. TAPCON T 8. A}k%;NDTE$;!�f?;P,kN.',G$?SHp6t!N:,;4N•SffE-SPECIFIC PLAN SUPERCEDES ANY REQ.'S SHOWN ON � #8 TO COL (TYP) N CUP ANGLE COL:i' (2)- 3/8" X 3 1/2" LG. TAPCON TO COMM (TYP.) 4 PER COL.. O FD. .'O`"•0 ,..` i0 W3 018" X3 b.C. ELSEWHERE "1X2 1 FTG. 3" FROM EDGE 3. - DELETE 7X2/1X3 FOR MIN, MIN. OPEN PORT C") o EACH cu . THIS !8JANDAR0, DE'fAiG:;SHE [t; * C�%9:iaX2'5'ANit:_ ARE NHMEMBERS MAY;9E'.:4§:D INTERCHANGEABLY. STRIP FOOTING SCHEDULE 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 UEU OF TAPCON TAPCONS ARE TO BE SIMPSON "OTEN" OR EQUAL SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS GENERAL DETAIL SHEET: RETE%'fOR;';'F.Yt1'1NPATIONS TO BE 25COPSI MIN, EXCEEUINAd-."'0S SPECIFICATION MAY BE PER LOdW'-:'BUILDING CODES. URGINS,. COLUMNS ..........•...... *AL 6005-T5 R':;W.RUSIOMS ........................AL 6063-75 r:F{EEi.................................. *AL 3003-H76 ;I.('EWS, RIVETS, WASHERS ...... At- 2024-T4 iiENERS TO BE ALUM., NON-MAGNENC SS STEEL, CADMIUM PLATED STEEL OR STRUCTURE FOOTING (MIN.) REBAR WIDTH X DEPTH SCREEN ROOF W/ 12"%10" 2-5 UP TO 7LB SCREEN ROOF W/8L6 12"X12" 2-#5 SCREEN ROOF W/ 12"X16" 2-#5 91.8 OR'GL6 ALL SOLID ALUMINUM 12"X16" 22-#5 ROOF HEADED (NYLO-TEC OR PRO-TECT) FOOTING SIZES SMALLER THAN SHOWN MAY BE USED WITH SITE SPECIFIC PLAN. *UNLESS OTHERWISE NOTED F.B.C. 2014 EDITION & ASCE 7"10 FRONT ELEVATION 6005—T5 SMS. EA. SIDE 12» CHAIR RAIL CONNECTION *CHAIR RAIL PER SCHEDULE DATE 09/30/15 SCALE N.T.S. _ SHEPT' ' C 2"X2"X7/8" 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 F COLU N 2» UL* RAIL* ALT. CHAIR RAIL CONNECTION "CHAIR RAIL PER SCHEDULE FASTENING SCHEDULE 1 — 14 TEK SCREW/HEX HEAD 2 — 10 S.M.S./ HEX HD. 13 — 1/4" X 2 1/4" TAPCON ANCHOR 4 — 1/4' BOLTS/WASHER/NUT 5 — CLIP ANGLE,.125" MIN. THICKNESS 6 — #12X1" LG, S.M.S./HEX HD, 7 — 1/4" X 3" LAG 8 — 1/4" LAG*, WITH 1" WASHER 9 — #10 X 1 1/2" S.M.S,/HEX HD. 12 — CLIP ANGLE, 3/32 MIN.THICKNESS *LAG BOLT LENGTH TO BE 1" LONGER THAN ALUMINUM PANEL THICKNESS NETARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 - 2027 Plantation, FL 33317 Fax (954) 727 -. 9644 HIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING, 40. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART JITHOUT WRITTEN CONSENT OF TARNOWSKL ENGINEERING, INC.