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HomeMy WebLinkAboutPLANSST. LUCIE COUNTY DESIGN b—'.1FICATION NOTE: DOOR LOCATION IS OPTIONAL RATIONAL ANALYSIS CALCULATION— — _ _ _ _ _ _ _ - _— _— _—_ _— _ o — — - — - CODE EDIfJON—FBG-2017 EDITION -- — — — -- CONTRACTOR NfAY ADJUST IN — -- -- — — — PER FBC 2017 FOR FOUNDATION I . OCCUPANCY: SINGLE FAMILY DWELLING — SCREEN ROOM FIELD PER HOMEOWNER REQUEST 00 /'gip BUILDING DESIGNED AS: OPEN STRUCTURE qz =8.5 PSF - 1.5 PSF (DEAD LOAD) = 7.0 PSF RECEIVED Duo 11 BUILDING HEIGHT < 60 FEET WIND UPLIFT= 7 X 25 X 2 = 350 LB o N oo m r NOTE: MEAN ROOF HEIGHT: 8'-0" WEIGHT OF 4" CONC. SLAB =_ 144 X 0.33 X 25 X 6 = 7,193 °2 � - �- O RISK CATEGORY: I CONTRACTOR MAY USE LARGER WEIGHT OF CONC. FOOTING = 8 X 8 = 144 X 0.67 X 0.67 X = 0 OCT 21018 0 00 w Z BASIC WIND VELOCITY PRESSURES: MEMBER SIZE THAN SPECIFIED ON APPLY SAFETY FACTOR 1.67 X 350 = 585 LB � w Z x WIND SPEED: 160 MPH (s sEwND cus,) THIS PLAN AT THEIR DISCRETION. Permitting 9®p�rtm®nt m Fw— ¢ ¢ w w BASIC WIND VELOCITY PRESSURES: 30.6 PSF WALLS TOTAL WEIGHT = 7,193 > 585 St, Lucie @P@rtMCounty M o .< o w LU 8.5 PSF ROOF ....OK EXIST. SLAB & NO FOOTING IS ADEQUATE ROOF DEAD LOAD (acne- DVD UMD USED TD RESIST UauFr RFACNDNS): 0 PSF NOTE: THIS JOB WAS DESIGNED SOIL BEARING CAPACITY: WELL COMPACTED NOTE: IF THERE IS AN EXIST. POOL, A MIN OF 36" MUST EXIST. REVIEWED FOR SHEAR WALL REQUIREMENTS: YES BASED ON 6005—T5 NO IMPACT PROTECTION REQUIRED FOR SCREEN ROOMS ALUMINUM ALLOY AND BETWEEN POOL AND EDGE OF SLAB. �R(6® Z 18X14 SCREEN MESH. 5 b7 h' ST. LUCIE COUNTY BUILDING DIVISIO t�Vv w REVIEWE OW > FCR C.0 P 'BAN _ w w 0 N RE%rIi:M"=J` �'� ATTACH TO EXIST. } Z W I�i O DATE o 2" FASCIA p 7) w z v PLANS AND P MIT 0 � o— 0 NC w w MUST BE KEPT O JOB OR EXIST. HOUSE � ? � _ w ¢ � _ EXIST. HOUSE z U w NO INSPECTION WILL BE MADE w j -� �/- � � ,x2 � U w Z ~ a 0 x o Q _� z ON� O W Q ' x j' Ld THESE PLANS AND ALL PROPOSED �'"� X N r � W o AAE SUBJECT TO ANY CORP,EC I IONS = o C) REQUIRED BY FIEW IINSPECTORS TN AT , X2 w 5'-4" 2'-8" 0 p W r FlAYDE NECESSARY IN ORDER TO 25'-0" -{I p� co Iw Q N COMPLYtYITI�IALL A=PLIC.. ►� CC►DS, $'-�" CD �Pl PLAN o z CV 7 L N N ".r"-J ED FASTENERS OR ATTACHMENTS n u-Q W Ak THE R�PONSISILITY OF THE w� W z LO to = H CONTF�ACTOR OF RECORD o� W W a) o w 7 _ IN ~ IL Z w t pmopw X Q Z s �la L & tp'_E -09 6" T - X: z �r O zLU r� Z0 (n L r7 W Cd EXIST. 4" CONC. SLAB Q Q " J J LO LL- NO FOOTING —t - 00 — (SEE RATIONAL ANALYSIS) a 3 FRONT ELEVATION W z o Z rauvnenDN naaxUnDN � ea rr� au� s ea_ DN U. o IATA arrWID0 sr cDNr J r. n r Fou araNs W N c ry� aru ENE REa 11, a zD R sr a Sum a <aesm erg LU w ro o a m DEao ins rrm niE a„oxsb S tFucluM / �N N ' EXIST. 48" O.H. i�i o I I� � �I 1X2 0 tD o � r7 � 2X3X.060 FLAT ROOF 1X2 N 1 X2 M 6'-3" 6'-3" 6'-3" 6'-3" c � m iV 25'-0" W/ 4 - #10 SMS. INTO SCREW 2" LG. SCREWS SLOTS EA. PURLIN REQUIRED 'k CUP ANGLES 3" 0 PER SHEET C 2X3X050 2X3XO50 1X 1X2 ABOVE CUP ANGLE. ANCHOR LAP BM. TO COL. W/ #10 PURLIN CONNECTION S.M.S. ® 10" O.c 0 CUP ANGLE BELOW. (NOT REQUIRED FOR 1 1/2" X 2 1/8" X .062" RECEIVING CHANNEL W/ 6 - #10 4LB OR 5LB COL) SMS. INTO BEAM & 3 - #10 SMS. INTO BOTH- SIDES-OF_2X3_ _ - _ - _/L.i 3" -Jt'7-j 'F !X3XO5 2X3XO50 COLUMN CUP ANGLE LAP BM. PER SCHEDULE PER SHEET C ALT. PURLIN CONNECTION CORNER COLUMN 2" X 2' X 1 /8" CUP LAP BEAM FLAT 2" X 2' X .125"- - OR SLOPED ANGLE*FASCIA*8LI3 CUP ANGLE ON #4 O EACH SIDE OF COL 3 - #14 TEK SCREW/ HEX HEAD EACH CUP TO COLUMN iNAL 3/8" X 2 1 /2" LONG LAG ANCHOR THRU CLIP & 1X2 (1) 3/8" THRU BOLT/ - WASHER/NUT PER CUP.% .4ND INTO EXT. FASCIA AND ® 16 THRU 202 & GUTTER -BF C.C. ELSEWHERE #5 REQD. FOR ALT. KNEE--`-.:-V MIN. 2BEAMS OR LARGER )- &/(1() #5 TOOFASCIIA. BEAM CONNECTION AT FASCIA * ALL EXI5nNG FASCIA TO BE A MIN. OF 2' THICK AND MUST BE SECURED TO ' EACH TRUSS OR RAFTER END W/ A MINIMUM OF ONE 1/4' X 3 1/2' LAG SCREW PER TRUSS OR RAFTER END. NOTE: 1' FASCIA MAY BE BUILT UP BY LAGGING NEW 1" MEM. TO OLD W12 - 1/4'X3 1 2' LAGS/SUSS OR RAFTER. 2' SUB -FASCIA BEHIND ":',•FJ'•�';r, 1 FASCIA IS AL11 ACCEPTABLE •: •t} 2" X 2" X 1 //8" CUP LAP BEAM FLAT ANGLE EA. SIDE W1 (2)- OR SLOPED :•'y� :: ;..;,:.. #4 OR (4) -#6 TI O BBEEAAM CHAIR' RI ��- 1X2, EXIST. TIE BEAM OR CONC. BLOCK CUP ANGLES 2" I PER SHEET C MIN. . MEMM iO N 2" LG. SCREWS REQUIRED -CUP ANGLES / PER SHEET C lix, 21 MIN. 2"X2"X1 8" ANGLE IN - - W/(1)=3/8"X3"-LG C ANCHOR TO CONC. 14 TEK SCREWS 6" LONG BRACE (IJ Ww..•;:$RACE INSTALLED AT i?1i• OUTSIDE FACE: USE 8" X 0.064' MIN. PLATE VJ/ (12)- #2'S INSIDE: USE 0.064" MIN ANGLE 1" X 3" X 8" LG. W/ (12)- #2'S -or- TWO 1' X 3" X 4" LG. ANGLES W/ (6)- #2'S 'K" BRACE INSTALLED W/ 5" X 5" X 0.064" MIN. PLATE OUTSIDE W/ (9)- #2 S.M.S. PER PLATE INSIDE: USE 0.064" MIN. ANGLE 1" X 3" X 4" LG. C.C. ELSEWHERE:;: : '`.%.y-••FROVIDE MIN 3/4" BETWEEN . W/ (6)- #2'S ONAR'r•.L5lAlL UEU OF 2X3X.060 BRACING DETAIL IST. TRUE:;:;' : .; ' : ' GENERAL REQUIREMENTS: ONE 'K" BRACE IS REQUIRED FOR EACH 15'-O" .( X 3' LvONG Idrd::•••r• l; OPTIONAL NON-STRUCTURAL SPLASH GUARD ATTACH TO GUTTER W/ #14 TEKS ® 24" :.., 3 - EA 1 4" LAG X 3" LONG INT. D.C. " t EA TRUSS ®24" C,C, MAX. OPTIONAL 1X2f1X3 W/2•:::;7M1::;:::;• TO BM. (INTERNAL) & ;X:;2;:::•;.: } I:`::''•:'::.' LONG @ 24" C.0 BETWEEN BEAMS LiII! EA' O.H. & 2" FASCIA SCREWS 'OR 4LB 2 - `,4 OR `1 1 9C1' PICKET 3 - CUP0 COL ® TO® 3 8 LAG BOLT THRU X 3' 2' X 2" X 1(8' E0. CUP & 202 AND GUTTER ANGLE EA, SIDE (24' C.C. ELSEWHERE) TER SUPER GUTTER I (TRANSOME) KNEE WALL/FASCIA CONNECTION )ITIONAL �5.• REQD. FOR "• FASTENERS &MIN. 1/2" EDGE 3 B 1$•: ti�:':iARQER DISTANCE. (3�:::�6_'.TA.GBE�MCM •' 2) PROVIDE A MIN. OF TWO (1} .;�-.;.�},, ;;'{1;3•: •(it�{•F!•,• �1 FASTENERS PER MEMBER TION�':;�'{•T.7�;}f'�:�$�}liih::'•;:•::'::::;::::••., •� 3)2X2X.090 MAY BE USED IN SUPER �2XEA. PICKET )) EA. LAG 1X2/1X3 GUTTER OPTIONAL E' L 1 - 2" LONG 0 24" O.C. FROM 1/2" X 9" LONG LAG EA X2/1X3 TO SUPER GUTTER CLIP THRU 2" FASCIA BETWEEN BEAMS NOTCHED 4"X4"X1/8��;,,pVmR 2"X2"X2"X.125" TH '� 2 #4 TO BEAM OR 4 - ALUM. TUBE SPACEERR GUTTER AL ANGLE CLIP #6 EA CLIP TO BM. B�1' 1"X1" PICKET(2 EA. B' (EA. SIDE OF BM.) GUTTER CONNECTION DETAIL (MANSARD & FLAT ROOFS) 0 U 1X3 NOTCH — COLUMN 2"X2"X ANGLE OR W/3-#1 E INTERIOR FASTENING 4 - #10 X 1 1/2" SMS. INTO SCREW SLOTS EA. SIDE *ROOF BRACE TO BE 2"X2X.090" OR 2"X3X.060" OR 2"X2"X.125" ANGLE ROOF BRACE* 1-#4 1-#�v 2"X2"X1J8" C' CHANNNEL ASSHER COLS V- CHAIR RAIL CONNECTION EAVE MEM. *CHAIR RAIL PER SCHEDULE ALT. ROOF BF 1X2 16 � 16" GC ALTERNATE EAVE MEMBER LAP BEAM FLAT OR SLOPED 12" �(6) - #10 X 3/4" SMS. (3 E) r-2"-i%2" X ''VARIES :- 10" __O_ GUSSET INSIDE OF W/ SCREWS CHED. BELOW MANSARD BEAM SPLICE RFO'D A OF .414 TICK SCRFWIS BEAM EA. BEAM EA SIDE TOTAL BOTH SIDES 4LB-BL.B 6 24 71.B 8L8 6 9 32 36 9L8 10 40 tOLB 11 44 BE 2"X2"X.090" OR 2"X3"X.060" OR 2X2"X.125" ANGLE ROOF BRACE* 1/8"'pN.'.:.'. ::'•:: ':':::: .'.�-1-#4 W/ 1" :•3/4^:' : '' :'.'•' ` .. DIA. WASHER - �-EAVE -MEM.- ALT. ROOF BRACING *ROOF BRACE TO BE 2"X2X.090' OR 2"X3"X.060" OR 2"X2"X.125" ANGLE tF BRACE* " ANGLE 1-#4 W/ 1� 3/4" KET CUT DIA. WASHERFIT RID w w—T. ROOF BRACING HOST STRUCTURE BRACING MEMBER TO BEy J "'%Q �E :'��A6�F:::;:•;;: ;:; : 2"X2"x.090' OR 2°x3"X.060' sly CEJfJIaiEGTiO OR 2X2"X.125' ANGLE NOTE - PURUNS NOTE: -ANCHOR TO PURUN OR EAVE MAY BE FLAT OR PROVIDE MIN. 1" SEP. BETWEEN FASTENERS. MIN. MEMBER W/ (1) - 3/8' THRU BOLT 1 k1.F�•LfiN'•%-. 0 SLOPED 1" EDGE DISTANCE BETWEEN FASTENERS & GUSSET- -BRACING MAY BE INSTALLED ON TOP " ' ': • OR ON THE SIDES OF PURUNS, BEAMS, l ' PLATE F ' C'1'A':::.:•: . AND EAVE MEMBERS. •' 2" MIN, FASCIA 2X3X.050 2X3X0.060 OR 4LB -ANCHOR 70 LAP BEAMS W/ (1) - ',':::':DETI]r'•,:;:;:;•' N (SLOPING PURLIN) CREWSRU BOLT OR (2) - #14 TEK %EAVE MEMBER ROOF BRACING TYPICAL PLAN CONTINUOUS /1X3 NOTCH COL I f *REFER TO SITE SPECIFIC PLAN 1"X.090"X8" LG. FOR ADDITIONAL BRACING REQUIRMENTS STRAP W/ �7 SITE SPECIFIC ENGINEERING FASCIA MAY BE 2"X2'X1/8" 2 2" LG #10 TEK S K S SUPERCEDES THIS GENERAL GUIDE ;' :C{CL7:•,tiP BY LAGGING NEW 1" ANGLE EA. SIDE W/ •:r:: ;ai?r'•TO OLD W/2 - 1/4" X3 2 -#7 TO FASCIA & 2X3X.050 FLAT - 1 - 3/B" THRU LNGS/TRUSS OR RAFTER. (4) - #5 TO PURLIN BOLT OR ®'' " 2" SUB --FASCIA BEHIND 1" 3 - #6 EA. SIDE FASTENING SCHEDULE FASCIA IS ALSO ACCEPTABLE COL _ 2" x 2" x 1/8" #1 14 TEK SCREW/HEX HEAD LAG OPTIONA!. NON-STRUCTURAL SPLASH ANGLE OR STRAP #=? — 10 S.M.S./HEX HEAD GUARD ATTACH TO GUTTER W/ W/3-#1 EA. FACE 3 — 1 /4" X 2 1/2" TAPCON ANCHOR #14 TEKS ® •24" D.C. PURLIN TO- $4, — 3/8" BOLTS/WASHER/NUT 27(2X,125" X 3" LG. CLIP 'IX3 ANGLE ONE EA. SIDE OF BEAM-3X3X0.070 COLUMN 5 — CLIP ANGLE,,125" MIN. THICKNESS BEANt 6 — # 12 X 1 "LG. S.M.S/HEX HEAD 2 - #4 OR 4 - #6 EA. CLIP DETAIL 7 - 1 /4'" X 2 1 /2" LAG —c. 9— 410 X 1 1/2" S M S /HEX HD :::::iOO)LTIN000S ANGLE J � I p&PTlOL1AL CUT OFF - DDITIONAE;: ;1::: E t7YV :;•:SPACER USED -� U LAG:•;::•: :: :':':'::::..:,:•::> OR INCLINED FASCAa I ALUM. SUPER GUTTER 'TIONAL CUT OFF':dy:Ri?•;:;:::•,:' 4 - (i ER CUP :•:: 6" LONG "Z" GUTTER BRACE - THRUX%1X3 GUTTER *USE 12" LG. LAG ® EA. ALUM. BM. GUTTER BRACE FOR 7' GUTTERS r`ALT. GUTTER CONNECT. DETAIL MANSARD FLAT R SCREEN FABRIC DETAIL SHEET: . I I I F.B.C. 207 901TEGM OPTIONAL DATE : 01 /01 /1 8 ENGINEERING BUSINESS CA 00009677 1X2/1X3 SCALE T.S. `s ;' '�°AF�NOWSKO #6 SH _ ENGINEERING CIVIL & STRUCTURAL ENGINEERING EAVE MEMBER , •7 60 N.W. 5th Street Phone (954) 727 - 2027 _ lantation, FL 33317 Fax (954) 727 - 9644 ' I • T , HIS DOCUMENT IS THE PROPERTY OFTARNOWSKI ENGINEERING, 6005—T5 t �� 3 �" INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART STRUCTURAL ENGINEER — FIA. UC. 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. 8.5 PSF ROOF + 30.6 PSF WALL COMBINED LOAD & 250# NON -COMBINED LOAD 3. WIND LOAD = 160 M.P.H. / EXPOSURE D / CATEGORY I 4. DESIGN MEETS L/60 DEFLECTION REQUIREMENTS SCREEN BEAM SCHEDULES WITH MANSARD ROOF EAVE RAIL SCH MAXIMUM EAVE SPAN';;::;:;; EAVE 1 4.0' 1 5.0' ..6,0' 17:Q•;. 2=0601 6.2 1 5.6.;•%;�,2 4.84' 3=070 8.0 $:F} ;::; :81 7.3 LE *LOAD FACTOR = :1 `2 THE DISTANCE TO' ;GHAw-"•RAIL BELOW + 1/2 THE';'+t5: OF THE ROOF ABOVE' W/8' COLUMN HEIGHT W/10' COLUMN HEIGHT W/12' COLUMN HEIGHT:;::::::':: : W/16'':k.>t}IIIN HEIGHT MAXIMUM BEAM SPAN MAXIMUM BEAM SPAN MAXIMUM BEAM SPA *.-.',:;.':• ::'• ;IUTA)QM1 M BEAM SPAN BEAM 4' 5' 6' 7' 8' BEAM 4' 5' 6' 7' 8' BEAM 4' 5' 6' ::7,::::.::•::$r::•;.'•B. (kl�t}.:;:;.;z�'.'. 5' 6' 7' 8' 4LB - - - - - 4LB - - - - - 4LB - - �:; : : '':•;:::'LB'': ' - - - - 5LB - - - - - 5LB - - - - - 5L6 cf)z 6LB - - - - - 6LB - - - - - 6L6 - - - - ' ::::�L'•,Q'•:`:::'- - - - - < 7LB - - - - - 7LB - - - - - 7L6 - :-. :.4:':;::::':= :•,;':�13: - - - - - 8LB 1 30.4 1 25.5 1 21.5 1 18.2 14.9 1 8L6 1 29.0 1 23.8 1 19.7 1 15.9 1 11.3 8LB 27.5.;:;iZ:i::••;•17:7'::'::;1:6 5.8''•' $EB 20.5 13.2 - - - 9L6 1 34.2 1 29.0 1 24.9 1 21.5 18.5 9LB 32.8 1 27.5 1 23.2 19.6 1 15.8 9LB 31.4••: 2�;:::z�;5::::;1.7,.�;: 12.4 9LB 24.6 18.4 10.5 1- - 9LBH 1 42.4 1 36.9 1 32.6 1 29.0 26.1 9LBH 1 41.0 1 35.5 1 31.2 27.5 1 24.4 9LBH 39.6 ::3¢ 22.8 9LBH 33.2 27.7 22.9 18.8 13.5 10LB 51.4 45.1 40.2 36.3 33.0 10LB 50.0 43.7 38.9 349 '3 F3 10LB: ':'•;A8 7 '';42?k:;.. 3 ::•::; 3.aG I :::90.2 10LB 41.8 35.8 31.0 1 26.9 23.3 MAXIMUM BEAM SPAN MAXIMUM BEAM SPAN MAXIMUM BEAM SPAN BEAM 4' 5' 6' 7' 8' BEAM 4' 5' 6' 7' 8' BEAIVt.:':::?}:.;;::::'.::•;::;;:;:fi' '74•' 8' BEAM 4' 5' 6' 7' 8' 0 4LB - - - - - 4LB - - - - - 4L6 ": :;..;... :,; ::: ::: - - 4LB - - - - - 5LB - - - - - 5LB - - - - - :, ::;51 B •'. - - - 5LB Z6LB - - - - - 6LB - 6L6 - - - - - < 7LB - - - - - 7LB - - - - ::. `.:•7.L'E':=':::: - - - - 7LB - - - - - 8LB 25.8 19.9 14.2 6.0 - 8LB 23.7 1 17.4 1 8.9 :;'.: •' 8LE3::'•;:•,27.;¢• 13.8 - - - 8LB 6.9Rt - - - - 9LB 29.9 24.0 1 19.1 13.2 1 5.6 1 9LB 28.1 21.8 15.6 7.:1:;: •;::;:'= 9LB;:.'0.'- •; 19.5 1 10.8 - - 9L6 16.1 - - - - 9LBH 38.8 33.0 1 28.2 24.2 1 20.6 1 9LBH 37.2 31.3 1 26.3 22.0'::':':18::1 9LBI-};::':3ra;7.'• 29.5 24.3 1 19.7 1 14.3 1 9LBH 28.2 1 21.2 12.8 1- - 10L13 1 48.0 1 41.6 1 36.4 32.2 1 28.6 1 10LB 46.5 40.0 1 3.�:$ 30.4::•::::Q9:,7:; .:1pLf ':'::4 :f1 38.5 33.2 28.7 24.7 10L6 37.7 30.8 25.0 19.7 12.6 IAbLE APPLIES 10 MANSARD, HALF MANSARD, AND A -FRAME ROOFS. FOR LARGER HEIGHTS SEE SITE SPECIFIC ENGINEERING. 2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEW.:•:OE;:k$;•, SCREEN BEAM SCHEDULES WITH .EtA : R.J. :.:; ; : •:;: UP TO 10' COLUMN HEIGHT UP TO 20"O' k 17#TU'f�f l Ei MAXIMUM BEAM SPAN ::;:;h%Jffl{VIUM BBAI(!}S17QfV• BEAM 4' 5' 6' 7' 1 8' BE(k1V}.::;:�(:•;: 81 4LB 13.4 11.9 10.9 10.1 9.4 4i B•:; :': 1 !v?: :::1:0.0 9.8'•'• :::8'9' 8.1 5LB 17.2 15.4 14.1 13.0 12.2.::`•;�EQ=' 14:;;::1:);:;•.•12.0 ":1"1.1 10.3 6LB 19.0 16.9 15.5 14.3 13 4,: ; :6LP• , ,1$;:7,•; •:::}:4;9;: ;:.1$:8;: 12.5 11.5 7LB 21.9 19.5 17.8 16.5 15.¢:; 14.5 13.4 8LB 1 29.7 1 27.6 1 25.9 24.6 23.6 '`$L13::::'-28:•2 26:2'::;:24.7 23.4 22.4 91_6 38.6 35.8 33.7 32.D 30.0 9L6;::::';3Q:f': • 32.8 29.9 27.7 25.9 9LBH 42.4 39.4 37.0 •;:;35'1;2;:';: 4441 3.6 9LBH-.:::d0.;3::::::37.4 35.0 32.4 30.3 10LB 52.9 49.1 46.L..'. 3`9:. 1:4::'.,10LB ''St): ::,':'45.3 1 41.4 I 38.3 35.8 VUR LARGER HEIGHIS SEE SLTI 2X4X.050 MAY BE USED IN EII COLUMN;::;SCHED &AY BE USED IN LIEU OF 5LB. CREEN FABRIC ROOF COLUMN SPACING BEAM LENGTH MA.).tII�lfM-',COLUMN HEICif}T.jtV 30' ROOF BEAM MAXIMUM COLUMN HEIGHT W/60' ROOF BEAM COLUMN, :11b'•;::;:?d:5' 5.0' 5.5' ' :0':::•:8.5' 7.0' 7.5' 1 8.0' COLUMN 4.0' 4.5'r5. 5.5'• 6.0' 6.5' 7.0' 7.5' 8.0' 4L6.;:::::•,6:8:;'. 6 9;•; , 6.0 5.7 '.;5;: 5.2 5.0 4.8 4.6 4LB 6.6 6.2 5.5 5.2 4.9 4.6 4.4 4.0 177.4 7:b 67 65 6.2 6.0 5L6 8.5 8.0 7.1 6.8 6.5 6.2 5.9 5.79.5 `::$;:$:::i 8cl; 8.0 7.6 7.3 7.0 6.8 6.5 6LB 9.2 8.7 7.7 7.4 7.0 6.7 6.5 6;2::'• 10.9 1f1:2:' •;::$ 7.:' :: 9.2 8.8 8.4 8.1 7.8 7.5 7LB 10.6 10.0 8.9 8.5 8.1 7.7 7.48LB 20.0 189:' i7:$;.:17.1 16.3 15.7 15.1 14.6 14.1 8LB 19.7 18.6 16.8 16.1 15.4 14.8 14.�.- 9LB 20.9 19.7 1.? 17.8 17.0 1 16.3 1 15.7 15.1 14.6 9LB 20.6 19.4 18.4 17.5 16.7 16.0 15.4 1d:8':''.4.3 9LBH 125.7 1 24.2 23.0 21.9 21.01 20.1 1 19.4 1 18. B 1 25.3 1 23.9 1 2.2.E 1 21.6 120.7 19.8 19.1.•: i.$;5 :17.8 10L6 29.7 28.0 26.6 25.3 24.31 23.3 1 2.2.5 21.7 21.0 10L6 1 29.3 1 27.7 1 26.2 1 25.0 1 23.9 1 23.0 122: :';?•t':4' 2Q;?'; I -UK 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 SCREEN FABRIC DETAIL SHEET: 18X14 MESH I EXPOSURE D COLUMN i SPACING BEAM LENGTH COLUMN SPACING BEAM LENGTH CHAIR RAIL SCHEDULE MAXIMUM RAIL SPAN RAIL 4.0' 5.0' 6.0' 7.0' 8.0' 202 5.2 4.7 4.2 3.9 3.7 2X3X050 7.7 6.9 6.3 5.8 5.4 2X3X060 9.1 8.1 7.4 6.8 6.4 2X4X050 9.2 8.2 7.5 6.9 6.5 2X5X050 10.5 9.4 1 8.5 7.9 7.4 LOAD FACTOR* RAIL LENGTH *LOAD FACTOR = 1/2 THE DISTANCE TO CHAIR RAIL OR GROUND BELOW + 1/2 THE DISTANCE TO CHAIR RAIL OR EAVE ABOVE:; .;. CARRY BEAM Sqft N ROOFS IVIibYilyt!¢hq;B,EAM 5;.,• •; ::8:;. 7' :'$'..:;.:;::9'; :: 10' 12' 14' 16' 18' 20' .1U:�:;;:;1fl 0 ;• 9.2 8.fi:•; :•:•8;:4;::;:.7•.7 7.0 6.5 6.1 5.7 5.4 .:;;1:�{';0; ;':7?:$:::j•1.8 11.1 '1ii:4::'J.9 9.0 8.3 7.8 7.4 7.0 NEA4 ,:•:,':15:2 t$$::�2.8 12.0 1I:3' 10.7 9.8 9.0 85 8.0 7.6 ,': •;:17.4 .:j,59;::; L¢4 .:,:137. 13.0 12.3 11.2 10.4 9.7 9.1 8.7 ::,22.5 20.6 19.0 17.8 16.8 15.9 , 'S,2-*. 'i6.0' '-34'•2.:-.n. 30.4 28.9 26.4 24.4 22.8 21.5 20.4 :1dGQ.• 47.5•"•;Q4;J:::.1';5, 39.4 '37.3 35.2 1 33.4 1 30.4 1 28.2 1 26.4 1 24.8 23.6 BEAM SCREW SIZE # OF SCREWS (EA. ANGLE FACE) BLB, 9LB, 10LB14 6 6LB, 7LB #12 5 4LB, 5LB #12 4 2X3 #10 4 REEN ROOF NOTE: ANGLE MIN. LENGTH TO BE 2" LESS THAN BEAM DEPTH `2" X 2" X1/8" ANGLE EA. SIDE (SEE SCHEDULE FOR SCREW REQUIREMENTS) CARRY BEAM CONN. DETAIL 160 MPH I F.B.C. 2017 EDITION 6005-T5 FACTW:;:-• TMf_';SUM OF 1/2 THE SPAN OF THE LONGEST MEMBER r'•':AiTj�CHED TO EACH SIDE OF THE CARRY BEAM. 1' BE USEt3';'•' .'-1IEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 5LB. ARE, BASED;' -'ON 1OPSF CARRY BEAM LIVE LOAD. > BEAM LOAD FACTOR* BEAM LENGTH B/T COLUMNS J g tr W p 2X3 CHAIR RAIL R _ �B 20'2 0 " _ Xj ELEVATION ALUM. KICKPLATE OPTIONAL. USE 202 TOP & ATTACH L KICKPLATE W/ 1-#2 @ 24' O/C (TYP.) DATE - G 1 /01 / 1 8 94 GINEERING BUSINESS CA 00009677 TARNOWSKI SCALE A T.S. ENGINEERING SHE E. c160DI _, f , ✓ o CIVIL & STRUCTURAL ENGINEERING 360 N.W. 5th Street Phone (954) 727 - 2027 Plantation, FL 33317 Fax (954) 727 - 9644 THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING, INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART 11.1 C. , TARNOW I P.E. I CTRI Ir:T11RAL FNGINFFR - ma I Ir nm'l rA9 0.5" 5" p.5» " 1/2" 1» o" = 0 _'[040" 0 U040" ri 040" o 044" O60 t4 O50" r°Di 1. " 4 in N TYP. �j. TYP. N 7YF'. „•j 55" N 'A _ c`1 �... .055" .0.51'`::. �T 2.0" 2.0" 3.0 3.0 102 1X2 1X3 202 2X3X.060 2X3X.050 GUTTERt �U ► I tR FASCIA DOI :':JAMB #14 TEK SCREWS FOR 2X4X.050 7LB OR LARGER OR 2X5X.050 #10 S.M.S. FOR 6LB OR SMALLER 0 18" C.C. tz O TOP & BOT. O1 rEXPOSED BEAM TYPE I t, t, io 070 ci 4L8 .100 .046 �- 5L6 .116 .050 = s 6LB .050 N o0 7LB .s122ob0 .055 ci BLB 4.072 3 D 829LBH -04Z-GUTTER BRACE 1OLB .389 .092B6L6. 8LB.9LB.9LBH 303 10LB LAP BEAM --" SEE COLUMN ANCHORING DETAIL 1X2 OR 1X3 PAVERS OR TILES OPTIONAL 1 3" FROM 3. Ico TO BOLT MINJGI 3" FROM EDGE - TO BOLT (MIN.)1 X8" //////////// a ydf"12»A STRIP FTG. DETAIL DETAIL PAVER OR TILE TILE ° 12"X 8" FTG. IS MINIMUM FOOTING SIZE. REFER TO SITE SPECIFIC PLANS, AND STRIP FTG. SCHED. FOR ANY -T:';.:SL, ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN ,. APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN. {{;iFjBRPA51 FINISH GRADE SODDED REQC FOR EROSION PROTECTION j 2" MIN. COVER * NOTE: SITE SPECIFIC ENGINEERING I WHEN THIS MEASUREMENT IS SOLID ALUMINUM ROOFS. (EXI ENGINEERING IS NOT'.:R> . .IRI EXISTING HOUSE.• Rt1(iF9Si' NOTE: APPLI WIDE CUP ANGLE FTG. COLUMN ANCHORING 3" FROM EDGE TO BOLT (MIN.) .•:_:*:'-:••{ AAVEA6`•:08. TILES oe .`bg-C.. SLAB Q W W =R OR TILE !-'UEU OF 6X6 - 10/10 W.W.M. SEE COLUMN ANCHORING DETAIL -3" FROM DG TO BOLT �MIN� Z2� t ' •- co 2UII+'D'FOR'fibF�E£N';RpbrS;:::: m a 8 4" CONC. SLAB W 6X6 - 10/10 W.W.M. :SS::T7lAN;3'-0,"•,'1tN17:;FO$::ACL �I`�j� / 8"X8" FTG. W/ 1-#5 �TI01!!:; .Sli`E;;Si?iG.iFIG:::::;;: FOR'•:Sft�N;AiLS UNDER FTG. & SLAB DETAIL NOTE FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.W.M. FOR NS 5" DEEP OR GREATER INSTALL COL. 2"X3"X1/8" X 2" L.G. ADDITIONAL 2"X2"X2"X1/8" ANGLE EA. SIDE 2» 2» MIN. ANGLE EA. SIDE OF OF INSIDE OF COL W/ (3)- #6 TO COL COL W/ (4)- #6 TO & (1)- 3/8" X 2 1/2' LG. TAPCON COL & (2)- 3/8" X :.',,TO CONC. © EA. CUP ®' ® 3 1/2" LG. TAPCON TO CONC. ® EACH CUP. i- #6 TO COL (TYP) :.•;,.• T) /8" X 3 1/2" LG. TAPCON N OCO (TYP.) 4 PER COL. ;#3 0 18" a 0 I y i7 iv C. ELSEWHERE z 3" FROM - .°'` 2" Ml�i:;::(1P.,:;;;:;:••. M EDGE a'3 2- BETWEEN::.;; DELETE 1X2/1X3 FOR MIN FASTENERS;::;.;:.,::. FRONT ELEVATION OPEN PORT (TYP.) 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 "TITEN" OR EQUAL SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS GENERAL DETAIL SHEET: FOR COLUMNS 5" DEW.-:' OR GREATER INSTALL • :::-: ADDITIONAL 2"X2"X2"Xi/@ ANGLE EA SIDE OF INSIC OF COL 4V/„(4j?-..; TO TO CONCi•.'5.'- A.'.- [8 P ^' L4 .064" O TYP. o O 2. C 2X2 ' C 2X3 4.0" 3.0" f 2.0" 125" 090" o 0 125" .050" cV vi 4 TYP. 2X2 -G2 - 0 z.U� 3X3 2X4 3X2 4X4 2X5 2" 2" 2"X2"X7/B" X 2" LG. MIN. ANGLE EA. SIDE OF COL. (W/)-(4)/= J16-TO- COL & iAPCOt� TO CONC �2 LG. ® of 4-44' COLUMN ANCHORING DETAIL (4)- #6 TO COL (TIP) CLIP ANGLE (1)- 1/2" X 3 1/2' LG. COL TAPCON TO CONC. e (TYP.) 2 PER COL �3 ® 18" O.C. 1X2 1X3 (I ELSEWHERE Fri` DELETE 1X2/1X3 FOR FRONT ELEVATION OPEN PORT (TYP.) 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-Xl/B-X2" LONG. 1/2' DIA. BOLTS ARE TO BE EXPANSION TYPE. (SEE ANGLE TO CONC. DETAIL).:; EXPANSION BOLTS TO BE "HILTI KWIK BOLT II" SYSTEM OR EQUAL *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 NOTES'';:;`.:::::;:.: THIS STRUCTURE HAS BEEN DESIGNED & TESTED IN ACCORDANCE W 1HE;•;k1 QI F.B.0 2017 EDITION. THE MIN. MECH. PROPERTIES OF / THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO CO�JFO�'d�IS;Tt%;7}ly:•jSS{G(+I: OF THE ASCE 7-10 SCREEN WALL & SCREEN ROOF: LOADS BA :•:'Q�t;:1•$X14 SCRt ED. OF ALUM. PAN & INS. PANEL STR�.C,�.TUnS BASED•:OAG:;4tlD ,LIVE LOADS 1. ALL PRIMARY MEMBERS WILL BE CONNECTED:%iV'.%t&•TS, POP•'f?116E '-Q OTHER POSITIVE FASTENERS. 2. ANCHORS SHALL BE PLACED GRFA7E 4AN 3"`'F(6; 1r j3E; OF CONCRETE SLAB OR FOOTINGS. ALL CONC. FASTENERS MUST ,A >,.: $E.'>±h?I#1;, , ',FAIN. OF:';�.?•,•�2::; INTO SOLID CONC. REGARDLESS OF LENGTHS SPECIFIED IN INDIYZ,.A :•;47 {AILS;.:•;i: i;; "'' ' '' ' 3. FASTENERS FOR ALUM. SH.E ,SHALL Ndf-%j. EED 8"':Qtd':CENTER 4. ALL CONC. ANCHORS SH�I';.;kfAVE A ,t.',;$":': IN{r:}}) AD OR -'k PROVIDED W/ 1/2 INCH DIA. WASt{S;•1y11N. ' 5. CONTRACTOR IS RESPONtlU :: -4 INSULgTE A43W.'40EMBERS FROM DISSIMILAR METALS TO PREVENT ELECTROLYSIS:;::';:;;:•:;:•;• 6. ALUM. IN CO�tTfiEiW/ COh2E;:di2'•!MOGp.:SftAlr•L'•::BE PROTECTED W/ HEAVY BOOTED BITUMINOUS PAINT OR Wf(71zR; �Y.Hn METRACRYQ:_M.',iA� 41• R OR THE WOOD SHALL BE PAINTED W/ TWO COATS OF AL&l:'..##Qll lt; PAINT 'litfq.7k?E•:;1tffIVTS SEALED W/ A GOOD QUALITY CAULKING. 7. ALL DOORS TO (3{:.1 f`GkOSING i4ND' LATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR SPA. fAST-,:.DOOR LCSGA Jpt3::%.k 202 DOOR JAMB PLACEMENT IS OPTIONAL. ALL OTHER COLUMNS TO,:1;��hlAlAi..'•ftS:: �t•Jv61(hl::�:�:�':::'�:�:�.�::. 8. ALl:':R►iijS::�C.:pE�IASITE-SPECIFIC PLAN SUPERCEDES ANY REQ.'S SHOWN ON THIS::i+1AA1R. EfEAiC::•gall:;:: ::;1x2'S HAIR•;:} 3' ARE N6k4iRUCTURAL MEMBERS STRIP FOOTING SCHEDULE AND MAY;.;BE•; t15ED, • INTERCHANGEABLY. .RETE' DATIONS TO BE 250OPSI MIN, i EXCEEbJNG.'',THlS SPECIFICATION MAY BE PER LOCA .-.bUILDING CODES. IN5,, COLUMNS .................?AL 6005-T5 B}FTRI, SIGNS ............ AL 6063-T5 C:�JH...................................*AL 3003-1416 3KE4VS, RIVETS, WASHERS ......AL 2024-T4 TENERS TO BE ALUM., NON-MAGNETIC SS STEEL CADMIUM PLATED STEEL OR _ 3X3 OR 4X4 - -- - ALUM. COL STRUCTURE FOOTING (MIN.) REBAR WIDTH X DEPTH SCREEN ROOF W/ 12"X10" 2-#5 UP TO 7LB SCREEN ROOF W/8L3 12"X12" 2-#5 SCREEN ROOF W/ 12"X16" 2-#5 9LB OR 10L6 ALL SOLID ALUMINUM 12"X16" 2-#5 ft00F HEADED (NYLO-TEC OR PRO-TECT) FOOTING SIZES SMALLER THAN SHOWN MAY BE USED WITH SITE SPECIFIC PLAN. *UNLESS OTHERWISE NOTED F.B.C. 2017 EDITION & ASCE 7.10 TO CONC. - FOUND. 4.67" W u) TYP. 78" I 5.25" I FRONT ELEVATION INTERIOR FASTENING 4 - #10 X 1 1/2" SMS. INTO SCREW SLOTS EA. SIDE �2" RAIL*RAIL- COL CHAIR RAIL CONNECTION a CHAIR RAIL PER SCHEDULE DATE- 07/16/18 SCALE - N.T.S, _ SHP C CAL KI, 6005-T5 6�STRUCTURAL ENGINEER - FLA. UC. 3 L 2X2 I8" X 3" LG._ MIN.. WO SIDES OF COL #1 TO COL 3/8"X2 1/2" LG. TO CONC. 2"X2"X1/8" 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" 44RECEIVING CHANNEL W/ - #10 X 3//4" SIAS. TO IDE OF COLUMN 6RAlJ�2» ALT. CHAIR RAIL CONNECTION * CHAIR RAIL PER SCHEDULE FASTENING SCHEDULE 1 1 - #14 TEK SCREW/HEX HEAD 2 - #10 S.M.S./ HEX HD. 3 - 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 li3 - 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 ENGINEERING BUSINESS CA 00009677 TARN®WSKI LLi ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 - 2027 �=!ANO ntation, F - 33317 Fax (954) 727 - 9644 DOCUMENT IS THE PROPERTY OFTARNOWSKI ENGINEERING, SHALL NOT BE REPRODUCED IN WHOLE OR IN PART i0662HOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING. INC.