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Permits 1488 Laurel Way (vault)002 . 0 E - . b T N . OT w T9 ' W TS U1 I I I I F-- N N I II I N ' O O Z� I II I EH I ---- II I -------- CA I II I W Zd O • �I z� t r T d m� m m m �� cn w Z3 9SZZE ' did ' xur SZz8-89z #Hd XUMyld SdI-I-IIHd SSTTT w E° I I 3 I 7dd ❑ S ' 90 -10 ❑ N I NNU �I . • I �p z0 Hi�JOMHSd NIAE� d H 9T 10� TO NOO1SI8 SS900 ' ..tr .i,S ZW8 cn X0 ON X 0 O m O 0m Td m m � co zd TW .r CA ~' TMd FmN 9SEEC -did Xdr w SZZS-89Z #Hd XUM)ld Sd I-l-1 I Hd SS T T T �- Si I -iddnS ON I NNUN HiHOMHSd NIA3YI d H 9T iO-1 NO3iS30 SE909 �N—r , fi i fl . 06 .9 , ZT -+ x.' SITE EXPOSURE EVALUATIONFORM T---------------- INTERIOR BEAM 99 r (PER TABLE 3.1.3 OR 3.1.6) o , QUADRANT i HOSTRUCTURE OR o LL I I FOUR%, WALL FRAME e aSw _m i EXPOSURE PANS<bR PANELS 7 QUADRANT IV ew I H ALUERMS�CTION 7 M ROOF SYSTEM iz FJCPOSURE �� 1ar boa i CARRkR BEAM POST m �-A QUADRANT 11 m 401 "T I ( Dov I 1W EXPOSURE_ I 1 � 30 QUADRANT III 9 Ow I TYPICAL SLOPED SOLID ROOF ENCLOSURES s 5 EXPOSURE_ I SCALE: N.T.S. I ALUMINUM ROOF SYSTEM uj (SEE SOLID ROOF PANEL Z — SECTION) HOST S3TRUCTURE OR � —_j � FOURTtH WALL FRAME Z Q N NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Q F— W z SITE USE BfgAM TO WALL DETAIL Z, co W 0 W z RIDGE BEAM(PER TABLES Z S` 0 0 O m USING THE FOLLOWING CRITERIA,EVALUATE EACH QUADRANT AND MARK IT AS'B','C',OR'U 3B.1.5) 0 0 m 0 (D ui EXPOSURE. 'C'OR'D'EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. M O w 0 N 0 EXPOSURE C: Open terrain wih scattered obstructions,including surface undulaltions or other W of Z Z . w irregularities,having heights generally less than 30 feet extending more than 1,500 feet0 0 (n x from the building site in any quadrantW Q U J Z g 1. Any holding located within Exposure B-type terrain where the building is within 100 feet � OY :5 W m W � horizontally in any direction of open areas of Exposure C-type terrain that extends more 0 0 U) z than I300 feet and width greater than 150 ft. F' 0 06 0 W z 2. No short term changes in'b',2 years before site evaluation and build out within 3 years, t1 V5 site%011 be'b'. 3. Flat,open country,grasslands,ponds and ocean or shorelines in any quadrant for greater FS P U) 0 0 U) O 3 J a r than 1,500 feet. LL XL Z 4. Open terrain for more than 1,500 feet in any quadrant. j ED X ~O 0 t f SITE IS EXPOSURE: EVALUATED BY: DATE: Z W XV CN TYPICAL GABLE SOLID ROOF ENCLOSURE � W = w SIGNATURE: LICENSE#: SCALE: N.T.S. 0 F 0 x 3 to Z N r 0 0 LL W m � w Z_ z LL 0 2 a Z � m 3 2 w ff " g z cr O a Lu c W LL n U 0 W rn o � L Lu K tl t7 m m 0 O z a m z W m w —� z z w N 0 1 0 LL IL 7 � 0 0 0 z 0 Q N rr W O SHEET i UUU, coW 3 W 0 W W = _ W 15in 12-01-2009 OF O 3.120"----- �m q �m w xxx` �LL .C, a m PROPERTIES: O A=O,564 in? y Ix-y 0.8756 in.' E f3 m 3 at Sx-y=0.703 In' a E ry-Y= 1.246 in. S 3 t=0.050" i--;c (3)CORNER POST LL SCALE:4"=V-0" �Q c 8g PROPERTIES: A=0.164 in? Ix-y=0.102 in.' Q Z ui Sx-y=0.1291n? D O a --3.125"— ry-y=1.493 in. Z a ui I= w !B w z 03 m ©3.00"PANEL ADAPTER 0 0 J OU o w SCALE:4"=T-0" W o Q o N z r7 � Z W � W —2.936" N a 0 F- PROPERTIES: W -j Z g A=0.138 In? � m m L Ix-y=0.1651n. cr) z Sx-Y=0.1101n." F- O Z a W O —3.00"— ry-y=1.092 in. D O d m U) c-6 Oj w Q7 3.00"INSERT CHANNEL(D.R.C.) 0 U) � � Z SCALE: 4"=P-0" w TRUFAST SIP HD FASTENER Z N = w t" " +1-112"LENGTH(W")@ 8"O.C.t+1-114" SELF-MATING r BEAM a O (SIZE VARIES) ® ® CD ,o z Z N 0 LL W J z_ 2LL O ® LLI 2 io 3 ® SUPER OR f a W m LL o ® EXrURTTERD _ ui Q C n m w w c a Y ® THRU-BOLT#AND SIZE PER o d j inA O TABLE 3A.3 < m cr y r w > W m ma w mmd m U 5 !g #6 m 2"x 2"ANGLE EACH SIDE 10 C U m 2 O c r BEAM SIZE PER TABLE 1.10 z m O w J z SELF-MATING BEAM w z U-' a w � v LL POST SIZE PER TABLE 30..3 ks z 01 THRU-BOLT#AND SIZE PER _ TABLE 3A.3 L w W LOAD PER TABLE 34.3 O SHEET W z #AND SIZE OF CONCRE TE i ANCHOR PER TABLE 9.1 O W � W W z ALTERNATE SELF-MATING BEAM CONNECTION w TO SUPER OR EXTRUDED GUTTER 1 rj °1 12-01-2009 OF Table 3B.1.1-130 Town 8,Country Industries,Inc. Table 362 2130 Town 8 Country Industries,Inc. 6005 TCI Allowable Edge Beam Spans-Hollow Extrusions Glass al Modular Rooms 6005 TCI Allowable Upright Heights,Chair Rall Spans or Header Spans g Aluminum Alloy 6005 T-5 for Glass&Modular Rooms r oFor 3 second wind gust at 130 MPH vebc ,using load of 322*SF(56.6 nfISF Tor Max.Carntl Aluminum Alloy ON T5 klFor 3 second wind gust at 130 MPH ,using des bad of 23.2//SF Y x Y x 0.04V Hollow 2'x r x 0.045"Hollow Load Max.S n'L'baron b'or deflaetbn'd Load Max. 'V/(ben b'or deflecdon'd T Load P :02- LUX- _ Sections 3'-0" 3'$" 4'-0" 4'•6` T-0' S'•8' 8'-0" V-s- T-0" T•6" a Width(R) 1132 Span 3 Span 4 Span CEl tilver WldUt(fu) M2 Span 3 Span 4 Span Candlever la bend) or d 4 4'-1 d d 4 S$ d B'-11- d T-0' b 1'-S d x Y x .040" 5-11- b b S-2• D 4'-10" b 4'- b 4'-Y b 4'-Y b 4' b '-11" b 7-9" b y '-9 d 4' d 5 S-3• tl - d 5-3" b 1'3" d 107 x .04 -1 - S-1 V-10' b - 4-4 b 4- -17-10" b i6 4-1 5-i b 5- 1.3" d Y x x . -1 b b 5- D -10' b 8 b -3' b 5'4" 4'-10" b 4'-8" b W-T b C x "x A 5 b - b S-1 b -r b S b D 4'-10" b 4' b 4 b 3'4" d 4'd' d 7 4' tl 5'8 b S4' b 1•- d 7xPROW { b 4-1 4 b " -7-T&77- 8 '$' 4'- 1- d 2"x x x .B, t -1• b 11'- t D 91-1(rb -0' b 8'-11' D 8' b -11• b b i Q 9 -t" d 3'-r9 4'4" d 4'-10" b 4' b 1'-1" d x x x t -t 1 i - -1 b -t m - 0 d 0 4'-1 b -4 4 b i x x x .060• .M. . - - 1 - 1 - b 1'- b 1- 1 1 -1 b 11 -1 d ' d 1 3'-11b 4-4b 43' b -11d x x x 1 - 1 ' - 1 -1 11 b 1b 4 4- -1 2"x6"x x .t .M.B. 4'-1- 6 --2-F4-'-s- -1 'b b 1 b Ir- b -1' 6 1 8 b '-1 b 1 b 4� _ x "x0.060'- - 2x4"x0.050"Ho z x A x 1 - b 1 3 b i t - 1 1 - Load Max.Span'L'/bemfl 'b'a deflection' Load Max.S n'L'bendin b'or deflection' Y x 9"x 0.062"x 0.153" .M.B. 2 8 b 272' b 24'3 b 2Y-11"b 21'-11'b 20'-11•b Width(ft) 132 Span 3 Span 4 Span Cantilever Width(fL) 132 Span 3 Span 4 Span Can war, x 10"x x .It. b b '-1 S b 4 3 d T d T-11' d 1'-6" d 4 7-4' d 8'-11' b 8'-r b 1'-10' d Notes: Ix _ 5 -1 d T- d T<• tl 1'-5" d 5 6'-10' d T-11' b T-8' b 1' d 1.Above spans do not include length of knee brace.Add hortzotdal distance from upright to center M brace to beam canneUbn to the above sparks for total bean 3 6 d -9" d 1'4 '-Y d b D 1- d spans. 8 7 S- -d -9-3'1) b b '-9" b b t'$ d 2 Spans may be interpolated. co g 4'-1 d '-1t' n b 1' b 64 -i' b _ 4• $' In -9%-- b 1'- 9 -9'4b -11' b - b 10 4'-r d 5'4" Ir -Y b t-Y d 10 S-1• b " b -F-9x-b 1'4" d Q Z ui 1 4'8 d S-1• i 4'-1" b 11'-1- d 11 4'-110' b 5'-5" b -T-2-- b 1'3' d - < O tl 12 '4 d 4-11 r 4'- b 1' d 12 4'-7" 5'-Y b 4'-11 b 1'3 d x Y x 0.045" ow Q � W Load Max.S n'L'/bends 'b'or deflection•tl width(fu) 132 Span 3 Span 4 Span Cantilever fn Q 0 W W 4 a•-r d 58 d s- d r-r Z2a Orn m s •3" d 5' 5'4• d 1.0' C3 0 Cl) U o ui 6 T-11• tl 4'-11" d S-0" d 0'-11' d 0 of o w 7 -1 d --47'-(r' - 0•-11' d W (Y W Z N W 8 3'$' d 44 d 4 5' b 0'-10" d Q 0 3 10 3V- d 4'-t' b T-11- b 0'-111' d _ a 111 3'-" d '-11' b -9' b d-10" d 12 d b b 9-9' m O Notes: LLI 1.Above spans do not Include lengt1i of knee brace.Add horizontal distance from upright to center of brace to beam U 0 Q 0 J co connection to the above spans for total beam spans. 2 Spans may be interpolated. p6 d2 U) fn = 0 U) a LL Table 36.1.4130 Town&Country Industries,Inc. Z� � � � O � - 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams O Glass&Modular Rooms Z O O 0 r � Ur o Aluminum Alloy 6005 T5 j m N 04 04 For 3 second wind gust at 130 MPH velocity;usingdesign bad of 322 p/SF Tributary Load Width W-Purlin Spacin Self Mating Sections '.S-0" 6'-0' T4" 8'-0•• 9-0" 10'-0' 11'-0" 12'-0" Q O _ Allowable S an'L'/ 'b'or deflection'cr Y x 4"x 0.046'x 0.050" 93• b 8'-6" b T-10• b T4• b 8'-11' b 6'$" b 6'3" b T-11• b 1- 2"x 5'z 0.050"x 0.048" 11'.11" b 10'-10' b 110'-1• b 9S' b 8'-10" D 8'-S b 8'-0" b 7-8' b Y x 6"x 0A50"x 0.000 13'-r b 1Y-5• b 11'-6' b 10'-9" b 10'-2- b 91$' b 9-Y b 8'-9" b ir Y x T'x OA80"x 0.060" 15'-9• b 14'3• b 13'4" b 178 b 11'-9• b 11-2" b 19-8" b 10'-2' b CCD O � a Y x 8"x 0-"2"!0.11Y 20'3" b 18'-5' b 1T-1' b 15'-11" b 15•-1" b 14'4" b 13•$• b 13'-1" b Y x 9"x OA72"x K" 21'•11' b 20'-i" b 18'-7" b 1 T-Y b 16•-5" b 15'-r b 14'-10' D 14'-Y b 2 N n _ Y x 9"x 0.082'x 0.153" 24'-S b 22'-3" b 20'-T b 19-3" b 18'-Y b 17'3" b 15-5' b 1 S-9" b O LL w w Y x 10"x 0.092'x 0.187 28'4' tl 26'-5' b 24'-5' b 27-10• b 21'-6" b 201-5" b 19.6' b 18'$• b Notes: Z O? S 1.Tables assume extrusion oriented wIth longer extrusion dimension parallel to applied bad. UJ O ai - 2.Spans may be interpolated. Z c $ 3 n- W to ". n Z W y O n m w C �a° Y Table 38.1.5-130 Town&Country Industries,Inc. 0 m �m a W r H L W TCI 6005 Allowable Beam Spans for Miscellaneous Fronting Beams for Glass&Modular Rooms � LLI -a � `r a Aluminum Alloy 6005 T5 fu = For 3 second wind gust at 130 MPII vebcfly;using design load of 322#/SF m U j ii m TrOwta Load Wldlh C t+> O - L7 C H 2'-0" 3'-0" 4'-0" S-0" 6'-0" MMM 70'-0" 17-0' 14'-0" 16'-0" 16' Z O Hollow Seams Allowable Span'L'/bend b'or deflection Z 2"x 4"x 0.0$0- 93' d 8'-t' d T4' d 8'-10" d 6'-5• tl 6'-1' d 5-10' d 54' b 4'-10• b 4'•8" b 4'-Y b 3'-1 b W 1- Self Mating Beams Allowable Span 1:/M 'b'or deflee0on'd 2 2"x 4"z 0.045"x 0.088" 10'3' d 8'-11' d 8'-Y tl T-r d T-Y d 6'-9 d 58 d 5'-10" b 64' b 4'-11" b 4'-7' b Y x 5"x 0.050"x 0.116' 17-0" d 11'-1' d 10'-1' d 94- d 8'-10' d 8'-5- d 5.0' d TS• d 6'-10' b 54" b S-11' D 5'- b W o _ 2"x 8"x OA50'x 0.120' 14'-11'tl 13'-0•-d 1 T-10"d 10'-11•d 10'4' d 9-10' tl 9-5' d 8'-r b T-10" b T3- b 6'-9' b 5 O cr Y x T'x OA55"x 0.120" 1 Td d 14'-11'd 13'8 d 12-r d 1 T-10'd 11'3' d 10'-9" d 9-11•d 9-1' b 8'fi' b T-11' b T-5" b LL Y x ti"x 0.070"x 0224" 21'-0" d 18'4" d 15$" d 158 d 114'-7" d 13'-10"d 13'3" d 173" d 11'-7'd 10'-10"b 10'-1- b Y x 9"x OA70"x 02W 23'-1' d 20'-Y d 154" d 1T-0" d 16'4" d 15'-3" d 14'•r d 13'$" d 17$" b 11'-g" b 10'-11'b 10' b � - Y x 9"z 0.08Y x 0.326" 24'-9 d 21'8 d 19$" d 18'3' d Ir-2' d 16'4" d 15'-r d 14'-6" d 13•$" d 17-11"d 17-Y b 11' b O Y x 10'x 0.000'x 0.374" 28'-9" d 25'-1•d 27-10"d 21'-Y d 19-11"d 18'-11"d 1S-i" d 16'-10'd i5'-10'd 15'-0" d 14'4' d 13'- b - O I Notes: 1L N 0 " t, 1.his recommended that the engineltr be consulted m any miscellaneous framing beam that spans more tlran 40' S ? 2.Spans are based on wind bad plu3 dead bad for framing. tC 3.Span Is measured from center of connection b leads or wall connection. a 4.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total begin' V SHEET LI= spans. _j a 5.Spam may be interpolated. last W 12A-130 z � W 15 m 12-01-2M OF � - #8 x 112"S.M.S.SPACED EXISTING TRUSS OR RAFTER J AALL"DOSED SCREW HEADS EXISTING.BOTH SIDES CAULK SCREW @ 12-O.C. EXISTING TRUSS OR R 0.F1F #10 x S.M.S.OR WOOD WOO H WOOD SCREW PER s ::: BREAKFORM FLASNNG RAFTER OR TRUSSS TAIL . 6"x T x 6"0.024'MIN.BREAK 6" 10" w FORMED FLASHING ' ::. .. #10X 3/4'S.M.S.OR WOOD :: 'w.: ROOF PANEL' G a m SCREW SPACED @ 1Y O.C. a "'a— ROOF PANEL q .777 �Cp EXISTING FASCIA (2)#10 x 1-112"S.M.&-(OR WOOD SCREW PER RAFA a'.::::':': :'::::::•: ROOF PANEL TO FASCIA DETAIL OR TRUSS TTPML =':'::.` .n` : L 3 SCALE: 2'=1'0" ¢ 3' FJ( "WAFER HEADED Z ITE ROOF PANEL z ro �.:. r COMPOS WOODOD FRAME, c?:iii HOST STRUCTURE #14 x 1/2AME,MASONRY OR �— S.M.S.SPACED @ 12"O.C. --- (SEE SPAN TABLE #10 x 3/4"S.M.S.OR W6PD OTHER CONSTRUCTION � ) g f SCREW SPACED @ 12"(9•C• FOR MASONRY USE: STRIP SEALANT BETWEEN (2)1/4'x 1-1/4'MASONRY / O':':'::.':.': EXISTING FASGCiA SCREW#10 x(t'+1/2")W/ FASCIA AND HEADER LL x. 1/2"SHEET ROCK FASTEN TO ANCHOR OR EQUAL @ 1T O.C. 1-1/4'FENDER WASHERul FOR WOOD USE: PANEL W/1"FINE THREAD #14 x 1-1/2 S.M.S.OR WOOD ""d�..... : 'FOR FASTENING TO ALUMINUM USE TRUFAST SCREWS 12"O.C. / FLOOR PANEL HD x C+314' AT 8"04-C.FOR UP TO 130 MPH POST AND BEAM PER SHEET ROCK SCREWS 16' 3 (" ) ( O.C.EACH WAY WHEN SEPARATION BEij WEEN 8 WIND SPEED"D"EXPOSURE;6"O.C.ABOVE TABLES) FASTENING SCREW SHOULD DRIP EDGE AND PANEL I{S 130 MPH AND UP TO A\1150 MPH WIND SPEED LESS THAN 314"THE FLYSHING BE A MIN. 1"BACK FROM "D"EXPOSURE. THE EDGE SYSTEM SHOWN IS RE%UIRED J ul GE OF FLASHING j O a ROOF OR FLOOR PANEL TO WALL DETAIL ALTERNATE MOBILE HOME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS w z SCALE: z"=r-0" FS Q WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB-FASCIA FRAMING WHERE FOR FOURTH WALL CONSTRUCTION SCALE:2"=I-(r � � 0 W POSSIBLE ONLY.15%OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB-FASCIA AND THOSE AREAS COMPOSITE ROOF PANELS SHALL HAVE DOUBLE ANCHORS.ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4' NOTES: Z z O N 0 WASHERS OR SHALL BE WASHER HEADED SCREWS. SCALE: 2"=1-0 O O w' " 1. FLASHING TO BE INSTALLED A MIN.6"UNDER THE FIRST ROW OF SHINGLES. C7 N U 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL.COIL co 0 J O w HEADER INSIDE DIMENSION SHALL BE EQUAL,TO PANEL OR PAN'S DEPTH T. THE WALL THICKNESS INSTALLATION IWSTRUCTIONS: 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. W Ix Q Z ' w 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. L I 0 SHALL BE THE THICKNESS E THE ALUMINUM PAN IT COMPOSITE PANEL WALL THICKNESS. HEADERS A. PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W < 0 _3 Z g SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL INSTALLED. CONNECTED TO.THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H.FOR SBC B. SLIDE 1"TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS p CO m L O SECTION 1606 FOR A MAXIMUM POSSIBLE SRNN OF THE ROOF PANEL FROM THE HOST STRUCTURE. DRIP EDGE MUS'tT MAINTAIN SAME PLANE AS SLOPE OF ROOF. MORE THAN 1"THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS U o O QQ J 0 ANCHORS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING DROP. N CONVERSION: C. FASTEN HEAdjER TO FASCIA BOARD WITH#10 x l"SCREWS @ 6"O.C.STAGGERED 7• WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED.12" TOP AND BOTTOM(SEE DETAIL ABOVE) .03 MIL.ROLLFORM OR 8"BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE 06 1;,,) 0 d x 100-1'!3 130 140 150 #10 #12 #12 D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH T04TH WALL POST AND FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE(LASHING. (n W J � w a 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" BEAM SYSTEM O ONLY. ILY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING SEPARATION MINIMUM. g I, 00 w le HEREREMOVE RAFTER TAIL TO 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. Z 0 O N _ N REMOVE ROOF TO HERE _ - j i #8 x 112"S.M.S.SPACED J > r j > >�PAN RIB MIN.(3)PER PAN Q - HOST STRUCTURE TRUSS OR p 0 EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE RAFTER HOST STRUCTUF4E TRUSS OR _ 1-FASCIA(MIN.) RAFTER #10 x 1-1/2"S.M.S.OR WOOD LL-�= BREAK FORMED METAL SAME BREAK FORME ,7 SCREW(2)PER RAFTER OR O w f z gMAETAL SAME Z THICKNESS AS I(/AN (MIN) CO n' p z a THICKNESS AS PAN (MIN.) N EXTEND UNDER7IRIP EDGE 1' O rn m z TRUSS TAIL a 0 `� EXTEND UNDER DRIP EDGE 1- -—— `�MIN.ANCHOR TO FASCIA AND MIN.ANCHOR TO)FASCIA AND _t ? a ro LLL O RISER OF PAN AS SHOWN RISER OF PAN A%SHOWN C7 LW� ! w 1-112'x 1/8"x 11-1/2"PLATE OF #8 x 3/4"SCREWS @ 16"O.C. 1"FASCIA(MIN.) ? Erd£ _ HOST STRUCTURE 6063 T-5,3003 H-14 OR 5052 #8 x 1/2"SCREWS @ EACH RIB #10 x 1-1/2'S.M.%.@ 16'O.C. f 0- W m °H-32z w 'p m O HEADER ROOF PANEL 0.040"ANGLE W/ x 1/2" a r n w S.M.S.@ 4'O.C. 0 a nY 7 NEW2x_FASCIA U n p u j ————— _ f.r.^- ... COMPOSITE ROW PANEL o � �m REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL a _ y - - m y m L a > W m � Lu SCALE: 2"=1'-0• a p a::::::::.::.:: :::::..:-: .:::-:::}:rr? :::: 'ur: :.::.r.:.::....:...... Lu x i REMOVE RAFTER TAIL TO ————— _ :'d'a.`.......is �r::{iiiii::::f::'r:.:::.•(i:::i•c. . m V > w # m j HERE j REMOVE ROOF TO HERE 1-, U. O - /Z"x 1 /8'x 11- 1/T'PLA n j TE OF z i z m #8 x 1/2"S.M.S.SPACED 6063 T-5,3�3 H-14 OR 5052 � - z @ 8.O.C.BOTH SIDES H-32 HEADER(SEE N0�BELOW) z ~ #8 x 1/2"S.M.S.@ 8'O.C. #8 x(d+1/2")S.M.SS @ 8"O.C. z 0 EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE HEADER(SEE NOTE BELOW) Lu FOR MASONRY U%E #10EXISTING HOST STRUCTURE: FOR MASONRY USE 1/4`x 1-1/4'MASO%Ry SC x W(2)S.M.S.OR WOOD �' WOOD FRAME,MASONRY O 1/4'x 1-1/4'MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL p SCREW(2)PER RAFTER OR kQ TRUSS TAIL ` �'+`"`"' :... OTHER CONSTRUCTION ANCHOR OR EQUAL WOOD FRAME,MASONRY OR @ 24"O.C.FOR Wf6OD USE O IV :{`{i(:.... @ 24"O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-112'S.M. O "' .. #10 x 1-112'S.M.S.OR WOOD SCREWS @ S- �R WOO cm7 7/7 SCREWS @ 12.O.C. O HOST STRUCTURE L COMPOSITE ROOF PAN AL(TERNATE ROOF PANEL TO WALL DETAIL - sEAL HEADER SCALE:2"=r-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL U SHEET i NEW 2 x_FASCIA ROOF PANELS SHALL BE AITTACHED TO THE HEADER W/(3)EACH#8 x 112"LONG CORROSION RESISTANT SCALE:2"=1'-0" t7 S.M.S.W/112"WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/(3)EACH Q � ^ ^ Z BETWEEN THE WASHER AkP THE PAN. PAN RIBS SHALL RECEIVE(1)EACH#8 x 1/2"SCREW EACH. THE #8 x(d+1/2')LONG CORROSION RESISTANT S.M.S. `.,{J�v.( PANS MAY BE ANCHORED'TTHROUGH BOXED PAN W/(3)EACH#8 x l"OF THE ABOVE SCREW TYPES AND Z REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL THE ABOVE SPECIFIED RIB'sCREW. w co 12-01-2009 OF O Table 7.1.1 Allowable Spans and Design I,Applied Loads*(N/SF) Table 7.1.3 Albwgble Spans and Design/Applied Loads•(#/SF) Table 7.1.5 ANowable Spans and Design/Applied Loads'(#NSF) for Industry Standard Riser Panels for Various Loads for M tistrl7 Standard Riser Panels for Various Loads for Standard Cleated Panels for Various Loads 14M-ztrxOAW2a3Rb Rea Pante auniman 3703H-14or H-25 3^ztr x0.024•Z ors Pantos aumbum Map aH-% 1df/'x trz0or'�PanNa andAMJ Cle anesfo3105 H-14 erari Morin Cle" Modularres ss A Modular wind mono-S' Roof a Attached Covers Enclosed im vNnd Roof It Attached Covers Endope Rooms Wind Rod f Aftm~Cowin Enclosed �r3 Iona 1 4 1 Zona AN tons 1 O somilloW s hexed' s antsy s aMear a aNNM' s ahead• s anibR s s s s a RoAN ofs a 3� 100 MPH 1Z.2' 1 18- 1 7 1 -t 7 -1 1' 1 1101-11,115 IT-T, Is T-r 1231 91-7 123 -Elft" I I I 110 T- - - 20 W-r 201 F-9` 1281 51-Id• 1 1.-1 7 .1 1 lr-r1 -1 17 rY 1251 W-U- 125C m 123 !- - 4 14' 4 S `11' 45 4'-FT- 1 15 d-11 720 - 1 - 1 - -1 1 - 11 - 1 -1 _1 4 9 -1411 T-r 169 21 T4r 1351 8-W 132 8-4r 132 1 1 4 -1 1 130 4r 1 30 1 1 {r-r -1 •1 51 T-r 189 TIFT •11 -47 1 1 - 1 1 -11 4'- 4-1 - -1 i -i1' J' -6' 36 3' 4' 4' -5' 68 /'J' 4'4'K-25 _ _ $ m 32 146 1-1 ar t x tr 1 Rooms d n x 12 ar o or ar t x 0 or HU 0 Dine r CadOevar Wind Roof a Attach d Cows Enclosed Cantasysr WVlnd Rod i Atbded Cows EndosW CaMNMmr Yrhd d Rod aSthdrd Covera PModul d Ione 1 ♦ 4 t 4 AN Zone al s oy s anMad• a s naoad' n0oad' Rook MPH Nby s s Rook - .1 -t - 1-11' i 0 11- 1 -1 71 -11 1 1 _1 -1 3 7 2 $ 23 10i' 23...70,-T..evenlbed' • Roofs Zone t t ] _ _ MPN • s • 16 11' -13 11'-11'Y3 S1 _ 1 1 1 1 -! 71-7 7-- -1 1R 11 14 - •8 - 1 _1 27 { -1 44 4' - 12 1 -1 - 1 4 4 '-1 4 1'- 6 11•-11 1 1 7 -7 7 - 1- -4 4 4 1 1 1 -1 -IT 100 {$ S S-7 4-1 57 5 St 51 1 _1 1 A -1 B _1 1 _1. di 1�rZ - t -1 i 4-1 1 7 5'- 1 8 1 10'-1T i - 7 - 1 - 3 5 i40- t -11 1'- -1 1 - t•- 150 - _1 3'-8• 1- 4' 1• 1 150 5' 1 -1 4 -1 1-1M•x 1r x 0.050'2 or 3 Rib Rim P. Alumpum 3105 H-74 or H-25 'x 1 x 11Alloy05H-1 or 7.714"x tr x OA3r CsatW Panes amrkean 3703 Hata or H-25 truebrss Scmen ss a Modu Dome P� � � Modularlicneds, It coins Wind MonoS Rod t Attached Covers Endosed Cantlswr Wind M—s Rod a MaUwd Covera Enclosed oorrra CanMswrGlass Zone 7 3 4 1a2 ] 4 1 3 4 All Zona 1 4 1 AN Wind zon* Rod aAaachedCovers a 1 Enclosed ,4 Carrttlavx J log MPH sAN • s May s s s r s Mond• s Nload• Rmfi MPH NbW 3 Ii _ _spwbl*W op. s 4ltoofi M 00 1- t 13 1 1 1h:F2 1 -7 7 -t a 11 Roofs Q W 110 -it 8'- i -t 2 r-4 2 Si• 38 36 S '-C 5 110 iS 7 1 -1t 4 i d 3'-r 1 21 1 - 1 -1' 15-1 7 1 T. 27 I' 11 -11' 1 14 3A• 4 1' 2 1 1 'S' i -10' 32 1'-1. . . a5-11' - 43 'J' 4' 4 -t 720 7 -1 1 1S 1 7 1 7 - 114 15' /' 81 - 7 -11' 11-T 30 i 1 2/ - 4 - 7 -1 4'-71' •• SJ' 6 123 13'-17' 1 1' 7 - t i 1= Ii id-i 1 4'-0 130 S Ti• TS' 8'-5' 3 6•T3951 5'-11' S1 6' 7 1'11' 77 730 1 t 1 4 4 123 9'-8' 1 11 -0 11 -11• 32 11'-1' T-10' 41 9'S' 41 9'-1 140-1 -1 1 -11• 31 t 4'-1 -1' J6 6' S1 1 1 1'-10 - • 12'•P 41 1 35 4W Q Z -11 1 -11 7 - 1 4.11' 6-t -3' 4- - -10' 9 40-2 12'-1 2 1 1 1 11' -11 4 !'- a 1 -1' 4 1 -71 1' 11' - 4 1 4 . L (n Q W W_ •11 7 11 - 1 -3' -• 59 8'-1 m I UO-2 S- -0 8' 4' S2 S 5'-1 4.4 68 5'i' SYi' 1- 1 2 1 1 -' 1' 1 1 /8 7' 1 80 4'-0' 10 ` ?-1 Z Q CD Nob:Total roof panel width.roan wkkh wall widb+rwedeng -Design m applied bed based m Ore alfective area d Ow panel Note:Total and wemaM- •Cosign err appMd bad based on Ole affe ce area d Me panel 10'-17 11'-1 -3' 4 .1 _ (r O W () O W penal widM=rfoom wiMh+we0 widUr+ -1 7 Note:Told roof pend width=roan wbth+writ wbth+oven". 'Design or applied bad based on the affactive area dtlsieFpsnd J 55 0 z N O W W Q Z Z r W WW - z g 5o � m o v20 o J o O Table 7.12 Allowable Spans and Design/Applied Loads'(#/SF) Table 7.1.4 Agowable Spans and Design/Applied Loads•(NSF) Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design I Applied ids•7f/S � (� 0 0- for fw Industry Standard Riser Panels for Various Loads for Intf�est7Y Standard Riser Panale iw Varlous Loads 3^z 48'x 0.024'Panels auminum 3105 N to err H 25 t.o EPS co e a Foam ( 1— � J w 1-/R'x t2'x 0.024.2 a S Rb Riser Partys Akm*m n 3tos H-14 w H-25 3'x 1r x 0.024'2 or 5 Pans Abminum 3tos N-28 truemroa soma ,oma., - (n fn W � Ul.. D. Struchxes Screen Glass a Modular Overhang pen n Dome ZIAA�M Mono•S Roof ♦ a Attached Covers / Enclosed c Q 6}. W Wind tomo$ Roof a Attached Cowry Enclosed CaMNewr Wind Rod a Attached Covers Endosed G J O r Zone .. All Zone AN MPN s Mood• Nbad' s s r Mold• s 4 Ra�ofs (7 Q.(MPH) s s Nbad' s ad' s Moy s ahoy s anlbar am W s nllmd' s alley Rook MPH- s Moy d nlload• Mood• d• Rods 10,W 1 1 - 1 7 - 7 1 1 • 1 A- 10 11 11' q Z O CV 100 6-V 25 -i - 1 - -P T- 4' 6'- 0 -r 4 d' 1 t'-3 4 427 0 i 1 1S$ 14 1 -. 14 a-11' 5 1 1 11-IT H23 -10• 1 N11 - -1 1 2B '4) 28 '-11 2 '-1• 3 B' i• 7- t -1 1 1 . 4 1' 14 1 - 1 4 -1 1 -7tzo t - 1 i - 11-r 1 - 55 = w 4- '-/ 4 4 -11' _ 1 1'-11' 1 1'-4' 1 1 -1 27 9'J• 5 1V-11' 3 10'- •1 41 8' IS i' 0 0120641*0. 24 T-r 1 T4' 24 5'-1' 35 S4' 35 6'•' 35 4'-8" IS 5'-9' 45 S'-11' 45 1'-11' 69 11'-1' 21 13' 21 i4'$ 1 9 17 1 - 41 1 11' 41 1 -4 1 1 1 4 3 9 3130 T-r 27 -10' '-11 '-11 6-1 39 39 4 1 -T 1 1'-1 1 1 1 23 7 - 9'•7' 1 •1 4 4 1 - 4 77 140• t tt 11 -1 - 45 - 1 '-11'1 S-T 31 !6 48 5'-10 48 4 57 5'-T 5 5' S 1'-9' 740- 1 - 27 1 27 1 -11 7 S- 1 it'-1• 7T { 8'4 4 -0 45 1 -11 45 89 ,2 1 1 7 11 27 -t $ T-it T8 1 / / - 4 '-1 4'•3 3 59 5'- 1 8 7 1 1 -t• S- -1 iti -1 1 1 -11' 1 _ 5 5 47 5- 1 4 3 x x0.0 crus um 1 H-1 or H,2S A Dain or ane sum m Alb toy 1!or 5 x x or 1 res Dome Dome, 3 tnreeaes croon Dams Ddu erha Rooms Wind Mmo-S Roof a Atlached Covers Enclosed AN VOW Mo,-5 Roof &Attached Covers Endo-cl CantNeva Wand M Rod iAttached Cowin Enclosed Zone 1 4 1 4 1 3 �Q Zone 1 1i't ] 4 a2 AN Zone t q AN (MPH) s d• • s y Nbad' s s Moy s < R O 'Y IMP") s Mood' s ahoy s�aMoW aDanNoade s ad* span/load' s naoad• Rooh Moad' a Rook 1 - 1 . p0 n 25 T- A' 1 -1 2 7'$ -9' 30 - 30 7' - 45 00 13'•3 1 1 - 1 1T-1 1 7 -t 5-5 t- 27 1 -1• 4 45 11 10 1 19'- 1 7 -1 1 •1 1 1 2 11' M(r1 r" U ^ ? 110 6-3' i - 1 5-11 8 i 28 T 8' -70' -3 1 1 1 7 - .14 1 - 14 to 1 1 1 - 1 -11 1'- q-0 1 -it 1 7'-1 1 1 1 it'-1 1 1 30 1 1 4 T-1' 20 -0 2p 5'- 33 8'-11' 33 -1 3 5'-r 43 6'4' 6 -1 5 12- 1 7 1 17 /' 1 7 d 5 13' S 1 -i' 1 4' -11 15 17 iTi' 17 1 1 1 - 1 -17' 1'$ 2 9'- 5 0 IZ3 V-7 4 1 -1 S '-10' -11' S' 4 'i - 6 t2 1 1 1 -1 1 1 1 1 -ii - 4 7 17'-1 31 - 4' 1 1 1 -1 1 -77 1 - -1 1 1 W 130 -1 - 4• 39 - 4--1 1 -ii -i 1'-11 1 11'-W S' 1 - 1- - 0 LLllityO -1 5 -1 J' 31 '-0' 46 6'•2' i 4 4'-10' S1 -i t' 7 - 'l '-1 8 1 11'-1 1 -11 9'J 1 71-t' -17 1 11 140 / 3 1 - 11'fi' 40 71-1 40 -Y. Z ? is 1 T-3' 1 S-0' -7 '4'- 46 4'-T 59 5'•8' S9 5'-t' S9 i'-11' B9 11'-' 2 1' 13'-1 it'-11' -1' S3 1'- 89 1Sg 11'-T 1 -1 I -1r 70'-0- 1 i' IB -70' 7 U4 G 1 - 4- 1' 2 6 7 1 1 13' -1 11' 1 i : x Ms minora t a on Dam (Z Z LL 1-tR'z tr x OASO'2 err S Rb RWr Pareb Aluminum 3105 M-14 or H-25 r z 12-x OA39.2 or S Pans Abu mimar ]705 H-2a Open Roo— s Mod Rooms- ang cr -1 Nand Mono3 Roof a Attached Covere Enclosed - K J O a 13 Open res nen Ddu ng n nes Screen s Overhang W 1.+ < m Wind Mono$ Rod &Attached Covera Endosad CadlNwr wind M Roof aAttaced Cowin Erwlwed CaMMwer Zone 7 1 4 1 N d ' O r U Terre 1 s Nbad• s 4 s Moy 3 Nbtl' a 182 s Moad• s d Roofs 7 1 1 3 { 1 s q Rook (MPH) s • rdloy s s Root LL >_ U ri r Q 1 - 7 19'- 1 1 - 1 1 14'- 7 14' O C 100 r- 1 - 18 - - 8'-1 - 30 8' - 45 7 1 - 1 1 1 1 1 -11 7 4 15 1 1 1 -t 1 1 $ 14'- 1 4 1 1'-it 71 -1 -8' 1 10'.' 1 5-11' 8 8'. 28 8'A• 28 4' 36 T-1' '-0' 36 '-T 170 1 4 14 ]4 - 1 21 1 7 1'-9' 1 1 -it 1 - a• ' 41 4 Q m rp11 0 a -t' .1 4 - 15'.3" 1 _ 1 _ 123 1 - 7 6'- 1 1 5 7 i 1'-1 1 4' •7 / 11'-1 41 1 1 4 1 9' d' T-1 -1' 35 5'-11 T -5' S 89 23 14 1 130 164 7 1 35 1 L 1 0' t�rl 1 '-1' 1 1 1 1' -1 34 7 - 4 69 1 -1 W s3 m tY 130 -1 -10' - -1 S1 -7 7 1 1 - 1 -/ 1 1'-i 1 1'• 1 1 4 1 i 14'-11 14' 71- 1 -V' 1 1 - 1 i ui J= W 1 8'S -10' 46 -3' T 08 51 -17 51 1 7d0- 1 -1t t -11 11'i 14 34 - 1 q 1404 73'4• 27 14'-11' 27 14W 27 10'd' Iti 11-2' 10 10-10' !0 8' S9 9'A' S9 9'$. 59 3'i' 89 to U j m -3 4 -1 110- -11• 18'-tt 23 7 i' tt'4• 14'-0' 15'-7 1 3' 44 4-0' Iso 4 1 1 -T 8'- •1 O c O ISO 4 - - - 1 - 1 - 1 !•x 48•s 0.030"Panda auminum 310311.11 err M231A EPS Core FoamOpen m H m H Noor.Tod roof panel wWth=morn 14M+wall with+cvedung.'Design or applied load based on the effective area of the panel. Nob:Tobi roof pard width.Frim wldN+want widb+overhang• •Design orapplied!bed bwd onM affacdve ave d t e pawl wind O-Sloped Roof i Attached Covers Enclosed Dome- Z g Z tore 1 3 1 3 PH s Mood' s s s Nbad' 4 al 1 1 1 Rode Z ~ 23 1 -1 1 14 21' -7 1 1 -1 1 1 1 1 -11 1 4 4 1 1 .11 1 1 1 11 t - 1 i i- 1 W N 130 1 1 -1 i 13'4" 7 -11' { 1 - 1t K 1 1 •1• i _i 4 i - { d O 1 1 1 - -17 1 1 1 - 26 Nob:Told roof panel wbmmom with+wall width+owrb", 'Design or applied load based on Die aReca"area of 6N4 10 � SEAL. W a a SHEET z U a W 13-F z Z W 15 12-01-2009OF O fp 3 E C 7� Extrusion Component Selection: 0 (Sheet l2A 120 M Component: Extrusion 5 Associated Table 0 m Ed2e Beam n/a n/a Opening Saes/Crandal Project 1488 Laurel Way/Atlantic Beach 91-4 Posts 2X4 SMB Table 38.2 120 ConVonent&aadding Design Pressures 120 nwh Exposure 91 tarts n/a n/a Dimensions in Inches23,--4W Number Area Pressures °' `� o v L of UnitWidth Height T ne Converted from Exposure B to Expo$Wre C using 0.91 span 691/2 66 XX Sliding Window 6 32 23.9 -37.3 multiplier(specified by 3B-C,Sheet 2',9 72 66 XX Sliding Window 1 33 23.9 -37.2 02 2X4 SMB X 6 ft spacing=tabular spon=9'8" 60 66 XX Sliding Window 2 27.5 24.2 -38 =N m 9'8"X 0.91=8'91/2"Exposure C alllpwable span 36 80 Hinga Door 2 1 20 1 24.7 -39.2 N L O � C � D L0 > > E%ISTING Single Family Residence-"HOST STRUCTURE" % , / ' �(505 L Z,L L M ' a- ' V! 3 Q I 3068 (� - O� giM L a -0 ^ F n ii ai U oL 3 n 30613 I. .I Ui $ co 4 —Entry _ � - 11 i ' i ,'" / '; A I 7 G * a ', yyyV i / Y2CJ5 � I ag EXISTING COVERED PATIO"LANAI" " d W/NEW GLASS PARTITIONS 0 � v v� /' � O £ «. Ol 'p u V7 i i .? s E p C. z C�jQ o 7 V / o m Z II / /' �v0 E �E o Q I I I i C ti > 'C C, z L �'3�m'� 3 9-1/2 ' " 5'9-1/2" 5'9-1/2" 5'9-1/2" z a ,L ;; 5'9-1/2" 5'9-1/2" ~ ii Q N ate' i i I m LU 1k + -Jo ------------------ ---------------------- s J ----------------------- - LL ---------------------- ------- z -------------- _ _ I— U Q OverhangL FAWaof ExistJ�r S.F R.Roof Q H z — — W Z w 17'4-1/2"(3 Equal Spaces) 0'5" 17'4-1/2"(3 Equal Spaces) Z } s a W a 36'0" ?� .p. m 0 x N w . > > ® W w 0 me under an Existing Conventional) Framed Roof x s W x PLAN VIEW ,(Glass Windows & F 9 Y ) ILE COPY6 U W L W Z D Scale 1/4" = 1'0" - _ ..ir,w —,� S Z _ u z x REVIEWED FOR CODE C 3 W OMFL�CE � J > o CITY OF ATLANTIC BEACH U 0- SEE PERMITS FOR ADDITIONAL Z SHEET # �� RJEQU�'fENTS AND CONDITIONS. S � lJ O L 116L 0,4 DATE: is E no no 12 Go ... ................................... .............. 75 C* ........... .......... ............ .................. 7 .............. Family .......... ROOF OF EXISTING Single Family Residence-"HOST STRUCTURE" ---------—--- ---- .................. r -4 ........... L:CD - --- --——------- 02 ui COO L Cf kD CD InLr => <= a :Y 4) 75 E* J�C) T - 2� L > >n v3 :j LL r L 2�Me EXISTING(LUMBER)FRAME PARTIAL WALL EXISTING(LUMBER)FRAME PARIML WALL < 7' 7 7,7777 13 0 ul L Wall Elevation Longitudinal3 P,0.4 t& x Q C,0 t: ,2 ! Scale 1/4" VC)" 3 L 8 tz NUT 14 40 w z E'0 i t-' ............. IF ............ ............... ............. ........... ................... ----------------- E z ............... ............... .......... ....... ............ ................... .............. ..... ................... E .................. E ...................... ............... ..... ............................... ................. E .......... ........................ .................. ................... ............. .......... .................................... ........... > ......................................................................... z C14 _j ul 0- (=,), -LLj LLJ bz 0 ,/ 3068 D < z => <= - 0 D 3068 Entry ui �z Z Entry (GLASS) Z (GLASS) W t; 0 o C) / _j LLI F- • > D W w 0 NG(LUMBER) 0 (n EXISTING EXISTING(LUMBER) 7 FRAME PARTIAL WALL WALL ui PARTIAL 17 Lu CO FRAME PA Z UJ tr) Z 0 Lu _j _j 5 0 Right Side Wall Elevation U CL Left Side Wall Elevation SHEET # Scale 1/4" = 1'0" Sole 1/4" = 1'0" GIF 2 INSPECTION GUIDE FOR CARPORTS AND SCREEN GLASS&VINYL ROOMS LEGEND 1.Check the building permit for the following: Yes No This engineering iso a portion of the Aluminum Structures Design Manual("ASDM")developed and owned by Bennett Engineering Group,Inc. a.Amro card a address. . . b.Approved drawings and addendums as required. . . (" )' purchase these L' BennetC Contra acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's of o W — C.Plot pian o survey . . . . — _ materials. _ d.Notice of commencement . 1. Contractor represents and warrants the Contractor. 2.Check the approved site specific dravdngs or shop drawings against the"AS tractor licensed In the state of Floridato build the structures encompassed y 1.1. Is a cam' passed In the ASDM; BUILT"structure for. Yes No ci O a.Structure's length,projection,plan&height as shown on the plans. . . . . . . . .— _ 1.2. Has'^sttended the ASDM training cause wdhin two years prior lo the date of the purchase; Z E b.Beam sizes,span.spacing&stitching screws(if required)- 1.3. Has'�g�a Masterfile License Agreement and obtained a valid approval card from Bennett evil the license y c c Purfin sizes,span 8 spacing - - - - - - - - - - - - - - - — evidencing greeted in such F � d. Upright sizes,height.spacing&stitching screws(if required). agnpament 9 e.Chair rall sizes,length&spacing. . . . . . . . . . . . . . . Q f.Knee braces are 1.4. yylpirpkrt ager,amend,or obscure any notice on the ASDM; properly Installed s.required. i use the ASDM in accord with the g.Roof panel sizes.length&thickness. —_ 1.5. Wih*Q^IY provisions of Florida Status section 489.113(9)(b)and the notes fimitirg the appropriate use Q 3.Check load bearing uprights f walls tc deck for. Yes No of tlj�e plans and the calculations in the ASDM: o a.Angle bracket size&thkness . 1.6. Un�thnds that the ASDM Is protected by the federal Copyright Act and that further distribution of the ASDM to any third party(other b.Correct number,size&spacing of fasteners to upright. _ c.Correct number,size&spacing of fameners of angle to deck and sole plate . . — tharn�a local building department as part of any Contractces own work)would constitute infringement of Bennett Engineering Group's d.Upright Is anchored to deck through brick pavers then anchors shall go through ceyright and ;c pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.Check the load bearing beam to upright for. Yes No 1.7. Conioctor is soley responsible for its construction of any and all strictures using the ASDM. g a.Receiver bracket,angle or receiving channel size&thickness. . — 2. DISCLAIMEFtkOF WARRANTIES.Contractor acknowledges and agrees that the ASDM is provided"as is"and"as available." Bennett hereby J b.Number,size&spacing of anchors of beam to receiver or receiver to host structure all warranties of merchanfabili c.Header attachment to host structure or beam expressly dis iaimSs ty,fitness for a particular purpose,and non-infringement In particular,Bennett Its officers, Q Z uj d.Roof panel attachment to receiver or(host structure representatives,and successors,do not re D 0 a � � — — employees,agentss�� present a warrant that(a)use of the ASDM will meet Contractors requirements(b) � e.Iof le brackets are used for framing connections,check number,size&thickness that the ASDM is fYC from error. < w Q f.Post to beam attachments to slab. 3. LIMITATION t�LIABILITY. Contractor agrees that Bennetra entire liability,ff any,for any claims)for damages relating to Contractors use of Z 0 w w 5.Check roof panel system for: Yes No made a alnst Bennett,whether based In contract,n 1 0 Z 2 w 0 01 m the ASDM,which ape 9 negligence,igence,or otherwise,shall be limited to the amount paid by Contractor Z Vr 0 C7 U p0 ui a.Receiver bracket,angle or receiving l bee el size a thickness event will Bennett be liable for an consequential,exemplary, w b.Size,number&spacing of anchor o1'beam to receiver . for the ASDM.In ntP Y eq glary,ir�idental,indirect,o special damages,arising from o in any � W � � (7 N c.Header attachment to host structure or beam. related to,ContracfWs use of the ASDM,even if Bennett has been advised of the possibility of such damages. M Z ' w d.Roof panel attachment to receiver or beam4. INDEMNIFICATION- agrees to indemnify,defend,and told Bennett harmless,from and against any action brought against Bennett, N.Contractor w O W 0 U Notes: ro a- W Z 0 J g by any third party(gouding but not limited to any customer or subcontractor of Contractor),with respect to any claim,demand,cause of action,debt, 0 0 0 w LL or liability,Includint reasonable attomeys'fees,to the the extent that such action is based upon,or in any way related to,Contractors use of the O 0 0 m 2 O ASDM. /, JG , m 0 CONTRACTOR NAWE: ✓�c 5�y pe!/tom MIS S _ , O U 0 w co W U- CONTRACTOR LI&ENSE NUMBER: _se � Z ]� l`P f w (n iL 6 O w w C7 Z C' F .EL E CO.. v Z — N N 3 COURSE#00022 ATTENDANCE DATE: 0 LL ^'� Y w 0 F- g w a J CONTRACTOR SItONATURE: o O SUPPLIER: REVMMD FOR CODE CO CITYOFATLANTIC B Q SEE PERMT!S FOR ADDITIp C$ a- SAL z BUILDING DL�ARTMENT I�Q�AND J LL w o RMATION AND COURSE#0002294 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) CONDFTItONS' w uJ 2 E of O CONTRACTOR lN1Ti� m rf'r DAM�` w " asp a uioLL Z �0 r, C a� Oow O PURSUANT TO PROVISIONS OF THE FLORIDA DkPARTMENT OF CO m r a HIGHWAY SAFETY&MOTOR VEHICLES DIVIS10%OF MOTOR w ,a ID K VEHICLES RULE 150-2,THE SPAN TABLES,CON14 CTION Z is w DETAILS,ANCHORING AND OTHER SPECIFICATMONS ARE Cn m DESIGNED TO BE MARRIED TO CONVENTIONALky /^!i- I.- U o O CONSTRUCTED HOMES AND/OR MANUFACTUFAED HOMES AND 3 m p MOBILE HOMES CONSTRUCTED AFTER 1984. (00 Z J THE DESIGNS AND SPANS SHOWN ON THESE D%WINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE-FFLORIDA BUILDING CODE 2007 EDITION W/2009 WPPLENkNJS - a D O Q 2 tl z SEAL W JOB NAME: "r`� /�/ /� SHEET Z fit ' Gam Lcrt1�/ W ADDRESS: Z w m DRAWING FOR ONE PERMIT ONLY 12-01_2004 OF 15 Q Ri DESIGN CHECK LIST FOR GLASS ROOMS GENERAL NOTES ANd�SPECIFICATIONS GENERAL NOTES AND SPECIFICATIONS FOR SECTION 3B TABLES � 1. Design Statement: 1. Certain of the following sbuct4 res are designed to be married to Site Built bkx:K wood from,or DCA approved Modular structures of Nae: S it These pians have been designed in accordance with the Aluminum Structures Design Manual by adequate structural capacity.-TThe contractor!home owner she#verify that the host structure is in good condition and of sufficient strength Frart4ng system ofglass rooms are considered to be main frame resistance mmpone ft Therqofdesign bads are the Lawrence E.Bennett and are in compliance with The 2007 Florida Building Code with 2009 to hold the proposed additlont• largerof the rzmda ned loads pthe 2007 Fbdda Building Code with 2009 Supplements and(-)y4ind bads,Vvae i loads are theSupplements,Chapter 20,ASM35 and The 2005 Aluminum Design Manual Part I A&11-A and ASCE 2. if the owner or contralto has3da question about the host structure,the owner(at his expense)shall hire an architect,engineer,or a certified T k'9ar a U e wad bads ro°°rnert'ttove woe kids to C'cr it Exposure weds p�,"by toque listedin 7-05;Expceure'B'_or'C_or'D'_;Importance Factor 1.00;120 MPH or_MPH for 3 second home inspection company td�vet Y host structure capacity. Section 313 Design Loads for Roofs&Walls(PSF) a =LL wind gust velocity load;_Partially Endorsed or_Enclosed;Bask:Design Pressure_Design 3. The structures designed using this section shall be linked to a maximum projection of 15,using a 4"existing slab and Zl4r with a type II Enclosed Modular,Glass and Screen Converted to Glass Roomsa a Pressures are found on page 3B4L footing,from the host strucWf i- Exposure"s" r° R a.'B'exposure=_PSF for Roofs&__PSF for Walls 4. Freestanding structures shale limited to the maximum spans and size limits of component parts or a max.of 16'projection unless a type Bask wind Live Dos Loads Over _ b."C'exposure= PSF for Roofs& PSF for Walls II footing is added o load be&ong walls.Larger than these limits shall have site specific engineering. MAnd Pressure toad Roofs Walk All Rqr� W t~'D"exposure=_PSF for Roots& PSF for Walls 5. The proposed structure mustt#e at least the length a width of the propose!structure whichever ds smaller away from any other structure tp Pressure +1W "We I.P.C.0.18 for Enclosed or 0.55 or partially enclosed. too MPH 13.0 3.3/19.0 20.0 20.6 14.9 46 �% j -p; be considered Freestanding. 110 Me'!i t4.0 3S/26.6 20.0 ZBb 18.1 !2 Q Host Structure Adequacy Statement 6. The following rules apply o�taehments Involving motile and manufactured homes 1 have ins and verify that the host structure is in good repair and attachments made o the ad' o a mobile/manufactured home shelf use Yourth wall construction This a les o all 120 MPH 17.0 4.2/27.4 20.0 27.4 21.5 inspected ntY 9 P a.Structures to be places )acent pa y 123 MPH 18.0 4.4 12U 20.0 26.9 22.6 structure will be Solid. sheds,carports,and A-Other structures to be attached. 130 MPH 20.0 4.9!322 20.0 32.2 25.2 tj �f Phone:�j b.Fourth wall constructidfn means the addition shall be self-supporting with only the roof flashing of the two units being attained. 140 1 MPH 23 0 5 7/37 3 20.0 37.3 29.3 65 t Fourth wall constnlctIo4l Is considered an attached structure.The most Common'Yourt h wag 140@ MPH 23.0 5.7 J 37.3 30.0 37.3 29.3 65. �S Ile Contrac or I Authorized Rep'NN (please print) Pos v beam frame adjacent o the mobile/manufactured home.The same s a w construction'is a t� 1 pan tables can be used as or the 150 MPH 26.0 6.51428 30.0 42b 33.6 75. Date: front wall beam.All foi100 wail frames shag have knee braces on both fourth wall frame and outer wall frame @ each end when Rain Load:5 PSF rc Contractor/Authorized Rep'Signature attaching to a slab.If p2Pst Is set in concrete isolated footing,no knee brace IS required. Table 3B-A Wind Zone Conversion Factors ;o c.If the mobile/manufa&tured home manufacturer certifies In writing that the mobile hone may be attached to, then a"fourth wair is for Glass/Enclosed Rooms NOT required. From t20 MPH Wird Zane to OrMrs,Exposure's' Job Name&Address 7. Section 7 contains span tables and the attachment details or pans and composite panels. hook YYsBs Note: Projection of room from host structure shag not exceed 16'. 8. When using TEK screws in liku of S.M.S.,longer screws must be used to compensated or drill head. Vftd Zone Applied Load Deflection Bending Applied Load Defindon eon Q Z ul a. Consult Section 9 for a7a�ale fastener loads. The minimum edge distance and center o center of fasteners shall also be MPH d b d D Q a Building Permit Application Packagecontains the following: Yes No too 211.6 1A1 1.01 u.9 1.13 1. A.Project name&address on plans . . . . . . . . . . . . . . . . . . . . . . _ maintained in additiolil to fasteners specified In tables. Q F- en existing walls,floors,and ceilings s Ito zea 1.01 1.01 18.1 1.06 1. w 9. Glass and modular walls beth 9 ngs hag be considered in lls and shag be allowed and spans shag be 120 2 AA 1.00 1,00 21.5 100 _12.(U_ W W z B.Site plan or survey with enclosure locaatloh r ass and modular walls. 123 29.9 0.98 0.97 22.6 0.98 0. W m selected from the same as otlhe 91 C.Contractor's/Designer's name,address,phone number,&signature on plans . - the minimum roof live load/a Z 2 Q 10. For high velocity hurricane zdfl18s applied load shah tx3 30 PSF. 130 322 0.95 0.92 252 0.95 0. D.Site exposure form completed. . . . . . . . . . . . . . . . 11. Loads,coefficients,spans arida heights may be interpolated between values but not extrapolated outside values. 140-1 37.3 0.90 0.86 29.3 0.90 0. Q H U O uj w E.Proposed project layout drawing @ 118'or 1/10"scale with the following: 12. Definitions,standarls,ands tons can be viewed online at www.lebpe.com 140 2 37.3 0.90 0.86 29.3 0.90 o U? Q to Q tV O 1. Plan view with host structure area of attachment,enclosure length,and . 13. All aluminum extrusions shadlmget the strength requirements of ASTM 8221 after powder coating. Iso 42 a o.ss o.ta 33 6 o ere o. W J z ' w projection frau host structure 14. All aluminum shall be ordere6J as to the alloy and hardness after heat treatment and paint is applied.Example:6063-T6 after heat Q U 0 c Table 3B-B Wind Zone Conversion Factors 2. Front and side elevation views with all dimensions&heights . . . . . . . . - treatment and paint process. for Over Hangs/ W J W Z g 15. Framing components and rodffn additions using this section of the manual comply w/requirements of AAMA/NPEA/NSA 2100-02 or = W 3. Beam span,spacing,&size. All Room Types 0O (Select beam from appropriate 3B.1 series tables) category IV&V sunrooms,hb*ftble and conditioned. From 120 MPH vrird Zone to oaners,Exposure"B" i=- Q U m Q W O 16. Aluminum metals that will coff)e in contact with ferrous metal surfaces o concrete/masonry products or pressure treated wood shall be Z Wird Zone 4. Upright height,sparing,&size. Applied toes rlefketlan Bonding (Select uprights from appropriate 3B.2 series tables) coated w/two coats of alumkRNm metal-and-masonry paint or a coat of heavy-bodied bituminous paint•or the wood or other absorbing MPH NS d (Check Table 3B.3 for minimum upright size) material shall be painted wilt httwo coats of aluminum house paint and the joints sealed with a good quality caulking compound.The too 46.8 t.ot 1.02 Q EL listed in sedan 2003.8.4.3 through 2003.8.4.6 of the Fkxida Building Code or Corobound Coo Galvanizing lie 47.1 1.01 tAi F- fA W J w 5. Chair rag o gins size,length,&spacing protective materials shall be a1s 9 rig r'9 a p ng. - _ 1zo 4a.s too too (!) CO t] Lt. � Primer and Finisher. z (Select chair rails from appropriate 362 series tables) 123 50.8 0.98 0.98 ti CA W 17. All fasteners or aluminum patF%shall be corrosion resistant,such as mon magnetic stainless steel made 304 or 316; 130 56.8 0.95 0.92 2 � p 0 S. Knee braces length,option,&size. . . . . . . . . . . . . . . . . . . . . - ted or der coated steel fasteners.Only C7 p C) Ceramic coated,double zinc c P� y fasteners that are warrentled as corrosion resistant shag be 140-1 65.7 0.90 0.86 a Check Table 38.3 for knee brace size Z_ N 04 IV. ( ) used;Unprotected steel faste?ftefs shah not be used. 140-2 85.7 0.90 0.86 3 Highlight details from Aluminum Structures Design Manual: Yes No 18. Any structure within 1500 feel(nt a soft water area:(bay or ocean)shall have fasteners made of 160 75A 0.� 0.80 _ A.Beam&purifn tables w/sizes•thickness,spacing,&spans/lengths.Indicate. non-magnetic stainless steeti33O4 or 316 series.410 series has not been approved or use with Conversion Table 3B-C � > h- Section 3B tables used: aluminum by the Aluminum p(sssociaton and should riot be used. Load Conversion Factors Based on Mean Roof Height from Exposure"g'to"C"&"D" Q > j Beam allowable span conversions from 120 MPH wind zone,'B'Exposure to 19. Any Project covering a pod utlffth a salt water chlorination disinfection system shag use the above recommended fasteners.This Is not _ _ _MPH wind zone and/or"C'or"D"Exposure for load width limited to base anchoring sysR�ms but includes all connection type S Expos°re B"t° t° r Look up span on 120 MPH table and apply the folbwi formula 20. Screen,Acrylic and Vin Ro6?M engineering is for rooms With solid wag areas of less than 40%,Pursuant to FBC 1202.1. Moen Roof Load spun MuItlpNsr toad Span Muttlp r r'9 AcrY YI Vinyl Haight Conversion Conversion � H SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE windows are are not considefC solid as panels shoukf be removed in a high wind evert For rooms where the glazed and composite Factor sonMDoftctkmloaner BernNngpaneUsoNd wallarea exceedsS,40%•glass room engineering shall be used. o-1T 121 0.911.47 0.83 a tp 15'-20• 129 0.881.54 0.61 a ? / (b or d)= 20•-25' 1.34 0.861.60 0.79 0 k 2 NEXPOSURE MULTIPLIER zs•3o Loo 0.65ts6 0.78 tY c� c�(see this page 3) SECTION 3B DESIGN g�TATEMENT 30'•46' 1.37 o.as1.61 0.79 a t� tl w E: v j B.Upright tables col sizes,thickness,sparing,&heights. Yes No The structures desi ned for Secton 3B are solid roofs with glass o solid wags and are considered part of an enclosed or use rr�f raw height of fast structure a aides"'° W ? 9 values are from ASCE 7.05 Z '� (Tables 3B.2.1,38.2.2•or 3B2.3) partially enclosed structural syst&p since they are designed to be married to an existing structure. Table 3B-D 0 W @ LL g z The design wind loads used for rooms are from ASCE 7-05 Seddon 6.5,Analytical Procedure and are fcompliance for Glass and Modular Rooms uz -+O Upright or wall member allowable height/span conversions from 120 MPH 9 9►�ss W O wind zone,"B'Exposure to_MPH wind zone andlor'C'or"D"Exposure with The 2007 Florida BuildingCd&de with 2009 Supplements.The bads assume a mean roof height of less than 30';roof from Enclosed to Pardaay&WIosad a eJ W All pressures shown in the table below are in PSF a C a:^ O for load width_ slope of 20'to 30"(+/-10');1=1�.(PO• P (M/S4 Negative Internalq Look up span on 120 MPH table and apply the following formula: pressure coefficient is 0.18 for enZ4bsed and 0.55 for partially enclosed structures.(Multipliers must used for partially for or!EM 1 0 SPAN REQUIRED� REQUIRED SPAN NEEDED IN TABLE enclosed loads) t n Load t»ndmg danacuon CO Anchors for composite panel roof's�Ystems were computed on a load width of 10 and 16 3 a T overhang. Rook 1.30 0.85 0.92 < ~ e. `O L W Any greater load width shall be s00 specific Walls Las 0.1 0.90 W W,ro = W (b or d)= All framing components are consWeled to be 6063•T6 alloy. CO 3# to L- EXPOSURE MULTIPLIER o Or (see this page 3) Z tr e Z C.Table 3B.3 with beam&upright combination If applicable w D.Connection details to be used such as: - z 1. Beam to upright. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ ZW10 a 2. Beam o wall. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W K 3. Beam to beam. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 4. Chair rail,purlins,&knee braces to beams&uprights . . . . - 5. Extruded gutter connection. . . . . . . . . . . . . . . . . . . . . . . -6. U-cl1p,angles and/or sole plate to deck. . . . . . . . . . . . . - '? #1 ai E.Raised slabs and/or foundation Cetafl type&size . . . . . . . . . . . . . . - 8 o Y 4IA��E o SEAL R O SHEET 'u L9 � '}t_,Vt�1 U 2 C1U� 1 'Must have attended Engineer's Continuing Education Class within the past two years. REQUIREMEN'[ s,"i :C?ti)MITI�'' w "Appropriate multiplier from page 1. ��N� 0 2 w I REVIEWED BY: GATE:_, U) z 1 _ �_ __ __•___ OF 15 0 EDGE BEAM`SEE TABLES 313.1.1,38.1. t$` -1.3) #8 x 2-12'S.M.S. T 6•FROM #8 x 1-1/2'S.M.S.@ 6'FROM ENDS,TOP OR BOTTOM AND LW FOR ENDS,TOP OR BOTTOM AND MAX• @ 16'O.C.OR PILOT HOLE W/ W 16'O.C. H• UPRIGHT CAP AND(1)#8 x 12'S.M.S. �- HEIGHT(h) 1"x 2" INTERNAL 6"FROM ENDS,TOP OR BOTTOM AND 16"O.C. ALUMINUM o i� '�- MIN. 3-1/2•*LAB*LABON GRADE VARIES OR RAISED kQOTING 2.00'� 200" 2.00" C NVENTIOFRAME SYSTEM SOLID ROOF y TYPICAL GLASS ROOM WITH SOLID ROOF -�c AS MIN. d p TYPICAL FRONT VIEW FRAMING p 044• + t. 0.044" + 2.00" I SHEET ONE SIDE W/0.040" a (HEIGHT OF UPRIGHT IS MEASURED FROM -k ALUMINUM COIL FOR SCREEN w C TOP OF 1'x 2'PLATE TO BOTTOM OF WALL BEAM) 0 " �c 0,044• + 1•pp" ROOM OR BOTH SIDES Wt -'Ik 2.00" 0.024"COIL FOR GLASS ROOM ALTERNATE TOP DETAIL 'LW'LOAD WIDTH USE STANDARD NAS OR i Q FOR ROOF BEAM ALTERNATE SONNECTION �` SCREW PATTERNS FOR m ~ P/2 —�1�— P2' (�FASCIA ALLOWED 1"X 2"X 0.044" 2"X 2"X 0.044" 1"X 2"X 0.044" ANCHORING h SIZE BEAM AND UPRIGHTS I OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION WINDOW FRAMING CAN 0 (SEE TABLES) w WITH 2"X 2"X 0.044" WITH 2"X 2"X 0.044" WITH 2"X 2""X 0.044"" ATTACH DIRECTLY TO m z� PATIO SECTION PATIO SECTION PATIO SECTION HEADER(SEE TABLE 6.5) SOLID ROOF X EXTRUSIONS AND FASTENING DETAILS 3 0 w F- SOLID COVER TOP OF TRACK AND BOTTOM S NO MAXIMUM m SCALE:2"=1'-0' (ELEVATION SLAB OR GRADE) OF TRACK ATTACHED Wt GLASS WINDOW INSTALLED P=PROJECTjjON FROM BLDG. EDGE BEAM #14 x 3/4"TEK SCREWS PER MANUFACTURERS J LW=LOAD V01jDTH (SEE TABLES 38.1.1,3:.12) @ 6.O.C. SPECIFICATIONS Q Z ui VARIES VARIES WINDOW HEADER MAXIMUM WIDTH= VARIES < Q a 'P'VARIES (SEE TABLES 38.2.1,2) LEDGE BEAM SPAN Z NOTES: ADD 1"x 2',.2*x 2" ALUMINUM SHEETING OR Q W Cl z 1.ANCHOR 1'x 2'OPEN BACK EXTRUSION W/1/4'x 2-1/4•CONCRETE FASTENER MAX OF 74'O.C. OR SNAP CAP AS REO'D. VINYL BOTH SIDES Q W w AND W/IN 6"EACH SIDE OF UPRIGHT ANCHOR 1-x 2"TO WOOD WALL W/#10 x 2-1/2-36,-M.S.W/ CHAIR RAIL(SEE TABLES Z 2 Q to m WASHERS OR#10 x 2-1/2"WASHER HEADED SCREW 2'-0"O.C.. ANCHOR BEAM AND 6OLUMN 382.1,3B.22) VARIES (!)VARIES (t) U O ui INTERNALLY OR W/ANCHOR CLIPS AND(2)#8 SCREWS W/WASHERS @ EACH POINT COF SHEETING MIN.ONE SIDE VARIES !n O J o N U CONNECTION. . 0.040•ALUMINUM OR 12"CDX (SEE TABLE] W Q Z w 2.SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/22c P2+O.H. PLYWOOD Q Ir W Q (/) Lu 3.SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3B.1.3 AND GLASS ROOM FigURTH WALL ADDITIONAL STUDS MAY BE W � Q J Z 5 BEAMS FROM TABLE 36.1 A USING P2 ADDED TO ADJUST CHAIR • • LUQ m Q W LL 4-ANCHORS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING RAIL TO MAX.SPAN - D Q M m 2 O CONVERSION: 1100-1231 130 140 -150 1•x 2",ADD 1-x 1"TUBING OR �d .•.' t- O Z Q W O 1 #8 1 #10 1 #12 1 #12 1'x 2"TO MATCH BUILD OUT IF VARIES ".4 " n .'y U 2 O Q J REO'D d.• ad F-W (L 2 TYPICAL GLASS ROOM MINIMUM SLAB(SEE DETAIL) H U) W 0 :) w cn cn LL i SCALE: 1/8'=1'-0• TYPICAL SCREEN ROOM CONVERTED TO GLASS ROOM WALL ELEVATION GLASS ROOM WALL WISH STORM GUARD PANEL SECTK)N g o~ o tw- SCALE:1/2'=V-0" %CALE: 2"=V-0- (D N N FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1"x 2"x 0.044"MATED W/2"x 2"x EXISTING SOLID COVER F77'::::::�TVARIES OR 2"x 2'x 0.044"MATED WITH 2"x 2"x EXISTING ui -J ~ Q O CONVENTIONAL FRAMING OR EDGE BEAM(SEE TABLES WINDOW HEaWER(SEE ALUMINUM FRAME SYSTEM: ~ 38.1.1,38.1.2,38.1.3) TABLES 38.2.9?.3622) L AS MIN.SHEET ONE SIDE W/ MAXIMUM WIDTH= MINIMUM SHL4ETING:ONE 0.040"ALUMINUM COIL SOLID ROOF Q EDGE BEAM SPAN SIDE 0.040"At_4UMINUM OR 112" SOLID ROOF FOR SCREEN ROOM ALTERNATE TOP DETAIL co � a COX PLYWOOD CONVENTIONAL FRAMING OR OR BOTH SIDES W/0.024"COIL O n CHAIR RAIL(SEE TABLES VARIES ALTERNATE§HEETING:0-024" ALUMINUM FRAME SYSTEM: FOR GLASS ROOM ? in p 313.2.1,36.22) ALUMINUM B6 TH SIDES AS MIN.SHEET ONE SIDE W/ USE STANDARD NAIL OR I j Lu V w SCREW PATTERNS FOR O W w J 0-040"ALUMINUM COIL ANCHORING W ? m# _ ADDITIONAL STUDS MAY IL --�` FOR SCREEN ROOM p„ W LL ADDED TO ADJUST CHAIR RAIL VARIES OR BOTH SIDES W/0.024"COIL WINDOW FRAMING CAN Z TO MAX.SPAN WINDOW FRAMING CAN w -+O MINIMUM SLAB(SEE DETAIL) a D FOR GLASS ROOM ATTACH DIRECTLY TO HEADER ATTACH DIRECTLY TO a N r ^' w USE STANDARD NAIL OR W/#10x3/4"TEK OR S.M.S.@ HEADER(SEE TABLE 6.5) tr C a y a SCREW PATTERNS FOR 6"FROM EACH END AND 12" 0 N ? D TYPICAL ELEVATION GLASS ROOM WALL ANCHORING O.C.MAX TOP AND BOTTOM D m Z) r x a SCALE:114"=l-(r LLi m w ¢ v� r > WINDOW HEADER x m U ` u=i at m ANGLE(1)SIDE OR BLIND GLASS WINDOW INSTALLED C M O SCREW VARIES PER MANUFACTURERS GLASS WINDOW INSTALLED Z 0 SPECIFICATIONS WINDOW ADDITION ANCHOR PER MANUFACTURERS ¢ (6 ® Z ---- TOP OF TRACK AND BOTTOM SPECIFICATIONS w J ~ W/MIN.#10 x 1"S.M.S.@ 6' Z FROM EACH CORNER AND 1 1 OF TRA 3/4"TEK SCREWS CK ATTACHED W/ W 16"O.C.MAX 1 1 @ 6"D.C. MAXIMUM WIDTH= 1 VARIES O ALUMINUM EXTRUSION 1 EDGE BEAM SPAN 1 w SHEETING OR IL D -4 1 1 VINYL BOTH SIDES CHAIR RAIL 1 1 ALUMINUM SHEET - 4 0 Of KICK PLATE VARIES • :J°' y SEAL Z a.•. - wd ... e ' SHEET m ' w TYPICAL ELEVATION GLASS ROOM WALL �� SCALE:1/4"=1'-0" w 4 z NOTE:FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1"x 2"x 0.044"MATED WI/�2"x 2"x GLASS ROOM WALL SECTION GLASS ROOM WALL W!T#H STORM GUARD PANEL SECTION u+ SCALE: 2"=1'-0" m EXISTING OR 2"x 2"x 0.044"MATED WITH 2"x 2"x EXISTING SSCALE:2"=1'-0" 72-01-2009 OF 15 1"x 2"TOP RAILS FOR SIDE WALLS -7�7 TOP STORM PANEL WITH MAX.3.5'LOAD WIDTH SHALL 2•x2'OR 2"x 3"POST RECEIVING CHANNEL �\ PAN ROOF,COMPOSITE HAVE A MAXIMUM UPRIGHT ANCHOR CRETE WG CHANNEL W$ ANCHOR(SEE TABLE 6.5) - - - PANEL OR HOST STRUCTURAL SPACING AS FOLLOWS TO CONCRETE W!FASTENER 1S PER TABLE WITHIN 6.OF #8 x 9/16"TEK SCREWS BOTH m _ 3-SNAP-N-LOCK COMP(ASITE FRAMING WIND ZONE MAXUPRIGHT ( ) SIDES o _- PANEL SPACING EACH SIDE OF EACH POST @ 3 o LL _ = _ (4)#8 x 1/2"S.M.S.EACH SIDE 100 T-0• 24"O.C.MAX." 1"x 2-1/8"x 1"U-CHANNEL OR a _ 0.024"OR 0.030'THICKfh 14 OF POST 11p 6.7" RECEIVING CHANNEL y OR H-25 ALUMINUM AL110Y 1 x 2 TOP RAIL FOR SIDE 120 F-3- 0 0.024'OR 0.030"THICK H 14 ==ti=?_- WALLS ONLY OR MIN.FRONT 123 6'-1• MIN.3-1/2"SLAB 2500 PSI j OR 1+25 ALUMINUM ALLOY WALL 2 x 2 ATTACHED TO 130 S 8' CONC.6 x 6-10 x 10 W.W.M. a CONCRETE ANCHOR W e_ �- ING POST W/1"x 1'x2'ANGLE 140 1&2 S-1' OR FIBER MESH ° .•. (PER TABLE) ti) KEYED MODULAR RECL§� 150 4'-11" `E► CLIPS EACH SIDE OF POST 1-1/8"MIN.IN CONCRETE om CHANNEL EXTRUSION VAPOR BARRIER UNDER =C 41 CONCRETE ALUMINUM BACK WINOZOW INTERNAL OR EXTERNAL m STOP EXTRUSION 'L'CLIP OR IY CHANNEL CHAIR q RAIL ATTACHED TO POST W/ WINDOW UNIT MIN.(4)#10 S.M.S. ALTERNATE POST TO SCALE: CONNECTION-DETAIL 1 ILLuII SCALE:�K=1--0• o rc 30 �5 GIRT OR CHAIR RAIL AND KICK PLATE 2"x 2"x 0.032"MIN, ANCHOR RECEIVING CHANNEL 2"x 2'OR 2"x 3"POST J TO CONCRETE W/FASTENER Q Z to HOLLOW RAIL (PER TABLE)WITHIN 61 OF #8 x 9/16"TEK SCREWS BOTH Q a BOTTOM RECEIVING CFHANNEL ANCHOR 1 x 2 PLATE TO EACH SIDE OF EACH POST @ SIDES ZQ 1- CONCRETE WITH 1/4"x 2-12" 1 x 2 OR 2 x 2 ATTACHED TO 24"O.C.MAX* W Q z BOTTOM Wl 1"x 1"x 2"x 1/16" R x RECEIVING x C ANNEL NEL OR Q W w CONCRETE ANCHORS WITHIN 0.045"ANGLE CLIPS EACH RECEMNG CHANNEL Z O O m ==_ 6"OF EACH SIDE OF EACH SIDE AND MIN.(4)#10 x 12' ® U O Uj W POST AT 24'O.C.MAX.OR S.M.S. MIN.3-1/2"SLAB 2500 PSI CONCRETE ANCHOR (/? 0 —j THROUGH ANGLE AT 24"O.C. W Q Z N z CONC.6 x 6-10 x 10 W.W.M. PER TABLE W ( ) _- _' MAX• 1"x 2"x 0.032"MIN.OPEN BACK OR FIBER MESH ° • 1-1/8"MIN.EMBEDMENT INTO Q W' t j Q a— EXTRUSION CONCRETE W J Q J Z STUDDED ANGLE ATTACHED _ TO PANEL WALL W/#14 x 3/4' _� '"--= --- MIN.3-1/2"SLAB 2500 PSI • :!, VAPOR BARRIER UNDER Q M Q W W @ 6"O/C FROM EACH END CONC.6 x 6-10 x 10 W.W.M. ° • 1-1/8'MIN.IN CONCRETE CONCRETE - m O AND @ 12"O/C MAX.POSITION OR FIBER MESH VAPOR BARRIER UNDER P- O Z Q W O Q J m CONCRETE ALTERNATE POST TO BASH( CONNECTION-DETAIL 2 � ,� a D 'FOR POST TO WOOD DECK(MIN.2"NOMINAL LUMBER)USE THESE DETAILS W/WOOD SCALE:2r p p• I— co W O 5 a ATTACHMENT OF A WINDOW STORM PANEL FASTENERS(1-3/8"EMBEDMENT) U (� TO COMPOSITE PANEL WALL DETAIL POST TO BASE,GIRT AND POST TO BEAM DETAIL `FOR POST T1-WOOD DECK(MIN.2'NOMIN LUMBER)USE THESE DETAILS W/WOOD rn w FASTENERS(1-3/8'EMBEDMENT) O SCALE: 2"=1'-W SCALE:2'=1'-W O O ALTERNATE CONNECTION: Z N N ALTERNATE CONNECTION (2)#10 x 1-12"S.M.S. _ Lu DETAIL 1"x 2"WITH BEAM/HEADER THROUGH SPLINE GROOVES (_' x (3)#10 x 1-12"S.M.S.INTO > ~ Q > j SCREW BOSS EDGE BEAM O x (2)#10 x 1 112"S.M.S.INTO SIDE WALL HEADER ~ ANGLE CLIPS MAY BE SCREW BOSS SUBSTITUTED FOR INTERNAL 1"x 2'OPEN BACK ATTACHED ATTACHED TO 1"x 2"OPEN f Anchor Specs for the Attachment of Storm Panels to Composite Pastel Wails TO FRONT POST W/ BACK W/MIN.(2)#10 x 1-112' Exposure"B","C"or"D" ANCHOR 1"x 2"PLATE TO SCREW SYSTEMS #10 x 1-12"S.M.S.MAX.6" S.M.S. R 0- Attachment of Window Header!Studded Angle(Ma).HgL 5.12"Storm Panels) CONCRETE W/1/4"x 2-12' FROM EACH END OF POST m Anchor She&Spacing CONCRETE ANCHORS WITHIN AND 24"O.C. It 2 N n MIN. 3 #10 x 1 1!2'S.M.S. O 6"OF EACH SIDE OF EACH O J Lu N $ Wind Ste' 26 a.Steel or 0.030"Aluminum 0.024•AlumMum INTO SCREW BOSS W m W MPH g POST AND 24"O.C.MAX.' O W W W = 120 #10/6'from ea.end&12'O.C. #10/4"Irom ea.end&1 T O.C. MIN.3 12"SLAB 2500 PSIF1 11 1'x2'EXTRUSION W ? ai 130 #10/6'from ea.end&170.C. #1214"from ea.end&8'O.C. CONC.6 x 6-10 x 10 W.W.M. z P ti 3 140 #10/6"from ea.and&1T O.C. #12/4"fmm ea.end&8"O.C. SIDE WALL GIRT ATTACHED TO 2 W W E Z OR FIBER MESHEL 150 #12/4"from ea.end&e"O.C. #12/4'from ea.end&8"O.C. 1-1/8"MIN.IN CONCRETEPEN MIN. -r O a Attachment of Door Reeder/Studded Angle(Max Hgt T Storm Panels) VAPOR BARRIER UNDER #10 x 10-12"S.M SBACKIN SCREW) 0- _ a v tu Anchor She&Spacing CONCRETE BOSSES O C V p IL VYIM Ste' to 28 ga.Steal or 0.030"Aluminum 0.024"Aluminum ® p CO ix � n n 120 #10/6•from ea.end&1T O.C. #10 14*from ea,end&S'O.C. ALTERNATE HOLLOW UPRIGHT TO BASE AND FRONT WALL GIRT ¢ t-S t w 130 #10/6 from ea end&1T O.C. #1214"from ea.end&S'O.C. HOLLOW UPRIGHT TO BEAM DETAIL > W , m - x 140 #12/4•from ea.end&8"O.C. #14 14'from ea.end&6"O.C. SCALE. 2'=1'-0' m j` m 150 #1414*from ea.end&8"O.C. #14/34•tram ea.end&6.O.C. O U O Notes: C For anchoring studded angle b concrete use 114'drop in receivers spaced f�6"from ea. HEADER BEAM z 0 end and 1T O.C.for all wind zones and exposure categories w/a min.anchor to edge of ANCHOR 1"x 2 CHANNEL TO ® W tt1 concrete distance of 8d. CONCRETE WITH (4)#10 x 12"S.M.S.EACH SIDE W J For anchoring studded angle to wood use 1/4"lag screws @ the same spacing as for 26 ®® FRONT AND SIDE BOTTOM Z 1/4"x 2-1/4"CONCRETE OF POST ga.steel panels Osteo above for Ore ap�opriate wind zone. RAILS ATTACHED TO a 1.The exposure"e"spacing ls for mean roof heights 0-30'&exposure"C"spacing is for ANCHORS WITHIN 6"OF EACH H-BAR OR GUSSET PLATE CONCRETE W/1/4'x 2-1/4' W o mean roof heights 0-20'.For mean roof heights greater than these consult engineer. SIDE OF EACH POST AT 24" 1"x 2'OPEN BACK ATTACHED CONCRETE/MASONRY 2.Space a8 header&studded angle anchors to fad within the panel riser ams. . O.C.MAX.OR THROUGH 2"x 2"OR 2"x 3"OR 2•S.M.B. ANGLE AT O O.C.MAX' PO TO FRONT POST W/ ANCHORS @ 6"FROM EACH #10 x 1-12'S.M.S.MAX 6' POST AND 24"O.C.MAX ANO MIN.(4)#10 x 12"S.M.S.@ FROM EACH END OF POST IN MIN FROM EDGE MIN.3-12"SLAB 2500 PSI EACH POST AND 24'O.C. 1" CONCRETE' K CONC_6x6-10x10 W.W.M.OR MIN. 10 t7 FIBER MESH ® 1"x 2"EXTRUSION SEAL z VAPOR BARRIER UNDER .�•� : ; W CONCRETE 1-1/8"MIN.IN CONCRETE •• a0 SHEET Z •' O Q W ALTERNATE PATIO SECTION TO UPRIGHT AND TYPICAL&ALTERNgTj CORNER DETAIL PATIO SECTION TO BEAM DETAIL SCALE: w_ 5 SCALE: 2"=r-0' N z FOR POST TO WOOD DECK(MIN.2"NOMINAL LUMBER)USE THESE DETAILS W/WOOD 'FOR POST TO WOOD DECK(MIN.2"NOMINAL+.LUMBER)USE THESE DETAILS W/WOODW C m FASTENERS(1-3/8"EMBEDMENT) FASTENERS(1-3/8"EMBEDMENT) 12-01-2009 OF 15 O V mm_ a� W X Z =LL E.P.S.WALL PANEL C n a 3/4'PLYWOOD DECK(OPT.) 1-1/2'x 3"x 0.060"RECEIVING 42 PURLIN OR CHAIR RAIL 514"x 6"OR 2 x 6 DECK CHANNEL i Y ATTACHED TO BEAM OR POST #10 x 1/2"S.M.S.@ 6'O.C.MIN. W'INTERNAL OR EXTERNAL'L' BOTH SIDES CLIP OR L'CHANNEL W/MIN. I / SCREW BOSSES (4)#10 S.M.S.. -M-1/4'LAP i Q 2 x 6 OR 2 x 8 LAG SCREW(SEE TABLE 42) m s O I O @ 16'O.C. o T A PARAMETER DOUBLE 3 LL STRINGER PURLIN,GIRT,OR CHAIR RAIL I SNAP OR SELF M*TING BEAMS ONLY ALTERNATE WOOD DECKS AND FASTENER LENGTHS 8'g 3/4"P.T.P.Plywood 2-1/2" 5/4"P.T.P.or Teks Deck 33/4" ui O J SNAP OR SELF MATING BEAM NLY 2"PTP 4" < a zCC w F- PURLIN TO BEAM OR GIRT TO POST DETAIL COMPOSITE PANEL WALL TO WOOD DECK wW w SCALE:2"-1'-V SCALE: 3"=1'-0' z 2 0 O (9 0 (1) 0 o ui 55 o J O Nz w X Q z H � FOR WALLS LESS THAN 6'-8"FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR U) Q w � H 3 �) BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVEDdPkND w J Z g INSTALLED IN PILOT HOLES m m Wcr) O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OZWTSIDE U 0 J m �� OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050"x 1-3/4'x 4"'-'STRAPd m AND(4)#10 x 3/4"S.M.S.SCREWS TO POST AND GIRT otS U O a co IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6"LONG AND CENTERE+P ON L G7 Z W Lu THE POST AND HAVE A TOTAL(12)#10 x 314"S.M.S. O w� 0 00 O z 04 N 3 RIDGE CAP J r #8 x 112"(3)PER PANEL Q p #8 x 112"@ 24"O.C. ' 3 cp `4 a g RooFPANEL z m � W _ w 2 X N N Z 2 LL O W 2 c xLu T LL 3 I I I I a , 't w x x x x C ' d r U `r BEAM SUPPORT STUDS `' j N m O (TYPICAL) o m comm a ¢ aao L w w w tnro = w m '' iE m C cnO RECEIVING CHANNEL 3 L (S)#8 x 112"S.M.S.TO STUD F- @ z AND(8)#8 x 1/2"S.M.S. Z TO BEAM w ~ _ z 3 RAF PANE` w $ cr xlad 0 u Zx. Nm � O K Ll • • 60"MAX SEAL z a • • 2"x 6"S.M.B.HEADER w x • • SHEET z U • • ALTERNATIVE BEAM SUPPORT w w W 6 z z GLASS ROOM FRAMING DETAILS SCALE: 2"=1'-0* 1 5 m 12-01-2009 OF O 2"x9"x 0.072"x 0.224"BEAM RQOF Pr6' N SHOWN (SOLID) MENDING PLATE �ry TYPE)FASTEN (Pm WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE USE#10 x 2"(3)EACH MIN. X X®X® \\ a a =UM 13/4'STRAP MADE FROMo yw w LL c7REQUIRED GUSSET PLATE \ ®X X X X XXX® \\ o i g j j w MATERIAL (SEE TABLE FOR LENGTH D \ X X X X XXX ® \ w INTERIOR BEAM(SEE TABLE w EDGE BEAM TABLES(SEE #OF SCREWS REQUIRED) ® X X X X X X X \ c 38.1.4) X X X X \ fa)m W S� F 2 TABLES 38.1.1,2,3) X X X ® `q o KNEE BRA�tE(SEE TABLE _m O�� ® X X X X X X X \ 36.4)16 T®24'MAX �M E fr z ®� X X X X \ z 0 r BEAM SPAN MEASUREt�VERTICALLY& =m O w ® X X X X X X USE W/2 HORIZONT[#LLY SCREEN OR SOLID WALL POST SELECT PER TABLE 38.4 ® �, X®X X X X®X X _(D .6 FOR BEAM SIZE) (MAY FACE IN OR OUT) USE 2 x 3 MINIMUMa. 1 RE POST SIZE'-((SEE TABLE 3BA) HOST STRUCTURE ROOFING ® ®® SEE INTERIOR BEAM TABLES ® ® xt AFTER COMPUTING 2"STRAP-LOCATE Q EACH ®X .�® 3i LOAD WIDTH' POST,(2)1/4'x2'LAG ;� SCREWS Q 24.0.C.(MAX.) EACH STRAP ALL GUSSET PLATES SHALL {� I� LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN BE A MINIMUM OF 5052 H32 \ ® 'n SUPPORTS ON EITHER SIDE OF THE BEAM OR (2)#10 x 1/2"SCREWS ALLOY OR HAVE A MINIMUM ® v �� Q Z u) SUPPORT BEING CONSIDERED USE ANGLE EACH SIDE FOR YIELD STRENGTH OF 23 ksi I� L D 0 a 2 x 2 TO POST CONNECTION \ ® w TYPICAL SECTION"FOURTH"WALL FOR ADDITIONS WITH HOLLOW POST db=DEPTH OF BEAM \ ®x Q F-• ADJACENT TOA MOBILE/MANUFACTURED HOME 1/4"BOLT Q 24"O.C.MAx ds=DIAMETER OF SCREW \ ®® ti� U) 0 LU w \ ` ' m SCALE: 1/8"=ll0" WITHIN 6"OF EACH POST ® 2d: 2 \ ® ti� (7 0 (/j O O ui FASTEN 2 x 2 POST \ STRAP TABLE 650 J O w W/(2)EACH#10 S.M.S.INTO ® 2"x 6"x 0.050"x 0.120" \ C7 N U SCREW SPLINES UPRIGHT SHOWN \ SIZE is 0 X FQ- Z r W ® Q' (/) 2"x 2"x 0.062•ANGLE EACH ( EXTRUDED x W —t n� ZSIDE(3)EACH#8 S.M.S.EACH ( OR SUPER NOTE: x W Q m m W LLO LEG INTO POST AND INTO GUTTER MAX,DISTANCE TO 1. Fib outer ALL SCREWS 3�4"LONG z GUTTER(MIND positions first until requir�fscrewseved. P 0 Z QW O HOST STRUCTURE WALL 2. See table for screw sizes and number. 0 2 0 o d FASCIA AND SUB FASCIA 36"WITHOUT SITE 3. Gusset plates are required on all beams 2"X SPECIFIC ENGINEERING 4. Screw Pattern layout w/s 77"and larger. P t paring between scram greater than minimum is allowed so that equal s � L) 0 a EXTRUDED OR SUPER GUTTER/RISER 5.Lap wt wl gusset plate may be used.(see sects 1 for detail) e4 spacing is acheived. H fQ W O a (OR TRANSOM)WALL Caa FASCIA(WITH SOLID ROOF) GUSSET PLATE SCREW PATTE w FOR BEAM TO GUSSET PLATE CONNECTION g SCALE: 2"=1'-0" O O SCALE: 2"=1'-0' TRUSIONS W/INTERNAL Z 0 N N 1ACH x DE O x O NN ANGLE SCREW BOSSES MAY BE = uUH NOTE: EACH SIDE OF CONNECTING FLASHING AS R{ECESSARY TO H x PREVENT WATL§R INTRUSION — — ;ROOF ——_ BEAM WITH SCREWS AS CONNECTED W/(2)#10 x 1-1/Y > fn SHOWN INTERNALLY Q > w EL 0 HEADER FEON 7) ® w_ _ ——-- PRIMARY FRAMING BEAM PANS OR (SEE TABLES 313.1.4) 1 toW H Wa COMPOSITE PANELS BEAMS MAY BE ANGLED FOR o w - i PER SECTION 7 GABLED FRAMES ANCHOR PER DETAIL FOR PAN 0. ?N o OR COMPOSITE PANEL MINIMUM#8 S.M.S.x 3/4" FOR NUMBER OF BOLTS AND LONG NUMBER REQUIRED Z W 2�` ii EQUAL TO BEAM DEPTH IN W 0 4/ x � 3 BEAM AND POST SIZES - SIZE OF POST(SEE TABLE 2 c - POST TO BEAM SIZE AND (SEE TABLE 36.4 313.4) INCHES INTERIOR BEAM(SEE TABLES d W - u 3B.1.4) w -+O a o #OF BOLTS ! 1"x 2"MAY BE ATTACHED FOR 0- r r w (SEE TABLE 36.4) ® RU BOLT HEPfD£R o ^ U HROUGH POSTT.AND ANCHOR POST NOTCHED TO SURSCREEN USING(1) OW C a Y U W/(2)#10 x 3/4-'§.M-S-@ 6" #10 x 1-1/2"@ 6"FROM TOP CARRIER BEAM TO,FgEAM CONNECTION DETAIL o m j m •• O AND BOTTOM AND 24'O.C_ m > a FROM EACH EN(�AND 24' 7t— SCA—LE: 2"=1'-0" Lij e `o w O/C MAX. SIDE NOTCH POST TO CARRIER BEAM CONNECTION BEAM ro WALL CONNECTION: m Hv a v w z"x_"s.M.13. SCALE: 2-=r-0" m KNEE BRACE (2)2'x 2"x 0.060" O U ° U (2)REQUIRED _ ANGLE OR RECEIVING EXTERNALLY MOUNTED �fi 1 Cl)—————————— CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD Z ? m O Lu INTERNAL SCREW BOSSEStv m z FRAME WALL W/MIN.(2)3/8"x W ROOF PANEL MAY BE CONNECTED WITH 2"LAG SCREWS PER SIDE OR w ~ (SEE SECTION 7) (2)#10 x 1-1/2'INTERNALLY TO CONCRETE W/(2)1/4'x 2-1/4"ANCHORS OR MASONRY Z 1-3/4"x 1314'x.0.063" — ——— ————— MINIMUM#8 S.M.S.x 3/4' WALL ADD(1)ANCHOR PER � RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN LONG NUMBER REQUIRED T�l ® SIDE FOR EACH INCH OF BEAM _'x 'POST BOLTED TO POST W/THRU ® - EQUAL TO BEAM DEPTH IN ® DEPTH LARGER THAN 3' BOLTS FOR SIDE BEAM OR COMPOSITE PANEL ( ® _ INCHES w a (SEE TABLE 3B.3 FOR NUMBER FOR NUMBER OF BOLTS AND ® ALTERNATE CONNECTION: O Z O OF BOLTS) ' ® - SIZE OF POST(SEE TABLE ® (1)13/4"x 1-314"x 13/4"x 1/8' I ® - 38.4) ® INTERNAL U-CHANNEL C7 ATTACHED TO WOOD FRAME SEAL b P WALL W/MIN.(3)313"x 2'LAG W BEAM AND POST SIZES INTERIOR BEAM(SEE TABLES —/ SCREWS OR TO CONCRETE SHEET w (SEE TABLE 36.4) SCREEN USING(1 SHED FOR 3B.1.4) OR MASONRY WALL W/(3)1/4' U Z ( ) J i #10 x 1-1/2'Q 6'FROM TOP x 2-1/4-ANCHORS OR ADD(1) � POST NOTCHED TO SUIT AND BOTTOM AND 24"O.C. ANCHOR PER SIDE FOR EACH ALTERNATE 4TH WALL BEAM CONNECTION DETAIL INCH OF BEAM DEPTH AND w SCALE: N.Ts• CENTER NOTCH POST TO CARRIER BEAM CONNECTION BEAM TO WAL4 LARGER THAN 3- co i SCALE:2•=1-0' CONNECTION DETAIL m SC. E: 2"=1'-0" 12-01-200g OF 1 5 0 1/4-X6"RAWL TAPPER ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES!BUILDINGS OVER 400 SQUARE FEET(NNLY THROUGH 1"x 2"AND ROW WALL m LOCK INTO FIRST COURSE OF BLOCK KNEE WALL MAYBE STUD WALL OR POST ROW LOCK ADDED TO FOOTING(PER 2500 P.S.I.CONCREffE BRICKS' S PAGE)SPECIFICATIONS THIS W BRICK KNEEWALL TYPE S 6 x 6-10 x 10 WELD�p WIRE o a ALTERNATE CONNECTION OF MORTAR REQUIRED FOR MESH(SEE NOTES :3 6" SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL ALUMINUM UPRIGHT CONCERNING FIBEI`RMESH) G BRICK OR OTHER NON-` 4-(NOMINAL)PATIO CONNECTION DETAILS //,�/,�/(//\ v //• //. //. STRUCTURAL KNEE WALL CONCRETE SLAB W/6 x 6- (SEE PAGES 2&3) CSR BARS 25 M /3 " ;y 1"WIDE x 0.063"THICK STRAP' 10 x 10 WELDED WIRE MESH r; 8 12" i d d @ EACH POST FROM POST TO' L (SEE NOTES CONCERNING 4• / FOOTING W/(2)#10 x 3/4 ___ FIBER MESH) 4 —+ =+• / _a__'.4.— S.M.S. Sd MIN. :i' \ 75, STRAP TO POST AND c 16'MIN. • / 3 1/2' =m ^ i//i//i'/�//� /� / (1)1/4"x 1-3/4"TAPCON TOt (1)#5 0 BARS W/3"COVER r TOTAL \/\'• +'. " •a D/\j`�j\\//\\// MIN. m o n X SLAB OR FOOTING' (TYPICAL) �\ / y LL �\ \/\/\/\ \\/ 6 MR-VISQUEEN VA@0R O BRICK KNE91WALL AND FOUNDATION FOR SCREEN WALLS /j\/j/j /. BARRIER IFAREA T I< SCALE: 1/2"=T-V MIN. �/j\\ \��\�\�� n ENCLOSED RIBBON FOOTING 12' QBE 1 SCALE: 112"=1'-0' BELOW GRADE 16"MIN. TERMITE TREATMEJkr OVER UNDISTURBED OR 5 Minimum Ribbon Footing COMPACTED SOIL(6F Mind g/ x Posl Anchor stud• (2)#5 BAR CONT. UNIFORM 95%RELApgTr�W�,E� Y MIN. E§EARING J Zone Sq.Ft 48'O.C. Anchor DENSITY 1500 PSF (7)#5 BAR CONT. Z ui 100-123 +20 -29 1'-t- ABU 44 SPI i6"O.C. 1"PER FT.MAX.FOR 3.1/2'(TYP. - ——— Q a- 130-140A +30 -37 r4• ABU 4a SPH4 41r O.C. z-("MIN. ALL SLABS) e j� MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY,FL@}RIDA =11 t 1408 CSQk4-SDs2 SPH4 32"O.C. I BEFORE SLOPE ro �.�_ • .,�a Nis. SCALE:1/2"=1'-0" Q W Q �Zu Maximum 15 projection from host strucdire. I —— z •For sad wags use 1/P x a"L-eobs @ 4Ir O.C.and r square washers to attach sole plate to 1.All connections to slabs or footings shown in this section may be used with the above footing. fn 0 W m footing.Sad anchors shall be at the sole plate o*and coil strap shag lap aver the top plate - 2. Knee wall details may also be used with this footing. Z on te the studs anchors and straps sal be per manufacturers specifications. s" 12' 3.AN applicable notes to knee wail details or connection details to be substituted shall be compiled with,. 0 O In 0 O ul w TYPE[ TYPE 11 TYPE NI 4.Crack Control Fiber Mesh: Fibennesh®Mesh,InForce-e3-(Formerly Fibernesh MD)per maufac4umrs fn O J U N z FLAT SLOPE/NO FOOTROG MODERATE SLOPE FOOTING STEEP SLOPE FOOTING specification may be used in lieu of wire mesh. W Q Z r W 0-2"/12" 2"/12"-V-10" >V-10" 8" 0 of L11 0 to 3 CONCRETE CAP BLOCK OR Notes: EXISTING FOOTING NEW SLAB W/FOOTftNG W J 0 J Z g BLOCK(OPTIONAL) 1. The foundations shown are 8p�on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil 0 0 shall be verified,prior to plad'il�n9 the slab,by field soil test or a soil testing lab. 5 C) m m 2 Z ANCHOR ALUMINUM FRAME (1)#40 BAR CONTINUOUS 2, The slab/foundation shall b�cleared of debris,roots,and compacted prior to placement of concrete. \ \ \ ♦— 0 Z Q W O TO WALL OR SLAB WITH nominal)slab is required except when addressing erosion until the projection �///// U 0 J w 114"x2-1/4"MASONRY 10'-G" BAR LL CORNERS AND 3. No footing other than 3 f th(G4" 9 \/\/\/\ —— ——————————— T 10'-0"O.C.FILL CELLS AND from the host structure of thte ce or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is �\��\ \\/\ 0 n• ANCHOR WITHIN 6"OF POST b / KNOCK OUT BLOCK TOP required. All slabs shall be 33-1/2'(4"nominal)thick. Q a' � AND 24"O.C.MAXIMUM COURSE WITH 2.500 PSI PEA 4. Monolithic slabs and footingif shall be minimum 3,000 psi concrete with 6 x 6-10 x 10 welded wire mesh or (2)#5 BARS"DOWELED INTO i//\//\//\//\//\//\//\//\//\//\//\//\/\//\ U) W _ a 32"MAX. ROCK CONC.DECK crack control fiber mesh: Filmtesh®Mesh,inForce^'e3TM(Formerly Fibemtesh MD)per manufacturer's EXISTING FOOTING W!EPDXY \\\\\\�\\�\\�\\�\\�\\�\\�\\\\�\<�\\� fn Z I' 8"EMBEDMENT, 25" IN.LAP t` m RIBBON OR MONOLITHIC 1 6 x 6-10 x 10 WELDED WIRE specification may be used ir0lAieU of wire mesh.All slabs shag be allowed to cure 7 days before installing = CD 00 r FOOTING(IF MONOLITHIC — MESH(SEE NOTES anchors. a minimum footing use Type II footing or footing section required by local TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTI G Z_ N N > 5. If local building codes requirip SLAB IS USED SEE NOTES OF 8" CONCERNING FIBER MESH) = W DETAILS THIS PAGE) '� I I code. Local code governs. SCALE: 112"=1'-0" ;• *12"*� (See additional detail for stnj/elures located in Orange County,FL) 0 ~ 8"x 8'x 16'BLOCK WALL (2)#40 BARS MIN.2-1/2'OFF J > t 6. Screen and glass rooms exuding 16-0"projection from the host structure up lo a maximum 20'-0' GROUND projection require a type 11 foWfing at ft fourth wag frame and carrier beams. Structures exceeding 20'-0" Q 0 ( 32") shall have site specific engiuring- KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS SLAB-FOOTING DETAILSNT 3 SCA_E:114"=V-0" SCALE: 3/4"=V-W 2 CIO u^Sz O m `^° ALUMINUM ATTACHMENT Z a o CONCRETE FILLED BLOCK 12 4" Ij W a o NEW SLAB � " EXISTING SLAB k7 W,� 'h' 'W' N 'x" STEM WALL 8"x 8"x 16'C.M.U. I ? z 32' 12' 2 10'-0' (1)#40 BAR CONTINUOUS W Z co m ?i 36" 12" 2 8'-0" g CL W m , . z 48" 18" 3 4'-0' —' #30 RE-BAR DRILLED AND -t O a (1)#50 VERT.BAR AT w ¢ m o F CORNERS AND EPDXY SET A MIN.4"INTO n j a ^ V 'h'VARIES x'O.C.MAX.FILL CELLS W/ MIN.(1)#30 BAR I, EXISTING SLAB AND A MIN.4" C q (SEE'z l — 6" INTO NEW SLAB 6'FROM C O`o ^ o 2500 PSI PEA ROCK CONTINUOUS N ZI o) m O CONCRETE EACH END AND 48"O.C. o ED � r a 8: -`_ 8"x 12"CONCRETE FOOTING DOWEL DLr1TAIL FOR EXTENDING EXISTING 4"SLAB w tu W °e 0 L w ' _ WITH(N)#5 BAR CONT. to 3• �_W 4 LOCATE ON UNDISTURBED SCALE 3/4'=1'-0' O U V,t O NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERStu m Z r°' Notes: Z 3-1/2"concrete slab with 6 x 6-10 x 10 welded wire mesh or crack control fiber mesh: Fibemtesh®Mesh, Z $ InForce"'e3nr(Formerly Fbermesh MD)per maufacturers specification may be used in Neu of wire mesh. U.1 Visqueen vapor barrier under slabs having structures above compacted dean fig over(scarified)natural soil 0 90%density. a Local code footing requirements shag be used in of the minimum footings shown.Orange County footings shall be a minimum of 12"x 16"with(2)#50 continuous bars for structures/buildings over 400 sq.R. 4 d O K RAISED PATIO FOOTING W n KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS Z it SCALE: 1/4"=V-W w SHEET w z_ aJ W _ 8 W co F O W W z tQo z K w rc 15 12-01-2009 OF O ALTERNATE( FASTENING REDUCE BELOW AND SECTION 7 DETAILS) c. .................................. m^m . . j4- m :.'.RANEE:"'.':.'::::... o m ROOMS MAY HAVE GABLED . . ...". . . ....ROOF .. ... . .... ... . .. . . . . . ..... c BREAK FORM OR EXTRUDED COMPOSITE PANEL ROOF DETAIL G:CONNECTION OF FEMALE CHANNEL TO FILL PANEL Idwz..o y7 HEADER (SEE TABLES) SCALE:2"-V-V j 8 Q. c SEE DETAIL E ORF y o =Q SEE DETAIL G.H,I,OR J - - z ..PANEL .'.'.::':.'....... y TYPE 1 TYPE 2 q o FOR FASTENING TO ALUMINUM'LUSE TRUFAST HD x("C+3/4")AT W O.C.FOR UP TOA 130 MPH WIND .. ..: .." SPEED"D"EXPOSURE;6"O.C.ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED"D"EXPOSURE. FOR FASTENING TO WOOD USE TRUFAST SD x("I'+1-1/2"AT 8"O.C.FOR UP TO A 130 MPH WIND DETAIL H:CONNECTION OF MALE AND FEMALE CHANNELS TO PANEL ADA(-pTER } \ SPEED"D"EXPOSURE:6-O.C.A�FPVE 130 MPH AND UP TO A 150 MPH WIND SPEED•D'EXPOSURE SCALE: 2"-1'.V ; SEE APPROPRIATE TABLES FOR FASTENER SIZE,NUMBER AND SPACING 'y g THERMAL BREAKS ARE REQ( IRED IN AREAS W/AGROUND SNOW LOAD OF 5/SF OR GREATER e S DETAIL A:CONNECTION OF WALL PANEL TO ROOF PANELZ SCALE:2"=1'-0• PANEL ::: ::: 0 a Q F uj Lu 0 z SEE DETAIL AzTYPE 1 TYPE 2 U) 0 O)Lu w COMPOSITE PANEL WALL33 -U .. . .".".".". C7 0 w 0 fn U (OPTIONAL) DETAIL I:CORNER CONNECTION WITH MALE CHANNEL N 0 o c��l o SCALE: 2"-1'-0" 3 W W Q Z w SEE DETAIL B a ° : ° .' y W W L3 3 n 4.' co J � SEE DETAIL C OR D e. a 4 • . 77J CD W O ROOMS MAY HAVE WINDOWS -PANEL.': M fY1 LL OR SOLID WALLS p" , .° • La ._ (1 OI- 0 z 0 J . . TYPE 2 SLIDER WINDOW -a � � d m TYPE 1 UNIT N U 0 Z) a 3"MODULAR ROOM SEE APPROPRIA fTE TABLES FOR FASTENER SIZE,NUMBER AND SPACING TYPE 1 TYPE 2 cn co � L► z SCALE:N.T.S. UIRED IN AREAS W!A GROUND SNOW LOAD OF 5#/SF OR GREATER g ti w KS ARE REQZ NEL THERMAL BREAKS DETAIL J:CONNECTION OF SLIDER WINDOW UNIT TO WALL PA DETAIL B:(CONNECTION OF WALL PANEL TO SLAB SCALE: 2"-1'-0" SEE APPROPRIATE TABLES FOS Z NCV E ALTERNATE (SEE FASTENING SCALE: 2"-l-(r FASTENER SIZE,NUMBER&SPAgtNG = w SCHEDULE BELOW AND SECTION 7 (1} 3 (- r DETAILS} PRO—3.125'--�` J > j PROPERTIES: 0.045" A=0.281 in? Q O SEE CONNECTION OF:WALL PANEL TO ROOF f Ix-y=0.385 In' _ PANEL.DETAIL / (A50— o Sx-y=0.2381n'3 ~ SEE APPROPRIATE TABLE FOR SIZE,NUMBER �Y Y=1.17 m. er AND SPACING OF FASTENERS. : —'k THERMAL BREAK REQUIRED FOR GLASS _ Y z .... ROOMS TYPE 1 TYPE 2 103.00"FEMALE CHANNEL � z SEE APPROPRIATE'fABLE FOR FASTENER DETAIL C:CONNFiGTION TO EXISTING STRUCTURE WITH FILL PANEL SCALE:4•=1'-0" LJL w" s SIZE,NUMBER AND SPACING SCALE: 2•=1'-0" 3.125' z 2 LL # _ 6� 6 2 3 SEE CONNECTION 017 SLIDER WINDOW UNIT �C_ s PROPERTIES: w Z LL $ �i TO WALL PANEL DETAIL :::.':::.. ''''' A=0.332 in? 2 d w P i WINDOW FASTENERS PER MANUFACTURER < : . —�` Ix-y=0.497 in.`^ w � ''O ro w SPECIFICATIONS �ANEk':........ p Sx-y=0.3091n,?� cr C a n U THERMAL BREAK'IF REQUIRED FOR GLASS ry-y-1'223 in O C ROOMS ACO C r n { TYPE 1 TYPE 2 Q 3.00"MALE CHANNEL �j � m t uj ! DETAIL D:CONNEcljtON TO EXISTING STRUCTURE WITH MALE CHANNEL SCALE:4"=1'0 m m SEE CONNECTION C F WALL PANEL TO SLAB SCALE:2•=1'••0• O io O DETAIL A 3.230'0.045" z 3 e z SEE APPROPRIATE T4BLE FOR SIZE,NUMBER "" IC(-) Il[-) k PROPERTIES: w cp F AND SPACING OF FASTENERS. A=0.315 in.' z Ix THERMAL BREAK"IF REQUIRED FOR GLASS N .... ..........."........ ..........................."...... ..............................".. r ROOMS ::::::.PANED,':::"'.'::::::::. .......'.......'.... ..............'." ry w $ Sx y 1.187 in.. TYPE 1 TYPE 2DETAIL E:COWNECTION OF MALE AND FEMALE CHANNELS 30TOP AND BOTTOM CHANNEL O c FOR FASTENING TO ALUMINUM USE TRUFAST HD x(t"+3/4")AT 8"O.C.FOR UP TO A 130 SCALE: 2"=V-0" SCALE:4"=V-W MPH WIND SPEED"D"EXPOSURE;6"O.C.ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED n ^ /1 tl "D"EXPOSURE. ICi_�JY .0 3"120" 2 FOR FASTENING TO WOOD USE TRUFAST SO x("P+1-1/2'AT 8"O.C.FOR UP TO A 130 MPH SEAL a WIND SPEED"D"EXPOSURE;6"O.C.ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED"D• PROPERTIES: w :.....'::.• A=0.318in.' p SHEET z EXPOSURE ;':'::,EpA}jE�.:.: Ix-y=0.2613 i :^ U 3"MODULAR RC)OM WALL SECTION f � Sx-y=0261311E w w SCAL E:1"=V-0" ry-y=.91in. a) NOTE:STORM PANEL UNITS MAY BE ATTACHED TO ALUMINUM FRAME MEMBERS OR DIRECTLY TO o w w COMPOSITE PANEL WALL MEMBERS(SEE PAGES 2&3) NECTION OF'H'CHANNEL TO FILL PANELS Z DETAIL F Cd1N z SCALE:2•=r-0" SEE APPROPRIATE TABLES FOR ®3.00"'H'CHANNEL a� .)5 m `THERMAL BREAKS ARE REQUIRED IN ARE/kS W/AGROUND SNOW LOAD OF 5#/SF OR GREATER FASTENER SIZE,NUMBER&SPACING SCALE 4"=1'-0" 1t2-01-2009 OF .. _ ........ „-�..................u„.e,ww,sama n:x-.,.i�amx .. .,.z°i.. '-➢i..:i-e`5&.""s "'a''_..,�,:ay ..,- c i--,'YS'b�E` � ,.yam...:. It �i — (3.00•L) o D(2.33•L) WINDOW&DOOR LOADINGS u — C(1.BT L) ................. NOTES: C u m 1.FOR PARTIALLY ENCLOSED DESIGN LOADS H ..... A �_-_B(1.33"L) MULTIPLY PRESSURES LISTED BELOW BY 1.31. E R (0.67"L) i 1 2.FOR"C"AND•D•EXPOSURES MULTIPLY w c i PRESSURES LISTED BELOW BY LOAD '� COMPOSITE ROOF OR WALL PANEL - 's h MULTIPLIERS LISTED IN TABLE 3B-C. o SCALE:2•=1"-0. ' i r Z Q Z Z Z Q i i i •a=,10•LEAST HORIZONTAL.DIMENTION i Q NOTE:CLEAN PANELS AND SEAMS W/XYLENE pCYLOL)PRIOR TO ASSEMBLY OR a�✓ a a=0.4•h m a 1 Leasti WHICH EVER IS SMALLER S ALLOWABLE BEAM SPLICE LOCATIONS H on *a BUT NOT LESS THAN EITHER 4%OF LEAST S' SCALE: 1/8"=1"-0" Dimensbn .i -*a HORIZONTAL DIMENSION OR T-0" 0 30 8g 6-0C Enclosed Structures UNIFORM LOAD UNIFORM LOAD SINGLE SPAN BEAM SPLICE d=HEIGHT OF BEAM ASCE 7-05 Section 6.5 Method 2-Ana"cal procedure Results @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE uj ALL SPLICES SHALL BE MINIMUM d-.5(r Gable 0 to 7" Dui Pnasun Z p a STAGGERED ON EACH d•.50" d-50—T 1•MAX. Location Z 1NkW Ma Bask Wind Speed V(MPH) Q 0 SIDE Of PLATSELF E TO BE TING BEAM + + +t+ + + to s 90 too t10 t2o t3o 140 iso tao 2 w Q Z B 15 7 -18 9 22 11 -26 12 30 14 35 16 -40 t9 -06 CO 0 W W A SAME ^ 1 20 5 -14 7 -17 8 -21 9 -25 11 -29 13 34 15 39 17 -44 z 2 O m B THICKNESS AS BEAM WEB I� d ss t rJ O (/j (� O ui SINGLE SPAN CANTILEVER I s -ta 6 -17 7 _� g _za to -zs 1z 33 7a 3a 1s �3 1 OR SINGLE SPAN PLATE CAN BE INSIDE OR I 10 5 -24 7 _30 9 �s t1 33 12 -51 14 b9 16 �68 19 77 (n O J O w + + + + + + --IL (9 N O OUTSIDE BEAM W LAP CUT f Roof 2 20 5 -22 7 -27 8 32 9 39 11 -a5 13 b3 15 -60 17 -69 W ( �. Z I Z DENOTES SCREW PATTERN s -ta 6 -23 7 -27 9 32 t0 -38 12 -04 to bi 16 be UNIFORM LOAD UNIFORM LOAD NOT NUMBER OF SCREWS 1"MAX. 10 s 37 7 as s -55 17 b5 72 -n 14 3s 16 -102 19 -Its W J W 10 0 z 3 20 5 -31 7 36 8 -4 9 b4 11 -64 13 -74 15 35 17 -97 HEIGHT 2 x(d-.50")LENGTH 5 -22 8 -27 7 -33 9 3s 10 -46 12 b3 14 q11 16 b9 X � m m W O caaerto2r 90 too tto tea t3- too iso iso ►- Oz aw 6 j j M mum Distance and 1 20 8 -13 10 -16 13 -20 15 -24 18 -28 20 32 23 -37 27 -42 U o J V5 Screws' asset 8 -73 10 -i6 12 -19 14 -23 76 -27 79 31 22 35 25 40 0 O LL Lo A B C A B Screw ds Edgato Cenbrto s0 7 -12 8 -15 10 -18 12 -22 14 -26 16 30 18 -34 21 39 W o6 1— (r a. f C p Size Lin.)' linter Center gum Size Thickness 10 8 -28 10 35 13 O2 15 b0 18 b9 20 -68 23 -78 27 39 � W � Z) w gds In. 2-12ds M. 2 SPAN In. Root z zo a -2s 10 -3z 1z 3a 1a �6 1s -sa 1s s2 2z a1 zs 31 W LL 8. 3 SPAN #8 0.16 3� 7/16 2 x T x 0.055'x 0.1 1/16=0. 50 7 -22 8 -27 10 33 12 39 14 q6 16 "b3 18 bt 21 b9 g U_ W #10 0.19: /I 12 2"x 8•x .07Y x 0 4" 178=0.725 Q) #12 27 7/16 9176 T x 9'x .0 x 4• iB=0.125 10 6 -28 10 35 13 -42 15 SD 18 -59-'20 -fes 23 -78 27 $9 O #14 or t/a• 0.2 12 2'x 9"x x .306" i/8=0.125 3 20 8 -26 10 -32 12 38 14 -q6 76 -54 19 -62 22 -71 25 -8t z N N 3 UNIFORM LOAD SIt6' 0.31 _ ala T x 10• so 7 -22 a -27 10 33 12 39 14 ♦8 16 -53 18 -61 21 {>9 -refers to each sideiR7 w— h c 60" 90 100 710 120 t30 tq0 15- 160 ••use for T x 4'ani x 6"also 10 15 -16 18 -19 22 -24 26 -28 30 33 35 _38 40 �4 46 SO = ~ Note: 4 20 14 -15 17 -19 21 -23 25 -27 29 32 34 37 39 42 44 ♦8 _..1 ~ 1.A8 gusset plates sFi?'"be o'iN�W52 H32 Alloy or have a mWm m yield of 30 ksL so 13 -14 16 -18 20 -21 23 -25 27 -30 32 35 36 -40 4 7 45 Q 71m, WaN 100 12 -14 15 -17 18 -20 22 -24 26 -28 30 33 34 38 39 -43 O A B C p E 7 15 -79 18 -24 22 26 35 30 �1 35 �7 40 ba 46 ffi 1'PICAL BEAM S 10 -29 PLICE DETAIL s 20 1a -1a 17 -23 z1 -z7 zs az 29 3a 34 4a 3s s1 4a ba SCALE: 1"=1'-0• 4 SPAN 13 -16 1s -20 20 -25 23 -29 27 34 32 40 36 afi Al .52 (D `0Q 100 12 -15 15 -19 18 -23 22 _27 26 _32 30 37 34 -42 39 -48 NOTES: Z 1)Z=Span Length 2�, z or anchor points. LL W 0 w a=Overhang Length O J 2)AA spans listed In the tables are for equally spaced distances between supportsW 2 # _ 3) Hollow extrusions shall riot t be spliced. O m W 3 w 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. r W W raa 5) Span Condition=number of supports(posts)less one. -+O Z a o Example:If the number of supports(posts)is 5 then the span(*ndition is"4 span". w tC C ,a ^ W SPAN EXAMPLES FOR SECTION 3 TABLES o C `` ° (I) J to re if cc SCALE: N.T.S. m> Wy 4 m t W as m tY Lu m c(Dul i S '� m O U r1 O t� 0 r w fQ F Z W J 2 z m ul W a � N O u_ W W R � O O � C7 to S z w it p SHEET i ', J W Z to 11 z 12-01-2%9 of m15 m O i3 i 3 Table 3B.1.1-110 Town&Country Industries,Inc. Table 362.1 110 Town&Country Industries,Inc. 6005 TCI Allowable Edge Beam Spans-Hollow Extrusions 6005 TCI Allowable Upright Heights,Chair Rail Spans or Header Spans Glass&Modular Rooms for Glass&Modular Rooms 3 Aluminum Alloy 6D05 T-5 Aluminum Alloy 6005 T-5 p For 3 second wind gust at 110 MPH velocity; design bad of 26.814SF(47.1 81SF for Max.cantilever) For 3 second wind gust at 110 NPHvelocity,using Wad of 10.1 WSF " 2"x T x O.W"Hollow T x 3'x O.045•Hollow 7Loade o Sections T-V 3'$' 4'-0' 4'$' S-0" 5-0' W-0- S•6" T-0' T$" -a) 3 Load Max, i'Wntlln b'"deflection Load Max.S n'L'/t»n� b'or dafleetton'tl or Q �+ WIMh(fl) i&2 Span 3 Span 4 Span CanNw Width(h•) 182 Span 3 Span 4 Span Cantilever x x 0. W-11 b11' D 4- D '-T b 4'S b - 4 55 r 1-1' d 4M- d T-S d -7 1 d x x0. '-1 1477:7-777-r-b T-$r b ♦ -1 b 4'-1 b 5 T-11" d 4'-11' d 5-0• d 0'-it" d 5 •-1g' d -F--WE- 1•-4' d x x -5' b -10• b 6' b 6'- b 5-11 b 5$ b 5-6' b -4' b C 3 XV 4 x b Jr. b -1 b S b 6.3' b '-1 - D S-9' b 5$• b -4• b -rJ" d 4'-8" d 4 b 04 d 6 6'-6" d b i'-' d x x . - -' -1 2. 3 4 4'4 1 -1 -0 -1 b 1' d x 4"x e. x 0.050' S 14 b 1-'Q" b 11'-8' b 11' .b 1 D 1 O D 9•-8' b 9'4 b -0• b Q $ d 4 b '-i b -17-d- -7 - d 9 3' '41 '-1 b -1 -1 b i'-i d x x x 1 b3'$ b - 1 6 '-ti b '1 x x x . . - 1 - 1 !4' 13' - t - b 1 - b!1 3-1' d 3'- b 3'$ b 0-9' d N 4'-10' b d$' b t'-1' d x x x -1 i -2• D44 b14b IF- _ x x .0 x0.1 .M.B, b 4 b 23' b -OW'b D - b -IV--4b -Tr---r -b 1 b a ¢¢ d b 4' It -9' d 12 4'-T b 4' b 1'-0' d O x x x 4"x .050" low : x x 71 - b 5 4 1. _ -1' b b 3 Load Max.Span'L'ben b'or!de0ectton' Load Mex.S n'LY Mara 'b'or defleetion'd x x 0 x 8.! .M.S. 34'-1P b 37S' b 4- b 28'- b 21,-1- b 25•-1 b 4'-9• '-9" b 27-11'b b �' ■ n Width R 1&2 S x x 2 x .8 4 b - -1 '-• 3 b -1 '4 274 $ ( ) pm 3 Span 4 Span Cantgever Width(iti 182 Span 3 Span 4 Span Cantilever Notes: 4 d d ' d 1'$' d -t d d 7-6' b V-11' d 1.Move spans do not Include length of knee dace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam 3 s d r4r d - r d d -7-4`-7 '$' b 1- d spans. g •1 d -T d 4' d 1'S' d '-1 -1 6 1 d Spans may be Interpolated. g 7 5'$' d 6'-10' d W-9' It 1'4" d T 6'$' d TW-b 7.2 b 1'-7* d a 5'3 $• -F-4' 1;-7'4 d 8 6'-2" b 6'-11 b b 9 -1' d 67F-b 5'-11' IT 1'3' d 9 5'-10' b 5$' b 6'4' b I'-&* d Q Z W 1 4•-11 5-11 b 5'$• D 1-7 d 10 S$• b 6'- 5'-11" b 1-5' dQ a 11 4'-9- d -W--b 5'-5' 1 11 1 5'-3" b 5'-11' b 5'$' b 1'4' d i 2 4'-T d 5'4' b 5'-2' D 1'-7 d 12 5'-1• D 5•$• b 5.3• b 1'4- d Q (n W s 'x x . Load Max. n'L'be b'or de8ectlon' (n Q 0 W Z Width(N.) i&2 Span 3 Span 4 Span Can Mver zQ IL O O tL } 4 4'-10• d1 6•-0" d 6'-1' d 1'-2' d O W 4'$- d 6-7' d 54' 4 1'-i- d O 4' 6-3' d 5.4' r t'-i' d W UJ Z , Z 7 4'-0- d 4•-11' d 6-1' d 0'-11• dm U) X 3 d T d 4'-t " T-9-11- to 0'-11' d 0 o a- a a i b ii a W g 1 9--4d-79' a'-1 a s-11 i� a F-- C, III O Q W o Noes: (� Q J 1.Above spans do not Include length d knee bnua.Add horizontal distance from upright to center of brace to beam Q., 2.SSpam nection ay be the above n rpolatted for total beam spra,s. = O W } a d Lj- 1- 0) z Table 3BAA-110 Town&Country Industries,Inc. O 6005 T-5 Allowable Spans for Ridge Beams with Sell Mating Beams D O O O N tr Glass&Modular Rooms zN = w , Aluminum alloy 6005 T-5 For 3 second wind gust at 110 MPH vaso ;using design bad of 26.8 BISF D F- Tributary Load width•1M-Purlin Spacln Q j Seg Mating Sections 5-0' W4* T-0" V4" 9'-0" 10-0' 11'-0" I 77-0" = 3 Allowable 3 n'L'I bending'b'or deffection'cr 2'x 4"x 0.046'x 0.050' 10'-i• b 9'3' b 8•-7' b T-11- b T-T b T-2• b 6'-10' b 6•$• bIq i 2"x 5'x 0.050"x 0.048" 13'-0" b 11•-11' b 11'-0' b 104• b 9'-9" b 9'J' b &-9' b W-5' b m ~ I 2'x 6"x 0.050"x 0.060' 14'-11' b 1:Y-7' b 17-7- b 11'40• b 11'-i' b 10-T b 10'-i• b 9'$' b fO a I 2"x T x 0.060'x 0.060' IT-l' b 15'•10" b 14'-T b 13'$" b 12•-11" b 17J' b 1 t•$• b 1 T-2' b Z 2"x 8"x OA72'x 0.112' 27-P d 21Y-3' b 18•-9" b 1T$• b i6•$- b 15$' b 14'-11- b M73� ' • T x 9"x 0,077 z 0.112• 24'-t" b 21'-11' b 204" b 15-1- b 17'-11' b 1 T-0" D 16'-3' D ? a O 's J lY N W 2"x 9"x 0.062'x 0.153" 25•-11' d 24'S' b 27-T b 21•-2' b 19'-11• b 18-11• b 18'-0' 0 O WWTx10'xOASTxO.18T 30'-2" d 28'4- d 26'-9" b 25-1' b 23'-T b 27-5' b 21'4' b Z 2 FL O `. Notes: W a 1.Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. d W cc LL may 2.$gena rey be interpolated. 'J'¢¢OLU s W C a q j Table 38.1.5-110 Town&Country Industries,Inc. j rrd p TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Glass&Modular Rooms m r a Aluminum Alloy 6005 T-5 LLl W (4 ;$ L For 3 second wind gust at 110 MPH velocity;using design bad of 26.6 OISF W W O J= W Trlbufa Load WIdM 7-0" 3'W ,r4- 5'-0" 6'-0" T-0" 5-0" 10'-0" 1 174" 14'-0" 16'-0' 18'-0" OF C rq O s Hollow Beams Allowable Span Y•1 bending'W or deflection C0 L 2"x 4"x 0.050" 9'-10'd 8'-T d T-10• di T3" di T-10' di T-6• di 6'-2• di 644 di 5'4' bf 4•-11• bi 4•-7" bi 4'4' ir b Sell Mating Beams Allowable Span'L'I bend 'b'or deflection'd W 2"x 4"x 0.045"x 0.088" 10-11'd 91-7' d 8•$' d 8'-1' d T-T d T-T d 5-11• d V-W d 5'-10- b T-5' b 5'-i" b 4'$' b Z 2"x 5'x OA50"x 0.116' IT-6' d 11•-10'd 10-9" d T-11' d 9'4" d 8'-11' d 6•$• d T-t P d TS• d 6'-71• b 6'-6• b 8'-2• b O T x 6'x 0.050'x 0.120• 15'-10'd 13'-10'd 17-7" d 11'$' d 10'-11'd 105• d 7-11" d 9'3' d B-T b T-i t" b T5" b 6'-11' b W 2'x T x 0.055'x 0.120" 1S'-1' d 15'-t0'd W-5* d 13'4- d 17-T d 11'-11"d 11•$' d 10-T d 5-11' d 9'-3' D 8•-8' b 8'4' b � - 2'x M.x 0.070'x 0.714" 274• d 19'S" d 17-9'd 16'5' d 15'$' d 14'$" d 14'-1' d 13'-1• d 12'3' d 11'$' d 11'-1' b 10'-5' b O. SS 2'x 9'x 0.070'x 0204" 24'-T d 21'3' d 19'$' d 18'-1' d 1 T-0' tl 16'-T d 75'$' tl 14'4' d 13'$ d 17-10'd 17-1' b 11'4' b 2'x 9"x 0.082•x 0.326• 26'4-d 27-11'd 20-11'd 19'5- d 18'-3' d 1r4• d 16'-T d 15'-5" d 14•-6- d 13•-9- d 13'-T d 12'-T b I T x 10'x OA90'x 0.374" 30'-6' d 25$' d 24.3' d 27$" d 21'-2* d 20-1" d 19'3' d iT-10'd 16'-10"d 15-11'd 15'3' d 14'$• d U 00 s Nona: t7 1.It is recommended that the engineer be consiaed on any miscellaneous framing beam that spans more than 40' 2.Spans are based on wind bad plus dead bad for framing- SEA a 3.Span 6 measured from center of connection to fascia or wag connection. 4.Above spans do not Indole length of knee brace.Add horizontal distance from upright to tamer of brace to beam connection to the above spans for lotal beam SHEET W Spam 5.Spans may be interpolated. O 1 Z W W _W12A-110W Ul Z W m 72-01-2009 OF 1510 i E I E Table 38.1.1-120 Town&Country Industries,inc. Table 38.2120 Town&Country Industries,Inc. d 6005 TO Allowable Edge Beam Sports-Hollow Extrusions 6005 TCI Allowable UprightHeights,Chair Rail Spans or Header Spans for Glass&Modular Rooms Glass&Modular Rooms 12 a Aluminum Alloy 6005 TS Aluminum Ahoy 6005 T b For 3 second wind ust at 120 MPH wbclty;usb deal n load of 27A WSF 493 WSF for Max.cantne intl For 3 second wgust at 120 MPH bad of 21.5 WSF -0 _X rie r x 2"x OAA Hollow 2'x r x 0.045'HcNow Sections Y-0' 3--r4'-0" 4'i' S-0' Si' S-0' Si' _ Load Max.S n'L'bendl b'or hleilectlon' Load Max.Spa '121(banding b'or deflection V1 y Width(f L) 1&2 Span 3 Span 4 Span Width(fL) 1&2 Span 3 Span 4 Span Cantilever x r x -1 S- - 4'-11 4 d S3" d S' d 1'-1' d 4 5-11" d T�4' d T d 1'$' d x x 5 4-11 D b b 4'4 fi -11- tl 5.4" d 4'-1" d 0'-11- d 5 5' d 6'-10" tl '-10" b t'-0• d x "x b b b -4 -11- b Si' b 6-V b " b 5•-1- b 4'- b W 3 I d 4- 4' -1' d d d b 1' " d x4 x - 4 b b - b 4-11 Y-T d 4 4'4' 0'-10• d 7 4'-11' d -r-1-1' b 5'-9" b T-3" d 5.4' b -2' b. 4.11- 2" -11" S - 4' - 8 d b 5'4 1-Y d X X x 1 -t -1 1•- •3 -11 b 3 Q 9t -7--3- d -t i' b Y-1' b 0'-10' d 4'i d '-3' b -1' b 1'-t" ri x x x - - - b - 10 4'-5"_ - -1 1'-t x x x 1 1 -1 1 - 11- 1 Y-1' tl Y- b b - d 4' b 4'-9" b 4'- b 1'-0' d Y x 'x 'x 0.060' S.M t -3" 1 -10'b b 1S- b 14'-11'b 14'J' b 13'- b 13'-1' D 1 - b c -t b b d 4'- 4 b 1 d x x . x . - -4- - b 214' D 21P3' b 19.7 b YB'i' D 1T-9' D iT-1' b 1 b E x x 2'x4'x0.1 4%Ho low x x z - - -1 b - 1 x x .082 x .M 24-1 b 1-1 Load Max.Span*V bendln 'b•or,�defleetlon'd Load Max.S VI(bending-D'or delleetlon' 2 x 10"x 0.09Y x 0.187' dA.B. 35' b -Y b 31'3' b 29-8' b 28'-3' b 2T-1' D 2'-71'b 25'-1' b 4'-Y b width(R) 1&2 Span 3 Span 4 Span M"Lwidth(R) 1&2 Span 3 Span 4 Span Max. Notes: cantilever Cant"ever ¢ E 4 6-T d 9'-Y d W-4' d t'-T d 4 7'-9' d 9'-7- d 9-4' b 1'-11d 1.Above spans do not bclude length oflaves brace.Add hortwntal distance horn upright to Center of brece to beam connection to the above spans for total beam 5 -Y d T-T d 7-9" d 1' d 5 T-3- d 6i- b 9'4' D 1' d spans. d 3" 1d 5 WJV d -11 b b 1 d 2.Spans may be Interpolated. 7 S d 6 1'4- 7 d 7'-4 b -t' 1'-7- d f d -3' d 6-i' b 6'-1 ' b '-7' b 1'i- d 9 d b 5'-1 b 1'3' d 9 5'-9' b '-5 b 5-3' b -T:3-- V-4Vd J 10 4'-1 d -70" b b 1'-Y d 1 5'-6' D 8'-i' D 5'-11' b t'-5" d Z W O ti 4'A' d 5'-T b 5'�' b 1'-" d 1 5'.4' b 5-10' b 5'-8' b t'4- d t 1 4'-T d 54" b 5'-Y b 1'-1' d 12 4-1T b 5'-T b 5'S' b 1'-0" d Q V) �! I Z W Z 'x 2-x 0.04r low Load Max.Span'L'Jbend( 'b'or deflection' U) Q o w W i m Width(it)JY-10' 3 Span 4 Sporn cantilever (1 O CO Max. z �.O W c 4 &-it- d 6-1" d 1'-2- d (n (' N Lit U 5 S 6-r d 1-1' i 6 '-2' d 54' d 1'-0' d D of m Z r ul 7 4'-11- d 5'-1• d -11" d I 8 4'-9" d 4'-10- b f7-1 t" d U) Q W l"- 9 -7- d 4'4r -11' d IJJ J W Z10 4'S" d 44' b 0-10" d D U.I LL E 1 's d 7 D 4'-1' D 9-tn- d p W m 2 O 1 4" d 4- b 3'-i i' b -1 ' d Notes: 0 F- 0 < 0 J w 1.Above spans do rat Include length or knee brace.Add horizontal distance from upright to Center of brace to beam Connection to the above spans for total beam spans. od Of d K f 2 Spans may be interpolated. �. U) Q d :r � a ~ W I Table 36.1.4-120 Town&Country Industries,Inc. O N Of 6005 T.5 Allowable Spans for Ridge Beams with Self Mating Beams Z N N N wul � = f Glass&Modular Rooms F X Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velocity;using design bad of 27A WSF J Q p f Trlbu Load WMth'1M>•Purib 5 cl M a n Self Mating Sections H Allowable Spw*V/bendln 'b'or deflectlon'd 2"x 4'x 0.049"x 0.050' 10'-0- b 9'-2" b 8'-S b T-11' b TS- b T-1- b 6-9" b T-6' b V- § a f CD 2"x r x 0.050"x 0.049" 17-11' b 11'-9" b 10-11" b I 10-Y b 9-7- b 9-1' b 6$ b 8'4" b 2"x 6"x 0.050'x 0.060" 14'-9- b 73'-8' D 77i' b t t'-6' b 7 7'-0' b 10'S' b 9-t 7' b 9'-6• b a_ Y x r x 0.060"x 0.060- 17'-l* b 16-'r b 14'-0' b 13'-6' b 17-9' b 17-1" b t 1'-6" b 11'-1- b n of E 0.072"x 0.1 tY 27'-11' d 20-0' b 18'i' b 17'4- b 164- b 15'i" b 14'-9' b 14'-2- b 2�v K f c O 0.072"x 0.112" 23'-10" b 21'-9' b 20'-2' b 16'-10" b 1T-9" b 16'-10" b 16-1' b 1V-5" b LL J W`h co W 2-'x 9"x o.08Y x 0.153" 25'-10" d 24'-Y b 22'4' 6 29-11' b 19-9' b 19'-8- b 1T-10' b 17'-1' b O W v O 2"x 10'x 0.092"x 0.187" 29-11' d 26-Y d 26'-8' b 24'-9' b 23'4- b 22'-2" b 21'-1• b 201-3- b Z 2 LL W t, LL Notes: 0- W ? 1.Tablas assume extrusion oriented with longor extrusion dimension parallel to applied load. OfLu ¢ i p 0 W of C c 2 Spare maybe interpolated. C t` CLl Q m td- co t W ir Table 38.1.5-120 Town&Country Industries,Inc. 01 L) m m TO 6005 AOcrwable Beam Spans for Miscellaneous Framing Beams for Glass&Modular Rooms m U v=i u m O U co c O E Aluminum Alloy 6005 T-50 For 3 second wird gust at 120 MPH wlocNt;using design load of 27A WSF t j ? L m Z Trio Load width w 6'-0" T-0' Y-0' 10'-0" 12--0' 14'-0- 16-0' 18'-0" 11J Hollow Beams Allowable 'L'/bend( 'b'or defection'd Z 3 2"x!'x 0.050" 9-9' d Ff-T d T-9' d T-Y d 6'-9" d 65' d 6-Y d 5-9' d 5'-3' D 4'-10' b 4'-T b 4'-3' b O I SON Beams AlbwabM n'L'/bend 'b'or daMctlon'd Z W N 2"x 4"x 0.045"x 0.089" t0'-70'd tri' d 9'-T d T-11" d Ti" d T-Y di 6'-10• d 64' b 5'-9' b 54- b T-O" bi 4'-9' b ir O 2"x r x O.o50"x 0.119" 13'S" d 11'-9"d 10i" d 9'-11" d 94• d 8'-10" di 6S- d 7'-10' d TS" d 6-11' to 6•S" b 6-1" b 2"x r 0"x 0.05x 0.120' 16-9' d 13'-9" d 17-8" d 11'-T d 10'41'd 19-4-19-4- d 9'-11- d 9-2* d 8'-6- b 7'-10" to 7'4' b 6'-11- to O E r x r x o.oss"x 0.120" 1T-11'd 15'-9'd 14'-3" d 13'-0' d 17i' d 11'-10'd 11.4- d 19i' d 9-11" b 9-2' b 6-T b 8'-1- bi 4 O r x 8"x 0.070"x 0.224" 27-2' d 194' d 17"-T d 164' d 15.4" d 14'-T d 13'-11'd 17-11"d 17-2* d 11'-T d 10'-11'b 104' b .070"x OZ04" 24'-5' d 21'4' d 194- d 1T-11'd 1ti'-11"d 16-7' d 15414' " d -3' d i3'-5" d 12'-9" b 11'-t 1'b 11•-0" b 0 - I 0.062"x 0326" 28'-2- d 2;r-10"d 20-9' d 19.1" d 164• d 1T-3" d 16i" d 15-3- d 14W d IT-W d 13'-1- d 17i- bi z Y x 10"x 0.090'x 0.374" 304' d 26i'd 24'-1' d '4'22d 21'-0- d 19-11'd 19-1" d 17'-9" d 16i- d 15!-10'd 15•-Y d 14'-T d W Z f _ K W Notes: a W `. t.N is recommended fret the engineer be consufted on any miscellaneous framing bears that spans more than 40 SHEET U Z 2 Spans am based on wMtl bad plus dead load for framing. Q z f = c 3.Span is measured from center of Connection to fascia or-811 connection. W 4.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam12A-120 E Spans. 'WOZ c 5.Spare may be Interpolated. Z W m 15 12-01-2009 OF O E i Table 38.1.1-140 Town&Country InduWles,Inc. -Table 38.2140 Town&Country Industries,Inc. 6005 TCI Allowable Edge Beam Spans-Hollow Extrusions 16005 TCI Allowable Upright Nights,Chair Rail Spans or Header Spans Glass&Modular Rooms for Glass&Modular Rooms 7 Aluminum Alloy 6005 Td Aluminum Alloy 6005 T-5 o For 3 second wind gust at 140.1&2 MPH yoWdty; Ong n load of 37.3 NSF 65.7 NSF for Max.Canf9ever IFor 3 second wind ust at 140 MPH n load of 29.3 NSF =u. 2"x 2'x 0.080"Hollow 2"x 3"x 0.045"Hollow Tfmutmv Load Width W-Pullin Spocino a m_ Load Max. 'L'bardin b'of defledlon• Load Max. Sections 3'-0' 3'4" 4'-0" 4'4" 5-0" 5'4' 6•-0" 6'4- Span VI 'b'or delleetion' Allowable Ight W1 or on =1 y9ldth(h.) 182 SpanJT-11T 4 Span IMax. 1Alldth(fL) 162 Span 3 Span 4 Span Mu- x x 5 6 -i b 4' 4 4'-1' b -11 Cantilever Cant9ever x x D 4 b 4 d 4'-10' d 0'-11' d 4 '-4' d 8'-8" d -6' b 1'4" d ui 3 5 -F--7' d 4'4' b 0'•11' d 5 4'-11• d '-0" b V-10' b 1' d x 3"x .060" H - b -i" b b b 5'-t" b 4'- b 4' b 4' b 4'-0' b 4'-Y It w C - 4 '-11' It -7 d 6 4-8 5 4' x x - - 5 5- 4- 4' 4 tl 3'4" b 0-9' O 7 4 ' '-7 b 4'-11' b 1'-i" d 3 x 2"i 0.045 H 5 b 63" b -10 b b b 4'- " b 44r b 4•- b 4 D 4.3" b -1 5 a d 4' 4 b -4 b 1'i x 4 x i - 1 - b -17 c 9 Y-11 d '-3- b 0'A' d 9 4' b 4'-6' b 4'4- b 1'-0' d 2 x5 z x .048" .M. . 7 d0"b 11'-71'D 1T-2' b 1 D 9-11' b 9'-1 b b 8' b 8'-Y bfr -1 b d 1 - 3 b 4'-i _ -11 d x x x .B. 4' 1 1 - b -1 11' 1 4 b - b 3•$' b 4'-' b 3'-11' b -11' dx 7 x 060 x 0. S.M. 16' " b 1 '3" b 14'W b 13'4' b 17-'9" b - b 11-8' b 11' b 1 -10'b 1 It2"x112 7-7-r x 1 -1 b •8_ 9 2"x4 x-11' - -t" 2 x x x . . 4 b D t b 1 4 b -t 1 4-11' b B' d 1 0 "x 0.050-Hollow 2 x x x . - It / b 1 - 4 _ 2 x x x SA .M. -1 b 5" 4 b 1 5' Load Max. 'V bard b'or dellactIon'd il®6 Max.S n T.' ndln b'or deflection' m u[ 2"z 10"s .092-x 0.18 S.M.B. 32'-9' b 4- b 2a'S" b 26'-9" b 25' b 24'3" b 23'-2" b 22' b 21'4' D Width(fl.) 782 Span 3 Span 4 Span CalAax. r Width(fL) 18.2 Span 3 Span 4 Span Cantilever tNotes: 10 4 -11' d 4' d 7"$ d V-6" d 4 T-0' d 8'3' It 8'-0- b T-9" d .1.Above spans do not Include length of knee brace.Add horizontal distance from upright to anter of Mace to beam connection to the above spans for total beam 3itSr - d 5-1Y d -10- b 14 d 5 '4" d 7'S' b - b t'-7' d ;Spans. g d b 6 '-1 b t O 2.Spans may be Interpolated. a g 7 4'41 d 5-11 5 D 1 3' d 7 5''-7" --3- b 6'-t' b t'-5" d d b 1-2" d 8 b -1 b ' b 14" d J - 9 47 d '3 5-i b t'•1' d 9 471" b 4 It '4 b 1'4 d Ld 10 B5' d 4-11' b 4••10- b 1'•1" d 10 4'4" b 5'3' b 5'-1' b 1'3" d Q O 0.. 11 V-3- b 4' b 4'-T b 1'-1" d 11 1 4' " It 4'-11' b 4'-10' 0 1'3" d D 4'- b 4-T 4 b 1' d --II-T-47' " b 4'-9" b 4'-T b V-2- d Z Z F- W - 'x2"x0. Q Q Load Max.S •L'r ndtn 'b'or deflsotion' 2 U d p W Z Width(111.) 182 span 3 span 4 Span me),- Z O ndlever tT m G 4 4'4' d 5' " d 5' d 1'-1- d O W U O W 5 d -11 5-1 d 0'-41" d 6 7-10' d 4 d 4'-9" b 0-11" d W of Z CV W 7 - 4' 4'S -11 d 8 T-5' d 4' b 4'-1' b 0-10 d Wd 1 3'-2* d T-10' It 3'48" b 97 d W W J Z 1 3'-1" d Tor b T-6" b -9- d D W W u- 2 d 3'4' b '4• b - d F- O Q W O Z Notes: 1.Above spans do not Include length of knee Mace.Add horizontal distance from upright to center of brace to beam o 2 0 J rn 2.2.Spannss r aybebe above Interpolated.for total beam spans. a O j W - cncng LL � Z o3 W Table 3B.1.4-140 Town&Country Industries,Inc. .6 O C> 6005 T5 Allowable Spans for Ridge Beams with Self Mating Beams Z r N N 3 Glass&Modular Rooms O = Aluminum Alloy 13005 T5 0 .� For 3 second wind gust at 140 MPH velocity;using n bad of 37.3 NSF J H Tribute Lad WIdM 9th�_Pur11n Sacin Q 0 O Self Mating Sections S'-0" 6'-0" T-0" 8•-0" 9'-0" 10'-0' 11'-0" 12"-0" H Allowable S■n'L'r bending Won deflection'd 2"x 4'x 0.046"x 0.050" 8'-7- It T-10' It T3" 6 6'-9" b 1 6'S" b 6'-1" b 5'49" b 5'-0" b 3 2"x 5"x 0.050"x 0.818' 11'-1" b 10'-1' It 94' b 8'-9- It 8'-3" b T-10" It T-5" b T-Y b Q - 2"x 6'x 0.050"x 0.060" 17-8- It 11'-7" b 10-0' b 10'-0" b 91S" b 8'-11• b 8'4- b 8'-2" b CDd 2"x T x 0.060"x 0.080" 14'4" It 1Y-S" b 175' b 11'-T b 10'-11' b 194' b 9'-11" b 9'E' b CDCo Z 2"x 8'x 0.in x 0.112" 18'-9" b 1T-2* b 15-11" b 14'-10' b 14'-0' b 13'-3" b 174' It 17-1' b �$ 2 N 1- in X _ 2"x 9"z 0.072-x 0.112" 20'5' b 18'4' b 17'-3' b 16'-2* b 15'-3" b 14'5' b 13'-9- b 13'-2" b J C N to O 2"x 9"x 0.082"x 0.153- 27-8' b 20$ It 19'-2' b 17'-11' D 16•41' It 16-0' b 15'-3' It 14'4' It V, LL W 0 2"x 10"x 0.092"x 0.187" 26'-10• b 244" b 274" b 21'-3" b 20-0' b 18'-11" b 18'-1' It 17'4" b Z Z tL a. _ W 1 1.N Tablas assume extrusion oriented with longer extrusion dimension parallel to applied bad. f 0- W O LL 0 Z 2.Spans may be interpolated. W Y.. Q a m o n 0) (1::151 a n W ti 0 O d j y Op n Table 36.1.5-140 Town&Country Industries,Inc. o m m= W r TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Glass&Modular Rooms w i W Aluminum Alloy 6005 T5 O C v to coO For 3 second wind gust at 140.1&2 MPH velocity;using design bad of 37.3 NSF i- (D F - Trbute Load Vyldtlr Z n ~O -0" 4'-0" 5'-0" 6'-0" 7'-0' 8'-0" 10-0' 12'-0' 14'-0" 18'-0" 18'-0" Ir m 2 Hollow Beams Allowable span 9.'r berth 91'or deesction'cr W - 2"x 4"x 0.050" 8'-10' d 7'-9' d T-0" d 6'-6- d 6'-1' d 5'-10' d S4- b 4'-11- b 4'-8' b 4'-2" b 3'-11' b 3'$' b Z Sea Mining Bums Allowable an•L'r bending'b'or da0eeaon'd' Z 2"x 4'x 0.045"x 0.088- 9-10" d 8'-T d T-9" d T-3" di G-10- d 8'-5" d 6'-1• It SS" b V-11* b 4'-T It 4'-3' b 4'-1' It W 2'x 5"x 0.050"x 0.118' 12'-t' d 10'-7- d 9'-T d 8'-17" d 8'-5' d T-17" d 7'48' d 8'-11' b 6'S' b 5-11' b 54" b 5'-3" b O 2"x 6"x 0.050"x 0.120' 14-2* d 174" d 113' d 10'S" d 9'-10" d 94" d 8'-11" b T-11' D T-3" b 6'-9' b 8'-3" b 5'-11- b 0 2"x 7"x 0.055"x OJ20" 16'-3' d 14-2* d 17-11"d 11'-11"d 71'-3" d 10'A' d 103' d 9'-3" b 8'4' b T-10" It T4" b 6'-11- bj p IL 2"x 8"x 0.070"x 0.224' 20'-0' d 17"4"d 15-11"d 14'-9' d 17-10"d 13'-Y d 17-T d 11'-8' d t0-10'b 10-0" b 9'-S b 8'-10" b - W 2"x 9"x 0.070"x 0.204 21'-11"d 19•-3" d 1T4" d 16'-3• d 15'-3- d 14'$' d 13'-10"d 11TAT d 11'-10'b 10-11"b 103' b 9'-8- b t2" 2"x 9'z 0.082"x 0.328- 23'-T d 20-T d 18'A' d 1T4* d 154' d 15'-0" d 14'-10'd 13'A' d_12.11'tl 17-1' b 11'4' b 10$' b W t7 2"x 10"x 0A90"x 0.374" 27'-4' d 23'-11"dl 21'-8' d 20'-Y d 18'-11'd 18'-0" d 1 T3' d t5-117 d 15'-1- d 14'4" d 13'S' It174- b W 0Z Hutu: 1.h le recommended that Bre engineer be consulted an any miscellaneous framing bum that spans more than 40 W S W 2.Spans are based on wind bad plus dead load for framing. SHEET Z 3.Span le measured from anter of connection to foods or wall connection. - 4.Above spans do not Include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans ler total beam J Q 2 5.Sports may be Interpolated. W W z 12A-140 N Z W 15 to 12-01-21m9 OF O - Table 38A Schedule of Post to Beam Site Table 3B.5.4 6063 Allowable Stud Heights Table 4.2 Schedule of Allowable Loads i Maximum Roof Area -for Glass Room Walls Framed With Hollow Aluminum Extrusions for Anchors Into wood for ENCLOSED buildings #Thru43olta .,6063 T-6 Aluminum Alloy(Flo=15,000 psi) Allowable Load I Maximum load area(Sq.FL)Q 120 MPR wind load q Beam Size Mkdmum L.D+h' Minimum Min.If Knee Beam Suithing Diameter Anchor Number of Anchorsa 3-i Post SM Iwo 3/B"e Krurs Brae• Brace Screws Strew 24'O.C. Maximum Allowable 'tr/DeBsetlort'e!'or b' x Embedmem 1 2 3 4 O 'o Y x 4'Hollow 3'c3" 2 - 7 x 3' 3#8 #8 wind tons MPH 110 120 723 130 140.162 150 IW x Y 264AY11SF 5291144SF 792#/33SF 1056#/44-SF Seo Mating Beam led Load 1- EM 10.1 NSF 21.5#13F 22.8#/SF 252#/SF 29.3=F 1 33.6#/SF 114!x t-72' 396#/t7SF 792#/33SF 11891N50-SF 1584#/88•SF •aZ.. a a Y z 4' 3'x 3' 2M- 2 Load Width Y . x 0.044"Hollow Extrusion 114'x 2-112" 680#128-SF 132[#X55SF 1980#B3SF 2840#1110SF r. Y x 5" r x 3" 2 2'x 3' 16' 9' b 8'-T b T-10' b T-8' b TJ' b S-9' b W-W b 5/16"x 1' 31ZW13SF 624#25-SF 936N39-SF 1248W52SF Y x r 3'x 3' 2 - 2'x3" 24" T b 6-11' b SS b SJ' b V-11' b SS b S-1' b 5/1 r x 141r 4681N20SF 936#/39-SF 1404#/59-SF 1872#78-SF j Y x r 3"x3' 2 2 2'x3' Load yd -2-.72r x 0.055"Hollow Extrusion 5/16'x 2-12" 780#/33-SF 15609B5-SF 234DW98SF 3120#/130SF W G_ Y x 6" 3'x3' 3 2 2'x 4' 18' 1 d 911 d 9-Y b 8'-11' b 8-6' b T1t' b T-4• b310"x t' 356#/15SF 772#rd0-SF 1068k/4SSF 1424#/59SFYxrL 3"x7 3 3 2'x6' D 8'-7 b TS' D T4• b F-it' b S-6' D S-0'Y x 9'H 4x4• 4 3 2'x6- �" 3W z t-12' •-534#/YISF 1068#/45-SF 1802#/87SF 2136#/89SP Y x tit" 4'x4" S . -4 T x T. 6#14 #14 Load Width 2' r x 0.045'Patio Extrusion 318"x 2-11r 89ON37SF 1780#174SF 2670#1111SF 3560#/146SF b B;Niaseemaft Borns 16" 11 b 10-r b 9'-8' D 9'S' b 8'-11' b 1 84' b Y x r 4"x 4• 6 4 T x 4' 8#14 #14 b 8'-T b T-11" b T-9• D T4' b S-0" b 6'4" b o 24" 9' WIND LOAD CONVERSION TABLE: Y x Y 4"x 4" 6 4 2'z 6' 6#14 #t4 4'z 0'030"Paso Extrusion Zo�e9bus (T O Load Width Y. For Wind other than 120 MPH soles Shown Allowable LOW Coverslon Patton ¢ Y x 9" 47x4" 8 6 2'x6' 6#14 #14 16" 1 b 17-2' b 17'-7 b 10'-10' b 10'4" b 9'-T b 5-11' b mLdd*allowable loads and roof ams the wmwebn fed". for Edge Distances Less Than lid O LL Y x 10' 4"x4" 10 8 2'z r 10#14 #14 24" ,O- T' b 9'-11' b 9'-,' b 8'•10' b 8'S' b T-9" b TS' b WIND Applied CONVERSION Edge ANowabfe LoW Mu ul TM minimum aanber of tlnu bobs 4(2) Note: REGION Load FACTOR Distance Tarrson Shear •Minknum post I bean may be used an minimum knee brace 1.The above listed a0ow"dtbla aro measured from Oe bottom Of top plats to top of bottonn pate. 100 26.8 1.01 12d 1.10 1.27 z Note: 2.Spans maybe interp 110 26.8 1.01 ltd 1.07 1.18 3 atW be fastened to akuninum studs with#8 X 1"watw headed saw" Ore $g MMknurn stlMlmg screw spacing ls24'o.e,except for Y x 9"and Tx tit'.riryloh ls 16'o.c 3.Structural grade fherffP�r trslog 120 27.4 1.00 tOd 1.03 1.09 � fastener patterns descrRRed with tie details of this sesctlonA.For fastening to aluminum use tr last HO X(Y+ 123 289 0.97 ad 1.00 1.00 Knee Brace Min.Length Max.Length 314•)Q a•O.C.for up tdr'130 MPH wind speed.•D'Exposure:6"O.C.for above 130 MPH wind speed up to 150 130 322 0.82 lid 098 0.90 T x T x 0.044" 1'4" 7-0" MPH,Exposure•D'. 140.1 37.3 0.86 7d 0.95 0.87 •"1 Z u! Tx Y x 0.055' 1'4' 7-0• � Q Tx T x 0.093" 1'4" 2'-0" 140.2 37.3 0.88 ad 0.91 0.72 D 0 Q.- 2'x 1 Y x 3'x 0.050" i'S' 7S" 150 42.8 0.80 5d 0M 0.63 Z F ul 36.8 Anchor Sch�!# Composite Panel Room Components 1,The minimum distance Oen the edge M cucrae o the carer or the concrete anchor and the spacing between Q W zed Y x 4'x 0.050" 1'S• T-(r Note: Q tD Connection 60-100 MPH 110-130 MPH 140-150 MPH anchors shall not be less than 9d where d ls the anchor diameter. Z 0 Retaiving cannel - #10 x(r+t2•)SMS #,o x(T+t/2')SMS #,D x(r+12')SMS 2.Concrete seem are limited to Y embWrta t by ma ufacbsers. Table 38.5.1 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads panel at front wall or aft the 1(�8'from each side 1 8'from each 1 Q 8'from each 3.Values bted die allowed keds with a safety factor d 4 applied. 0 U O w receiving channel. of the panel and of the panel and d lire panel and 4.Products equal o ravel may be substbuted. (n 0 W 0 til U for 3"Modular Rooms I 0.024'or 0.030'rRatall 1 @ 12'O.C. t @ 8-O.C. 1 a S.O.C. 5.Anchors receiving bads perpendicular to the diameter are In tension. W (If J Z r z Aluminum Alloy 5105 H-14 or H-25 1.0 EPS Core Density Foam 1l4"x 1-12'lag 1/4"x 1-12"tag 3B'x 1-12'lag Anchors receiving bads parallel to the diameter are show keds. 0 CO 3'x 49'x 0.024"Panels 3"x 48"x 0.030"Panels ReceMng channel to' 1 Q 6-from each end of 2 Q 6-from each and of 2 Q 6'from each end of Example-Determine the anchoraconcrete �' (n Q F- _3 i- 3 wind Enclosed Overhang I Wind Enclosed Overhang 1 wood deck at front wedL recent V channel and receiving channel and reoMMg dermal andpift load W J Z RegionFore 7x6"beam with:spacing.T-0'O.C.:allowed span-25'-9'(robe 1.q m D LL Cantilever Region Camillo~ or •L 1 24"O.C. 2 24-O.C. 2 2/'O.C. UPLIFT LOAD=12(BEAM SPAN)x BEAM 6 UPRIGHT SPACING = M CO W O MPH162 3 4 All MPH 162 3 4 All 114"x 1-12'Tapcan 1/4'x i-12"Tapcon 3B'x 1-1/7 Tapson NUMBER OF ANCHORS = 1/2(25.757 x T x 7#1 Sq.FL)/ALLOWED LOAD ON ANCHOR z span 1 load• spat/cad• span l load' Roofs span I load* span/load' span/load' Roofs Reosving channel W t Q 6"from each end of 1 Q 6'from each ad of 2 Q 6'from each end of NUMBER OF ANCHORS - 630.875#1300# = 2.102 i-' 0 z Q W O 100 10'-0• 27.0 11'-T 27.0 10'40• 27.0 4'-0" 45.D 100 11'-10" 27.0 15'-1' 123.0 17-9• 27.0 4'-0' 45.0 concrete deck at fromi4watl receiving charnel and moshing flannel and receiving channel and Therefore,use 2 andnors,one(1)on each We of upriphL V 0 Ja. N 110 7-7 36.0 ,0'-2" 32.0 9'-,0• 32.0 4'-0' 55.D 110 10'-,0' 32.0 17-1' 32.0 11'-8' 32.0 4'-W 55.0 2,5pp cone 1 32-O.C. 1 24"O.C. 2 24-O.C. Table Is based on Rawl Products!allowable loads for 2.500 p.s.I.cwhcete. �- 11 o i20 8'4' 43.0 9'4' 43.0 9'-0" 43.0 3'-5" 65.D 120 9'-11' 39.0 71'-1' 39.0 10'-8• 39.0 4'-W 65.0 Receiving channel - #8x3!4'SMS #10 x 3l4'SMS #14x3/4•SMS (� 0 lr 123 8'-Y 45.4 V-1' 45.4 8'-9' 45.4 3'4" 68.5 123 9'-r 45.4 10'-9" 40.8 10'S' 40.8 4'-D• 68,6 headers and other wdlii 1 Q 6•from each and t Q 4"from each end /Q r from each end in W J =. d 130 r$• 51.0 8'-r 51.0 8'-3" 51.0 T-," 77.D 130 9'-1' 51.0 10'-2' 45.0 9'-10' 45.0 4'-0" 77.0 tonnactlons of component and c and of component and (� LL z 140-162 T-Y 59.0 T-11' 59.0 TS" 59.0 7-11" 89.D 140.162 8'S" 59.0 9'S' 59.0 9'-t" 59.0 3'S' 89.0 0.024"meld 1 36-O.C. 1 24'O.C. 1 24'O.C. g t� w 150 F-W 68.0 TS" 68.D T-T 68.0 7-9" 102.0 150 T-10' 68.0 8'-9' 68.0 8'•6" 66.0 3'-3' 102.0 0.030"metal 1 48'O.C. 1 3T O.C. 7 37 O.C. Ur O.0 Note:Total roof panel wklth-room width+wall width+overhang. - ,/4'x 1-12'lag 114'x 1-12'lag 3111'x 1-12"Iag Z N N Receiving channel to'dSd^9 1 Q 6"from each ell 1 Q 4"Oen each end 1 Q 3-from each end wood beam,frost sinjeftefe•deck of component and of component and of component and = w Table 38.5.2 Allowable Spans for Industry Standard Composite Wall Panels or Infill tomactons t1P wood 1 30'O.C. 10 1s-O.C. 1 @ 21-O.C. ~ for Various Loads for 3"Modular Rooms Receiving eland t •x 1-3/4"Tapwn 1/4'x 1-12•Tepoon 316"x 1-10 Tapson 1/4 J Aluminum Alloy 3105 H44 or H-251.0 EPS Con Density Foam concrete beam,msad?f"well, 1 Q 6"from each ell 1 Q 4'from each end 1 Q 3"from each and Q S Aluminum Alloy 3105 H-14 or H-25 Statewide Pr Wud Approval#FL1049 slab,foundation,host s• of compawnt and Of component and of component and Upright Height for Various Load Conditions or InfM connected to' 1 48"O.C. 1 24'O.C. 1 24"O.C. Io 6'from each end 1 Q 4"from each t Q 3"from each Wind Condition 100 110 120 130 140-162 150 Roof Panel to top of vYEN of component end of component and of component (C irS W 8 t IT O.C. 8 t 6"O.C. 81 6"O.C. CO d4 a Applied Load 14.9 PSF 161 PSF 21.5 PSF 252 PSF 29.3 PSF 33.8 PSF a.To wood #10 x Y+1-712- #10 x Y+1-12' #10 x Y+t-1rz e- m 2 3'x48"x0.024"Panels Foam Con E.P.S.#1 Moray b.To 0.05" um #tOxY+1/2' #tOxY+1PY #10XT+VT 2 do tY Per Linear 14'-7 12'-10• 11'-10" 10'-11" 10'-1' S-5" Nom: - J r��•r r°Qi w Foot of Wall• r x 48"x 0.030'Panels Foam Con E.P.S.#1 MnaKy 1.The anchor scheduWAM ls for mean roof height of 0-20',enclosed structure.exposure"B".1=1.0,minim m _O W W w- JO 16'-9" 15'J" 13'-t t' 17-11' 71'-11' 17'-Y from wag p cjectlon fmflVhoa structure of 19,with maximum overhang c 7.and 10' u wall height.There is no z 2 _ Engineering properties of panel are In lineal feet of wall. restriction on room Iende-For structures exceeding this Criteria rxosult the ergines. k W O m 9 $ 3 2.Anchors throughh4rg charnel bo rod panels.wood.a concrete/masonry shall be staggered side o ails 11 W LL z the Table 38.5.3 Allowable Wall I U 3 Wood udo&matadet�fe tu -m O r a w Aright Heights for Components assumed o be#2 pressure vested pine.For spruce,pita a k decrease spading of w � � v m O of Complete Standard Room anchors by 0.75.ReduCRA&>�ng of anchors for"C"exposure by 0.83. iL C ] o P' w 3 Panel m for Enclosed Rooms a.Concrete ls assum6Nlllo be 2.500 psi Q 7 days minimum.For concrete strsgth other Oen 2.500 pet consult the O U y n 0 engineer.Reduce arch 6?r spacing for"C'exposure by 0.83. U- m J rn m O MUE"ht/lei M for Various Load Condlaons 5.Tapson or equal maaFPnm7 anchor may be used,a0owable rating(riot ultimate)must meet or exceed 411#for C] Win 100 110 720 130 140.182 150 1-112•embedment at MOO-m 5d spacing from Conrxete edge lo censer d anchor.Roof anchors chap require 1-114" -r m m do r- a Applied Load 149#I PSF 161#/PSF 21S#/PS 252 PSF 29.3 PSF 33.6 PSF fender washer. > W ro m t LU m Load Width Charne H- l Extrusion orf DRC-Both SMss as an U M 6063 T-B All U > iE W 12" IB" 25' 21' ' 10OCLo 2,C 76-6 15'-Y 90llA4' 1T-7 '-" -11' z z7-11 11 0A9 9'-Y 8-r h TY hit's' I 9'S• 8'-9' 8'-1• 7-6" r-0 W J F Load Width r x 3'x 0.050"Extruded Comer Post 8063 T4 Alky w z IT 21'-T 19'-2' 1T-7" W63.' 15'-P 24" 14'-11' 13'-8' 17-5" hit's" 9'-11" WK o 1a' 10'-r 9'-r fir TS" T-0- N 11 ;..i 7Y of S-T T-10' T-2- S T 5'-9- - O Load Width Y x r x 0.050"Maud Extrusion 6063 T4 LL 1Y 23'S 21'4• 19'-r 18'-r 1F-9• 1s-8• w 24" 15-8' 15'-1• 13'-10' 17-10' 11'-t 0- 11'-1" Note:Room projection may not exceed 16'iron 11 host structure.6'-10' SS' Example:Load Width Y x r x 0.050"Mated Extr son with Male Ada or 1 Side 8063 T-6 AI For 2'x 3"x 0.050•Mated Extrusions;Load WWOh WK I 23'-9" 21'-0' 18'-9' 18'.l' 18'-11" 15'-10' =Upright Spacing,use Load Width u ants able; 2,r ILI iSA' 15'-3' 13'-i t' 17-1 P t t'-77' 1 t'-T Fw upright spading ot load Width=48'snot table - SHEET III 48' 11'-10' 10'-9' 9'-10" 9'-1" 8'S' T-11• on left Q 48-and read span under appropriate ked. For comer post use 12 upright spacing. 72' 9'4r 8-8' 8'-t' TS" 6-11' 6'-5 Thus;For t00 M.P.H.Mnd Load os I Ne Load of 15 < W Load Width Y x 3"x 0950"Mated Extrusion with Mab Adapts Slee 6063 T-6 Alloy #/Sq.FL and Load Width=48'; Ul '/�) tr 23-10 21'-7 19'-10• 18'4" 18'-11' 15'-10" Allowable Upright Height for a Y x 3'x 0.050' w L B 24' 16'-10' 15'J' 14'-0' 17-1 t• 11'-11' 11'-T Mated Extrusion:17.0" z 48' 11'-11' tit'-10' 9'-1T 9'-T B'-6" 72' 9'-9" 8'-to- 8'-1- r-0' S_„- 6'-0• 12-01 15 x0% OF f'' F2. ENE7�n L NOTES AND SPECIFICATIONS: Conversion Table 7A Load ConvVrsion Factors Based on Mean Roof Height Certathe foROWng stnlctures are d E. from Exposure"B'to"C•&•D• PAN ROOF ANCHORING DETAILS aligned lo be married to.cite Buik block,wood frame orDCA oved modular structures of adquate structural capagty Thecontractor/home owner shall E:Pos�ra"e"verity the host structure is in good condition and of sufficient i; Moen Roof Load span UWPHW Loadun to additiofrengtih lo hold the proposed Height- comersbn SPLr lakrltip/er PRIMARY CONNECTION: k the contractor/home owner fhas a Conversion (3)# SCREWS PER PAN question about the frost structure,the owner(at his own Feetor Bonding t>•Mctlon Factor ea,bN,g nefbetion WITH 1"MINIMUM EMBEDMENT l' expense)shall hire an architect,engineer or certified Forme inspection company to v o-1s 1 2t 0.91 °•114 IAA o.a3 SEALANT structure capacity- Pay verify host is•zo 1.29 0.88 INTO FASCIA THROUGH PAN 0.88 0.92 1.54 , 3. When u• TEK o.a1 0.87 /- HEADER(SEE NOTE BELOW) o slog screws In neo of S.M.S.longer screws must be used lo kx m 20•25• 1.34 0.86 091 1.600 0.7s 0.86 BOXED END d 4. For high vebcty huricene zones the minimum live bad lion be 3(I PSF. pennate for drill head, zs-3o too 0.85 0.89 1.86 0.78 a 5. The she �'-40' 1 37 0.85 pas and capacities of pans and coin o a5 0.90 1.61 o.7s o.es EXISTING TRUSS OR RAFTER h except for manufacturers -Posits panels are from rer of try Standard'shown,, Use M er mean roof height of host structul�or endosure _ ROOF PANEL � the"Industry Standard^Tablas f� ate'Unless the manufacturer of the product is known,use Values are from ASCE 7-05 #10 x 1-1/2^S.M.S.(2)PER E; A 6. When converting a screen room to allowable spans RAFTER OR TRUSS TAIL 4� # •x 1/2"S.M.S.(3)PER PAN w � and reinforced f the ng re room or a carport lo a garage,the roof must be checked Conversion Table 7B from EnclosL4d to Partially Enclosed Building Class (BOTTOM)AND(1)@ RISER `0 .� 7. Com enclosed building requirements.uniform 9 Micatlon #10 x 3/4"S.M.S.@ 12'O.C. (TOP)CAULK ALL EXPOSED tj 3 Composite Panels can be loaded as walk on or uniform loads and have,when tested, Exposure^B^ SCREW HEADS well in either test The coin performed �Q deflection limit of L/180 Posits Parisi tables are based on bending Properties determined at a Muni It for Roofs EXISTING FASCIA m I Loads S no 1-1/2•x 1/8"x 11-1/2"PLATE OF kC 8. Ron forned roof panels(pans)are designed f uniform bads and can not be walked on unless Sendin°n 1'°3 H-32 TS,3003 FI-14 OR 5052 m Plywood is laid across the ribs.Pans have been tested and perform better In wind uplift loads than 0.92 632 0 9 Bendln 1.os o,so ROOF PANEL TO FASCIA DETAlL = s dead load+We bads.Spans f pans are based on deflection o UBO f high wind zone criteria 3 9. Interior wars&callings of Composite Panels may have 1/2"sheet ra:k added by securing the sheet SCALE: T=1'-0' W rock w/1"fine thread sheet rock screws at 16"O.C.each we a 10.Spans may be Interpolated between values but not extraues. INDUSTRY STAIOkDARD ROOF PANELS SEALANT f I I.Design Check List and Inspection Guides f Solid Roof Panel S stems are induced in ins FOR MASONRY USE j guides f sections 2,3A&B,4&5. Use section 2 ins y inspection 1/4"x 1-1/4"MASONRY / HEADER(SEE NOTE BELOW) S 12.Allfascia gutter end caps shoo have water relief ports Inspection guide for solid roof in Section 1. ANCHOR OR EQUAL @ 24.O.C. / 13.All exposed screw heads through ir FOR WOOD USE CR x 1S @ _ J sealant Panel area around sere root cels Into the roof cleanesubStrd shall be caulked w/silicon Lu S.M.S.OR WOOD SCREWS ? Z ui screws and washers shah be cleaned with xylene(xylol)or other solvent ¢ O a based cleaner priortoapplying pinking > 127 0-C. 14.A11 aluminum extrusions shall meet the s requirements Z strength r uirements of ASTM 8221 after EXISTING HOST STRUCTURE: _ ROOF PANEL Q co Q W w 15./masonr metals:Aluminum metals that will come in contact with ferrous metal surfaces o rconctirnete I WOOD FRAME,MASONRY OR (� i- z /masonry products or f------112•x• #_•x 1/2"S.M.S_(3)PER PAN Z O W Pressure heated wood shall be coated w/prote.tive paint or bituminous OTHER CONSTRUCTION LU materials that are placed between the materials tilted above.The protective materials shall be as (BOTTOM)AND(1)@ RISER 0 O 0 U O uco i listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida B he code a 12"WIDE x VARIOUS WEIGHT RISER ROOF PANEL (TOP)CAULK ALL EXPOSED Galvanizing Primer and Fnisher. n9 Corobound Cold SCAL • 2 =1'-0^ SCREW HEADS � O O O N v 16.Fasteners or aluminum rte shoo be ROOF PANEL TO WALL DETAIL W i Z ' W Pa corrosive resistance materials such as non magnetic stainless steel grade 304 or 316;Ceramic coated double zinc coated or SCALE:2'=1'-0" 10 � a Q fn 0 powder'coated steel fasteners ori ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH(3)EACH# •x 112•LONG CORROSION W _j Z W g fasteners that are wartantied as corrosive resistant shall be used;Unprotected steel fasteners shall g RESISTANT SHEET Mu. ETAL SCREWS WITH 1/2'WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR Q m O not be used. of SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHAt L ITHRECE hX Z W Z SECTION 7 DESIGN STATEMENT: x 11T EACH C-x OFT E ABOVE SCREW TYPES D THE ABOVE SPECIFIED RIZER SCREW OUGH BOXED #W- (3)EACH Z) 06 0 a go The roof systems are main force resisting systems and components and deciding in conformance with 112-'•00' SCREWS ARE ALLOWED ASA SUBSTITUTE FOR# •x 112"S.M.S. - x 9/16"TEK O the 2007 Florida Building Code w/2009 Supplements.Such systems must be designed using bads f 12"WIDE x 3"RISER INIT9 LOCKING ROOF PANEL U) to O O j components and Gadd SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW- Ing•Section 7 uses ASCE 7-05 Section 6.5,Analytical Procedure f F- U) a Components and Cladding Loads.The procedure assumes mean roof height less than 30';roof slope 0 SCALE Z'-1'-0* 100-123 130 140 150 LL OY Z lo 20';i=0.87 for 100 MPH and 0.77 f 110 MPH or higher wind bads fir Attached Ca f/8 #10 #12 2 J p� 00 Z Screen Rooms and I=1.00 for Glass and Modular Enclosed Rooms, Carports and rq 0.00 for open strictures,0.18 fore w O N N w enclosed structures,and 0.55 for rtlale nntemal pressures are ro pressures shown are in PSF. Pa h noosed structures.All ¢ _ > I ,� r 1. Freestanding structures with mono-sloped roofs have a minimum live load Of 10 PSF.The design I EXISTING TRUSS OR RAFTER wind loads are those for an open structure and are reduced by the ASC E 7-05 12'00^ 6"x T x 6'0.024'MIN.BREAK p factor of 0.75. open mono sloped FORMED FLASHING = i 2.Attached covers such as carports,patio Covers gabled p CLEATED ROOF PANEL 9 carports and screen rooms have a minimum SELECT PANEL DEPTH FROM SCALE �^=1'-0' t live bad of 10 PSF for 100 to 140 1 MPH wind zones and 30 PSF for 14:0 2 to 150 MpI1 wind zones. The design wind bads used are f TABLES ALUMINUM SKIN r PAN ROOF PANEL open and enclosed structures. t / (O CD a 3. Glass room roof design loads use a minimum live bad of 20 PSF f 10(I to 140 1 MPH wind zones E•P.S.CORE ¢ { and ul PSF for 140-2 10 150 MPH wind zones and wind loads are from ASCE 7-05 f glass and (2)#10 x 1-1/2•S.M.S.ORWOOD SCREW PER RAFTER � 2 romodular rooms, a _ - J C O 4. For nve bads use a minimum nve load of 20 PSF or 30 PSF for 140 ¢ SIDE CONNECTIONS VARY OR TRUSS TAIL rq O W w w z uj _ Jloads are from ASCE 7-05 Becton 6.5,Anal Band 150 MPH zones.Wind a o (DO NOT AFFECT SPANS) f 2 _ O ytipi Procedure f glass and modular rooms. 'F- :: ALTERNATE: ZZLZd C L W * E 3 7777... 5. For partially enclosed structures calculate spans by multiplying I roll formed roof panels by 0.93 and con in9 Glass and Modular room spans for �K 48 gyp^ #10 x 3/4"S.M.S.OR Wppp Z Polite panels by 0.89. SCREW SPACED 12"O.C. Ga. 'm w COMPOSITE ROOF PANE INDUSTRY STANDARDI O c a y Design Loads for Roof Panels(PSF) EXISTING FASCIA w C o n SCALE: =1-0' o 4) vi ^ O i �':iz n SomsQ ct Y xra Sloped d AffiGlace d Modular Werhntiievar L crI.00 to 100 MPH EnclCaed Rooms AN W i tl 0.7oroto700 MPH 3 Roof Wars POST AND BEAM(PER in � d aw><0. 00 to 1�MPIt Is0.77 for 100 to 150 MPH m KCPI-0.00 Zone 2 KCpI a 0.00 Zone 2 1 1.00 1-1.00 TABLES) F ro O bads reduced 25% KCPI.0.18 Zone 2 KCpI.0.18 Zone 3 p � � Bade WkW Eeective Area Z CL Basic Wind F_ifaMlva Area Bask N9nkt W m 2 Pressure 50 20 10 Pressure 50 E feative Area Basic Wind Effective Area too MPH t3 13. 16 25 1U pressure w so 1. Pressure so zo 10 ALTERNATE MOBILE HOME FLASHING z .0 110 MPH 14 14 17 N1 17 20 17 23 27 30 77. t9 21 25 28 18 27 27 38 4s FOR FOURTH WALL CONSTRUCTION w o 120 MPH 17 17 20 23 32 36 18 33 46 55 123 MPH to ,7 21 24 Zn3 2s 30 33 n 32 3s a3 2z 3s sa fie PAN ROOF PANELS ro r 130 MPH 20 20 23 27 32 35 23 34 41 45 23 41 57 69 O 140-1 MPH 23 23 T7 31 29 35 39 26 3a 45 51 SCALE. 2"=1'-0' tl 4 30 34 ao afi � 4s sa n 140.2 MPH 23' 23 27 3t 30 34 30 30 53 7a 89 INSTALLATION INSTRUCTIONS: a I..: 150 MPH Zig• 26 32 38 3a 40 46 90 44 53 59 30 54 74 89 =ILI O > 39 a6 sz 34 g, 6e A. PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. O •Minimum Ove load ai 30 PSF Controls N vrMp Y zones. 61 BS 102 To convert from the Ex B. SLIDE 1•TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. SEAL t7 Exposure'B'bads above to Exposure'C"or*D'see Table 78 on this _z pie DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF- K Anchors for con U SHFIET w_ composite panel roof systems were computed on a load width Of 10'and a maximum of 20' C. FASTEN HEADER TO FASCIA BOARD WITH#10 x 1"SCREWS @ 6.O•C.STAGGERED J projection with a Z'overhang.Any greater load width shall be sites TOP AND BOTTOM(SEE DETAIL ABOVE) a 0 pecifia W z 13A W D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM o W W SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. co Z z 15 W 12 01-2009 OF m 0 y EXISTING TRUSSES OR S3CWASHER/ 1#MBEDM w � N A � I RAFTERS �.MABEDMENT _______ ---- CAULK ALL EXPf�ySED SCREW m" #8 x 1/2"WASHER HEADED A 81 IB I HOST STRUCTURE HEADS AND WA%HERS w CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT HEADS SCREWS @ 8^O.C. g' ALUMINUM FLASHING —� —I— IL =LL SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT II o Z $ FASCIA OF HOST STRUCTURE RISER PANEL UNTREATED O 1 PLYWOOD/OSB BRIDGE F(PRESARRI 3'COMPOSITE OR PAN ROOF 4 TREATED W!VA�ipR BARRIER m _ FILLER ALL LUMBER#2 GRADE OR c (SPAN PER TABLES) w II 2^x_RIDGE OR ROOF BEAM BETTER y ; io a (SEE FABLES) 3 Q a () (I (OPTIONAL)DOUBLE PLATE � _ m SCREEN OR GLASS ROOM FOR NONSPLICED PLATE W ? WALL(SEE TABLES) WALLS 16'-0"OR LESS m a PROVIDE SUPPORTS AS PAN TO WOOD FRAME DETAIL REQUIRED SCALE: 2'-1'-0" rc W VARIE / S FOR FASTENING TO WOOD w t:2— ROWF MEMBER,RIDGE BEAM,FRONT WALL,AND SIDE WALL USE TRUFAST SD x('Y+1-10) 80 T�)P RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES AT W O.C.FOR UP TO 130 MPH (UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB WIND SPEED EXPOSURE"D-;6- - ROOF: O.C.FOR ABOVE 130 MPH AND J --- - - ---- SCREEM OR SOLID WALL ROOM VALLEY CONNECTION UP TO 150 MPH WIND SPEED COMPOSITE PAt` L Q Z ui #6 x-r+1/2"LAG scREws wi PLAN VIEW EXPOSURE"D" a 1-1/4"0 FENDER WASHERS @ Z 8"O.C.THRU PANEL INTO 2 x 2 SCALE: 1/8"=1'-0' Q F_ w 30#FELT UNDERLAYMENf'W/ G7 0 W w :. ........................ ..................... ..................... --- -- ----- _- 2"X 2"x 0.044"HOLLOW EXT. 220#SHINGLES O O N 0 O CD Li COMPOSITE PAN9LS CUT PANEL TO FIT FLAT 5/16"0 x 4"LONG(MIN.)LAG AGAINST EXISTING ROOF J Ur N w SCREW FOR 1-1/2" 0.024-FLASHING UNl�R 55 EMBEDMENT(MIN.)INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 Q Z RAFTER OR TRUSS TAIL MIN.1-112"PENETRATION UNTREATED ORtFpRESSURE Q W ALL LUMBER#2 GRADE OR TREATED W/VA COR BARRIER W -J 0 Z g CONVENTIONAL RAFTER OR 2 x 4 RIDGE RAKE RUNNER Z) Iii TRUSS TAIL TRIM TO FIT ROOF MIN.1"@ BETTER m m Z FOR FASTENING COMPOSITE PANEL TO ♦- O Z Q W O ALUMINUM USE TRUFAST HD x(-r+314")AT 8" INSIDE FACE (OPTIONAL)DOUBLE PLATE O.C.FOR UP TO 130 MPH WIND SPEED"D' FASTEN W/(2)#8 x 3"DECK FOR NONSPLICED PLATE 0 0- EXPOSURE;6' O.C.ABOVE 130 MPH AND UP EXISTING RAFTER OR �/ SCREWS THROUGH DECK WALLS 18'-0"OR LESS W 06U W 0- TO A 150 MPH WIND SPEED^D"EXPOSURE. TRUSS Rj9OF INTO EXISTING TRUSSES OR N W LJL w w RAFTERS US 0. WEDGE ROOF CONNECTION DETAIL COMPOSITE PANEL TO WOOD FRAME DETAIL g ti o ui r SCALE: 2"=r-0" A-A-SECTION VIEW SCALE: 2'=r-0^ o SCALE: 1/2"=V-0" Z N N m UJ 0 > H = PLACE SUPER OR EXTRUDED J 7 RIDGE BEAM - GUTTER BEHIND DRIP EDGE Q O x 3'PAN ROOF PANEL ~ COMPOSITE PANEL BEAM(SEE TABLES) - (MIN.SLOPE 1/4":l') REMOVE EXISTING SHINGLES 2"x 6"FOLLOWS _ (3)#8 x 3/4"S.M.S.PEfkt pAN W/ C CL EXISTING TRUSS OR RAFTER r 1'x 2"OR 1'x 3"FASTENED ROOF SLOPE � - 3/4"ALUMINUM PAN NASHER TO PANEL w/(2)1/4"x 3"LAG UNDER NEW ROOF 'It ?a O #10 x 2"S.M.S. 12"O.C. CAULK EXPOSED SC SCREWS W/WASHERS @ FEW J W w FOR 140&150 MPH USE 0 ----- HEADS 0 LL W w (2)3/8'x 3'LAG SCREWS 12 ---- _ Z 2 ai E O W!WASHERS D 6 SEALANT K d ul i W '� $ 1/4"x 8"LAG SCREW(7))PER W ¢O a p EXTRUDED OR TRUSS/RAFTER TAIL RAND a N c _ w B-B-ELEVATION VIEW EXISTING FASCIA SUPER GUTTER 1/4"x 5'LAG SCREW tN�p yygy 0O C SCALE: 1/2'=l'-W SEALANT BETWEEN RAFTER TA(kLS L- N j 6 m O ATTACH TO ROOF W! Q m h m z w RECEIVING CHANNEL AND _ SUPER OR EXTRUDED GUTTER Lu v x (8)#10 x 1•DECK SCREWS EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m = at m AND(8)#10x3/4"S.M.S. POST SIZE PER TABLES SCALE:2"=1'-0" O C U m O INSTALL W/EXTRUDED OR EXISTING FASCIA PLACE SUPER OR 0) $ ~ FRUDED 0 i L I- i BREAK FORMED 0.050' EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIPAEDGE Z '�' ° O ALUMINUM U-CLIP W/(4)1/4"x 0 i Z RIDGE BEAM - I 1-1l2"LAG SCREWS AND(2) SEALANT w J F 1/4"x 4'THROUGH BOLTSllft�ml #10 x 2"S.M.S.@ 17 Q*C (TYPICAL) 1/2'0 SCH.40 PVC FS ARULE w a TRUSSES OR.RAFTERS SEALANT i O LL 2"x 6" - I (2)1/4'x 4"LAG SCREWS AND _ -- (1)#8 x 3/4"PER PAN F#IB o WASHERS EACH SIDE _ C i ----- SLOPE CAULK EXPOSED SCR�y D O It ONLY HEADS EXISTING 1/2"OR 7/16" Z POST SIZE PER TABLES POST SIZE PER TABLES 3"PAN ROOF PANEL SEAL W SHEATHING I INSTALL W/EXTRUDED OR EXTRUDED OR (MIN.SLOPE 1/4':1') SHEET w 1/4"x 8'LAG SCREW(1)PER SUPER GUTTER O ? BREAK FORMED 0.050" TRUSS/RAFTER TAIL AND 3-HEADER EXTRUSIO,% t9 t ALUMINUM U-CLIP W/(4)1/4"x 1/4"x 5"LAG SCREW MID WAY FASTEN TO PANEL Wa Lu SCREEN OR SOLID WALL ROOM VALLEY CONNECTION ( 1.1//4•2"LAG SCREWS AND(2) BETWEEN RAFTER TAILS #8 x 1/2"S.M.S_EACH�M1EL w" I= FRONT WALL ELEVATION VIEW 1 x a"THROUGH BOLTS o w (TYPICAL) SUPER OR EXTRUDED GUTTER 13 C z SCALE: 1/4"=V-0" w B-B-PLAN VIEW EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 1/2"=1'-0" SCALE:2"=1'-0' 15 m 12-01-2009 OF 0 BREAK FORMED OR _ EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 3/4"0 HOLE BEHIND DRIP EDGE � #10 x 4"S.M.S.W/1-1/2"0 GUTTER FENDER WASHER @ 12"O.C. p i1 CAULK SCREW HEADS& PAN ROOF 3 u EXISTING TRUSS OR RAFTER WASHERS C a m y SEALANT CAULK EXPOSED SCREW #10 x 2"S.M.S.@ 24"O.C. ----- HEADS \ w e 3"COMPOSITE ROOF PANEL 1/4"x 8"LAG SCREW(1)PER ----- (MIN.SLOPE 1/4":1') E TRUSS/RAFTER TAIL R/FS z%( F 1/2"0 SCH.40 PVC FERRULE EXISTING FASCIA EXTRUDED OR o SUPER GUTTER A8 ® ® K LL EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 ® ® W SCALE: 2"=I'-0" OPTION 1: 2"x_x 0.050"STRAP @ EACH COMPOSITE SEAM AND 1/2 3/8"x 3-112"LOUVER VENTS CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ FASCIA COVERS PAN&SEAM OR 3/4"0 WATER RELIEF HEADS (3)#10 x 2"INTO FASCIA AND OF PAN&ROOF HOLES REQUIRED FOR 2-1/2" PLACE SUPER OR EXTRUDED (3)#10 x 314•INTO GUTTER &3"RISER PANS RECEIVING CHANNEL OVER 2"x 6'S.M.B.W/(4)#10 Q Z aui GUTTER BEHIND DRIP EDGEBEAM ANGLE PROVIDE 0.060" S.M.S.@ EACH ANGLE D OPTION 2: EACH SIDE t SPACER @ RECEIVING Z H 1/4'x 8"LAG SCREW(1)PERCHANNEL ANCHOR POINTS(2) Q W 0 Z TRUSS/RAFTER TAIL IN 1/2"0 NOTCH ANGLE OPTIONAL Z #10 x 2-112"S.M.S.@RAFTER � O W w SCH.40 PVC FERRULEm TAILS OR @ 2"O.C.MAX.W/ MUST REMAIN FOR ANGLE Z � O O) / SEALANT 2"x 6"SUB FASCIA STRENGTH O (1) V O w i J N Z 3"COMPOSITE ROOF PANEL GUTTERS FOR 2-1/2"AND LARGER PAN9-SHALL HAVE A 3/4"0 HOLE OR A 3/8"x 4"LOUVER @ W Of Q Z #10 x 2"S.M.S.@ 24'O.C. ----- (MIN.SLOPE 1/4':1') 12"FROM EACH END AND 48"O.C.BELOW THE PAN RISE BREAK TO PREVENT WATER l7 � W � (n M ----- BUILD-UP ON THE ROOF.THIS WATER RtELIEF SYSTEM IS RECOMMENDED FOR PANS CANTILEVERED BEAM CONNECTION AT FASCIA(END VIEW) ,LU g J Z g SMALLER THAN 2-112"ALSO SCALE: 2"=1'-0" ? 0 m m w Z0 EXTRUDED OR 3"HEADER EXTRUSION H O Z 0 J d 6 EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W! U O m #8 x 1/2"S.M.S.EACH SIDE D otf (- d f EXISTING FASCIA @ 12"O.C.AND FASTEN TOU O SEALANT GUTTER W/LAG BOLT AS PAN FASCIA&GUTTEFA'END CAP WATER RELIEF DETAIL -� W _j In., IL w SHOWNSALE: 2'=1'-0" g ti O) w EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 o a SCALE: 2"=l-W z N = W F_- 3: PAN ROOF ANCHORING DETAILS Q O RIDGE CAP SEALANT m r GALV_ PAN HEADER(BREAK- FORMED OR EXT.) FLASHING 0.024'OR 26 GA er `S #8 x 9/16"TEK SCREWS @ cD a GUTTER BRACE @ 2'-0"O/C PAN RIBS EACH SIDE HEADERS AND PANELS ON tD 6'� n Z BOTH SIDES OF BEAM FOR CAULK CAULK ALL EXPOSED SCREW _ _ GABLED APPLICATION ? N O 2"x 2"x 0.06"x BEAM DEPTH+ _---- --1,09- COMPOSITE . :'._:':r:rr?:? :(.: J N �� uj 4"ATTACH ANGLE"A"TO ---- - HEADS&WASHERS z Uj 2 LL FASCIA W/2-318"LAG #8 x 1/2"S.M.S.(3)PER PAN W O ::::. SCREWS @ EACH ANGLE 3 ............ - -- AND(1)AT PAN RISER _-- D_ Lu z ALTERNATE CONNECTION: PAN OR COMPOSITE ROOF (L N o °' w MIN.2"x 3"x 0.050"S.M.B.(4) #8 x 1-114"SCREWS(3)PER PANELa#10 S.M.S.@ EACH ANGLE PAN INTO BEAM THROUGHd � 0EACH SIDE ® BOXED END OF PAN AND #8 x 112"S.M.S.(3)PER PAN o m _® HEADER ALONG PAN BOTTOM mw ROOF w W - = w SUPER OR ROOF PANEL TO BEAM DETAIL o m HEADER EXTRUDED WHEN FASTENING TO A B SCALE: 2"=V-W GUTTER SOFFIT ALUMINUM USE TRUFAST HD x 0 d t r CAULK ("t"+3/4")AT 8"O.C.FOR UP TO FOR PAN ROOFS: z °-' z 2"x 9"BEAM ; 130 MPH WIND SPEED w m \ l/ A=WIDTH REQ.FOR GUTTER EXPOSURE"D";6"O.C.FOR (3)EACH#8 x 1/2'LONG S.M.S. z "" PER 12"PANEL W/3/4" B=OVERHANG DIMENSION ABOVE 130 MPH AND UP TO F.iu:iiir:is ii:it ?:}::::: ALUMINUM PAN WASHER Z e+ (2)#10 x 1/2"S.M.S.@ 16"O/C 2"0 HOLE EACH END FOR 150 MPH WIND SPEED w $ FROM GUTTER TO BEAM WATER RELIEF EXPOSURE'D" O a BEAM TO WALL CONNECTION: CAULK ALL EXPOSED SCREW (2)2"x 2"x 0.060'EXTERNALLY MOUNTED A44GLES ATTACHED TO WOOD WALL W/MIN.(2)318"x 2" HEADS&WASHERS ROOF PANEL LAG SCREWS PER SIDE OR(2)1/4"x 2-1/4"&gNCREiE ANCHORS TO CONCRETE OR MASONRY (PER TABLES SECTION 7) 6 0 WALL ADD(1)ANCHOR PER SIDE FOR EACIOIINCH OF BEAM DEPTH LARGER THAN 3" FOR COMPOSITE ROOFS: 6 #10 x(t+112")S.M.S.W! t, SUPPORTING BEAM t9 1-1/4"0 FENDER WASHERS ( PER O.C.(LENGTH= PER TABLES) SEAL = (ALTERNATE)(1)1-3/4"x 1-3/4'x 1-3/4'x 1/8'IINTERNAL U-CLIP ATTACHED TO WOOD WALL W/MIN.(3) @ 12 w 3/8"x 2"LAG SCREWS PER SIDE OR(3)1/4-)x,2-1/4"CONCRETE ANCHORS TO CONCRETE OR PANEL THICKNESS+1") O SSHEET Z SUPER OR EXTRUDED GUTTER TO 2"x 9"BEAM DETAIL MASONRY WALL ADD(1)ANCHOR PER SIDffOR EACH INCH OF BEAM DEPTH LARGER THAN 3" @ROOF BEARING ELEMENT SCALE: 2"=1'4r (SHOWN)AND 24"O.C.@ w w NON-BEARING ELEMENT(SIDE m WALLS) c 13 D z CANTILEVERED BEAMitCONNECTION TO FASCIA DETAIL ROOF PANEL TO BEAM FASTENING DETAIL < m gKALE: 2"=1'-0" SCALE: 2"=1'-0" 15 12-01-2009 CpF O U COVERED AREA 0.024"x 12"ALUMINUM BRK #10 x 4"S.M.S.W/1/4 x 1-1/2" TAB AREA 0000 MTL RIDGE CAP S.S.NEOPRENE WASHER @TO 1/?"ADHESIVE BEAD 0000 � 8"O.C. 3 UR A 1"WIDE ADHESIVE dPd��d# w ^ STRIP UNDER SHINGLE 00 E -. VARIABLE HEIGHT RIDGE 5�� ddb _ BEAM EXTRUSION #8 x 9/16"TEK SCREW @ 8" STARTER ROW d MIN ROOF SLOPE 2-1/2:12 _y a I I O C SUBSEQUENT ROWS CAULK ALL EXPOSED SCREW o,dd d COMPOSITE PANEL W/ m e S92 ROOF PANEL I - I 00 HEADS AND WASHERS d# EXTRUDED OR BREAK r FORMED CAP SEALED IN PLACE W/ADHESIVE OR z_Q I I SCREWS m rc (3)1/4"0 THRU-BOLTS(TYP•) SEALANT BEADS o g 1/8"x 3'x 3"POST OR SIMILAR I I LF IN ER NG ASE SHEET DIAMOND ND LL I I O.C.BOTH SIDES#8 x 9 TEK SCREW( 6" SEADHERING PER MFG SPECIFICATIONS gg rc ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE`. ;c _PANEL ROOF TO RIDGE BEAM @ POST DETAIL APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8"TO 112"DIAMETER SO THAT THERE ISA 1"WIDE g 5 SCALE: 2"=1'-0" STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE.CLEAN ALL JOINTS AND ROOF PANAL 0.024"X 12"ALUMINUM BRK SURFACES WITH XYLENE(XYLOL)OR OTHER SOLVENT BASED CLEANER FASTENING OF COMPOSITE -� MTL RIDGE CAP Q Z w PANEL` FOR AREAS UP TO 120 M.P.H.WIND ZONE: D 0 a 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE VARIABLE HEIGHT RIDGE A.SEALANT AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB ARESTARTER SHINGLE Q W 0 z BEAM EXTRUSION ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. .......... #8 x 9/16"TEK SCREW @ 8" 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD Z 0 m O.C. DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MIO ul COVERED AREA C5 O -j U O w FOR AREAS ABOVE 120 M.P.H.WIND ZONE: 550 J_ z N U ROOF PANEL _ CAULK ALL EXPOSED SCREW 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE W Q Z w HEADS AND WASHERSO AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH (n Q W J H 2"x_SELF MATING BEAM THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE W J Z g 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO D ^ D W LL 1/8"WELDED PLATE SADDLESTRIPS OF ADHESIVE AT MID COVERED AREA Q m O � W/(2)1/4"THRU-BOLTS Uo O 0 J 0 55 #5 REBAR IMBEDDED IN TOP ADHESIVE: BASF DEGASEAL TM 2000 OF CONCRETE COLUMN(BY •.a . D oD ~ 0- y 2 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL w U X I- OTHERS) _(n LLw W • SCALE: N.T.S. U) co U) LL Uj a WHEN FASTENING TO ALUMINUM USE TRUFAST HD x(t"+3/4")AT 8"O.C.FOR UP TO 130 MPH WIND M144.ROOF SLOPE 2-1/2:12o w SPEED EXPOSURE"D";6"O.C.FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D" O p COVERED AREA PANEL ROOF TO RIDGE BEAM c@ CONCRETE POST DETAIL Z N N ; SCALE: 2'=1'4r -ff AB AREA W/1"ROOFING o UJ _ NAILS > r INSTALLED PER MANUFACTURERS O SPE(#tFICATION FOR NUMBER o r AND LOCATION 3 3/6W TO 1/2"ADHESIVE BEAD o (O a FFOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLEo Z P z #8 x 1/2"CORROSION RESISTIVE WASHER HEADED o _� w 0.024"ALUMINUM COVER PAN SUBSEQUENT ROWS O LL W- SCREWS @ 24'O.C. LL ii O OR CONTINUOUS ALUMINUM ALTERNATE#8 x 1/2"S.M.S. o Z W 2 m _ SHEET o STARTER ROW � °i S 3 W/1/2"0 WASHER d W �` Z _ COMPOSITE PANEL W/ w - O .0 p EXTRUDED OR BREAK a 0) o n v FORMED CAP SEALED IN p c ~a Y p = PLACE W/ADHESIVE OR#8 WAFER HEADED SCREWS pcc v m y �' L W 7/16"O.S.B.PANELS > W a m S w CERTAINTEED BLACK DIAMOND O C V m O W SELF ADHERING BASE SHEET OR r F- EQUAL PER MFG SPECIFICATIONS z 3 O SpfCIFICAT10NS FOR APPLYING O.S.B.AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER w F- TYPICAL TYPICAL INSULATED PANEL 1 (INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. i SCALE: 2"=1'-0" 2 (CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE(XYLOL)OR OTHER SOLVENT BASED (J w NOTES: ER' w 3. SEAL ALL SEAMS WITH BASF DEGASEAL-2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, I 1.INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 3' O GRE^f�SE,WATER OR OIL. a 2.COVER INSULATION WITH 0.024"PROTECTOR PANEL WITH OVERLAPPING SEAMS. 4 APPLY 3/8"0 BEAD OF BASF DEGASEAL-2000 TO PANELS @ 16"O.C.AND AT ALL EDGES AND INSTALL p 3.INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE 7/16•'LO.S.B.OVER THE GLUE AND PANELS.ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. SHIN69LES. 2 4.PROTECTOR PANEL WILL BE SECURED BY#8 x SW CORROSION RESISTIVE WASHER 5• INSTALL 15#FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W!2009 w HEADED SCREWS. SUPIRLEMENTS,1507.38. y SEAL = 5.SCREW PATTERN WILL BE 12'ON ALL PERIMETERS AND 24"O.C.FIELD ON EACH 6 INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/2009 w- SUpIi(LEMENTS,1507.3. SHEET ww PANEL. ALTERNATE OSB FASTENING SYSTEM:#8 WAFER HEADED SCREWS OR S7EEL STUD SHEET ROCK Z 6.ALUMINUM END CAP WILL BE ATTACHED WITH(3)#8 x 1/2"CORROSION RESISTIVE 7 a WASHER.HEADED SCREWS. SCREF;WS @ 8"O.C.EDGES AND 16"O.C.FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6"O.C. < _ NOTE:FOR PANEL SPANS W/0.024"ALUMINUM PROTECTIVE COVER MULTIPLY EDGE12"O.C.FIELD FOR 140 1 AND UP TO 150 MPH WIND ZONES. w SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL COMPOSITE ROOF PANEL WITH O.S.B. w 1 3 E i AND STANDARD SHINGLE FINISH DETAIL w SCALE: N.T.S. 1 1 2-01-2009 OF I 5 m O MAiNUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL �----CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE a oW Z .,a =LL •+7. Cl) I W k— 48" CO 11.0#OR 2.0#DENSITY E.P.S.FOAM&0.024"OR 0.030" u 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL#FL 5500&FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a 5 ELITE PANEL Florida approved test lab&analyzed by SCALE:2"=V-0" Lawrence E.Bennett&U180 Q Z ui O a Z ;= MCI) ow ZW Z � Orn m Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads`(#/SF)) Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/Applied Loads`(#/S� 0 O V O W Ld Manufactures'Proprietary Products:Statewide Product Approval#FL1049 Manufacturers'Proprietary Products:Statewide Product Approval#FL1049 Fn 0 Q N V 3'x48"x OA24"PanelsAluminum Alb 3105 H44 or H-251.0 EPS Cos Dens Foam 3"x 48-x 0.024'Panels Aluminum AI 310511-14 or H-25 2.0 EPS Cora Darts Foam W O Z . Z Wind .tnxturea MonoS oof Seresn Rooms d Attached overe Glass 8 Modular Dome Enclo sed9 WIrM n Structures ono3 Roof Screen ooms 8 Attached Coves Glass Modular Rooms bead efiang Q Zone 182 3 4 1&2 3 4 1&2 3 4i�'N Zone 132 3 4 182 3 4 1&2ll(,154 4 Cantlkver, W -¢-1 0 Z g MPH s nfload` s n0oad' s an/losd' s Road' s anlbad• s rdbad- s annoad• s nfload• a nnoMPH s nfload' s d' s rJbad' s nlload' nnoad• s s nlload• s nfioad• 100 1&-10* 13 21'-1" 1 20'-5' 13 15'-t• 20 i6'-10' 20 76'-3' 20 12'-11" 27 15'-8' 23 t5'-Y 45 00 -W 1 3'-7' 13 27�' 13 16'-6' 18'-5' 20 1T-10' 15'5' 23i6'-T � � (� QWLL110 1 '4" 14 S 14 19'-10" 14 'S' 25 16-5" 21 15'-it' 21 11'-11' 32 1 Z 2 7 -10 `� 1 20 14 5 14 1'$ 14 1 '-1" 27 18-0" 21 S 21 1 -1 3 15'4 27 4' 55 Q120 15-T 1718'T 171T-it' 17 17-4- 30 1 -1- 25 13'-3• 30 10'-9- 39 17-1' 39 11'-8" 65 120 18'-Y 1T 20'4 1 19'5" 17 13'-6• 30 16'5" 25 16-11' 25 11'-10" 9t7-9- 39 4'-0' 65 I- O O Q W23 i - 171 -1' 171T5' 17 t 2 1'-5' 2 17-11' 32 10'- 41 11'-1 ' 41 1 'S 17 1 -1 17 1 - I6'-1 15- 11- 4117 4 4'-0" 69 U 130 15-3 20 1T-1' 20 16-6• 20 11'-5" 35 17-9- 35 174- 35 9'5' 1 11'-3' 45 10'-10' 7T 130 16'-9" 20 1 '-0- 18'1' 20 17.6• 35 764' 29 13'5 35 11' 11'-11' 45 4'-0" 77 1- (L V 140.1 i7- 5'-11' 23 1 4 10' 4 11'-11 11'-6" 4 9'S" 51 11 45 1 -10 40- 15'- 175' -1 11'$ 40 13-1 17- it' 45 17'-1 ' 45 -1' S (� C140-2 77-11• 27 15'-11' 23 15'4' 23 1 -8" 40 11'-11" 40 11'5 40 5-9- 59 10'4' 53 9'-6' 89 140-2 1 '-T 23 17'5' 23 16'-10• 3 11'-8• 40 13'-t- 40 17-T 40 9'-T 70'-11' S3 3'-11' 89 O 150 12' :2 13'-5' 32 12'-IT 9'4' S2 11'-T 46 IO'-9' 46 5-2' 68 9'-Y 68 '-10' 50 13'- 32 6'4' 26 IS' 26 IO'-11• 1 '-Y 46 11'-9' -4 8'-11' 10'-8' 1 4- 60 3'-8' 1 2 (n (n J (�' d j-x 48'x a um um AI 705 H•14 or 1.0 EPS re ns Dam 3 x x .30" an A 31 H-14 or N 2.0 Core Dens oam Z Wind On Structures Mon" o seen Rooms 3 Attae a Coves Isss 8 ular ooms ndos res oof reen Rooms AttachedCoven s s Enclosed Overhang OT w Zone 182 3 4 1 3 4 1&2 3 ! CantA— Zone 4 1&2 3 4 1 4 Cantilever _ MPH s nfbad• d• s nnoad' s annoad• s annoad' s d• s anAoad' s antload' s Mrmd• PH nfload' s armload rdiwd• a Moad' s nlload' Moad• niload• a- d• s rdload• Z N N 100 27-2' 13 24'-9• 1 23'-11• 13 17'-8" 20 19'-9" 20 19'-i" 20 IV-6" 23 18'5' 23 iT-10' 23 4'-0 45 100 24'-3' 1 2T-i' 13 2G-Y 1 19'4" 20 21'$' 20'-11' 18'-1' 2D-Y 23 19'-0• 23 4'-0' 45 17 1'S' '14 24'-1' 14 3' • 14 IT-3' 21 19'-3' 1 16-W 21 15--3- 27 1T 27 1 5' 4'-0' 10 '-T 14 28'4• 14 25'-0• 4 18'-11- 1 21'-2' 1 2' 16'-0' 27 18'-0' 1 27 4'-0' 55 _ 12 1 S '17 2I'-9' 17 7-0' 77-75-16- 5 1 ' 25 1T-7 5 1 39 15- 32 5-1 32 65 1 '4' 77 3'-1 1 '-0" 7 1 '4" 19'4 18'-9' S 54' 1T-1' 32 4' 5 r 123 18'-11 '17 21'-Y 77 20'5' 1T 15'-5' 26 1T-3' 26 16'-0' 26 12'5' 41 15'-2- 34 13'4' 41 4' 123 20'-9• 17 2 -3• 17 275" 17 1 -11' 26 18'-1t' 6 16'-3' 26 17-7 41 i6'-6' 34 16'-1' 34 4'-0• 69 J —i—771111 20 -0' 20 19' 134' 35 16'5" 15'-10' 11'- 45 I3'- 45 12' 45 4' 77 130 - -1 20 I- 1 -1' 1T-11' 1 4' 1 -i t' 45 1 -ft 15- 4' 77 Q 140-1 15-0' 23 IB' 23 15-0' 23 17-6' 40 15'- 34 1 'S 40 11'-9- 45 13'-Y 45 12'-0" 4 4' 140.1 18'-' 23 20'5 23 19'-9' 73'A' 40 16'- 34 16'-i' 34 12'-11' 15'$" 15'-Y 36 4'-0" 89 = 40-2 1 $" 73 7 -IN--0 175' 40 15'-Y 1 'S 4 7 -10' S 1 11-9' 4' 40,2 18' 3 -5 1 13 40 7 - 1 - 11- 1 4 12'-10' 5 4 f 150 164r 26 ITS 26 16'-11" 26 1' 46 13'-0' 46 17-T 46 '-7' 11'5' 60 1 ' 60 12 2 150 1T-Y 191- 26 1 -6' 26 17-9' 15'5' 3 13'-10' 11' 175' 60 1 -1" 51 4'-0' 102 x x 0.024'Panels um num All 3105 - or -251. S Core n wm _ x x anis Aluminum 1 5 H-1 or 5 ore Dam wind Open tnstures Mon Green ooms ttac ass u ar Dome n 0 n etures Dome over ass ooms rhang zone 1&2 3 4 1&2 3 4 1&2 3 4 Canti ver Zone 1&2 3 4 182 3 4 182k16 4 CanNkver Q MPH s nlload' s a dload• s nfload' s nfload• s nlload• s s nfload• spa Nload• s nlbad• MPH s nflood' s s Mose s nlload' s nAosW s nfload' s aMoad' tur a anfload• CSO m Z 00 '.i3 23'-Y 13 4' 13 16'5 20 78' 1T-1 0 15'-S 23 IT-3' 2 18 3 4 45 1 13 4 1 5 13 '-i' -3 20 417- 1 -1 t' 23 3 18' 4' 45 2 N n 110 -1' "4 22'5 14 21'-9" 14 16-2" 27 16'-0" 21 1T-5" 21 13'-t' 32 15'-11' 27 164' 27 4'-0'. 55 110 22'dY 14 24'-8' 14 23'-10' 14 I - 21 19'-9' 21 21 15'-T 272 16'-10" 27 4'-0" 55 O 120 18'- 1T-W=477-191" 17 13'-6' U31 S 15'-11' 25 1'-10' 39 1 3" 39 12'-9' 39 4' 65 /9'-11' 17 -3• 1 21' 17 I6'-2" 25 IV-1* 2525 17-1 2 15'-0' 3 4'-0• 5 W rj W 1 T-9' 17 19'-1 17 19'-2" 17 13- 26 t -7 26 71-T 41 1 -11' 4 1 17 1 17 '-11 1 1 -1 1 26 17 41 15'-1 4'-0 69 U' toW 130 18'9' :!0 189' 20 151' 20 1729 73' I1' 45 174' 45 11'-11" 45 4'-0 n 130 18'4• 20 20'E• 20 19'-70' 20 75'-0' 29 16'-1 29 12'-1' 445 13'-0' 45 4'-0' 77 Z 2 qt-TW1 1 '- 1T t '-10" 3 11 40 I 40 11-0" 4 174' 4 -114 -1 1 -1 79'-1 1 ' 1 -1 4 1 ' 17-1' 1 45 4 8 k W C7 �PF 5 ! 1 5' 16-1 ' 23 118• t 9'- 59 114 53 1 - -1- 89 1T-1 1 -1 3 5 23 17-10" 15-0' IVA 1 53 4'-0' ft9 aW a LL Z i 154' 1 '-I 26 10'-i 11' 46 T-11 6 1 60 1 4 1 1 -11 --1r-C- 11'-11" 13'4' t' 60 114" 4' 10 ii 4"x 48 x 0.0 "IPa A uminum 105 H44 or H-251.0 EPS Den Foam 4"x48"x 0.030"Pan minwn 3105 N• or X-5 EPS n own W 7r J O m O wind n Structures no-Sloped Screen s trached Coves Glass&Modular Rooms n os n Mo Screen ooms A Coves 3 Dome En fiang iL CD V Zone 1 3 4 1&2 3 4 1&2 3 4 CantliiPVer Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantliwar xO r ti a q 7 MPH s nfload' s Moad• c aMoad• spa~ s annoad• s nfload• s Moad• s aMoad• MPH Moad' s ad' s aMoad• s nfload' s • s rdload• nAoad' ad• ti jco Q 45 100 26'-2" 13 2T-Y 13 26'3• 13 20'-10" 20 23'4• 20 22'-T 20 19' 23 21'-9- 23 21'-0" 23 4'-0' 45 O 100 23'-10' 13 26'-8' 13 25'-9' 1 19'-1' 20 21'4' 20 20'-7' 20 17'-9" 23 19'-10' 23 19'-2 23 4'-0 J m � d 110 2Y-2* 14 25'-11 14 25'-i' 14 18= 21 1 -1 21 1 -5 2 4' 7 1T 27 55 11@ 14 5 14 27W 14 4 21 -9 21 27 31 17'-11- 27 20'-1' 2 19'5' 27 4'-0' 55 ID W L 120 20'-11' 17 23'-' 17 22'-6' 17 17'-0' 25 19'-1• 2 16'-5' 25 IVA" 32 16'-10' 32 163 32 4' 120 -11' 1 5'-8 7 24'-t ' 17 18' 25 ZP-10' 25 20'-Y 2 755 32 155" 32 1 -10" 32 4'-0' 65 j tjJ 0 m x 123 'S" 1 22'-t0' 17 27-T 17 15-8' 28 18'-T 1T-1T 26 13'4' 41 16'5' 34 15'-10' 34 4' 1 4' 17 -jr-27-7-17 19- - 2fi 20'-5' 6 -1-97-T-28 15-1' 1T-11' 34 - 34 4'-0" 9 W -S W 130 1 4 s i'- 0 '-1 -10 1 1 - 1 4 4 1'- 20 -I 4' 1 18- 1 -11 4 m U > 7! m 1 t -1' i -1 3 195 1 5 6W 1 -9' t2'-0 15 5 13'-9 4 4' 1 1'- 21'3 16 1 -1 5-2 -11 1 4' O C M 0 O 13'-8 1'4' 1 ' 11 1 -1 1 -8 4 1 1 -1 1 1 1 - 1 1 - 'A' 44 1 - 4 ~ Q) V o F -IFTU'16 1 -1 18'-3 -T 4 5 9 1 - 46 -11 74' it-11 60 50 1 20'-8 19'-11 13 48 16-8 1 '-7 -1 1 3 4-0' 102 Z 3 C O Note:Total root prrnl wk1M=room width+wal width+overhang. 'Design or applied bad based on the affective area of the panel Note:Total roof panel width-room width+war wkith+ overhang. *Design or applied bad based on the affecUre area d the panel W J Z W Z O Z W N K 0 O � 42 W O W S Z W SHEET z J _N 13G � W W Z W 12-01-2009 OF 15 m 0 MANUFACTURERS PROPRIETARY PRODt41CTS SET WITH DEGASEL 2000 OR EQUAL �—CHAULK AND OR ADHESIVE °= ON TOP AND BOTTOM LOCK GROOVE 3 00 Z OD vi co 48" L 3 1.0#OR 2.0#DENSITY E.P.S.FOAM&0.024"OR 0.03 " 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN 8 5 ELITE STATEWIDE APPROVAL#FL 5500&FL7560 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab&analyzed by a Z Iu SCALE:2"=1'-0" Lawrence E.Bennett&U180 0 O a ZZH W p z U) 0 W w Z 2 O aD m ( O (n U o w Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design J Applied Loads*(#JSF) Table 72.4 LElite Aluminum Corporation Roof Patted Allowable Spans and Design I Applied Loads*(#JSF) (n O J U N Z Manufacturers'Proprietary Products:Statewide Product Approval 0FL1049 Manufacturers'Prod7l�abn'Products:Statewide Product Approval OFL1049 W W Q Z w 6"x 48"x 0.024"Panels AluminumAlloy 3105 H-14 or M-251.0 EPS Core Dens Foam 6"x 48•x 0.024-P Ah-*— 3105 M-14 or H-25 2.0 EPS ConDensw Foam 4� Q of wind OPon trucWres Mono$ resp Rooms Attached Coven ass Mo u ar ooms nc Deed 0 a WMd O n m Dome ovenGlass A,Modular Rooms En Ora 9 W J 0 Z g Zone 1 .1 4 162 3 4 182 3 4 Cantilever Zone 1&2 3 4 1 3 4 i 3 4 CaMlssver MPH nitoad' s s Moad' spa~ Moad' s nllosd' s n8oad• spannoaW s rdload' MPH spa d* - soonfioncr s Moad' spardloner wanfiescr a rp d" Q. n W LL 00 !2V-S' 13 1 - i '-T 27-it1101 T-11 1 1 - -5 1 1$' 21 17'$' 27 19'-9" 2 19'-i' 2T 4 55 110 T-5' 14 - - 14 1-11' 7 4- 1 1 -11 7 4 O Z Q 1J,J O 1201T '4- 1 4S' 17 1 -5- 25 20'- 25 19'-10" 25 IT-3" 32 t8'-2- 32 1T-T 32 4' 120 24'-9' 17 1 1 - 5 '-9" 1 -t• 1 -it' 32 19' 4' 6 QQJ0117 4 '-1 17 1 -11 -t 1 -5 26 15'-10• 34 1T " 34 iT-1 4 1 3 4-7 17 -71 1 - 1'-1 1 1 4 1 4 6 U ll. y130 20 23'-3• 20 27.6' 20 7Tt' 29 19'-r 29 78'$• 29 13•$• 45 1B$• 38 16'-l" 4-0• 77 13o zz'-10' 20 'z $ 26 24'$• 1'-8• 29 20'-11. 29 16'4 t8'J 1 39 4• 77 � (Y40- 21 15'- T-7 34 1T 13'$' 45 16' 1 -t 4-0 140.1 -• 23 - 1 34 1 1 1 1 1 4 8 Q W140-2 23 21'$' 21Y-11' 23 15'-9' 34 77'-T 34 1T-0" 34 12'-T 53 15'-6" 44 13'-6" 4'-0" 89 140-2 21'-3' 23 �-� 27-17 t -3" 19'd' 1 34 1 -2' 18'-11' 44 16'$ 44 4'-0' 89 I"-- W J a50 26 20'4' 19'$' 2 13'-T 4 16'5• 39 15'-1• 39 11'-70' 60 1 ' 1 -10' 4'-0' 1 150 19'-1P 1' -1' 18' 3 '-S 1 -1' 80 15' 5 1 -3' S1 4'-0' 102 LL. �6"x Aluminum 1 -14 or 1.0 S Cas M Dam 6 x48"x 0.03 s 1 or - A Dam J O W wind n fructans Rooms A overs Glass&Modular Rooms n ang n O n S res A re s lar oonrs n rhang J O O Zone 18.2 4 82 4 1 4 Cantilever Zone 162 18,2 3 4 1&2 3 4 Cantilever O O MPH Moad" s d" s aMoaW s Moad' rdload• d' Moad' s oad' spa nlbad' MPH s nAoad• .s s s s nlbad' s nnoad" Z N N 00 E28-W 1 33-7 13 37-1• 7 23'$' 28'$' 20 2 -T 2D 27-1" 23 24'-W 23 23'-10' 23 4'-0 4 100 32'5' 13 4' 1 1 ''-11' 20 29' -1' 20 4'4" 23 0 4 .9' 4 '-7 t4 -7 21 '-1 1 4'-71' t -5• 27 2710" 2 27-0• 27 T-5- 1 0 31'-T 14 4 - 4 254• 1 '4 4 274' 271 17 -7 -7 7 1- 5 5 -1 18'-9' 0'-11" 32 67 32 12 17 1-1 -1t 1 -3' S -1 123 17 2 5" 17 27'5' 1 20'-8- 26 23'-7 26 274' 26 IB'-3- 34 20'-5" 34 19'$" 34 4'-W 69 123 2T-10' 17 31-1 1 -1- 1 26 2 4' 4' 19'-11' 34 4' 34 21'7 34 4-0' 697 26'1 5-11 1 4-r 1 1T- 38 19' 16T 38 4'-0" 77 21'- 1 -1 1-t 4 4' 77 Q 140.1 3 24'-11" 23 4'-' 23 18'-7 34 20'4" 34 15$' 34 1 -7 38 19'-3" 38 7 '-7' 38 4'-0' 89 140.1 24'$' 23 '"1 7S 2W-5 19'-11• 34 -3- 34 1 18'-1 1'-1" 4 4-0" 89140.2 4'-11 4- 1 - 20'4' 34 19' 1 -1 1 - 441 '344TZ 7404 4 23. 1 -7 1 1 -11 44r 89ISO NIP 926 1 -11' 18'4' 39 13'-8' 60 16'-T 51 i6'-0" 5 4'-0" 102 15o -11' 2 24'-10" - 3 -1 1 1 - 1 x a 4 s Dam 8'x48"x .2 m 1 or S Dam windn fractures assn Attachedass Modular Rooms n ose erhang n n res s n •s rrrs n9 (gyp Q Zone 1&2 1 3 4 1 3 4 %2 3 4 Cant6ever Zone 1&2 3 1 3 4 182 3 4 Cantilever CO d MPH s s d' s :i ruload` a MoaW s n8oad' MPH s Moad'. ad' n0oad' s rJbad' s Nbad ? 100 9'-11 1 -8' 13 375 13 '-11" 20 26' 20 25'-17 3 4-11 2 24- 23 4'-0" 45 1 - 13 '8 i. T$ 20 -11 110 29'-2" 14 -T 14 1'S 14 23'4" 21 26'-7 21 26-3' 21 20'-7• 2 23'-1' 27 27J• 27 4'-0" 55 110 33-8" 14 '3T- 14 '4' 14 -11" 21 30'-Y 1 23'-9' 26'-T 27 25'$' 2 4'-0' S5 J C N G O 120 26'4" t 'S• 17 'S' 7 'S" 25 23'-11•_f5__2Y-2' 25 18'-11' 32 21'- 32 20'-5' 32 4'-0' 65 120 30'-" 17 34' t -t 7 24'-9' 5 2 S 1'- 2 24' 32 4'-0' 65 O W W_� Uj 7 S 17 1 T T 71 t' Z6 2 5" 27- I ' '-T 19'-T 4 9 23 - 17 - 1 24'- -11 1 2 27-11 34 4'-0" 9 Z 2 it 130 24'-3' 20 -1' 20 -2' _177 i' .9' 29 1'-6' 29 IT-S 38 19'5' 38 18'A• 38 4'-0' 130 2T-71' 31' -11' 29 25'$' -1' 5" T$' 38 4'-0" 'E Z W Z W 3 45 1 '4 34 f -1 16'- 1 -1• 44 -T$• 44 4'-0' 7 1 26-1 - -1 1- -t't 18'$' -1 1 4 f IL W a 2 1 1 - 1 - 1 39 1 -1 t S1 16'-' 1 4' 7 7 24'-6" 2 4 m 05 H-4 or H-8 Dam-Hr1 1 10 d -+O n a) W x 'x P 1 4 or .0 EPS De Foam 8'x 471"x 0.030"P N wind Open Structumms lopeditooll screen Rooms&Attached Coveis ass& o u ar Dome n Deed Overhang n n t Don's own s Dona ng K C a Zone 1&2 3 4 1 3 4 1&2 3 4 CanNlwer Ions 1&2 4 182 182 3 4 CantlssvOr O C U o ^ p MPH ad' anfload" s oad" s nnoad" n Moad" s n8oad" spa Moad' MPH s Moad" nflo&W s s Mead• d• LL N >in ;� O 100 34'-7' 13 '$" 13 37'-5' 3 2 $" 20 30'41' 20 29'-10" 20 25'-9' 23 28'-0• 23 2T-10' 23 4'-0' 45 100 3T-11' 13 475 1 40-11' 1 30'-3' 20 33'-10' 20 7$' 28'3' 23 3'-T 30'$' 23 4'-0• 38 �Q1 00 � r -� a � 110 1 3T-T 1 4' 14 -1 P 21 7 " 4-0 55 110 - 14 41'-Y 1 - 1 1- OVA' - 27 - 2 4'-0' 55 Q h .0 t W 120 5' 17 34'-0" 1 37-1" 1 4'A' 27'$" 25 26' ' 25 21'-10' 3 2445" 32 23'-T 32 4'-0' 65 120 33'4' 1 3 -3' 17 -T 1 -1' 25 -11• -S' 3 '-1 32 4' 65 W ae m 123 - 17 -1 1 1 4- 2 8'-11' 26 28-1 r177-19-797-19--Mr-41 34 T:U 69 123 375" 17 - 3• 1 1 28' -T 34 -2" 34 4-(r 69 m 4) = w 1 -1 1 -11 29 4 4 130 - - 1-1 4- 4 O C > c m0 1 -1 2 1- 34 23'$• 34 -11 34 -T 38 275' 21'$ 38 4' 140-1 28' 2 -1 -10' -11 -1 4 H O r 1 -1 1- -11" I 4 2 - 44 -1" 44 140- 28' 2 ` -1 4 44 I' 0 = F- 15 9 -17q-51 1 4' S1 18'$ 51 4' 1 50 -1 1 -11 1 24-3 3 - 5 5 Z m Z Noss:Total roof panel*M-room width+wall width+overhang. *Design or app0ed bad based on Ore affective arsa of the panel Note:Total rod pard i width=room width+wall width+overhang. •Design or applied Ind lowed on the affective area of the panel W Z_ Z W Z g W K O LL Ja O rc t'7 b S Z 0 SHEET tu O U J Z I 13H Z W 15 m 12-01-2009 OF O X200- 2.00 *2.00" 2.00-* I I v I A=0.776 in? � A=0.434 in? o u 0.040"EJ Ix=0.234 In.` Ix=1.953 in.` o N 0.046• $ Sx=0.977 in.' c a FA Sx=0240 In., 6005-T5 42 6005-T5 c �z 0 2"x 2"x 0.040"HOLLOW SECTION 0.072" m0.090" 8 W SCALE 2"=1'0' A=1.855 i)P• o c STITCH W/(1)#10x3/4"S.D.S.HEX HEAD @ 24"O.C. Ix=16.621A s a _ TOP AND BOTTOM OF EACH BEAM Sx=4.15eiin•' A-3'023 fn' �)z m T2.00" 6005-TS Ix=42.466 in' r '� 2"x 41"x 0.046"x 0.100" Sx=8.493 in? m SELF MATING SECTION 6005-T5 0.045" c A=0.538 In? SCALE 2"=V-W o Ix=0.642 In' STITCH W/(1)#10x3/4"S.D.S.HEX AfEAD @ 24"0-C- 0.428 4"O.C.0.428 In? 2.00" TOP AND BOTTOM OF EACH BEAM' o 6005-T5 I STITCH W/(1)#10x3/4"S.D.S.HEX HEAD @ 24-O.C. 2"x 3"x 0.045"HOLLOW SECTIONW-il 2"x 8"x 0.072"x 0.11 TOP AND BOTTOM OF EACH BEAM 5 SCALE 2-=1'-0- A=0.964 in? SELF MATING V-W 2"x 10"x 0.092"x 0.187" Ix=3.688 in.' SCALE 2"=1'-0" a SELF MATING SECTION 0.050" J 2.00' Sx=1.475 in? SCALE 2'=1'-0" D 0 a 6005-T5 2,00" Q H �J 2 0.060' o A=0.768 in? G7 �] (yl w Ix=0.530 in' Z 2 C� m STITCH W/(I)#10x3/4"S.D.S.HEX HEAD @ 24"O.C. (D 0 C�� , w Sx=0.585 in. fn Lu 6005-T5 TOP AND BOTTOM OF EACH BEAM G7 O J_ �j 2"x 5*'x 0.050"x 0.096" p Q S N w 2"x 3"x 0.060"HOLLOW SECTION H f to SCALE 2"=r-0" SELF MATING SECTION 0.072 o w Wp --�j I.- g SCALE Z'=1'-0- T2.00'T A=1.999 iiP-' F- 0 Z l W O *2.00"* Ix=22.11(psin' U Z. 0 J m O.O�Or . I I S, 611x=4.919i�' - $ A=0.697 in.' 6005-T5 U) U fl fA W w ,� a Ix=1.428 in' ol w Sx=0.714 In' c A=1.098 in? Lu 6005-T5c Ix=5.938 In.' 7 0 0.050' co STITCH W/(1)#10x3/4"S.D.S.HEX Fil(EAD @ 24"O-C- Z N Fr 2"x 4"x 0.050"HOLLOW SECTION 6005,TSg'n' TOP AND BOTTOM OF EACH BEAN11" = w SCALE 2"=1'-0' J F- r 2"x9"x0.072"x0.11 '2_ SELF MATING SECTI Q _ o 3,00^ SCALE 2"=1'-0" r STITCH W/(1)#10x3/4'S.D.S.HEX HEAD @ 24"O.C. 3 A=0.552 In? TOP AND BOTTOM OF EACH BEAM d r 0.045--fIx=0.342 in Er 2"x 6"x 0.050"x 0.120" *2.00"* z Sx=o-lk .34z In? I I 6005-T5 SELF MATING SECTION 'It 2 N SCALE 2"=V-0' 3"x 2"x 0.045"HOLLOW SECTION w- ""v' w SCALE 2"=l-(r z z O m x 2.02- 2 1i w ; LL 0.082" o tr -j O ai a 0 LA=2.398'itf�' O C ~a q U U O Ix=27.229-.W In LL n O Sx=6.056)in? m (X m ��d a g A=1.277 in? 6005-T5 > W � Lu 0.060" Ix=8.873 in.' Q co m N -+_ w Sx=2.534 In? 0 U c O 6005-TS STITCH W/(1)#10x314"S.D.S.HEX WEAD @ 24"O.C. z z TOP AND BOTTOM OF EACH BEAMi wcc w 2"x 9"x 0.082"x 0.15 Z STITCH W/(1)#10x3/4"S.D.S.HEX HEAD @ 24"O.C. Z a TOP AND BOTTOM OF EACH BEAM SELF MATING SECTI w g SCALE 2"=l-(r a 2"x i x 0.060"x 0.120" o SELF MATING SECTION SCALE 2"=1'-0" 3 of co IAM SHEET w U = w w 14 z w 12-01-2009 OF 15 m 0 GENERAL NOTES AND SPECIFICATIONS' Table 9.1 Allowable Loads for Concrete Anchors Table 9.2 Wood&Concrete Fasteners for Open or Enclosed Buildings Table 9.3 Wood&Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws In Tension On Embedment Mtn.Edge DIaL a y Loads and Areas for Screws in Tension Only A 1. The Section 9 tables were developed from data for anchors that are screw Size Depth Anchor Spacing Allowable Loads Maximum Allowable•Wad and Attributable Rod Area for 120 MPH wstd Zea(27 42#I SF) Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind Zona(35.53#/SF) considered to be"Industry Standard'anchors.The allowable bads are d=diameter For Wind R other Man 120 MPH,Use Convention Table at Bottom of this ®$ (In.) (D(a.) Tension smear CONNECTING TO:WOOD for OPEN or ENCLOSED Br/di CONNECTING TO:WOOD for PARTIALLI"Wind Regions other thart 120 MPK Y ENCLOSED Convemlon Teale g Bottom of Mb panel based on data from catalogs frau POWERS FASTENING,INC.(BAWL ZAMAC NAILIN(Drive Anchors) W PRODUCTS),other anchor suppliers and design criteria and reports from w- ig" 1-1rz" 1-114' 273# 236# Fastener Embedment Fastener 1 Nunbr of Fastener d Fastener Length of Number of Fasteners o u the American Forest and Paper Products and the American Plywood 2Diameter Embedment 1M13M#-37SF 3 4 LL 1' 264#-10 SF 52&1-19 SF 782#-29 SF 1056#-39 SF ASSOCIatiOri TAPPER(Concrete Screws 7" 264#-7 SF SF 792#-22 SF 1056#-30 SF G a V4s t-lir 396#-14 SF 792#-29 SF 1188#-43SF 1684#-58 SF 2 Unless otherwise noted,the following minimum properties d materials 3/18• 1-114" 75/18" 288# 167# 1/4'0 1-7rz' 396#-11 SF2 SF 1188#-33 Sf 1584#-45 SF ern were used in calculating allowed loadings: 1314^ 15/18' 371# 259# 2-t2' 660#-24 SF 1320#-48 SF 1880#-72 SF 2840#-96 SF 2-U2" 680#-19 SF7SF 1980#-56 SF 2640#-74 SF -tib 1' 312#-11 SF 62411-23 SF 936#-34 SF 1248#-46 SF z A. Aluminum; 1/4' 1-1H" 1-1/4" 427# 200# 1" 3120-9SF8 SF 936#-26 SF 1248#-36 SF 5/16"6 t-lir 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 1. Sheet,3105 H-14 or H-25 alloy I V4" 1-tic" 544# 216# 5116"6 1-1/2" 468#-13 SF6 SF 14 0 411-4 0 SF 1872#-53 SF w 24rr 780#-26 SF 1560#-57 SF 2340#-85 SF 3120#-11452. Extruskms,�63T6alloy 3/" 1.112" 18118' 511# 402# 2-1/2 700#-22 SF4 SF 2340#-66 SF 3120#-88 SFB. Concrete,Fc=2,500 951 28 days 1' 356#-13 SF 712#-26 SF 1088#-39 SF 1424#-52 SF 1314" 3-W 703# 455# 1" 356#-10 SF0 SF 1088#-30 SF 1424#-40 SF C. Steel,Grade D Fb/c=33.0 psi 318s t-1rr 534#-19 SF 1068#-39SF 1602#-58 SF 2136#-78 SFPOWER BOLT BON 3B"s 1-1rz" 534#-15 SF0 SF 1602#-45 SF 2138#-60 2-7Jr 890#-32 SF 17801{-85 SF 2670k-97 SF 3560#-130 S 0 D. Wood; 1!4" 2" 1-Im- 624# 261# 2-Irr 890#-25 SF 1780#-50 SF 2670#-75 SF 3560#•100S W ¢ 5116" 3• 1 7/8" 936# 751# CONNECTING TO:CONCRETE M. for PARTIALLY ENCLOSED Buildings h 1. Framing Lumber#2 S.P.F.minimum CONNECTING TO:CONCRETE 2500 psq for PARTIALLY ENCLOSED Bufl&W4) _� 2.Sheath3/" 3-112" 14178^ 1,575# 1,425# Fastener Length of Number of fastener: Sheathing, 4 ply CDX or 7/,6'OSB learner Length of Number of Fasteners O 112" 5' 2-112" 2,332# 222D# Diameter Embedment 1 1 2 3 4 aarnetr Embedment 1 2 3 4 &' 3. 120 MPH wind load was Used for all allowable area Celwiations. POWER STUD d&43ok® TYPE OF FASTENER="Quick Ser Concrete Screw Rawi2aree NalMn r E u 4. For high velocity hurticane ZOrteS the minimum Ewe bed/applied bad Shall 1/4• 23/1" t4W 812# 326# 114"s 1-112' 273#-10 SF 546#-20 SF 819#-30 SF 1092#-40 5F TYPE OF FASTENER-'Quick Ser Concrete Scheer Zamae Natant r E" W be 30PSF. 318" Mild" 1-7l8" 1,356# 921# Y 318#-12 SF 632#-23 SF 948#-35 SF 1264#-46 SF t/4"o 1-7rz" 233#-BSF 466#-17 SF 699#-25 -34 SF rc Y 270#-10 SF 1 540#-20 SF I 810#-30SF I 1080#-39 SF 5. Spans may be interpolated between values but not extrapolated outside 12" e• 2-1rz- 2,271# 1,218# TYPE OF FASTENER screw T r Equivalent) 3 E values 518• 7' 2-114^ 3288# 2202# 3/18"6 1.114' 288#-11 SF 576#-21 SF 884#-32 SF 1152#-42 SFRFTENER TYPE OF FASTENER-Cofhereb Scheer Raw1T r Equivalent) 5Q2� ./2" 246#-7 SF 492#-14 SF 738#-21 SF 984#-28SF SS 6. Aluminum metals that will come In contact with ferrous metal surfaces or W a Bolt 14W 371#-14 SF 7420-27 SF 1113#-41 SF 1484#-54 SF -3/4^ 317#-9 S 634#-18 SF 951#-27 SF 1268#- SF concrete/masonry products or pressure treated wood 1l4" 2-112^ 2-114" 878# 385# 1W"s 1.1N" 365#-13 SF 730#-27 SF 10951{-40 SF (480#-53 SF412" 36W-10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF _! shall be Coated w/two coats of aluminum metal-ar d-masonry paint or a 3!6" 3-112^ 3-114" 1,705# 916# 14W 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF3/1" 485#-13 SF 930tt-26 SF 1395#-39 SF 1860((-52 SF Q Z w coat of heavy-bodied bituminous paint,or the wood or other absorbing 112^ 4" 3314• 1,774# 1,095# 318"6 t-112• 5110-19SF 1022#-37 SF 1533#-55 SF 2044#-75 SF4/2" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF Z 0 0. 1.3{4^ 703#-28 SF 11061!-51 SF 2109#-77 5F 2812#-103 material shall be painted with two coats of aluminum house paint and the Notes: -314' 601#-17 SF 12029-34 SF 1603#-51 SF 2404#-68 SF TYPE OF FASTENER- orlon Bolts Power Bolt r E ivalernt joints sealed with a good quality caulking compound.The protective 1.Concrete screws are smiled a Y embedment by manufacturers. = ion Bolls Rawl Power Bolt r E uivalent2.Values listed are allowed bads with a safety factor of 4 applied. 3/'e 2-1/2"' 1050#-38SF 21000-77 SF 3150#-116 S 4200#•153 S W p2materials shalt be as fisted in Section 2003.8.4.3 through 2003.6.4.6 of the Allowable Load Coverebn MultlpNers -1rz" 1205#•34 SF 2410#-68 SF 3815#-102 4820#-136 LU3.Products equal a yawl may be substlluted. 3.1/2" 1575#-57 SF 3750#-115 S 4725#-172 6300#-230 S w Florida Building Code or Combound Cold Galvanizing Primer and Finisher. for Edge Distances More Than 5d 1rz" 1303#-37 Sf 2606#-73 SF 3909#-110S 5212#-147 SFZQ4.Anchors receiving bads perpendicular to the diameter are In tension. 1rz"o r 1399#-51 SF 2796#-102 4197#-153 5596#-2D4 SF7. All fasteners or aluminum parts shat be COrtOSlof1 resistant SUCK a5 nen 5.Allowable bads are Increased by 1.00 for wind bad. Edge MuNlpliers 3" 1806#-51 SF 3612#-102 SF 5418#-152 S 7224#-203 S U (� O W 5" Mn-85 SF 4664#.170 S 6996#-255 SF 9328#-340 S magnetic stainless steel rade 304 or 316;Ceramic coated,double 6.Minimum Distance Tension Shear 5" 1993#-56 SF 3986#-112 SF 59790-168 S 7972#-224 SF O w erg 9 edge ng to distance and center h caner sprang shall be Sri. Note: WIND LOAD CONVERSION TABLE: Note- LU N 2 zinc coated a powder coated steel fasteners.Only fasteners that are 7.Anchors receiving boas paroled a the diameter are sneer Toads. 5d 1.00 1.00 1.The fMnirrxim distance from he edge of Oa For Wind Zones/Regions other then 120 MPH WIND LOAD CONVERSION TABLE: Z n w wartan t b as COrt05)on resistant shah be used;Unprotected steel fasteners a.Manufacturers recommended reductions for edge distance of 5d have been 6d 1.04 1.20 i.The minimum distance from the edge of Oa (� fl)g cc concrete btherssall n the le and applied. 7d 1.08 1.40 7 spacing (Tables Shown)' concrete b the concrete anchor and spacing Fr VVInd ZoneslRegbna Other than 120 MPH �° � � Shell net be used. E:fample: ad i.11 1.60 between anchors shat net a less Oen Sd wtare d muftlply allowable bads and roof areas by the behveen anchors shay fxx le ass Ulan Stl where a {Tables Shown).muNgxy allowable loads and root 0) Wj J 8. Any structure within 1500 feet of a salt water area;(bay a ocean)shall Ditennine the number of concrete andxas required for a poo { le the anchor diameter. conversion factor• is the ander diameter. area by Oe conversion factor. W Z g 9d - 1.14 1.80 2.Allowable roof areas are based on bads for Z m W have fasteners made of non-magnetb stainless steel 304 or 316 series. of xdosure by dividing the uplift bad by the anchor snowed bad. 2.Allowable keds have been increased by 1.33 for W; 410 series has not been approved for use with aluminum by Me Fcx a 2"x 6'beam with: 10d 1.18 2.00 Gass!Enclosed Rooms(MWFRSY.I=1.00• W WD APPLIED CONVERSION REGION LOAD FACTOR `rind loading. WIND APPLIED CONVERSION F-� Q W o Aluminum Associaton and should not be used. spacing-7'-0"O.C. 11d 1.21 3.For partially enclosed buildings use a multiplier b 3.Allowable roof areas are based on bads for REGION LOAD FACTOR ~ (%} 12d 1.25 - roof areas of O.T7. 100 26.6 1.01 (� ] o J 55 slowed span=20'-5'(Tads t.i) Glass/Partially Enclosed Rooms(MWFRS)I=1.00 100 25 1.22 Q' 9. Any project covering a pool with a salt water chlorination disinfection UPLIFT LOAD-12(SEAM SPAN)x BEAM&UPRIGHT SPACING 4.Fr sections 1&2 mulipy roof areas by 1.30. 110 26.8 1.01 4.For Gass!Enclosed a- ern oaetl Rooms and Sections 1 S 2 110 30 111 �_ system shall use the above recommended fasteners.This is not limited to NUMBER OF ANCHORS- 12(20.42')x 7'x 10#/Sq.FL 120 27'4 1'00 . use a a• X multiplier io foo area of 1.30. base anchoring systems but incudes al connection types. ALLOWED LOAD ON ANCHOR 123 28.9 0.97 120 1.03 I" 0 w NUMBER OF ANCHORS= 714.70# =1.67 130 322 0.92 123 37 1'00 (n LL � d 427# 110.1 37.3 0.86 130 42 0.94 2 0 W SECTION 9 DESIGN STATEMENT: Therefore.use anchors,one(1)on each side of upright 14oa 37.3 o.a6 1 �ta2 0.88 O r The anchor systems in Section 9 are designed for a 130 MPH wind bad. 150 a2.6 o.eo ZO CD Multipliers for other wind zones have been provided.Allowable bads Include a Table Is basso°"Rawl Products'alowable bees for 2.500 p.s.l concrete. (V 133%wind load increase as provided for in The 2007 Florida Building Code with D _ 2009 Supplements.The use of this multiplier is only allowed once and I have J r selected anchoring systems which include strapping,nails and other fasteners. Table 9.5A Allowable Loads&Roof Areas Over Posts Table 9.6 Maximum Allowable Fastener Loads Table 9.9 Minimum Anchor Size for Extrusions Q for Metal to Metal,Beam to Upright Bolt Connections for Metal Plate to Wood Support Wait Connection = O n or Enclosed Structures @ 27.42#!SF ._ MOW lo Plywood Extrusions Wal Metal ht Concrete Wood t_ Fastener la-4 518"4 314 4 1• r x 10" 114" #14 114' 1/4" clam. man.edge min.dr. No.of Fasronera I Roof Are(SF) Shear Put Out Shear PUN Out shear Pull Out 2"x9" 114" #14 1!4' 114" c29 of Table 9 4 Maximum Allowable Fastener Loads distance lo cr. 1/area 2/Area 3/Area a/Are E.1 ®a Y x 8" 114' #12 1/4' #12 n Q 1!4" 112" SB" 1,454-53 2,908-106 4,362-159 5,819-212 93 48 113 59 134 71 2"x7" 3M8' #10 3118' #70 19 a for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing too 55 120 89 141 78 r x2"r leas 3/16^ #B 3/10 #8 `- co z 5116" 318" 7/" 1,894-69 3,786-138 5,682-2071 7,576-276 118 71 131 78 143 94 �$ (As Recommended By Manufacturers) N roll 318" VC t" 2,272-82 4,544-166 6.816-2491 9,088-331 Note: co Self-Tapping and Machine Screws Allowable Loads Tensile132 70 145 88 157 105 Wag,beam and u minimum anchor sizes shall be used for super gutter 1rz" 1" 1-114- 3,030-110 6,060-221 9,090-332 12,120-442 Pd9fO V, � cin c°D'1 J Strength 55,000 psi;Shear 24,000 pia connections. " Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Z LL aE _ Screw/Bolt Allowable Tensile Loads on Scows for Nominal Wal Thickness(11(tbs.) Table 9.5B Allowable Loads&Roof Areas Over Posts Aluminum Mandrel Sled Mandrel � W m Table 9.10 Altemative Anchor Selection Factors for Anchor/Screw Sizes j as g $ #8 0.164" 122 139 153 2(10 228 255 for Metal to Metal,Beam to Upright Bolt Connections Rivet D Tension los. Sheer Temb0 Sher (l 2 C LL #10 0.190" 141 161 177 231 263 295 - Partiail Enclosed Structures 35.53#/SF 1/" 129 176 210 325 Mei a Metal a. 1111 Z 912 0210" 156 178 196 256 291 327 - Fastener @ 5132' 187 263 340 491 AnchorSW #8 #10 #12 #14• Site" 31r d N O n m W #14 0250" 186 212 232 305 347 389 529 diam. min.edge min.ctr. No.of Fasten e /Roof Area S 3/16". 262 375 445 720 O C IL v � 114- 0240' 179 203 223 292 333 374 508 #8 1.00 0.80 0.58 0.46 027 021 disanee lo etr. 1/Area z r Area 3!orae a/Area mattve An le and Anchor S tem3 for Beams Anchored to '+• 0) r" 5116" 0.3125 232 265 291 381 433 486 681 Table 9.8 �Ite 9 Ys m O lie 712" W. 1,454-41 2,908-82 4,362-125 5,819-184 MO 0.80 1.00 0.72 0.57 0.33 0.26 O 318" 0.375" 279 317 349 457 520 584 793 yYllalk,Uprights,Carrier Beams,or Other Connections 7 m r ,..• n m 5/16" M. 7/8" 1.894-53 3,788-107 5,682-160 7,576 7,15-03 012 0.58 0.72 1.00 0.78 0.46 0.36 era >✓ Q. 1rz" 0.50' 373 423 465 609 693 778 (057 1120 mph"C"Exposure Vary Screw Size Wer/Wirth Zone Use Next Larger S�for"C" j 111 314' 1" 2,272-64 4,544-1281 6,816-1921 9.088-256 014 0.46 0.57 0.78 7.00 0.59 0.46 m Allowable Show toads on Screws for Nominal Wall Thickness los. 1rz' 1' 1-114" 3,030-85 6.060-1711 9.090-256112,12{1-341 �XpOsureS Maximum Screw I Ander Sim site- 0.27 0.33 0.46 0.59 1.00 0.79 m U m Serew/Bok M Sher Notes err Tables 9.5 A.B: 3!8' 021 026 0.36 0.58 0.79 1.00 O C SM Nd 0.044" 0.050" 0.055" 0.072" CAW 0.092" 0.125" Max S W difiBaam Attachment Type Size Description To Wal To Upright/Se 1- 1.Tables 9.5 A&B are based on 3 second 0) F- #8 0.164- 117 133 147 192 218 245 - Allowable Load Conversions up Alternative Anchor Selection Factors for Anchor i Strew Sizes 0 wind gusts at 120 MPH;Exposure*B*;I=1.0. Z n #10 0.190" 136 154 1711 222 253 284 For carports&ween foams multiply the for Ed•Dlstanal More Than 5d Y x 4"x- Angle 1'x 1'x 0.045' 3/18" #10 3 O Concrete and Wood Anchors Dyna Bots(7•e/"and � s Z #12 0.210" 150 171 188 246 280 293 - Glass!Partially Enclosed bads 8 roof areas Ede 1"x 1'x 1/16' .063' 3116" #12 w 8 Mu lent Y x 4"x- (t.oncreh screws:2"maximum embdmerhq 2-114"embedment respectively) w f- #14 0250- 179 203 223 292 333 374 508 above by 1.3. U-ehannea 1-lrr x 2-118'x 1-IW x 0.043' 12" #14 Z Distance Tension Sher 2'x 5"x AndrT 1k' 0.210" 172 19.5 214 281 320 358 487 2.Minimum spoons h 2-12d O.C.for Meteor SW 3H8' 114" 3/" SW 3/7P 1rz' O m 5116" 0.3125 723 254 279 366 416 467 634 screws&bolts and 3d O.C.for rivets. 12d 1.25 2'x 6"x U•dunnsl 1'x 2-tB'x t"x 0.0.50` 5/16' 5/18 . 3/" 0.375" 268 305 335 439 499 660 761 3.Minimum edge distance Is 2d for screws, 11d 1.21 2"x>r x- Angle 1'x 1"x 1B'(0.1257 3f16" #12 3178• 1.00 0.83 0.50 3118" 1.00 0.46 of .� N 112- 0.50" 357 406 "1 585 666 747 1015 bola,and rivals. led 1.18 2.00 2"x 10' e7r Angle 1-112"x i-1/2"1!16'(0.062") 1/4" #12 114" 0.93 1.D0 0.59 1rz' 0.46 1.00 CO 4 9d 1.14 1.80 Angle 1-12'x 1AW 3/16'(0.1867 1/4" #14 3/" 0.50 0.59 1.00 LL Allowable sheer Lads on Screws for Nonrnknal Wal Thickness abs. 2'x T x � CNrO.RS' Doubts Sher ad 1.11 1.60 --2=x 10' 072' Angle 1-12"x t-112"18"(0.0827 1/4" #14 •Multiply he number of#8 screws x size of endlor/screw desired and round up to the next even number a, 0.044' 0.050• 0.055' 0.072" 0.062" 0.092• 0.125" 7d 1.08 1.40 2"x r x 72- Angle 13/4"x 1-3/4"x 1/(0.125) 1/a" #14 of screws. O 343 390 429 561 639 717 974 Bd 1.04 120 072- 11-AmnN 1-3/4"x 13/4 x 13/4'x 1/8' 3/' #14 Example. O K 448 508 559 732 832 934 1289 5d 1.00 1.00 r x 10" lf(10)#8 screws are required,the number of#10 screws dashed Is: 0 536 610 670 878 996 N20 1522 2"x 10" TrArgM Y x Y x 0.083' 3B" 3/" 0.8 x 10-(B)#10 C9 714 812 894 1170 1332 1494 2030 2"x 10' le Y x Y x 1/6'(0.1257 5/16' 5116' Notes19 : 2'x 10" 7r Angro Y x Y x 3n8'(0.313•) 12' 12" O SHEETT w 1.Screw goes through two sides of members. Nota: U = 2.AN barrel lengths;Cetus Industrial Quality.Use manufacturers gip range to match total wall O ickiv ss 1.#of somws5m beam,eel,andlor post equal to depth of beam Fr screw situs use the Ur of connection.Use tables to select rivet subatlblbn for screws of anchor specifications In drawhgs. sffidNfg se fP'"size for beam 1 upright found in table I.S. W 3.Minimum thickness d frame members Is 0.036'aluminum and 26 ga.steel. 2.For post at1%Ixh"mft use was sttactxrant type=to was of member thickness to determine4n9fa or u dafanal and use next higher thickness for angle or u charnel than the w 5 w MuWpliare for cher Albyr upright vailk ^ems• m Z 3.Inside cor&sclk"s members shag be used whenever possible 5052 H-25 15222 4.hThe th ckgrccof the members u chan.e.Use In I#--Of angles where nel angle should be place on the Inside of he W W05 T-5 2030 m . ,2-0,-loos OF 15,� U