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582 Aquatic Dr RESA19-0004 Glass Room over SlabR, m 13v L U B aci E ami L c a v E 01 10 c c m p1 c O R N N N E E pl c E 10 c t U to E c U 20' 0" vv vv vvEXI G HOST ST MIRE ELITE SMPO${TE Py41�EL fj(%F P/E1�AT rAC' HED/FLORIDA PRODUCT/APPRC " �� � I , / MAY' E 4" � OMPQSITE PANEL WITH 0.'032" SIGN AND 2#.00AM. /OR 6'�COMPQSrm PANEL WITH 0.'024" SIIQN AND 2# JOAN,/ " Al it / If 1r' lL__ _/__ �___ 1 - - ZJ ____/ - �___ d ___ L - -/ - _/_-/' '' i 20' 0" I PLAN VIEW SCALE 1/4" = 1'-0" X11 9'1 2� � /'S ��\ / 5 /5 \ \ IY zll, / \ / 4"X0.12 POSTSn X3" GIR /HEADEI w LL\j / � ...... / �.., ,... ........ O ......iiiiiiiiiiiiiiiiii \ 4"X4" vv vv vvEXI G HOST ST MIRE ELITE SMPO${TE Py41�EL fj(%F P/E1�AT rAC' HED/FLORIDA PRODUCT/APPRC " �� � I , / MAY' E 4" � OMPQSITE PANEL WITH 0.'032" SIGN AND 2#.00AM. /OR 6'�COMPQSrm PANEL WITH 0.'024" SIIQN AND 2# JOAN,/ " Al it / If 1r' lL__ _/__ �___ 1 - - ZJ ____/ - �___ d ___ L - -/ - _/_-/' '' i 20' 0" I PLAN VIEW SCALE 1/4" = 1'-0" LONGITUDINAL ELEVA TION SCALE 1/4" = 1'-0" v m E E v �o m •loveSc C iO�S V' 0 i' N L I �5 0�5ZLLJ � CSD L-Lj� EZ c 7 2 a C) h Z O �C 8 vl � E vl a m 6= Eaa � _� (D N N N a E v v 2 2 M In 17 L C Lis L� f6 C Q C c E fV � 0 c N Q X06 vv� c.5 C4 O W fV co 8 T C O c ® O N if QQ rn C7a�O w �RB tm c a .c$wU- v n o a-.2 w cV o 22 Q c C u_ E da Z z° sheet # L S-1 rn .Q \ IY zll, / \ / w O w \ 4"X4" 125" P W/ 2"X31 IRTS 2 2 U U iiiiiiiii -/Y////////////////////// ////////////////////////// ✓////////////////////////// ////////////////////////// ............. LONGITUDINAL ELEVA TION SCALE 1/4" = 1'-0" v m E E v �o m •loveSc C iO�S V' 0 i' N L I �5 0�5ZLLJ � CSD L-Lj� EZ c 7 2 a C) h Z O �C 8 vl � E vl a m 6= Eaa � _� (D N N N a E v v 2 2 M In 17 L C Lis L� f6 C Q C c E fV � 0 c N Q X06 vv� c.5 C4 O W fV co 8 T C O c ® O N if QQ rn C7a�O w �RB tm c a .c$wU- v n o a-.2 w cV o 22 Q c C u_ E da Z z° sheet # L S-1 rn .Q Chapter 4 - Glass Enclosures l s, gNLISW o •y� ' .,\ J U- "' U- `� a.I o uci j 6-4 cn t © z� z r l z I l 12g � I LU _ I Quo ---a ---- — — Uri LLJ0 0 ULn if !I cc 0 1Uj � Uj Coe r z d 1L —g °t -- —L I W O z w 11 _ �s UJ LuLfi,, Lu I X0 U1 LL CL LU u I I O LL Vz Ln Uj Ce ce I t �za r f 11 I z %= I I �0.ca t1�--� dz 'll U l LU a d Wz4� �R50 LLJ � ( " �mm u Ura-RSRCL LU z N oa L9 O TIVM 9NMV313 IV 1H9I314 0 z v RZZ q, w�p "ULJ -U-u Ce AAF GUIDE TO ALUMINUM CONSTRUCTION IN :idIGH WIND AREAS (2014 Edition) 2.0 Page 4 - 2 FOOTING HEIGHT & WIDTH BY LOAD WIDTH OF ROOF AND WIND ZONE IN TABLE 406 EPDXY b" LONG #4 REBAR DOWEL 12" FROM ENDS OF SLAB AND 24' O.G. (MAX) TYPICAL 0 Chapter 4 - Glass Enclosures REFER TO TABLE 403 FOR ALLOWABLE SPANS CONCRETE FASTENING PER. CONNECTION DETAILS BY LOAD CONDITION O 919 a 2" Min. o EXISTING CONCRETE (4° NOMINAL) d _. • 77777::;!1 ate♦. - •'� •.♦ 4 �.. A, 'a , CONTINUOUS #5 BARS PER TABLE 506 (WHERE REINFORCEMENT IS SPECIFIED WIDTH (PER TABLE) AS TOP AND BOTTOM, ADD #3 STIRRUPS @ 12" O.C.) RETRO FIT TINGTO EXISTING SLAB' F3 4 AAI` GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 Wo crU0� w0H UW Wz� —wQ 0 p Q Wad w� WO c4 w SHEET # R-02 Qhapter, I - Glass Enclosures 5' COLUMN (SHOWN) COLUMN SIZED PER TABLE 403 THICKNESS AND LENGTH OF ANGLES BY TABLE CONCRETE ANCHORS, NUMBER, DIAMETER AND MINIMUM EMBEDMENT PER TABLE 407 (TYPICAL) E EDGE DIST COLUMN / FOUNDATION SELECT LOAD CONDITIONS BY 3" COLUMN SHOWN SIZE COLUMN PER TABLE 403 PLACEMENT OF 1X2 SOLE PLATE INCIDENTAL TO DESIGN 3/8" 0 CONCRETE ANCHOR W/2- EMBEDMENT (MIN.) (TYPICAL) PLACEMENT OF 1X2 SOLE PLATE INCIDENTAL TO DESIGN LSTENING (BEARING WALL) /- C1 M SPAN & SPACING IN TABLE 402 4 2- X 2' X 1/8' ANGLE EACH SIDE - 2 EACH #14 S.M.S. EACH SIDE (I" O.C. MIN.) 2" COLUMN FOUNDATION FASTENING (NON-BEARING WALL) Cl 111 AAF GUIDE TO ALUMINUM CONSRUCTIONINI HIGH WIND AREAS (2014 Edition) of C fl ;m CC 0 Ig 0 Chapter 4 - Glass Enclosures I X 2 OB @ PERIMETER NOTE #: USE 1/4 "0 X 3" LONG LAG SCREWS INTO WOOD HOST AND 1/4"0 X 21/4" LONG CONCRETE SCREWS INTO CONCRETE OR MASONRY CONSTRUCTION (1" EMBEDMENT TYPICAL) SPACING 24" O.C. AND WITHIN 4" OF EACH PERPENDICULAR MEMBER 1" X 1" X 1/8" ANGLES 2" LONG WITH 248 X 1/2" LONG S.M.S. AT EACH LEG TYPICAL EACH SIDE, TOP & BOTTOM) 1 X 2 OB @ PERIMETER REFER TO NOTE #1 - THIS SHEET 2- # 10 S.M.S. FROM INSIDE FACE OF FI X 2 OB INTO SCREW SPLINES OF I X 2 OB (1- EMBEDMENT MINIMUM.) PARTIAL ELEVATIONS / 1X2 TO 1X2 CON C2 4 AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 A SHEET # R-03 10 0 Chapter 4 - Glass Enclosures 1 X 2 OB @ PERIMETER FASTEN PER NOTE #1 2" X 2" HOLLOW HORIZONTAL (GIRT) 1 X I" X 1/8" ANGLES 2" LONG WITH 2- #8 X 1/2" LONG S.M.S. AT EACH LEG. (TYPICAL TOP & BOTTOM) CONNECTION W/ EXPOSED FASTENERS 0 I X 2 08 @ PERIMETER FASTEN PER NOTE #1 I" X 2-1/4" X 1/8" RECEIVING CHANNEL / COLUMN, 1 X 2 08 @ PERIMETER FASTEN PER NOTE #1 2m X 2" HOLLOW HORIZONTAL (GIRT) NOTE #: USE 1/4"0 X 3" LONG LAG SCREWS INTO WOOD HOST AND 1/4"0 X 21/4" LONG CONCRETE SCREWS INTO CONCRETE OR MASONRY CONSTRUCTION (1" EMBEDMENT TYPICAL) SPACING 24- O.C. AND WITHIN 4" OF EACH PERPENDICULAR MEMBER 2- # 10 S.M.S. FROM INSIDE FACE OF I X 2 08 INTO SCREW SPLINES OF HOLLOW GIRT (1" EMBEDMENT f MINIMUM.) CONNECTION W/ CONCEALED FASTENERS PARTIAL ELEVATIONS 12 X 2 GIRT TO 1 X 2 CONNECTIONS (0 4 AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 Chapter 4 - Glass Enclosures I- X I- X 1/8' ANGLES 2" LONG WITH 2- #8 X 1/2" LONG S.M.S. AT EACH LEG (TYPICAL EACH SIDE, TOP & BOTTOM) ---I CHANNEL ALTERNATE 1" X 2-1/4" X 1/8" 7NG CHANNEL —POST/ COLUMN CONNECTION W1 EXPOSED FASTENERS 4 - # 10 S.M.S. FROM INSIDE FACE OF POST INTO SCREW SPLINES OF HOLLOW GIRT (1.1/2" EMBEDMENT MINIMUM) — GIRT OR CHAIR RAIL SELF MATING POST. CONNECTION W/ CONCEALED FASTENERS -VATIONS / GIRT TO POST CONNECTIONS AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 SHEET# R-04 Chapter 4 - Glass Enclosures z 0 6 U.1 (n AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 fN it z E uj z z 0 LCJ ca ui 8 N-1 Uj U- 0 z 0 Of Of ui a - Chapter 4 - Glass Enclosures POST SELECTED BY WIND ZONE FROM TABLE 403 (NOTCHED TO BOLTS THRU ANGLES & ACCOMODATE BEAM) _PW PER TABLE 407 BOLTS THRU ANGLES & 1SL EDGE BEAM PER TABLE 407 civ 2"X 2-X 1/8' ANGLES EACH SIDE OF POST it EDGE BEAM 118"X 14 WIDE FLAT BAR STRAP VSELECTED PER TAME FROM POST FLANGE TO BEAM WEU -/ 402 BY WIND ZONE W/ 2 EACH #14 SMS, INTO EACH EDGE BEAM FASTENING - CONNECTION W/ ANGLES POST SELECTED BY WIND ZONE FROM TABLE 403 (NOTCHED TO ACCOMODATE BEAM) EDGE BEAM SELECTED PER TABLE 402 BY WIND ZONE POST FLANGE BOLTS THRU ANGLES & REMAINS INTACT EDGE BEAM PER TABLE 407 EDGE BEAM FASTENING - DIRECT CONNECTION POST SELECTED BY WIND ZONE FROM TABLE 403 (NOTCHED TO INTERNAL CHANNEL 1-1/2' X ACCOMODATE BEAM) 1-3/4' X 1/8' BY BEAM DEPTH EDGE BEAM SELECTED PER TABLE 402 BY WIND ZONE TS THRU ANGLES & POST TABLE 407 1/8" X 1" WIDE FLAT BAR STRAP BOLTS THRU ANGLES & FROM POST FLANGE TO BEAM WED EDGE BEAM PER TABLE 407 W/ 2 EACH #14 SMS INTO EACH EDGE BEAM FASTENING - INTERNAL CONNECTION W1 CHANNEL AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 of Cn U P4 w0 � y CA —uw Cn SHEET# R-05 to 0 ON UJ a z m U k 8 g S jui ga - < LUW 1-z 8 O 1- 0 W N t7n R w In z 0 e L u S LU Ln z 0 6 U.1 (n AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 fN it z E uj z z 0 LCJ ca ui 8 N-1 Uj U- 0 z 0 Of Of ui a - Chapter 4 - Glass Enclosures POST SELECTED BY WIND ZONE FROM TABLE 403 (NOTCHED TO BOLTS THRU ANGLES & ACCOMODATE BEAM) _PW PER TABLE 407 BOLTS THRU ANGLES & 1SL EDGE BEAM PER TABLE 407 civ 2"X 2-X 1/8' ANGLES EACH SIDE OF POST it EDGE BEAM 118"X 14 WIDE FLAT BAR STRAP VSELECTED PER TAME FROM POST FLANGE TO BEAM WEU -/ 402 BY WIND ZONE W/ 2 EACH #14 SMS, INTO EACH EDGE BEAM FASTENING - CONNECTION W/ ANGLES POST SELECTED BY WIND ZONE FROM TABLE 403 (NOTCHED TO ACCOMODATE BEAM) EDGE BEAM SELECTED PER TABLE 402 BY WIND ZONE POST FLANGE BOLTS THRU ANGLES & REMAINS INTACT EDGE BEAM PER TABLE 407 EDGE BEAM FASTENING - DIRECT CONNECTION POST SELECTED BY WIND ZONE FROM TABLE 403 (NOTCHED TO INTERNAL CHANNEL 1-1/2' X ACCOMODATE BEAM) 1-3/4' X 1/8' BY BEAM DEPTH EDGE BEAM SELECTED PER TABLE 402 BY WIND ZONE TS THRU ANGLES & POST TABLE 407 1/8" X 1" WIDE FLAT BAR STRAP BOLTS THRU ANGLES & FROM POST FLANGE TO BEAM WED EDGE BEAM PER TABLE 407 W/ 2 EACH #14 SMS INTO EACH EDGE BEAM FASTENING - INTERNAL CONNECTION W1 CHANNEL AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 of Cn U P4 w0 � y CA —uw Cn SHEET# R-05 11.9 z LU I w 0- 1E Chapter 4 - Glass Enclosures COMPOSITE ROOF PANEL (REFER TO TABLE 501) RECEIVING CHANNEL WITH #14 X 3/4' S.M.S. 0 10' O.C. TOP AND BOTTOM FASTEN TO FASCIA WITH WO X 21h' LAGS 12- ON CENTER ALONG HEADElt NOTE: FASCIA MUST BE 2- NOMINAL, I" NOMINAL FAS47A MAY BE AUGMENTED TO 2". COMPOSITE ROOF PANEL CONNECTION TC), HOST FASCIA Ij 6 14 SMS 10" ON CENTER THRU RECEIVING CHANNEL -- INTO PANEL TOP AND BOTI C ZOMPOSITE ROOF PANEL CONNECTION Tal ROOF TO HOST C01` AAF GUIDE TO ALUMINUM EXISTING MASONRY • OR WOOD FRAMED HOST STRUCTURE PERIMETER WALL WHERE PROXIMITY OF HOST EAVE PROHIBITS INSTALLATION OF FASTENER INTO TOP OF PANEL, FASTEN PANELS 0 BOTTOM W1 6 EACH #14 SMS PER PANEL (THIS APPLIES ONLY TO MAXIMUM ROOF PANEL SPAN OF 12! AND A ROOF HEIGHT OF B!, ALL OTHER APPLICATIONS REQUIRE SITE SPECIFIC ENGINEERING) EXISTING MASONRY OR WOOD FRAMED HOST STRUCTURE PERIMETER WALL EXTRUDED OR ROOF HEADER (A.K.A. RECEIVING CHANNEL) WITH 1/4"0 X 21h" LONG LAG SCREWS FOR LUMBER HOST I PER STUD - 31WO X 2Vi' LONG r WALL MASONRY SCREWS FOR MASONRY HOST @ 16" O.C. MON DETAILS rC4 IN HIGH WIND AREAS (2014 Edition) 2.0 Chapter 4 - Glass Enclosures #10 S.M.S. X 1-112" LONG 0 24" O.C. EXTERIOR CORNER DETAIL (PARTIAL ELEVATION) S 3/B"0 APPROVED MASONRY ANCHOR Th" EMBEDMENT 1-1/2' LONG #10 @ 24- O.C. (TYP.) #14 S.M.S. 2" LONG (ROOF BEARING WALL) 10 1' X 2" 03 (SIDE WALL) #10 S.M.S. X 1-1/2n LONG @ 24- O.C. #14 S.M.S. 2" LONG 2- # 10 S.M.S. FROM INSIDE FACE OF 1' X 2" 00 INTO SCREW SPLINES OF 1" X 2" 08 (1" EMBEDMENT MINIMUM) ANCHORS TO FFOUNDATION I r X 2- X 1/8' ANGLE ,W/ #14 AND 1/4" X r ANCHORS (TYPICAL). 1- X 2' (OB)W/ 1-1/2" LONG #10 S.M.S. @ 24' O.C. (TYP.) w0wamiz (EXTERIOR PANEL) EXTERIOR CORNER DETAIL rC8 (PLAN VIEW) AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 e U'l •m 01 SHEET # R-06 :C M0 W/ 2" iV jmam� CAL) Q EXTERIOR CORNER DETAIL (PARTIAL ELEVATION) S 3/B"0 APPROVED MASONRY ANCHOR Th" EMBEDMENT 1-1/2' LONG #10 @ 24- O.C. (TYP.) #14 S.M.S. 2" LONG (ROOF BEARING WALL) 10 1' X 2" 03 (SIDE WALL) #10 S.M.S. X 1-1/2n LONG @ 24- O.C. #14 S.M.S. 2" LONG 2- # 10 S.M.S. FROM INSIDE FACE OF 1' X 2" 00 INTO SCREW SPLINES OF 1" X 2" 08 (1" EMBEDMENT MINIMUM) ANCHORS TO FFOUNDATION I r X 2- X 1/8' ANGLE ,W/ #14 AND 1/4" X r ANCHORS (TYPICAL). 1- X 2' (OB)W/ 1-1/2" LONG #10 S.M.S. @ 24' O.C. (TYP.) w0wamiz (EXTERIOR PANEL) EXTERIOR CORNER DETAIL rC8 (PLAN VIEW) AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.0 e U'l •m 01 SHEET # R-06 Chapter 4 - Glass Enclosures - Exposure C ALWWABLE SPAIS for Secondary WALL MEMBERS Table 404 (GIWM OR CHAIR RAILS in Solid Wak) FOR 110 mph Yfffld ibnes Exposure C Table 404a (Solid Walls) Unit Load= 18.9 DO Extmsion 4'.0" 4'-6" 51-a" 51-6' G -T 2M.046 Hollow 34' 5-1" T-9- 4'-7- 4'-4' Extrusion 4'-0" 2X3X.050 Hollow 71-8" T-2" 6'-10" 6-6" 6-3' 3-11" 51-9'* 2X4X,057* T-10' 7'-10" 7'40" 7* -I0' 7-9" 7-5" T-2" 2X3X.077' T-10' T-10" 7-10" T-10" 7-7-' 1 7'-3" T -O" Maximum Spacirg (Vertical) N't-dirl WA16 7 ft o.c.; maximum allowable span 7 FOR 120 rriph Wind ibnes I 1,;t 1 -4] 10") Exposure C 11 C. -F 71-91, Table 404b Maximum Sparing (Vertcai) 7 ft o.c., Maximum allowable span 7 10") FOR 130 rrph Wind ;bnes Exposure C Table 404c Irflill WMj1C% I 1i♦ I —A -[ � a C — Load Width / Spac ng Extrusion Extrusion 4'-0" 4'-6" 5,41 5.6 6-6" T -O" 2X2X.046 Hollow 4'-10'" 4'-6" 4,-4' 3'-6" 3'-1 V' T-9" Y -S' 2X3X.050 Hollow 6-11" 6'-7" 6 F-11 11 5 -81 5-5.1 11-3" T-3- 2X4X.05' 7-10" 71-101, 71-91, 7-4" T-1" 64" 6-6" 2X3X.077- T-10" , T-10" , 7'-7" 7-3" 61-I1"' 1 6-81, 6-5' Maximum Sparing (Vertcai) 7 ft o.c., Maximum allowable span 7 10") FOR 130 rrph Wind ;bnes Exposure C Table 404c Irflill WMj1C% I 1i♦ I —A -[ � a C — MaXIMUM 5Paorq (Vertical) 7 ft O.C.; maximum allowable span 7 19') 2 AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH ININD AREAS, (2014 Edition) 2.1 Chapter 4 - Glass Enclosures - Exposure Load Width / Spacinq Extrusion 4-41" 4'-6" 5'-0n Concrete Slab Fbundations with Monolithic Footings (Detail FI) 6140, 6-61 71-011 21(2X.046 Hollow -- - 0 T-177- U 3'-6" 31-511 T-3" 2nX.050 Hollow E 2X0.051 6'-4` 1 1 d T-10" 6'-0" whollso~ 71-61, T-1" 6'-9' F-2" 6'.6" 4'-11" 6!-3" 4'-10" 5-11- L 2X3X-07Z' 7'-9" T-4' &T 6-4" MaXIMUM 5Paorq (Vertical) 7 ft O.C.; maximum allowable span 7 19') 2 AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH ININD AREAS, (2014 Edition) 2.1 Chapter 4 - Glass Enclosures - Exposure Concrete Slab Fbundations with Monolithic Footings (Detail FI) Table 406a U Exposure C - Total Botto m Allowable Tributary Load Widths for Solid Root I IM mph 120 mph 130 mph 140 mph 150 mph 160 mph Height (In) Width (In) Reinforcement�' 4" Norrifnal Patio Slab T-113/4" T-41/4 2'-1Q'/a" T -5W' 2'- 1 1A 16 12 2 Each #5 91-111, 81- IV, T- 11/4 " 6* -11/2" 5'- 4' 4-81/4" 16 16 2 Each #5 9'-113/1" 8'-61/4 " 71-41W 6-43A" 5* -7Y2" M 20 16 2 Each #5 1,12 -61/2" 12'-21/2" 3 T-11%" 7-91A" 6-101/2" 24 16 2 Each #5 17- el" 14'- 5" 12'-31/2" IV -71/4 T-21/4' 24 20 3 Each #5 29-51/2" IT -21/4" +-7//4.12'-7Y2" 11 0" 0 z 0 Ce Exposure C W CL Allowable Areas ofWall [Wind] Exposure y Zone for Wall Bracing Table 412 z Cable Pressure=> 18.9 PSF 22.6 PSF 26,5 PSF 30.7 PSF 35.2 PSF d0.1 PSF Pairs Wind Zone=7 110 120 130 140 150 160 1 (TABULAR 152 128 109 94 82 72 LU 2 VALUES 283 238 203 175 152 134 3 IN SQFT) 376 316 269 232 202 178 Gx 36" Long Solid Panels (Pairs) 317 266 227 195 170 3: 2 586 492 419 362 315 277 Gi LU M 0 O AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014 Edition) 2.1 Page 4C- - 16J -4 un U P4 U W 41 '� E� U Z z oQia WO SHEET # R-08 un U P4 U W 41 '� E� U Z z oQia WO SHEET # R-08 oQia WO SHEET # R-08 z U D L3 0 c[ Ce M a 0 z �r 0 €7 N Page 4C - 17 Chapter 4 - Glass Eric losures _ Exposure C #14 (/a"0) SCIS with 11/4" 0 Fender Washers spaced in accordance with Tabfe 216 for the selected edge beam by root panel load width (Maximum spacing 12" O3 C.) The tables marked Table 416 are arranged by the thickness ("t") of the edge beam flange (penetrated by the ;t14 SMS). Composite Roof panels (refer to Table 401 for Allowable Spans) Edge Beam (selected from Table 102) Glass WalI Post (select per Table 403) ROOF PANEL FASTENING DETAIL #3 ALTERNATE DETAIL FOR THE CONNECTION OF COMPOSITE ROOF PANELS TO SUPPORTING BEAMS AAF GUIDE TO ALUMINUM IN HIGH WIND AR (2014 Edition) 2.1 F" O xU� U W U 4 W z Chapter 4 - Mass Enclosures - Exposure C s a SPACIK (IN INDiES) 4F #14 SMS FASrE ERS TMRUCOMP4SM PANES INTO EDGE BEAMS z TABLE DJOTE 411: this table 9-SSOMPS an edge beam wall thickness of at least 0,056" TA 9L.E416 TA 3L NOTE :Y2: this table is based upon ASC E7 10 pressures using Attowab}e Stress sign ("ASD ) TABLE NOTc ,#3: when tabular +clue exceeds 12 use 12 Velocity, Design Root LOADS WIDTHS PER EDGE LEAP] TABLES) r4 PEET O Zones qz Pressure, S 6 7 1 fi 9 10 11 12 M 110 1fi.4 26.0 13 11 9 S 7 5 b S 3 120 Z1.9 .9 30di 21 9 "0 7 b 5 5 4 F: �w 130 x5.7 36.3 4 8 6 6 S 4 4 140 29.9 42,1 8 G 5 5 4 4 3 3 Q a 250 34.3 48.3 7 6 5 4 4 3 3 3 w ]6D 39A SSA 6 5 4 4 3 3 2 2 F- `u 110 22.4 31.5 11 9 7 n S S 4 U C 120 2b.G -37,6 9 7 5 5 4 4 3 ,� � 130 31.3 44.1 8 6 S E 4 4 ? 3 � a S, CIL: 140 36.3 51,1 5 5 a 3�150 41.6 -58.7 6 5 4 3 3 2 2 ul ci 160 47.3 -66.6 S 4 3 ✓ 2 2 2 2 cu a LU a 11Q 271 38.2 4 7 6 S S 4 4 3 ]20 32.3 45,5 7 fi 5 4 4 3 3 3 3 3 3 2 2 � 130 37.4 -53.4 5 5 4 4 3 3 3 2 LU I10 27.1 32.2 10 9 140 43.9 61.9 5 4 4 3 3 ? 2 Z 6 5 �S 250 50 4 71.1 a 4 3 3 2 2 2 2 6 5 1b0 57.4 80.9 4 3 3 ? 2 ? 1 1 _ 57.4 -i,8.2 s 4 3 3 Z 2 2 2 1.10 18.4 21,9 15 13 11 SO 8 B 7 G m 120 ?1.9 2b,1 13 it 9 8 7 6 6 S � a ]30 ?5.7 -30,5 11 9 8 7 6 S 5 4 140 29.9 35.5 9 8 7 6 5 4 4 4 z 1S0 34.3. -44.7... 8 7 5 5 4 4 3 3 ne 160 39.0 4fs.3 7 fi 5 a 4 3 3 3 N 0 r i1Q 22.4 -?fi.6 13 11 9 $ 7 6 6 5 u u 120 2G,5 31.G it 4 7 & G S 4 z re a 230 31.3 37.1 9 7 6 5 5 4 4 3 � `¢ 140 36.3 43.1 8 G 5 5 4 4 3 tkJ LU LU x LU rza Chi 0 U �i AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2014.Edition) 2.1 Page 4C - 18 F" O xU� U W U 4 W z � ISO 41.6 -49,4 7 5 5 4 3 3 3 Z 160 47..3 56.3 5 S 4 3 3 3 2 2 � w, I10 27.1 32.2 10 9 7 6 5 5 4 4 12Q 32.3 38.3 9 7v 5 5 4 4 3 � � 130 37.9 45;0 7 6 5 4 4 3 3 :3 24Q 43.4 52,2 b S 4 4 3 3 3 2 150 50.4 59.4 5 4 4 3 3 2 2 2 160 57.4 -i,8.2 S 4 3 3 Z 2 2 2 SHEET # R-09 LITE PANEL SPAN TABLE`.: 1. Net allowable loads are permitted to be multiplied by 1.67 to derive ultimate loads (psf). 3" x 0.024 (ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, L/80 ALLOWABLE SPAN (FT) L/120 L/180 L/240 10 16.17 15.76 15.03 14.10 20 13.44 13.44 12.22 10.35 30 10.78 10.78 9.41 6.60 40 9.22 9.22 6.60 2,85 50 1 8.17 8.17 3.79 - 60 7.40 6.39 0.98 - 70 6,81 4,51 - - 80 6.33 2,64 - - 4" x 0,024 (ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 19.00 19.00 17.17 16.53 20 15.01 15,01 15.01 13.95 30 12.50 12.50 12.50 11.38 40 10.97 10.97 10.97 8.80 50 9.92 9.92 9.44 6.22 60 9.13 9.13 7.51 3.64 70 8.52 8.52 5.58 1.07 80 8.02 1 8.02 3.64 1- 1102 4" x 0,024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) 6" x 0,024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 23.00 21.24 21.47 20.85 20 18.06 18.06 18.06 18.06 30 15.13 15.13 15.13 15.13 40 13.34 13.34 13.34 13.34 50 12.10 12.10 12.10 10.91 60 11.17 11.17 11.17 8.43 70 110,44 14.75 10.44 10,30 5.95 80 1 9.85 1 9.85 8.43 3.47 3" x 0,032 (ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 17.50 17.50 16.91 15.96 20 16.64 15.96 14.06 12.16 30 15.17 14.06 11.21 8,36 40 13.69 12.16 8.36 4.56 50 12.22 10.26 5.51 0.76 60 10.75 8.36 2.66 - 70 9.27 6.46 - - 80 7.80 4.56 - - 4" x 0.032 (ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX, L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 20.50 20.50 20.11 19.24 20 19.61 19.24 17.49 15.74 30 18.17 17,49 14.87 12.24 40 16.72 15.74 12.24 8.74 50 15.28 13.99 9.62 5.25 60 13.84 12.24 1 7.00 1 1.75 70 12.40 10.49- 9,82 4.22 80 10.95 8.74 7,42 1102 6" x 0,032 (ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 24,00 24,00 24.00 23.42 20 23.34 23,21 21.82 20.22 30 22.10 21.63 19.42 17.02 40 20.86 20.05 17.02 13.82 50 19.62 18.47 14.62 10.62 60 18.38 16,69 12,22 7.42 70 17.14 15.30 9,82 4.22 80 15,91 13.72 7,42 1102 3" x 0.024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 19.33 18.95 18,31 17.66 20 16.11 17.66 16.36 15.0 6 30 16.80 16.36 14.41 12.46 40 15.49 15.06 12.46 9.86 50 14.18 13.76 10.51 7.26 60 12.87 12'468.57 1 4.67 70 11.57 11.16 6.62 2.07 80 10.26 9.86 1 4.67 1- 1.60 4" x 0,024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 21.97 21.97 21.52 20,97 20 20.77 20.77 19.86 18.76 30 19.57 19.57 18.21 16.55 40 18.36 18.36 16.55 14.34 50 17.16 17.16 14.89 12.13 60 15. 9 6-1 15,96 13.24 9.93 70 14.75 14.75 11.58 7.72 80 13.55 13.55 9.93 5.51 6" x 0,024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, L/80 ALLOWABLE SPAN L/180 (FT) L/240 10 23.86 23.60 20 23,20 #2.4 23.03 22.46 30 40 22.47 22.18 21.33 21.33 20.20 50 21.02 20.49 19.07 60 20.29 20.29 19.64 17.94 70 19.57 19.57 18.79 16.81 80 18.84 16.84 17.94 15.68 GENERAL NOTES 1. Composite panels shall be constructed using type 3003-H154 aluminum facings, I or 2 PCF ASTM C-578 carpenter brand EPS adhere to aluminum facings with Ashland Chemical 2020D ISO grip. Fabrication to be by Elite panel products only in accordance with approved fabrication methods. 2. Elite roof panels maintain a UL 1715 (int) class `B' (ext) rating and are NER-501 approved. 3. This specification has been designed and shall be fabricated in accordance with the requirements of the Florida Building Code 61h Edition (FBC), composite panels comply with Chapter 7 Section 720, Chapter 8 Section 803, Class A interior finish, and Chapter 26 Section 2603. All local building code amenitents shall be adhered to as required. 4. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including load combinations) using the data from the allowable loads tables and spans in this approval. 5. Defection limits and allowable spans have been listed 1[o meet FBC including the HVHZ. In HVHZ, this product shall be used in structures "not to be considered living areas" per Section 1616 unless impact resistance in accordance to the HVHZ requirements are met. 6. Safety factor of 2.0 has been used to develop allowable loads and spans from testing in accordance to the Guidelines for Aluminum Structures Part 1 and conforms to the FBC Chapter 16 and 20. 7. Testing has been conducted in accordance to ASTM E71-05- Strength Test of Panels for Building Construction. 8. Reference test reports: HETI-05-1988, HETI-06-2104, HETI-06.2066, HETI-06-2105, HETI-06-2067, HETI-05-1002, HETI- 06-2107, HETI-05-1987, HETI-06-2069, HETI-06-2070, HETI-06-2071, HETI-05-1994, HETI-05-1991, HETI-06-2072, HETI-06-2073, HETI-06-2074, HETI-05-1996, HETI-05-1989, HETI-05-1993, HETI-05-1985, HETI-054995, HETI-05- 1990, HETI-05-1997, HETI-05-2037, HETI-05-2029, HETI-05-2039, HETI-05-2030, HETI-05-2041, HETI-05-2048, HETI- 05-2036, HETI-05-2031, HETI-05-2038, HETI-05-2065, HETI-05-2040, HETI-05-2042. 9. Linear interpolation shall be allowed for figures within the tables shown. 10. Panels with fan beams shall be considered equivalent to similar panels without fan beams. Design professionals may include the strength of the fan beam to exceed shown fiEures as nart of site-snecific enwineerino. 3" x 0.030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 20.11 1 20.03 19.42 18.81 20 19.02 18.81 17,5e 16.35 30 17.93 17,58 15.73 13,89 40 16.83 16.35 13.89 11.43 50 15.74 15,12 12.05 8.97 60 14.64 13.89 1 10, 21 6.52 70 13.55 12.66 8.36 1 4.06 80 12.46 11.43 6.52 1 1.60 4" x 0,030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)l MAX, L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 C O L IC"2 Y Q W U 24.17 24,17 20 23,64 23.64 23.41 23.11 30 22.57 22.57 21.90 21.01 40 H QJfn OJ00 WLLo 20,39 18.91 50 20.45 20.45 18,86 16.80 60 19.39 19, 39 17.37 14.70 70 18.33 18.33 1 15.86 12.59 80 17.26 17.26 1 14.35 1 10.49 6" x 0,030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. L/80 ALLOWABLE SPAN L/120 L/180 (FT) L/240 10 24,00 24.00 24.00 23.84 20 23.65 23.65 23.34 22.84 30 22.94 22,94 22.59 21.85 40 22.23 22,23 21.85 20.85 50 21.53 21.53 21.10 19.86 60 20.82 1 20.82 1 20,36 18.87 70 20.11 1 20.11 1 19,61 17.87 80 19.40 1 19,40 1 18,87 1 16.88 SEAL JOINT WITH CONTINUOUS CAULKING U c� 0000 000000 Za- )0000000000( aQ BOTTOM FACINGS INTERLOCKING CROSS SECTION OPTIONAL GUTTER OR DRIP CAP SLOPE 4' MAX WIDTH INTERLOCKING PANEL (1/4'/FT MIN SLOPE) U V V V X 000000000000 ¢ w EPS CORE 1LB OR 2LB 0000000 rn O 0_0 0- o„ o_ ra 0000000 M ALUMINUM BOTTOM 700 = I FACINGS 000 Fes ---CLEAR SPAN (L) INSIDE TO INSIDE DO ❑,H, 0 000 ENGINEER OF RECORD TO PROVIDE ADD THICKNESS OF 00 36' MAX IN FRONT & 25% FOR ROOF CONNECTIONS & O SUPPORTING STRUCTURE DETAIL BY WALL FOR TOTAL 000 OF PANEL WIDTH @ SIDES THIS OR ANY OTHER ENGINEER, PANEL SPAM 00 C12' MAX AT SIDES) EPS ROOF PANEL/ SPAN DESCRIPTION DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO BOX 10039 Tampa, FL 33679 Tel: (813) 857-9955 0 20» Edition PRODUCT APPROVAL 1 DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 2/19/12 1} Y.k „' Q.•��GENg� ,�� D0KiE8n{(IM P E FLA. REG. NUMBER 494137 00 KIM &[ASSOCIATES, LIaj PP ' BO�WiO 39. !T� '`,S ON <. 'r,frrill,��sc Drawing No. - FL -1001 SHEET IOF1 J 0) > J p W � ca 3 QZa aL C O L IC"2 Y Q W U maM aZ0 Q-rnce) U U_ o C Y p0a J c HU W W0 0 = C U Z H (D0 U H QJfn OJ00 WLLo WQo (0 W O J W 1 DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 2/19/12 1} Y.k „' Q.•��GENg� ,�� D0KiE8n{(IM P E FLA. REG. NUMBER 494137 00 KIM &[ASSOCIATES, LIaj PP ' BO�WiO 39. !T� '`,S ON <. 'r,frrill,��sc Drawing No. - FL -1001 SHEET IOF1