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HomeMy WebLinkAboutBuilding PlansELITE PANEL SPAN TABLES: 1. Net allowable loads are permitted to be multiplied by 1.67 to derive ultimate loads (psf). 3' x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 1617 1 15.76 15.03 14.10 20 13A4 13A4 122E 1a35 30 10.78 10.78 9A1 a60 40 922 922 660 2.85 50 B,17 .17 3.79 60 7..40 6.39 0.58 70 6.81 451 80 6,33 2.64 4' x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET I MAX. ALLOWABLE SPAN (FT) 6' x 0,024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE LOAD (PSF)l L/80 I L/120 I L/180 L/240 3' x 0.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)t MAX. ALLOWABLE SPAN (FT) . L/80 L/120 T L/180 L/240 10 17.50 1750 16,91 1596 20 16.64 15.96 14,06 12.16 30 15.17 141)6 1121 836 40 13.69 1216 826 4S6 5D 1222 1026 551 0.76 60 10.75 B.36 P66 70 9.27 6.46 - B0 7.80 4.56 4' x 0.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE LOAD <PSF)1 I L/80 I L/120 I L/180 L/240 6' x 0.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 I L/180 L/240 10 24.00 24.00 1 E440 e342 20 23.34 2321 2L82 2822 30 2210 2163 19.42 40 20P86 20A5 17.02 50 19.62 18A7 1462 60 18.38 1689 1222 N'7 70 17.14BD 15.91 3' x 0.024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT> L/80 L/120 L/180 L/240 10 19,33 18.95 1a31 17.66 20 1811 1766 1636 1S06 30 16.80 1636 14.41 IP-46 40 15.49 15.06 12A6 2"6 50 1418 13.76 1051 726 60 12.87 BIAS 8,57 467 70 0.57 1116 6.62 2117 80 1026 9.06 4.67 - 4' x 0.024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE LOAD <PSF)1 L/80 I L/120 I L/180 L/240 6' x 0.024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 23.93 1 E&93 23.as Easa 20 2320 M20 e363 2246 3D e2A7 22.47 2218 2L33 40 EL75 21.75 E333 E0. 50 2102 21D2 20A9 1A07 60 2029 2029 1964 I7,94 70 19.57 1957 18.79 lain 80 1a.a4 1824 17.94 1568 GENERAL NOTES I. 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 e 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 amendments 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. Deflection limits and allowable spans have been listed to meet FBC including the I-IVHZ. 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 E72-05: Strength Test of Panels for Building Construction. 8. Reference test reports: HETI-05-1988, HETI-06-2I04, HETI-06-2066, HETI-06-2105, HETI-06-2067, HETI.05-1002, HETI- 06-2107, IIETI-05-1987, HETI-06-2069, HETI-06-2070, HETI-06-2071, HETI-05-1994, IIETI-05-1991, I IETI-06-2072, HETI-06-2073, HETI-06-2074, IIETI-05-1996, HETI-05-1989, HETI-05-1993, IIETI-05.1985, HETI-05-1995, 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 3' x 0.030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET I MAX. ALLOWABLE SPAN (FT) 4' x 0.030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET I MAX. ALLOWABLE SPAN (FT) 6' x 0.030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SP ALLOWABLE LOAD (PSF)1 L/BD L/120 / L/240 SEAL XINT WITH CON TINUOUS CAULKING 0000 c II )00000000 SLOPE' O O O 0�0 O y����D OOOOOE1 P ALUMINUM BOTTOM H s I FACINGS I�-CLEAR SPAN (D INSIDE TO IN ENGINEER OF RECORD TO PROVIDE FOR ROOF CONNECTMNS 6 SUPPORTING STRUCTURE DETAIL BY THIS OR ANY OTHER ENGINEER. ADB Tl W EPS ROOF PANEL/ D❑ KIM & ABSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO BOX 1D039 TM94 FL 33M Tel:(813)857-9865 24100 24A .00 2184 1 C m E IU E 1y� U? Q o • -j pppO _ 1 65 284 22.94 Q33 2223 NMZJ BIP3, 901P5•� e1,53 0S 2L �RB6 • • 82 ,4 6 aB7 • eo ev 1 vs7 .40 19 A7 a88 -f • • • a • ,r X SCALE ASSHI .i Q� DATE: J 2MGM2 ( a OPTIONAL GUTTER OR DRIP CAP T I LOGIQNG a Yi% NIN SLOPF� `�'r•7�� ILB OR 2L8 000000.0 000 00� DO KIM. RE FlA�FR4l p0f1' DO 10T. O O CA0231W 00 00 It PO BOX 10M Te gFL33870 00 -°o IES po 0 36' MAX IN ROUT 6 25% me an .ea,onnNwr�..emeai e,m.Wdsb"m me. t Th77L 0 AF PANEL VI TH B SIDES R L SPAN �1,2' MAX AT orov SHEET 1 OF 7 ' A CONTRACTOR: JSJ Doors & Windows DESIGN CRITERIA: Applicable Codes, Regulations, and Standards 1. The 6th Edition (2017) Florida Building Code, specifically Chapter 16 Structural Design, Chapter 20 Aluminum, and Chapter 23 Wood. 2. AA ASM 35 and AA ADMl Specifications for Aluminum Structures, Part 1-A of the Aluminum Design Manual prepared by The Aluminum Association. and the AAF Guide to Aluminum Construction in High Wind Areas. 3. ASCE 7-10. LP adin Criteria Y. ive Had10 PSF per 6th Edition (2017) Florida Building Code, Appendix I Section 105.1 2. Dead Load: 2 PSF 3. Wind Load: 113.1. Building Occupancy Category, Section 1604.5 and Table 1604.5: Risk Category 1. 3.2. Ultimate Design Wind Speed: VULT =150 MPH Nominal Design Wind Speed: VASD = 116 MPH. '3.3. Exposure Category, Section 1609.4.3: Exposure D 3.4. Screen Enclosure Section 2002.4 4. Building Category for Aluminum Structures, Section 2002.6: Category Type 1- Screen Room: , Non -Habitable, Unconditioned RoofType 1. Roof Type: MONOSLOPE 2. Roof Material: 3" x 48" x 0.024" composite panel Elite 2000, 1.0# density foam, Florida Product Approval Number FL 7561-114. Foundation Design New 12" x 12" footing w/(2) #5 Cont. 31" overlap at ioints on 3" chairs and poured w/ 2,500 PSI concrete. The foundations are based on a minimum soil bearing pressure of 1,500 pst: Specifications The fallowing specifications are applicable to this project: 1. All work shall be in accordance with the 6th Edition (2017) Florida Building Code, and any other applicable local codes and regulations. 2. Aluminum extrusions shall be 6005 T5 Alloy. Due to quality control issues, no manufacturer substitution is acceptable without the specific written, signed and sealed authorization of Florida Aluminum Engineering, Inc. 3. Screen material shall be 18/14 screen unless approved by Florida Aluminum Engineering, Inc. 4. Fasteners are required to be corrosion resistant, minimum SAE Grade 2 or better zinc plated to ASTM B633, or coated stainless steel series "30011, or uncoated stainless steel series "400". 5. Approved concrete screw anchors to be Simpson Titen-HD or equivalent. 6. All SelfMating Beam Sections are to be stitched with either #14 screws 6" from ends and 24" center to center or #12 screws 6" from ends and 12" center to center. 7. Where concrete specifications are required, whether in the screen enclosure scope or not, by one or more regulatory agency, the following specifications are applicable: a. Concrete shall conform to ASTM C94 for the following components: i..Portland Cement Type 1,- ASTM C 150 ii. Aggregates - Large Aggregate 3/4" max - ASTM C 33 iii. Air entraining +/- 1% - ASTM C 260 iv. W ater reducing agent - ASTM C 494 v. Clean Potable water vi. Other admixtures not permitted b. Metal accessories shall conform to: i. Reinforcing Bars - ASTM A615, grade 60 ii. Welded wire fabric- ASTM A185 c. Concrete slump at discharge chute not less than 3" or more than 5". Water added after hatching is not permitted. d. Prepare and place concrete per American Concrete Institute Manual of Standard Practice, Parts 1, 2, and 3 including hot weather recommendations. e. Moist cure or polyethylene curing permitted. f. Prior to placing concrete, treat the entire subsurface area for termites in compliance with the FBC. g. Concrete shall be placed over a polyethylene vapor barrier. h. All aluminum components embedded within concrete shall be coated with a bituminous paint or epoxy. 8. All flashing and weatherproofing shall be provided by the contractor. 9. boor location shall be determined by contractor in the field. 10. Use of these plans acknowledges and accepts a limit of liability not to exceed design and engineering fee. # 10'-0" - # �L 9'-6" 2X3XO.050 END BEAM EDGE BEAM 3"X48"X0.024" 1.0# DENSITY FOAM COMPOSITE PANEL 20'-0" 2X3XO.050 END BEAM 3"X48"X0.024" 'z •�,_@, • `' u. 6-� Q C, 0 i a c LU iJ �t W W Q O ��Z CnQv� . O •., ��,: 10'-0" 1X3 0 0 to 0 2X3GIRT t° I N 9'-6" 1'-0" 12 r' �4 3X3XO.090 jot �� ► �� V vv GOP W Ui W Z m O qt w Z� J � � Z Q z O °' ttn to N 5a V LWL ` J O O tY F- a F- G U zz� Z Z r'ulmnr �M Q w Z-2- i ~ ~ Ing O LZL, LL N W N Z LU g DC � 0 W W U bZ W J W * of 0) 0 z� 0 ?2 d 0 W W TIP DATE DRAWN 11 /09/20 REVISION n CS z U 3 N z 9 2 LL A-1 ALUMINUM MEMBERS DBUNSIONS * 114',/ HOLLOW SECTIONS ...,,•N".45-w zo 2x2: 2"x2"x0.046" •• r �• 2 x 3: 2" x 3" x 0.050" 2x4: 2"x4"x0.050" LL 2x5: 2"x5"x0.050" O OPEN BACK J + : Q SECTIONS FW- O 1x2: 1"x2"x0.040" V� O 1x3: 1"x3"x0.045" Q l V /SNAP SECTIONS 2x2Snap: 2"x2"x0.045" .•'���!/�,♦♦♦ ••• ••� �♦� r2 x 4 Snap: 2" x 4" x 0.045" 111111 SELF MATING (SMB) 2 x 4 SMB: 2" x 4" x 0.044" x 0.100" 2 x 5 SMB : 2" x 5" x 0.050" x 0.100" W Lt l W C. 2 x 6 SMB: 2" x 6" x 0.050"x 0.120" z 2 x 7 SMB: 2" x T' x 0.05T' x 0.120" 2 x 8 SMB: 2" x 8" x 0.072" x 0.124"cn F= o F- tm 2 x 9 SMB: 2" x 9" x 0.072" x 0.124" W Z 2 x 10 SMB: 2" x 10" x 0.092" x 0.398" 4 J OC az° MINIMUM FASTENER EDGE DISTANCE:1/2" z O d H MINIMUM FASTENER SPACING: 3/4" CONCRETE SCREW ANCHOR: t/1 Q w LNLJ J SIMPSON TITEN HD OR EQUIVALENT LL Q SHEET METAL SCREWS (SMS): 0 ITW / BUILDEX OR EQUIVALENT d U ^ Z Cz G Q) `=^ovun z J �zwma; u ll J = �LL-� Q W �¢,"� N Q W Zdao co w z o �'Al a O O �Z LL. N W Z N W g cl p wW Q m U z UJ J �Q'fnco _ Oz00WM • cc ONO-i d 0 LL LL DRAWN BY TP DATE DRAWN A. 11 /09120 REVISION © " © - 4 - SHEET NO: A-2_ 1111111 ```,`,� P W co • 3"x3"x0.09G" •.,• � �� � POST j�,,' �', (2) 3/8" DIA CONCRETE SCREW ANCHORS ��Iil (3" CONC. EMBED) I I OPTION 2: I I /2 1"x 3" OB W/ 1/4" CONCRETE INTERNAUEXTERNAL I � NOTERNALIORXEXTERNAL SCREW ANCHOR 6" I � 3" x 3" x 1/8" EXTRUDED _ OPTION 1: ALUM RECEIVING CHANNEL I I FROM UPRIGHT & @ 24" O.C. (MIN. 'EMBED.) ////---POST BASE W/ (2) 3/8" DIA. THRU BOLTS 2" x 2" x 118"ALUM ANGLE W/ (4) #12 x 5/8" EACH SIDE W! (3) #12 x 3/4"INTO I I GIRT EACH FACE & (3) #12 x 314" INTO UPRIGHT � 4 e I I • °q'.. '. ° ° • .• CHAIR RAIL MEMBER I I 3" x 3" x 0.090" I I POST B 3" x 3" POST TO CONCRETE CONNECTION DETAIL � A-� SCALE: NTS C GHAIR RAIL TO UPRIGHT DETAIL A 2 SCALE: NTS 118" x 2" x 2" EXTRUDED ANGLE 5052 H-32 ALLOY • W/ (4) #14 x 3/4" SMS I o 0 ' INTO DJ I o a a. . q 2 1/d' MIN CONC WOOD: ° SLAB FOOTING ° � iANCHOR EMBEDMINT I #10 x 3" tAR�OD SCREWS, 6" SEE PLAN < • o FROM GIRT&@12"O.C. •'-0• 1/4" DIA. x 3" CONCRETE ` . � b' , .a' •a SCREW ANCHOR, 6" FROM GIRT & @ 24" O.C. I I (4) #10 x 1 112" INTO SIDE VIEW I SCREW BOSS I (1) 3/8"DIA. CONCRETE SCREW ANCHORS UPRIGHT (21l4" CONC. EMBED) I / PRE -HUNG 2"x2"OR2"x3"HOLLOW i I DOORJAMB 1 SECTION GIRT —� 1" x 3" BASE PLATE • � • v •e• _ I ANCHORED TO CONC WJ 1/4" . ° ° ;+ ° ' ' CONCRETE SCREW ANCHOR -0 ° !• e ° . e d . (MIN. 1 1/4" EMBED) •,a •' a 6" MAX EACH SIDE OF POST ° , • °••. 4' ' 4 AND24"O.C.MAX .`8"' ':�'•° C-� 1X3 TO HOST STRUCTURE DETAIL FRONT VIEW A-� SCALE: NTS DJ-1 UPRIGHT TO CONCRETE PRE -HUNG A_2 DOOR LOCATION DETAIL SCALE; NTS z #14 x 4" SMS W/ 1 112" DIA. NEOPRENE FACED WASHER @ 6" O.C. 3" x 0.062" ALUM _r `••-'ii >}, .v'+; RECEIVING CHANNEL>wti+hx'� W/ #10 x 3/4" TOP AND BOTTOM AS END CAP y 2"xWTOPRAIL -NO ANGLE REQUIRED UNLESS ? SPLICED (4 ATTACH W/ (4) #10 x 4" LG III u B 3" x 3" x 0.090" III Q UPRIGHT I I 2" x 3" TOP RAIL W/ �s �- r' ,l.t.. ?• ., (4) #10 x 4 SMS INTO POST it< 7'N:�:`-+?' �'•.�._'�s_-.`a'.ri'i-'.'+�; 2"x2"x3"LG x 1/8" ANGLE COMPOSITE #14 SMS x 1" MIN. LONGER THAN PANEL W/ 1 1/2" DIA. NEOPRENE FACED WASHER @ 12" O.C. ALONG LENGTH OF ALL END BEAMS 2" x 3"_ END BEAM I IQ I III I I TOP (4) #10 xI 4" SMS II �I I W INTO POST 2"x2"x3" x 1/8" ANC COMP (4) #10 x 3/4" (4) #10 x 314" SMS INTO SMS INTO SCREW BOSSES--'- SCREW BOSSES I I (2) INTO TOP RAIL I (2) INTO TOP RAIL (2) INTO POST (2) INTO POST I I I CONNECTION AT CORNER CONNECTION AT SPLICE S 2 X 3 TOP RAIL CONNECTION TO 3 X 3 UPRIGHT A-3 SCALE NTS 3" COMPOSITE ROOF PANEL 3" x 0.062" EXTRUDED RECEIVER CHANNEL W/ #14 x 3/4" SMS W/ 1 1/2" DIA. NEO-WASHER @ 6" O.C. CONCRETE: (1) 1/4" DIA. x 21/4.'SCREW TYPE MASONRY ANCHOR @ 12" O.C. WOOD: (1) 1/4" DIA. x 3" LAG SCREWS @ 9„ Q.C. EXISTING HOST 0- S'l COMPOSITE PANEL TO HOST CONNECTION DETAIL A-3 SCALE: NTS �� ; ��•� LL. A. ;�2y Is EXISTING ' d Jt (-- Q e HOST WALL • 0 � N • � O • in ` o � o W LL; — — j uj z C c / {a m CONCRETE j (2)1/4"x3"QUICKSET z 0 z ANCHORS INTO WALL / J z z 1 1/2" x 21/8" x 1 1!2" x 3" x 0.062" WOOD: ALUM CHANNEL / Q Q a RECEIVING (2) 1/4" x 3" LAG SCREWS Z Z Z W/ (3) #14 x 3/4" SMS EACH INTO WALL O d LLJ SIDE INTO BEAM N V1 N Z u t/l a u LLJ J LL C) OC ~ a a C 5 LL LL G G U S z m S-2 BEAM TO HOST STRUCTURE ATTACHMENT DETAIL Z z y A-3 SCALE: NTS `^w z N q�q z �m43 1 a L LJ w a Ja ax Lgr 3 0 �' LL u o H 0 Z � E LJ LJJ LL C 3 s- a a a z a C LL G—E C tpc;• q •i� Lu LL (2) #5 CONT 12 —� a ON 3" CHAIRS ® Z LL V Q mty- Z w J z 17' X 12" RIBBON FOOTING ILLJ w ip cc) 0 Zco~v fY ONOJ NOTES FOR ALL FOUNDATION TYPES: a 0.-D It 1. THE FOUNDATIONS SHOWN ARE BASED ON A MIN SOIL BEARING DRAWN BY PRESSURE OF 1,500 PSF. TP 2. THE SLAB/FOUNDATION SHALL BE CLEARED OF DEBRIS, ROOTS AND COMPACTED PRIOR TO PLACEMENT OF CONC. DATE DRAWN 3. CONCRETE SHALL BE PER SPECIFICATIONS ON SHEET A-1. 4. FIBERMESH MAY BE USED IN LIEU FOR WELDED WIRE MESH. 11 /09/20 5. VAPOR BARRIER NEED NOT BE INSTALLED FOR EXTERIOR REVISION NON -HABITABLE CONCRETE FLAT WORK A A CONTINUOUS FOOTING _ A 3 SCALE:NTS SHEET NO: A-3