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HomeMy WebLinkAbout2009 - (#45) Walkway Canopyl SHEETING FRAMING SCREW STITCH SCREW�"-� PANEL TYPE APPROVAL # MATL. 'COLOR MARK I PART #— SPACING MARKt PAfiT # i SPACING ROOF RIB-12 FL3774.I 26 GAGE GL HW55#0 12 €�.C.* HW5502 20" O.C. ° * SEE STANDARD CONSTRUCTION DETAILS BOOKLET FOR PRECISE SCREW SPACING INFORMATION IMPORTANT --- PLEASE READ THE FOLLOWING FLASHING T-- MATL. COLOR E 26 GAME '? iER 26 GAGE ? >>> General Dean Steel Buildings, Inc. standard product specifications apply, unless stipulated otherwise on the Dean Steel Buildings' purchase order. Mean Steel Buildings design practices, manufacturing processes, accessories and warranties will govern the work. A Dean Steel Buildings Standard Specifications Brochure is available upon request. The builder/contractor is responsible for the setting of the accor bolts and the erection of the steel building components in accordance with Dean Steel Buildings, Inc. "For Construction" drawings. >>> unloading Check-out and Shortages: M. is essential, while unloading your Dean Steel Building, to verify that all components listed on the shipping papers were actually shipped. The actual quantities of the items on each truck are circled on the shipping papers. Any items found to be shipped short, or in direct conflict with the shipping papers should be noted on the driver's report. This serves two purposes: 1) You. as the erector, will be aware that a particular item is missing and can temporarily work around it; 2) it lets us know that we have a problem and allow us to react quickly. This system eliminates the discovery that something is missing at the time you need it to erect the building. Taking the time to property unload the job and check it , Plows for proper placing of the parts around the job site, which should expedite the erection process. Dean will do its utmost to fill any reported shortages as quickly as possible. Once tie erector, or owner, signs that he has received the goods and accepted them as being complete, we can only assume that shortages after this point are missing due to job site theft. All claims for damage or shortage must be presented, in writing, to the cornier -either Dean Steel Buildings, Inc., or common carrier, within seven days after receipt of materials by purchaser. Failure to do so voids any claim. >>> Storage and Protection of Materials: A Galvanic action known as "white rust" may result when aluminum, galvanized, or the galvanized pre -painted coating on failed flat sheets or nested formed sheets becomes wet from rain, condensation, or other causes. Under certain weather conditions this `white rust" can happen in as little as 24-48 hours. Golvafume coated sheet is susceptible, as is galvanized sheet, to wet storage staining. However, due to the composition of the coating, the sheet surface will develop a dark gray discoloration as opposed to the white oxide that develops on galvanized. Formed pre -painted sheets must be protected from moisture, in the same manner as plain galvanized or Golvalume sheets, if they ore in contact with other sheets. The sheets must be property packaged and stored It is important upon receipt of material to examine packages for damage Builders should take prompt action where, cuts, tears, or other damage is evident. If moisture is present the panel should be dried at once. Panels that cannot be stored out of the elements should be re --stocked individually and spacers put between the panels, so that individua! panels can have air circulated ar"ad there non-metallic spacers; i.e., wood, cardboard, etc. ). Bundled panels should be off the ground sufficiently to prevent rising water from coming in contact with the panels. Bundled panels should also be slanted so that any condensation may be drained off. All bundled panels should be thoroughly covered with a waterproof canvas tarp. Do not use non -breathing materials such as plastic because they prevent air passage and tend to trap moisture in the bundle. Roof and side panels should be erected as soon as possible after their arrival at the job site. If prolonged job site storage will be required, the builder is advised to seek storage of the panels out of the elements. >>> Proper Erection Practices: Dean requires that erection of its products be done by experienced pre-engineered metal building assemblers. Erecting and construction methods_ should be performed as outlined in the "American Institute of Steel Construction Code of Standard Practices for Steel Buildings and Bridges, Part 5-" In addition, the erection policies and practices of tooth the SBA independent Erectors Division, and MBMA erection practices must be understood and adhered to. The quality of erection has a direct bearing on the quality of the end product. if there are any Questions as to these drawings on the Dean Steel Building system, please do not hesitate to contact our Customer Service Department (239) 334-1051.. Temporaty supports or bracing required for the building erection is the responsibility of the erector to determine, fumish and instoll >>> Back Charge Claim Procedure: Bean Steel Buildings, Inc., follows the back charge claim procedure adopted by iABMA and as outlined in the MBMA Low Rise Building Systems Manual; Common Industry Practices Section 6.10. The Customer Service Manager must be notified at once when a condition becomes apparent, which may result in back charge by the builder or erector. Notification by phone must i be confirmed in writing. Some approximation of the amount of the back charge must be established at this time, and a written authorization from the Customer Service Manager must he i secured before the work is started. Dean will not honor any field corrections or back charges unless prior notice has been given and agreed upon. All discrepancies must be agreed upon, in writing, and accompanied with a Dean purchase order number befcre Dean will honor any back charges. Jean will then pay this agreed amount upon presentation of a final claim. Payment will be by credit memo to the Builder's account. Any work which is undertaken without such notification and authorization, for which the builder expects to back charge Dean, will not be honored as a back charge. Should a discrepancy exist, Dean may elect to do one of the following.- 1) Ship material from its plant for field correction ( freight allowed ) 2) Purchase material locally ( or allow builder to do so ) for field correction 3) Modify existing materials previously shipped to conform to requirements 4) Return material to Dean's plant for exchange or modification requirements When delivery is contracted by Dean, it is our carrier's intent to arrive on the job site at a pre -designated time and every effort will be made to do so. However, Dean will not accept any back charges due to late arrivals. t "n n will not ay -! product lines. Dell a Dean Steel Buildings, Inc., shall not, however, be lrab,e to builder in any way or far any reason on account of any change in Dean Steil Buildings, nc., prod pay any back charges for delays that may be incurred due to shortages. Dean will not pay any claims on improper unloading of material, improper storage of material, or delays or damages i caused by improper erection techniques. Dean Steel Buildings, Inc., may make changes from time to time s in their product lines by discontinuing, offering, or modifying any or all of the products included therein and by adding new and additional products thereto. BUILDING LOAD SUMMARY r 90LDING CODE:. &QR_J1LR . L _�4Q.-_---- ED: 2KA- j JOB LOCATION. _S_E_BASTiAN, FL f >>> ROOF LOADS: _._._ Dead Load: Oil psf Live Load —Zt? psf Tributary Reduction: X Y N Collateral Load. N/A psf Sprinkler Load: psf Ground Snow Load: N/A psf Flat roof Snow food: � psf Snow exposure: NSA Snow Importance:Thermol Factor: >>> WIND LOADS: Wind Velocity: ? 35 mph Fastest Mile: N�A 3-sec Gust: �_ Internal Pressure: ± 0{l Wind importance: _i 0_ Building Category: -if Wind Exposure. C__ Roof pressures: Wall Pressures: Zone 1 _+ t 6.631 _ 30_30 Zone 4 t 32_i 6 35.52___ 1 +16.83 / -57.23 +32 t6 44.12 2one2Zone 5__`___%�___ Zane3 +t6_83 1 _87.53___ >>> EARTHQUAKE LOADS: Base Seismic Force Resisting System: ------_ N/A Design Bose Shear: ------- Analysis Used: _N/'_ Seismic Importance: Seismic Use Group: !LA Site Class: N� Seismic Design Category: N/A j• I S(S): g S(1): "jA A g S(DS): '�` S(D1): "C(S): N%A R: HLA_ >>> MEZZANINE LOADS: N/Ai Dead Load: -- psf Live Load: IA/A psf Reduction: N/A >>> OTHER LOADS: -- NONE ----_ _ ALTHOUGH WE TRY TO MAKE ALL DR,AWiNGS AS ACCURATE AS POSSIBLE, ANY DRAWING MARKED AS PERMIT OR APPROVAL HAS NOT BEEN FINAL DETAILED OR CHECKED. THE CUSTOMER ACCEPTS ALL RESPONSIBILITY FOR USING PERMIT OR APPROVAL DRAWINGS FOR ANY PURPOSE OTHER THAN OBTAINING A BUILDING PERMIT OR REVIEWING THE DETAILS FOR CONTRACT COMPLIANCE. 1 Daft.- W �® BY: City Seiil+ Z THIS SET OF .DRAWINGS IS FOR t APPROVAL ■ PERMIT © CONSTRUCTION 0 ___ l� { FM 19628 .W. "" J.W.J. 06, 05. 09 STM BUMINGs, u+c. 2" INDIas DAL TR AVE. J.W.J. 06. 05, 09 FORT MYERS, FLORIDA SHEET NUMBER 33901 1 OF 5 P 1 PERMIT 1 06.05.200SI AN il ISSUE I REVISION I DATE I BY BUILDER ` SEBASTIAN AIRPORT etssTiR WALKWAY CANOPY :� DESCRIPTION _ ICN JOB INFORMATION 6' 1 6' RIB-6 PANELS 3'-0' 6' 1 6' 6' 1 6' EXTERIOR I SURFACE 3/4' 3 1/2' 2 1/2' FY = 80 K.S.I. RIB-6 PANEL SECTION PROPERTIES MATERIAL CAUGE NOMINAL THICKNESS LOAD IN LOAD OUT IX CSN, 4/FT.) SX tIN. 3/FT.) IX IIN. 4/FT.) SX (TA1. 3/FT.) 26 GA 0,0198 0.0182 0.0331 0.0127 0,0314 24 GA 0.0258 0.0258 0.0486 ' 0,0179 0.0464 THE PROFILE AND MATERIAL THICKNESS OF ALL PANELS ARE DENOTED BY THE FIRST, SECOND, AND FOURTH CHARACTERS OF THE PART NUMBER. RS RIB-6 T END CUT CODE A = SQUARE EN B = LEFT SLOP C = RIGHT SLOP A 6 -- 27 07 T T T D LENGTH E END CUT SLOPE E 4 = 24GA 6 = 26GA 00 LENGTH IN SIXTEENTHS LENGTH IN INCHES IN FEET CODE NOTE 1) SECTIONS PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 A1S1 COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) ALL STEEL SU8.STR4TFS ARF MANUFACTURED IN ACCORDANCE TO ASTM A446 .SPECIFK_.ATIONS. PROTECTIVE COATINGS SHALL BE EITHER GALVANIZED, G90 1.25 OZIPER SF MEETING ASTM A525 OR GALVALUME,'* AZ55, 0.55 OZ.IPER SF ASTM A792 SPECIFICATIONS RIB -12 PANELS / SNADOW PANELS 3'-0` j i -0' 3 11/16' 4 5/8' i3 11/16' EXTERIOR ' SURFACE 1 /4' 1 �l� ' 1 r � ,/a L_ 1/4' 1 T-- 1 7/8'� 3 1/2' I PURLIN BEARING LEG (SEE NOTE 2) PANEL SECTION PROPERTIES 80,000 PSI MATERIAL GAUGE NOMINAL THICKNESS LOAD IN LOAD OUT IX CBV. #/FT.) Sx (jN. 3lFT.2 IX (R'l 4/FT.) Sx (kl. WT.) 26 GA 0.0198 0,0294 0,0283 0.0371 0.0500 24 GA 0.0258 0.0465 0.0481 0.0520 0.0671 PANEL SECTION PROPERTIES 50.000 PSI LOAD IN LnAA OUT MAL NOMINAL tX SX IX Sx THICKNESS CIN 4/FT.) (IN. 3/FT.) (IN. 4/FT.) (IN.3/FT.) 24 GA 0.0258 0.0547 0.0589 0.0542 0.0677 THE PROFILE AND MATERIAL THICKNESS OF ALL PANELS ARE DENOTED BY THE FIRST, SECOND, AND FOURTH CHARACTERS OF THE PART NUMBER. RT A 6 - 27 07 00 RIB-12� L� '-LENGTH IN SIXTEENTHS 1 INCHES END CUT CODE LENGTH IN INC E A = SQUARE END LENGTH IN FEET B 7 LEFT SLOPE END CUT SLOPE CODE C = RIGHT SLOPE 4 = 240A 6 = 26GA NOTE: 1) SECTIONS PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) PANELS WITH PURLIN BEARING LEGS ARE AVAILABLE IN RIB- 72 GALVALUME ONLY 3) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE TO ASTM A446 SPECIFICATIONS. PROTECTIVE COA"NCS SHALL BE EITHER GALVANIZED, G9CI 1.25 OZ.IPER SF 04EE77NG .ASTM A525 OR GALVALUME,' AZ55, 0.55 OZ/PER SF. ASTM A792 SPECIFICATIONS. SLOPE CODE SCHEDULE A=0.0112 tI-3.5112 9=7Z42 B 0.5112 J = 4.0112 R = 7.5 112 c=1.042 K=4.542 S=8.0112 D=1.5112 L=5.042 T=8.5:12 E=2.0112 M 5,5112 U=9.0:12 F 2.5112 N = 6,0112 V 9.5112 G = U112 P = 6.5112 V i0 011? JOB F IAn" - FM 19628 -DRAWN J.W.J. 06: 05. 09 s'cEffi WUUaV4W, INC. C14ECKED DATE aW9 INDUSTRIAL AVE. J.W.J. 06. 05. 09 FORT MYERS, FLORIDA 33901 2 OF 5 mi 's ON 4 _. ETa TF- D �1.. PE 458151 _N P PERMIT 06.05.2W9 AN ISSUE REVISION DATE BY SEBASTIAN AIRPORT CUSTOMER ' WALKWAY CANOPY DESCRIPTION , PANEL PROPERTIES ZEE SECTION PROPERTIES 'D' 'Be MATERIAL 'f' 'et' IX tn, 4 SX ta3 0'-8` 2 112' 16 GA 0.0598 3/4' 8A20 2.030 0'--8' 2 1/2' 15 GA 0:0673 3/4' 9:099 2275 ' 0`-8' 2 1/2' 14 GA 0.0747 3/4' 10.058 2,514 0'-8' 2 1/2' 12 GA 0,1046 3/4' 13.847 3,462 W-10' 3 1/2 14 GA 0.0747 3/4' 21960 4.390 01-10' ii 3 1!2' 12 GA 0.1046 j 3/4' 30.520 6.100 R THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRTS ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER NOTE I 1) SECTION PROPERTIES ARE CALCULATED 1N ACCORaNC£ 114TH THE 1986 A19 CO(D-FORMED ST€Et DESnV MANUAL INCLUDING 1989 ADD- N&-*'S Y 2) MWWUN nal) STRENC77-f IS 55,000 P.SL ( GALVANIZM W-MWRS ARE 50.000 Psu A LUM Z E A- A 4 - 27 07 00 ZEE'--- LENGTH IN SIXTEENTHS E = O'-8' DEEP, T = 0'-10' DEEP - LENGTH IN INCHES PUNCH PATTERN LENGTH IN FEET 1 6 = 16 GA, 5 = 15 GA, 4 = 14 GA, 2 = 12 GA SAVE STRUT SECTION PROPERTIES ( POSITIVE BENDING ) 'D' 'B' MATERIAL 'f' 'd' IX tn. 4 SX tt1.3 IY tn, 4 SY tn.3 0'-8' 0'-5' 14 GA 0,0747 3/4' 15,581 3.895 6,624 L351 , 0'-8' 0'-5' 12 GA 0.1046 3/4` 21,335 4,979 9,341 1,970 1 THE SLOPE AND AATERIAL THICKNESS OF ALL EAVE STRUTS 4RE DENOTED BY THE' THIRD, flf 7H .;ND Sl,XTH CHARACTER OF THE PART ,4`UjWSEP NOTE 1) SECTION PROPERTIES ARE CALCULATED iN ACCORDANCE WLTH THE 1986 AISI COLD -FORMED a STEEL DES4GN MANUAL .W111DING 1989 .4WENOWS ?) MNLUUN YLELD STRENGTH LS 55.0W PSL. ( GALVANIZED M£AiRFRS ARE 50,000 P&L MLN4", ) y E5 IN N 4 C - 24 t! 12 1 SAVE STRUT —y— � � -_� L--L£P�iTH IN SIkTEENTHS Y LENGTH IN INCHES = IGHSIDE SLOPE-1- T T LENGTH IN FEET R = HIGHSIDE SLOPE 4 = 14 GA, 2 = 12 GA LSLOPE CO 55 K.S.I. CEE SECTION PROPERTIES 'D' 'B' MATERIAL 'f' 'd' IX tn.4 SX trn,3 2 1 /2' 14 GA 0,0747 3/4' 9.716 2.429 0'-8' 2 1/2' 12 GA 0.1046 3/4' 13.311 3.328 0'-10' 3 1/2' 14 GA 0,0747 3/4' 20,863 4,173 4' 7 12 GA 0,1046 3/4' 29.949 5.810 I THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRTS ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER r r X_ 55 K.S.I, ----- R = 0,1875 NOTE t 1) SECTION PROPERTIES ARE CALCULATED IN ACCORDANCE 07TH THE 1986 AlSJ COLD-fORAtfD STEEL. DESIGN A MAk P CLUDMOG 19N A000WX0[S. 2) M#AMUN YIELD STRENGTH IS 55,000 P.S.1. ( GALVANIZED MEMBERS ARE 50.000 P.S.I. MhffwU ) Y C H A- A 4 12 CEE :T_ I-- LENGTH IN SIXTEENTHS E OR H = 0'-8' DEEP, T = 0-10' DEEP LENGTH IN INCHES PUNCH PATTERN LENGTH IN FEET --4=14GA, 2=12GA f AT iWASFIER CRESCENT WASHER HEX HEAD NUT LENGTH CASE MACE NE CAME BRACING DiAkiETER IS DENOTED BY THE SIXTH CHARACTER OF THE PART NUNBER. Xc 24 9 5 CABLE BRACE 4 = 1/4' DIA, 5 = 5/16' DiA, 6 = 3/8' DIA i 7 - 7/16' DIA, 8 = 1/2' DIA Ls t--LENGTH IN INCHES LENGTH IN FEET LENGTH FLAT WASKR J CST 'TER THE ROD MACING DIAWTER IS DENOTED BY THE 4EX HEAD WT SIXTH CHARACTER Of THE PART NUMBER. 375 X8 24 9 5 ROD BRACE 1— 4 = I/a' DIA, 5 = 5/8' DIA, 6 = 3/4' DIA 7 = 7/8' DIA, 8 = 0'-1' DIA LENGTH IN INCHES LENGTH IN FEET -JOB NUMBER FM19628 AWN J.W,J. (W 05. 09 ST6wyt. BUILDINGS. INC. CHECKED A 2929 INDUSTRIAL AVE. J.W.J. 06. 05.09 FORT MY€RS. FLORIDA Ei:f 33901 3 OF 5 {IP` PE 45� EAW _ gNE_ _ i PLtom,MII I 0 05.2009 AN ISSUE REVISION DATE BY BUILDER - SEBASTIAN AIRPORT I CUSTOMER : WALKWAY CANOPY DESCRIPTION SECONDARY PROPERTIES SIDEWALL "A " 1 y 2 % T T rIst ` A BP81 4' GAGE 4 4 (TYP) to to 811 4 4 !1 4 4 li1?$12 4 4 2 va W— ------ i M 1®O ----- _Iti O • 41i®_ LZ i W BP$1 iu BP811 4P8I4 BP$i4 1 N y BP811 4 4 ----------- 24'-3' 25'-4' 25'-4' 24'-3' f' SIDEWALL "C " 1.0 DL + 1.0 LL 0A7 t f 0.07 i 1 1.76 1,76 0.6 DL + 1.0 WL CASE i 0.05� ( 0.18 i 1.51 1.82 FRAME REACTIONS AT FRAME LINES 1j THRU 0— ( ALL REACTIONS 1N KIPS ) BAY SPACING BAY SPACING OR 1'-I' OR I' -I' iu n� 7tm — 3/4' DIA. ANC. BOLTS i ( AB-2 ) PL 1/2' X 2` DETAIL BPBll �� BASE PLATE ELEVATION 1'-3' A-F.F. AT FRAME LINE 5O ONLY ANCHOR BOLTS BY OTHERS OTY. PART # BOLT SIZE 'A• 'B' 'C' -D' {I --A B AB-1 112' X 0'-61 1/2' 2' 0'-6' 1 3/4' Ora AB-2 3/4' X Y-3' 3/4' 3' 1'-3' 3' LDAB-4 _j AB-3 7/>0' X 1`-3' 7/8' 4' 1'-3' 3 1/2' 1' X 2'-6' I' 4' 1'-6' 4' AB-5 1' X 2'-a' 1' 4• 2'-2' 4. AB-6 1 1/4' X 2'-0` 1 1/4' 4' 2'-0' 3 3/4' BP811 4 4 0.6 DL + 1.0 WL 1.0 DL j+ 1.0 LL CASE 1 0.08 0.08 0.04 0.20 1 i 1.75 1.75 1.57 1.78 FRAME REACTIONS AT FRAME LINE 5O ( ALL REACTIONS IN KIPS ) _ DEAN STEEL BUILDINGS INC. DOES NOT DESIGN AND IS NOT RESPONSIBLE F'RC1 J. FOR THE DESIGN MATEklALS, AND CONSTRUCTION OF THE FOUNDATION OR FOUNDATION DESIGN, ADEQUATE PROVISIONS SHALL BE MADE I 1/2• IN THE FOUNDATION DESIGN FCIR LOADS IMPOSED BY COLUMN REACTIONS Of THE BUILDING AND ANY OTHER IMPOSED LOADS, ACCOUNTING FOR THE 2" BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE 2' BUILDING SITE. 3, THE DISTANCE OF THE BOLTS FROM THE EDGE OF THE SLAP IS BASED ON DSB STANDARDS. THE ACTUAL SLAB SIZE MAY BE MODIFIED TO 3' ACCOMODATE ACTUAL SITE CONDITIONS AND FOUNDATION DESIGN. NOTE FINISHED FLOOR ELEVATION = 0'-0" ALL BASE PLATES ARE AT ELEV. 0'-0" UNt ESS OTHERW 55E NOTED. DETAIL MARK DETAIL BPS11 1 2 DWG. NO. WH£R£ "L- DWG. NO. WHERE DETAIL IS MARKEDDETAIL IS SHOWN BASE PLATE DETAIL KEY f� NOTE: ALL WAILS ARE FULLY OPEN TO REMAIN SECTION M4RK -- A DWG. NO. WHERE _,w39 DWG. NO. WHERE SECTION /S CUT SEC?)ON IS SHOWN A" NumstR FM 1962+3 DATE J.W.J. 05. 09 STEEL BUILDINGS, INC y I► VjSTRtA AVE J . W . J . 06. 05. 09 FMT MYERS, FLMrDA z 4 OF 5' UN 0 D09 ETTF— EAN O FOR CONST. 06-05.2009 AN ISSUE REVISION DATE BY SuLXR ' SEBASTIAN AIRPORT cusTOCR, WALKWAY CANOPY IXSMIPTM ANCHOR BOLT PLAN BASE PLATE DETAILS AND FRAME REACTIONS Tl ...., :.„.:e-a. "•_- -., .xY --F.:.'- rye' FLANGE BRACE PEAK DIAPHRAGM SAVE STRUT ZEE ROOF SHEETING!-0 ^- REFERENCE TABLE REFERENCE TABLE REFERENCE TABLE REFERENCE TABLE REFERENCE TABLE REF NPD REF NPD REF NPD REF NPD REF NPD NUMB NUM$ NUMB NUMB NUMB BAi ANF4-01D603 PD1 ANP4G020305 F-SI ESN-N4G250314 ZI ZEA-A6-260500 RI RTZ6GO2070O E =S2ES2 ESN-N4G250312 Z2 ZEA-A6-270600 ; R2 RTA6-0,30608 TYPICAL PEAK DIAPHPA6M SPACING .6'-7' t, - 7' RR- RR- RR RR- AT AT RR- 2' --2' LAP Est LAP 5R Q _ z1 CTYDP? 1 -1" 2 zi Z2 4. Z2 �1 'i'y ESI ES2 ES2 f ESl ��- RR- RR- RR- RR- RR- 1,-1' 24'-3' _I_ 25'-4' 25'-4' 24'-3' 101' 4' ROOF FRAMING PLAN NOTE. - RAKE ANGLE (AN 1.219) IS ATTACHED TO THE BOTTOM OF THE PURLIN ZEES. REFER TO D. S.B. STANDARD DETAILS BOOKLET (PGS. 4, B & 20) FOR MORE DETAILS. _ _ _ _ _ _ _ _EA EAVE STRUT- _ FOR -PART NO. SEE ROOF FRAMING PLAN 10'-0' E.H. _________----------------------------------,----------- ----i- RC_ RC - OPEN TO REMAIN No — 0'-0' RC- 24�3.--+�+------- 25'-4' 25`-4' 24'-3• i I01'-4' SIDEWALL "A (SIDEWALL "C" IS A MIRROR IMAGE) NOTE: ALL WALLS ARE FULLY OPEN TO REMAIN 12 3,00001 1! 11+ 2, J i1. 114. ? I8��} } p 7 7/8' 7 7/8' RR_ A A= Q7 7/8' B 7 7/8 t� .� i B a B W f Q - w > � } Li w co + u `0 7 7/8'� (, j _ 7 7/8' 6' 0' OUT TO OUT L COLUMN FLANGE i FRAME -CROSS SECTION AT FRAME LINE � 5 080 � 6, tA1N• — RI 3` NZ 12 7 7/8, /^7� 7/6' _ g�7 7/8' (—A-) f A i -7 9R— i awRi timillL #11. wM7jll , X $ 0 B z� 7 Q d W w. a � � ml�l 7 7/8'_,j 7 7/9' I6'-0- OUT TO OUT COLUMN FLANGE FRAME CROSS SECTION AT FRAME DINES10 THRU 0 NOTE I DIMENSIONS ON THIS Si-IEET ARE STEEL DIMENSIONS AND DO NOT INCLUDE SHEET LEDGES, ETC. FOR CONCRETE DIMENSIONS SEE THE ANCHOR BOLT PLAN, NOTE 2 SHEETING MUST BE ATTACHED IO ALL SECONDARY FRAMING PER DEAN STANDARD DETAILS, THIS INCLUDES ALL DOUBLE PURLINS AND GIRTS REGARDLESS OF LOCATION, NOTE 3 THE TYPE AND MATL. THICKNESS OF ALL FLASHING IS DENOTED BY THE 1ST, 2ND, 3RD, AND 4TH CHARACTERS OF PART NUMBER, (EXAMPLE, FJT6-140100) FJT = JAMB FLASHING FOR RIB-12, FRA = RAKE FLASHING (STD,), L 6 = 26 GA. , GUA = SCULPTURED GUTTER, FWR = WALL TO ROOF FLASHING & 4 = 24 GA. OCT OUTSIDE CORNER FLASHING FOR RIB-12, ETC, NGTE: 1. THE HIGH STRENGTH BOLTS & WASHERS SPECIFIED FOR USE AT THE COLUMN & RAFTER CONNECTIONS CONFORM TO A.S,T,M, SPECIFICATION A-325. THESE BOLTS MUST BE TIGHTENED BY THE 'TURN OF THE NUT' METHOD AS DESCRIBED IN SECTION 5(C) OF THE A.I:S,C. SPECIFICATION STRUCTURAL JOINTS USING A,S,T.M. A-325 OR A-490 BOLTS 2. ALL BOLTS TO BE HIGH STRENGTH WITH NUTS AND WASHERS: EXCEPT CONNECTION 'A' REQUIRES A WASHER ON THE EAVE STRUT SIDE ONLY, 3, ALL DEPTHS SHOWN ARE WEB DEPTHS ONLY AND DO NOT INCLUDE FLANGE THICKNESSES, 4. FLANGE BRACES ARE 1 3/4' X 1 3/4' X 14 GA. ANGLE ALL FLG. BRACES ARE LOCATED ON BOTH SIDES OF THE FRAME UNLESS NOTED OTHERWISE. PEAK PURLIN 1S FLANGE BRACED ON ONE SIDE ONLY. FRAMES AI- BLDG. ENDS REQUIRE FLG. BRACE ON ONE SIDE ONLY. 5. RIGID FRAME RAFTER PART NUMBERS ARE LOCATED ON THE TOP FLANGE OF THE UPHILL END OF THE RAFTER. 6. RIGID FRAME COLUMN PART NUMBERS ARE LOCATED ON THE OUTER FLANGE AT THE TOP OF THE COLUMN. 7. DIMENSIONS SHOWN ON CROSS-SECTION ARE MEASURED AT THE COLUMN BASES ONLY. THE WIDTH MEASURED AT THE EAVE CAN BE WIDER DEPENDING ON COLUMN OUTER FLANGE THICKNESS CHANGES. 8: RIGID FRAME IS SYMMETRICAL ABOUT CTR. LINE BOLT SCHEDULE I I-ONN, QT- Y T SIZE A B 4 8 I/2' X 1 1/4' HW5532 3/4' X 2' HW5537 NOTE: ALL. BOLTS TO BE HIGH STRENGTH WITH NUT AND WASHER. CONNECTION 'A' REQUIRES WASHER ON EAVE STRUT SIDE ONLY. FM19628 DRAWN a, ffmm J.V1d.J. 0& 05,09 STEEL BUILDINGS, INC. 2929 INDUSTRIAL AVE. J.W.J. 06, 05. 09 FORT MYERS, FLORIDA 33901 j 5 OF 5 ILL. PE 45854 { Pb_ M1l_ 06.05.2009 AN ISSUE REVISION DATE BY BUILDER ' SEBASTIAN AIRPORT CUSTOMER : WALKWAY CANOPY i1ESCRIPTIOt ROOF FRAMING PLAN I SIDEWALL "A" ELEVATION j FRAME CROSS SECTIONS