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17-CNEW-2975 1200 Sandpiper LN Rev (1/30/17)0 N Q } W S 0 2 Q N N J W Z 0 U) H S 0 J w O U!n 7o E C/) 0 m �' C U N N � cz O 0 N OWN L 0- a) m QQ U co C + Q �a :U) 0 0)Q- °���_� 2c a +O U N n U N 0 Q (� U CU CL O U i>, CZ Q�� O O p O 0 N Q p += N p U 0 0� p 0 o J c Q CS O i+ a) E O (0 N > OJ O 0 Co 'FC J Z N O =3 M m a) c +� p m O�O Q 0W"(� Z U D mN �U U)> DUp o°Op O CUU (n `� (D . aa�W n Oa c=U) C y� O Qo)Z5g -0 o Q E (z cun OUIM Z5 o Q 00 .05 O O L _� W O L cn +J : i C (n U O O 3 a CO U OU ° UO c� C O � O �+ 'iT—r'll, O y- N Q V cn N M O 0 (n p C O N i Q i 0 O (� Q Q }' �J O cu 07U d (n +� U a) p iEr cz ca O u�i .c' cin �' m o V 6 U c N U a� 0 c C: U) cz cz E C: O C U) N O (D cz coco 0 U N N LL N FIv N co co N N coco m N N . . . N N (/) co N N J -tt CN czj- C\j coo coo I I N N N a �C N N C\1 i co co N N N �r co v co a N N N A N � p LL io���J> crjL 0 Ix � a- 0 aa- 6 U c N U a� 0 c C: U) cz cz E C: O C U) N O (D cz coco 0 U GENERAL OFFICES AND MANUFACTURING PLANT 2929 Industrial Avenue, Fort Myers, FL 33901 (239)334-1051 • FAX: (239) 334-0932 Approval drawings are issued in the form of Permit Drawings. See below. PERNIH DRAWINGS MANUFACTURING PLANTS 500 Tenth Street, Cedartown, GA 30125 (770) 748-7900 • FAX: (770) 748-5300 71 Airport Road, Thomasville, GA 31757 (229) 225-1112 • FAX: (229) 225-1175 Permit drawings do not need to be returned. If changes are required, or the drawings are in conflict with the purchase order or your understanding of the job, K>Iease notify your salesman or estimator and return a marked up set of drawings for changes. Changes may require price adjustment, depending on the nature of the changes. Note, a written release for fabrication must be sent to release the job for fabrication. Release needs to be made within 1 week of receiving drawings in order for the building price to be protected. Jobs released after 1 week are subject to price increase. Visit us on the web at www.deansteelbuildings.com e-mail: deanfmy@deansteelbuildings.com 8051-12/09 SHEETING FRAMING SCREW STITCH SCREW TYPE PANEL TYPE APPROVAL # MATL. COLOR MARK PART # SPACING MARK j PART # SPACING ROOF RIB -12 FL3774..1 26 GAGE ??2 O7 HW5510 12" 0. C. Q HW5502 20" O,C. WALLS RIB -12 FL3775.1 26 GAGE ??2 V HW5515 12 0. C. O HW5511 30" 0. C. GALVANIZING SCHEDULE done by experienced PART TYPE PRIMARIES HDG SAVE STRUTS GNZ PURLINS GNZ GI RTS GNZ FLANGE BRACES GNZ PEAK DIAPHRAGMS t GNZ COLD FORM ANGLES GNZ CLIPS HDG IMPORTANT — — — PLEASE READ THE FOLLOWING: FLASHING done by experienced MATL. COLOR GUTTER 26 GAGE ?? EAVE FLASHING 26 GAGE ?? RAKE 26 GAGE ?? DOWNSPOUTS 26 GAGE ?? CORNERS 26 GAGE ?? OTHER 26 GAGE ?? >>> General Dean Steel Buildings, Inc. standard product specifications apply, unless stipulated otherwise on the Dean Steel Buildings' purchase order. Dean Steel Buildings design practices, manufacturing processes, accessories and warranties will govern the work. A Dean Si.eel Buildings Standard Specifications Brochure is available upon request. The builder/contractor is responsible for the setting of the achor bolts and the erection of the steel building components in accordance with Dean Steel Buildings, Inc. "For Construction" drawings. >>> Unloading Check --out and Shortages: It 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 tcli erect the building. Taking the time to properly unload the job and c4;,,.k it allows 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. . nce the e,rcctar, 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 si e theft. All claims for damage or shortage must be presented, in writing, to the carrier—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 piled 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. Galvalume 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 Galvalume sheets, if they are in contact with other sheets. The sheets must be properly packaged and stored. It is important upon receipt of material to examine packages for damage. Builders should take prompt action where cuts, tec-s, 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—stacked individually and spacers put between the panels, so that individual panels can have air circulated around them 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 ofter 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 both the SBA Independent Erectors Division, and MBMA erection practices must be understood and adhered to. -Fhe 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 lof the erector to determine, furnish and install. >>> Back Charge Claim Procedure: Dean Steel Buildings, Inc., follows the back charge claim procedure adopted by MBMA. 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 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 be 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 before Dean will honor any back charges. Dean will then pay this agreed amount upon presentation of a final claim. Fayment 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. Dean Steel Buildings, Inc., shall not, however, be liable to builder in any way or for any reason on account of any change in Dean Steel Buildings, Inc., product lines. Dean will not 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 caused by improper erection techniques. Dean Steel Buildings, Inc., may make changes from time to time in their product lines by discontinuing, altering, or modifying any or all of the products included therein and by adding new and additional products thereto. BUILDING LOAD SUMMARY BUILDING CODE: FL®RIDA BUILDING CODE ED: 5TH. EDITION JOB LOCATION: ATLANTIC BEACH >>> ROOF LOADS: Dead Load: 0.73 psf Live Load: _20— psf Tributary Reduction: X_ Y ___ N Collateral Load: --Q-- psf Sprinkler Load: _ 0 . psf Ground Snow Load: -1!/—A psf Flat roof Snow load: NLA psf Snow exposure: JILL Snow Importance: NL Thermal Factor: NLA >>> WIND LOADS: Wind Velocity (ULT): 150_ mph Fastest Mile: N/A 3—sec Gust: _X Wind velocity (ASD): 116 mph Risk Category: IV Wind Exposure: C Enclosure: ❑ Encl ® Partial ❑ Open Internal pressure coefficient: ± 0.55 Components and Cladding (unfactored): +37.92 / —73.61 +64.69 / —68.70 Zone1__psf Zone 4— _____ psf +37.92 / —82.53 +64.69 / —80.75 Zone2____ _ psf Zone 5— — _ psf +37.92/ —104.84 Zone3-----__ ____---psf >>> EARTHQUAKE LOADS: Base Seismic Force Resisting System: _ N/A Design Base Shear: _—N/A _— Analysis Used: _N/A_ Seismic Importance: N/A Risk Category: N� Site Class: "/A Seismic Design Category: N/A S(S): N/A g S(1): N/A g C(S): N/A R: N/A >>> MEZZANINE LOADS: Dead Load: N/A psf Live Load: N/A psf Reduction: N/A % >>> OTHER LOADS: NONE THIS SET OF DRAWINGS IS FOR n PERMIT ❑ CONSTRUCTION ALTHOUGH WE. TRY TO MAKE ALL DRAWINGS 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. \\\�������et A��IE1��������1� �N� 'y .... ^®GEN NO. 70 1 STXFE OF . O :1=tJi lttlil����' CUSTOMER , SAWCROSS PROJECT NAME CITY OF ATLANTIC BEACH DESCRIPTION i U190111TH191101VU-3 "M JOB NUMBER TV01447 -UffAWN A RMM 01,18,17 STEEL BUIU)ING3, INC, P PERMIT CHECKED DATE 2929 INDUSTRIAL AVE. RMM 01.18.17 FORT MYERS, FLORIDA SHEET NUMBER 33901 1 ❑ F• 6 CUSTOMER , SAWCROSS PROJECT NAME CITY OF ATLANTIC BEACH DESCRIPTION i U190111TH191101VU-3 "M P PERMIT 01,23.17 AN ISSUE REVISION DATE BY CUSTOMER , SAWCROSS PROJECT NAME CITY OF ATLANTIC BEACH DESCRIPTION i U190111TH191101VU-3 "M I i I I j EXTERIOR I SURFACE i 3/4' T� 3 1/2" 2 1/2' Fy = 80 K.S.I. RIB -6 PANEL SECTION PROPERTIES MATERIAL GAUGE NOMINAL THICKNESS 3/-0' LOAD OUT IX (IN. 4/FT.) SX (IN. 3/FT.) IX (IN. 4/FT.) SX (IN. 3/FT.) 26 GA 0,0198 0,0182 0.0331 0,0127 0.0314 24 GA I� 6' 1 6' 1 6' 0.0179 1 60 1 6' 1 6' I i I I j EXTERIOR I SURFACE i 3/4' T� 3 1/2" 2 1/2' Fy = 80 K.S.I. RIB -6 PANEL SECTION PROPERTIES MATERIAL GAUGE NOMINAL THICKNESS LOAD IN LOAD OUT IX (IN. 4/FT.) SX (IN. 3/FT.) IX (IN. 4/FT.) SX (IN. 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 SLOPE C = RIGHT SLOP A 6 - 27 07 -T -_ T T T D LLENGTH 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 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE TO ASTM A446 SPECIFICATIONS. PROTECTIVE COATINGS SHALL BE EITHER GALVANIZED, G90 1.25 OZ./PER SF. MEETING ASTM A525 OR GALVALUME,' AZ55, 0.55 OZ./PER SF. ASTM A792 SPECIFICATIONS. RIB - 12 PANELS SHADOW PANELS [Reverse Rib] EXTERIOR I SURFACE (RT) j i - 11' 3/-0' 1/-0' i i/-0' 4 5/8O 3 11/16' l'i F 1 7/8'-Jrj L_J�j 3 1/2' PANEL SECTION PROPERTIES 50,000 PSI MATERIAL NOMINAL LOAD IN LOAD OUT IX (IN. 4/FT.) SX IX (IN. 3/FT.) (IN. 4/FT.) SX (IN. 3/FT.) GAUGE THICKNESS 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 MATERIAL NOMINAL LOAD IN LOAD OUT IK SX IX SX GAUGE THICKNESS P R=7.5112 (IN. 4/FT.> (IN, 3/FT.) (IN. 4/FT.) (IN. 3/FT.) 24 GA 0.0258 0.0547 0.0589 0.0542 0.0677 �PURLIN BEARING LEG (SEE NOTE 2) 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 -1 -LENGTH IN SIXTEENTHS END CUT COD, LENGTH IN INCHES A = SQUARE END LENGTH IN FEET B = LEFT SLOPE END CUT SLOPE CODE C = RIGHT SLOPE 4 = 24GA 6 = 26GA NOTE.• 1) SECTIONS PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AIS/ COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) PANELS WITH PURLIN BEARING LEGS ARE AVAILABLE IN RIB -12 GALVALUME ONLY 3) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE TO ASTM A446 SPECIFICATIONS. PROTECTIVE COATINGS SHALL BE EITHER GALVANIZED, G90 1.25 OZ/PER SF. MEETING ASTM A525 OR GALVALUME7 AZ55, 0.55 OZ./PER SF. ASTM A792 SPECIFICATIONS. 4) SHADOW PANEL IS INSTALLED AS A REVERSE RIB, THEREFORE THE LOAD -IN AND LOAD -OUT PROPERTIES ARE REVERSED. CUSTOMER - SAWCROSS PROJECT NAME, CITY OF ATLANTIC BEACH DESCRIPTION 1 PANEL PROPERTIES SLOPE CODE SCHEDULE A = 0,0112 H = 3.5112 Q = 7.0 t12 B=0,5112 01.18.17 J=4,0112 P R=7.5112 CHECKED C = 1,0112 K = 4,5112 S = 8,0 112 D=1.5112 33901 L=5.0112 2 OF 6 T=8,5112 E=2.0112 M=5.5112 U=9.0112 F = 2.5112 N = 6,0112 V = 9.5x12 G = 3.0:12 P = 6.5112 W = 10.0112 CUSTOMER - SAWCROSS PROJECT NAME, CITY OF ATLANTIC BEACH DESCRIPTION 1 PANEL PROPERTIES JOB NUMBER TV01447 AQN DAT RMM 01.18.17 SPBSL BUHMINGS, INC. P PERMIT CHECKED A 2929 INDUSTRIAL AVE. RMM 01.18.17 FORT MYERS, FLORIDA SHEET NUMBER 33901 2 OF 6 CUSTOMER - SAWCROSS PROJECT NAME, CITY OF ATLANTIC BEACH DESCRIPTION 1 PANEL PROPERTIES P PERMIT 01.23.17 AN ISSUE REVISION DATE BY CUSTOMER - SAWCROSS PROJECT NAME, CITY OF ATLANTIC BEACH DESCRIPTION 1 PANEL PROPERTIES ZEE SECTION PROPERTIES 'D" "B" MATERIAL 'f' 'CI' IX In, 4 SX In,3 0'-8" 2 1/2' 16 GA 0,0598 3/4' 8,120 2,030 0'-8' 0'-8' 2 1/2' 15 GA 0.0673 3/4' 9,099 2.275 1,970 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 0'-10" 3 1/2" 14 GA 0,0747 3/4" 21,960 4,390 0'-10' 3 1/2" 12 GA 0,1046 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 1) SECTION PROPER77ES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. ly 2) MINIMUN YIELD STRENGTH IS 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,000 P.S.I. MINIA4UM. ) Z E A- A 4 - 27 07 00 ZEE __T_� � - T --'-LENGTH IN SIXTEENTHS E = 0'-8' DEEP, T = 0'-10' DEEP LENGTH IN INCHES PUNCH PATTERN -LENGTH IN FEET 6 = 16 GA, 5 = 15 GA, 4 = 14 GA, 2 = 12 GA SAVE STRUT SECTION PROPERTIES ( POSITIVE BENDING ) 'B' 'D' 'B' MATERIAL If, 'd' IX Ln. 4 SX 1n,3 IY Ln, 4 SY Ln.3 0'-8" 0'-5' 14 GA 0.0747 3/4' 15,581 3,895 6,624 1,351 0'-8' 0'-5' 12 GA 0,1046 3/4' 21,335 4,979 9,341 1,970 0,0747 3/4" 20,863 4,173 0'-10" 4" 12 GA 01046 3/4" THE SLOPE AND MATERIAL THICKNESS OF ALL EAVE STRUTS ARE DENOTED BY THE THIRD, FIFTH, AND SIXTH CHARACTER OF THE PART NUMBER. Of NOTE i 1) SECT70N PROPER77ES ARE CALCULATED IN ACCORDANCE WITH THE 1986 ANSI COLD -FORMED Q a STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) MINIMUN YIELD STRENGTH IS 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,000 P.S.I. MIN/M'UM. ) CEE SECTION PROPERTIES 'D" 'B' MATERIAL 'f" 'd' IX tn.4 SX tn.3 0'-8" 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 0'-10" 4" 12 GA 01046 3/4" 29,949 5,810 THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRTS ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER NOTE 0 SECTION PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AIS! COLD -FORMED 5 K.S.I. STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS 2) MINIMUN YIELD STRENGTH IS 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,000 P.S.I. MINIMUM. ) ES N - N 4 C - 24 11 12 1 EAVE STRUT - E- LENGTH IN SIXTEENTHS_E Y N = LOWSIDE SLOPE LENGTH IN INCHES R = OWSIDE SLOPE LENGTH IN FEET 4 = 14 GA, 2 = 12 GA SLOPE CODE 375 %I Q Of X - Y "B" "d" I ly 55 K,S,I, R = 0.1875 C H A- A 4 - 11 11 12 CEE - __�- LENGTH IN SIXTEENTHS E OR H = 0'-8' DEEP, T = 0'-10' DEEP LENGTH IN INCHES PUNCH PATTERN LTENGTH IN FEET 4=14GA, 2=12 GA LENGTH FLAT WASHER CRESCENT WASHER CABLE BRACE THE CABLE BRACING DIAMETER IS DENOTED BY THE HEX HEAD NUT SIXTH CHARACTER OF THE PART NUMBER. XC 24 9 5 CABLE BRACE 4 = 1/4' DIA, 5 = 5/16' DIA, 6 = 3/8' DIA 7 = 7/16' DIA, 8 = 1/2' DIA LENGTH IN INCHES TLENGTH IN FEET LENGTH FEAT WASHER CRESCENT WASHER THE ROD BRACING DIAMETER IS DENOTED BY THE HEX HEAD NUT SIXTH CHARACTER OF THE PART NUMBER. XB 24 9 5 RCD BRACE 4 = 1/2' DIA, 5 = 5/8' DIA, 6 = 3/4' DIA 7 = 7/8' DIA, 8 = 0'-1' DIA LENGTH IN INCHES LENGTH IN FEET 0\�Q����\il1j�� p01ID°LAiv,� 111 uC 4'ss 101,9 r ,z 4�,l� •°` ,E G`� _07 E��= srEEL BUELDINGS, INC. 2929 INDUSTRIAL AVE. FORT MYERS, FLORIDA 33901 TV01447 RMM 01.18.17 RMM 01,18,17 3 OF 6 CUSTOMER - SAWCROSS PROJECT NAME1 CITY OF ATLANTIC BEACH DESCRIPTION P PERMIT 01,23.17 AN ISSUE REVISION DATE BY CUSTOMER - SAWCROSS PROJECT NAME1 CITY OF ATLANTIC BEACH DESCRIPTION r a PL 1/2' J W2 Q cu � BP811 � 4 4 `� 8 l/ 2' I '" II I c,BP-1 `r 4 4 0 SIDEWALL "A " 1,0 DL + 0,6 WL 1,0 DL + 0,6 WL D1,0 DL + 1,0 LL CASE 2 CASE 2 4 -� �- D B A B A D (LOW SIDE) 1� 7 4' GAGE BP811 (TYP) 4 4 BP811 I 4 4 38'-5' "' , I: ----------- �-------- 3/4' DIA. ANCHOR BOLTS I1/2' >- 1 1'-1' 19'-11' 19' .11' 1'-11 BAY SPACING _I_ BAY SPACING OR 1'-1' OR 1'-1' c \ DETAIL B811 ( iA 3/4' DIA, ANC. BOLTS ( AB -2 ) SECTION MARK A DWG. NO. WHERE 35 � DWG. NO. WHERE SECTION IS CUT SECTION IS SHOWN SECTION KEY SIDEWALL "C " (HIGH SIDE) PL 1/2' BAY SPACING 1 BAY SPACING OR 1'-1.'F OR 1'-1' DETAIL_ BP811b 4 4 DETAIL MARK DETAIL BR311 1 2 DWG. NO. WHERE '` DWG. NO. WHERE DETAIL IS MARKED DETAIL IS SHOWN BASE PLATE DETAIL KEY J W a Wt-7 CD iu Q O,Oi� ` 0,21 5,79-0. ---- b- 3S3 1,12 1.10 z P4 o 2.61 3,51 6,88 11,36 0,78 6,24 FRAME REACTIONS AT FRAME LNS. 10 AND D_ ( ALL REACTIONS IN KIPS ) MAIN BLDG. COL. (BPB 11 b) [A, ANC, BOLTS AB -2 i_ i— Lam ----_7J N '\' 1 2 1/2 11 3 6' 1'-1' BAY SPACING a — DETAIL BP -1 4 4 NOTE ! FINISHED FLOOR ELEVATION = 0'-0" ALL BASE PLATES ARE AT ELEV. 0' -0 - UNLESS OTHERWISE NOTED. ALL ANCHOR BOLTS ARE J/4" D UNLESS OTHERWISE NOTED SIDEWALL 'C' IS FULLY OPEN T`I REMAIN DEAN STEEL BUILDINGS, INC, DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIALS, AND C❑NSTRUCTIUN OF THE FOUNDATI❑N OR FOUNDATION EMBEDMENTS, ADEQUATE PROVISIONS SHALL BE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTI❑NS OF THE BUILDING AND ANY OTHER IMPOSED LOADS, ACCOUNTING FOR THE BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. THE DISTANCE OF THE ANCHOR BOLTS FROM THE EDGE OF THE SLAB IS BASED ON DSB STANDARDS, THE ACTUAL SLAB SIZE MAY BE MODIFIED TO ACCOMODATE ACTUAL SITE CONDITI❑NS AND FOUNDATION DESIGN, lA DL + 1.0 LL Q � t 2,96 0,60 DL + 0,6 WL z q Q 8,86 1 4,77 FRAME REACTIONS AT FRAME LNS. D2 ( ALL REACTIONS IN KIPS ) 3/4' DIA, ANC, BOLTS < AB -2 ) 11 3 I3 1,0 DL + 1,0 LL ID � 0,6 DL + 0,6 WL D • f i (U a \ CLI 0 PL 1/2' X 8' (BP811) 1,44 *--o- 1 --. I 0,13 ALL DIMENSIONS TO OUTSIDE I L32 1,44 o . WIND BENT REACTIONS ( ALL REACTIONS IN KIPS ) OF CONCRETE WHERE APPLICABLE STEEL LINE WALL PNL, i BASE ANGLE (AN1219) SCREW ASSY, AT 6' CTRS, 1/4' DIA, MASONRY SCREW @ 4'-0' O.C. ( MASONRY SCREW BY OTHERS ) 0'-0' I . I 1 3/4' FHD6-100200 BASE DETAIL ZMJLWALL 'A' BOTH ENDWALLS �1�tlli/�j�T/// !7iQ �C 10 --N*0. STATE OF ' dt�/t i I I91111��l�\ JOB NUMBER TV01447 K�DRAWN AT! --j RMM 01,18,17 STM BUHDINGS. INC. CHECKED 2929 INDUSTRIAL AVE. RMM 01,18'17 FORT MYERS, FLORIDA SHEET NUMBER 33901 4 [IF 6 CUSTOMER - SAWCROSS PROJECT NAME1 CITY OF ATLANTIC BEACH DESCRIPTION i ANCHOR BOLT PLAN, BASE PLATE DETAILS & FRAME REACTIONS o IFOR CONST, 01.23.17 AN ISSUE REVISION DATE BY CUSTOMER - SAWCROSS PROJECT NAME1 CITY OF ATLANTIC BEACH DESCRIPTION i ANCHOR BOLT PLAN, BASE PLATE DETAILS & FRAME REACTIONS PURLIN STRAP BRACING ( AN1265 ) ( 2 ) ROWS, EQUALLY SPACED, PER BAY BOTTOM FLANGE ONLY, (REFER TO D.S.B. STD. DETAIL BOOKLET PG. 55 FOR INSTALLATION DETAILS. ) 1'-1' 19'-11" 421-10' hI ROOF FRAMING PLAN (HIGH SIDE) FEA6C100200 W/ GUA6-200700 Cad cu w (U E rd Rl (Li (U (U (U (U 01 W I W SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING FHD6-100200 1 Y NOTE.• RAKE ANGLE (AN 1219) IS ATTACHED TO THE BOTTOM OF THE PURLIN ZEES. REFER TO D.S.B. STANDARD DETAILS BOOKLET (PGS. 4, B & 20) FOR MORE DETAILS. NOTID. USE HW5518 (GNZ) TO ATTACH STRAP BRAINING TO SECONDARIES EAVE STRUT — FOR PART NO. SEE ROOF FRAMING PLAN 1 -1' —j 1. 19'-11' J. 19'-11' -I L- 1'-1' 42'10' SIDEWALL "A " (LOW SIDE) 20'-0' E.H. 17'-4' 14'-4' 11'-4' 7'-4' 2'-6' 0'-0' NOTE: BUILDER TO FIELD SLOTS GIRTS FOR CABLE AS REQUIRED CABLE BRACING REFERENCE TABLE REF NPD NUMB XC1 XC2364 XC2 XC2734 EAVE STRUT REFERENCE TABLE REF NPD NUMB ES1 ESR—R4C201114 ES2 ESN—N4C201114 V FEH6C200700 EAVE STRUT — FOR PART NO, SEE ROOF FRAMING PLAN P1'-0' E,H, RC— RC- 19'-11' 19'-11' j 42` 0' SIDEWALL "C " (HIGH SIDE) .-0s WALL SHEETING REFERENCE TABLE REF NUMB NPD Sl RTA6-210100 S2 RTA6-200100 S3 RTA6-200000 S4 RTA6-200300 S5 RTA6-200600 S6 RTA6-200900 ZEE REFERENCE TABLE REF NPD NUMB Zi ZEA—A4-230100 Z2 ZEG—J2-190200 Z3 ZEK—K4-190200 Z4 ZEJ—G2-190200 Z5 ZEJ—J6-100708 Z6 ZEJ—J6-110308 DENOTED BY THE 1ST, 2ND, 3RD, AND 4TH CHARACTERS ❑F PART NUMBER, (EXAMPLEi FFJTG-140100) FJT = JAMB FLASHING FOR RIB -12, FRA = RAKE FLASHING (STD,), T-- 6 = 26 GA. GUA = SCULPTURED GUTTER, FWR = WALL TO ROOF FLASHING & 4 = 24 GA. OCT = OUTSIDE CORNER FLASHING FOR RIB -12, ETC, TV01447 IR-A—WN DATI E? --To RMM 01.18.17 STEU BLMMI NGS. INC. CHECKED DATI 2929 INDUSTRIAL AVE. RMM 01,18,17 FORT MYERS, FLORIDA SHEET NUMBER 33901 5 OF 6 NOTE 1 DIMENSIONS ON THIS SHEET ARE STEEL DIMENSIONS :' °•uCEU`S°°° AND D❑ NOT INCLUDE SHEET LEDGES, ETC, FOR ° �,�,� CONCRETE DIMENSI❑NS SEE THE ANCHOR BOLT PLAN, �` No. NOTE 2 PERMIT SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING � � 01 - PER DEAN STANDARD DETAILS, THIS INCLUDES ALL Pa %' ,Lh DOUBLE PURLINS AND GIRTS REGARDLESS OF LOCATION, 1$�•^"��\ , NOTE 3 THE TYPE AND MAIL. THICKNESS OF ALL FLASHING IS DENOTED BY THE 1ST, 2ND, 3RD, AND 4TH CHARACTERS ❑F PART NUMBER, (EXAMPLEi FFJTG-140100) FJT = JAMB FLASHING FOR RIB -12, FRA = RAKE FLASHING (STD,), T-- 6 = 26 GA. GUA = SCULPTURED GUTTER, FWR = WALL TO ROOF FLASHING & 4 = 24 GA. OCT = OUTSIDE CORNER FLASHING FOR RIB -12, ETC, TV01447 IR-A—WN DATI E? --To RMM 01.18.17 STEU BLMMI NGS. INC. CHECKED DATI 2929 INDUSTRIAL AVE. RMM 01,18,17 FORT MYERS, FLORIDA SHEET NUMBER 33901 5 OF 6 CUSTOMER - SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION , ROOF FRAMING PLAN & SIDEWALL ELEVATIONS P PERMIT 01,23.17 AN ISSUE REVISION DATE BY CUSTOMER - SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION , ROOF FRAMING PLAN & SIDEWALL ELEVATIONS FRA6-200700 FHD6-100200 I I 0 0 N 0 0 I H U O 0 0 cu 0 0 I 10 H U 21'-0' E,H, — CONN, QTY. SIZE A — 20'-0' E.H. 1/2' X 1 1/4' HW5532 B 10 — 17'-4' N Z6 1/2' X 1 1/2' HW5604 PERMIT 01,23.17 AN ISSUE 14'-4' DATE Z6 — Z6 _ 11'-4' CH2621 &H2621 & CL3002(7YP) Z6 L3001(TYP) _ 7'-4' Z5 _ 2'-6' AN1219 (TYP) _ 0'-0• RC- RC- 12'-0' ENDWALL "B " ENDWALL "D" IS A MIRROR IMAGE NOTE, 1. THE HIGH STRENGTH BOLTS & WASHERS SPECIFIED FOR USE AT THE COLUMN & RAFTER CONNECTI❑NS CONFORM TO A.S.T,M, SPECIFICATI❑N 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 D❑ 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 IS FLANGE BRACED ON ONE SIDE ONLY. FRAMES AT 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 CR❑SS-SECTION ARE MEASURED AT THE COLUMN BASES ONLY, THE WIDTH MEASURED AT THE EAVE CAN BE WIDER DEPENDING ON COLUMN OUTER FLANGE THICKNESS CHANGES, 2 1/4' R1 12 1,0000 1 12'-0 1/2' /8' 3'-0 15/16' 2 @ 3'-0 1 2'-11 5/16' ZD E (u 8'� 8 8s s 1'-4' STEEL LINE TO STEEL LIN r � FRAME CROSS SECTION AT FRAME LNS.to AND n 12 1,0000 12'-0 1/2' 3'-0 15/16' 1/8 2'-11 5/16' � o = I LD m w _ 1 w >� Q I Lu v n 'o (u 0 i v 10 e 8 1/ti- 11'-4' STEEL LINE TO STEEL LINE 1/2' FRAME CROSS SECTION AT FRAME LN. 2 LD w s w Q w it FLANGE BRACE REFERENCE TABLE REF I NPD NUMB BA1 ANF4-021109 DOLT SCHEDULE CONN, QTY. SIZE A 4 1/2' X 1 1/4' HW5532 B 10 3/4' X 2 1/4' HW5602 N 4 1/2' X 1 1/2' HW5604 NOTE, ALL BOLTS TO BE HIGH STRENGTH WITH NUT AND WASHER. CONNECTION 'A' REQUIRES WASHER ON EAVE STRUT SIDE ONLY, TV01447 DRAWN A RMM 01.18,17 STSEL BUELDINGS, INC. CHECKED DATE 2929 INDUSTRIAL AVE. RMM 01,18,17 FORT MYERS, FLORIDA SHEET NUMBER 33901 6 OF 6 ROOF SHEETING REFERENCE TABLE REF NPD NUMB R1 I RTA6-120308 CUSTOMER , SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION 1 ENDWALL "D" ELEV. & FRAME CROSS SECTIONS P PERMIT 01,23.17 AN ISSUE REVISION DATE BY CUSTOMER , SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION 1 ENDWALL "D" ELEV. & FRAME CROSS SECTIONS GENERAL OFFICES AND MANUFACTURING PLANT 2929 Industrial Avenue, Fort Myers, FL 33901 (239) 334-1051 • FAX: (239) 334-0932 APPROVAL DRAWINGS Approval drawings are issued in the form of Permit Drawings. See below. PERMIT DRAWINGS MANUFACTURING PLANTS 500 Tenth Street, Cedartown, GA 30125 (770) 748-7900 • FAX: (770) 748-5300 71 Airport Road, Thomasville, GA 31757 (229) 225-1112 • FAX: (229) 225-1175 Permit draWngs do not need to be returned. If changes are required, or the drawings are in conflict with the purchase order or your understanding of the job, please ihotify your salesman or estimator and return a marked up set of drawings for -changes. Changes may require price adjustment, depending on the nature c the changes. Note: a wril�ien release for fabrication must be sent to release the job for fabrication. Release needs to be made within 1 week of receiving drawings in order for the building price to be protected. Jobs released after 1 week are subject to price increase. Visit us on the web at www.deansteelbuildings.com e-mail: deanfmy@deansteelbuildings.com 8051-12/09 SHEETING FRXMING SCREW STITCH SCREW EAVE STRUTS PANEL TYPE APPROVAL # MATL. COLOR MARK PART # SPACING MARK PART # SPACING ROOF RIB -12 FL3774.1 26 GAGE ??2 G7 HW5510 12" 0. C. <q> HW5502 20" O.C. WALLS RIB -12 FL3775.1 26 GAGE ??2 O HW5515 12" 0. C.<3> HW5511 30" 0. C. GALVANIZING SCHEI:DULE PART TYPE PRIMARIES HDG EAVE STRUTS GNZ PURLINS GIRTS GNZ GNZ FLANGE BRACES GNZ PEAK DIAPHRAGMS GNZ COLD FORM ANGLES GNZ CLIPS HDG IMPORTANT --- PLEASE READ THE FOLLOWING: FLASHING MATL. COLOR GUTTER 26 GAGE ?? EAVE FLASHING 26 GAGE ?? RAKE 26 GAGE ?? DOWNSPOUTS 26 GAGE '? CORNERS 26 GAGE ?? OTHER 26 GAGE I ?? >>> General Dean Steel Buildings, Inc. standard product specifications apply, unless stipulated otherwise on the Dean Steel Buildings' purchase order. Dean 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 achor bolts and the erection of the steel building components in accordance with Dean Steel Buildings, Inc. "For Construction" drawings. >>> Unloading Check—out and Shortages: It 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 3' xn 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 properly unload the job and c k is allows for groper 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., :;,,.e the 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 sit".-. theft. All claims for damage or shortage must be presented, in writing, to the carrier—either Dean Steel Buildings, Inc., or common carrier, within seven days after receipt of materials b: purcl4c.¢r. '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 piled flat sheets or nested formed sheets becomes wet from rain, condensation, or other causes. Under certain weather conditions this "white rust" car happen in as little as 24-48 hours. Galvalume coated sheet is suscep"ible, 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 Galvalume sheets, if they are in contact with other sheets. The sheets must be properly 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—stacked individually and spacers put between the panels, so that individual panels can have air circulated around them 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 uf':ar 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 both 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 ha;sitate to contact our Customer Service Department (239) 334-1051. Temporaty supports or bracing required for the building erection is the responsibilityl of the erector to determine, furnish and install. >>> Back Charge Claim Procedure: Dean Steel Buildings, Inc., follows the back charge claim procedure adopted by MBM,4 and as outlined in the MBMA Low Rise Building Systems Manual, Comrnon 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 erec'sor. Notification by phone must 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 Cusl�,mer Service Manager must be secured before the work is started. Dean will not honor any field corrections or back charges unless prior notice has bt:en given and agreed upon. All discrepancies must be agreed upon, in ruing, and accompanied with a Dean purchase order number before Dean will honor any back charges. Dean will thlen 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: i 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 Wher. 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. Dean Steel Buildings, Inc., shall not, however, be liable to builder in any way or for any reason on account of any change in Dean Steel Buildings, Inc., product lines. Dean will not 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 caused by improper erection techniques. Dean Steel Buildings, Inc., may make changes from time to time in their product lines by discontinuing, altering, or modifying any or all of the products included therein and by adding new and additional products thereto. BUILDING LOAD SUMMARY BUILDING CODE: FLORIDA BUILDING CODE _----_ ED: 5TH. EDITION JOB LOCATION: ATLANTIC BEACH >>> ROOF LOADS: Dead Load: 0.73 psf Live Load: �20 _ psf Tributary Reduction: _x_ Y —_ N Collateral Load: 0 psf Sprinkler Load: — 0 psf Ground Snow Load: N A psf Flat roof Snow load: N/A psf Snow exposure: N_1_A_ Snow Importance: N A Thermal Factor: __NJ_L >>> WIND LOADS: Wind Velocity (ULT): 150 mph Fastest Mile: "/A 3—sec Gust: x Wind velocity (ASD): 116 mph Risk Category: IV_ Wind Exposure: C Enclosure: ❑ Encl ® Partial ❑ Open Internal pressure coefficient: ± 0.55 Components and Cladding (unfactored): +37.92 / —73.61 +64.69 / —68.70 Zone1_—__— psf Zone 4—_ _—___— psf +37.92 / —82.53 +64.69 / —80.75 Zone2 _.psf Zone 5_—__—____—__ psf +37.92 / —104.84 Zone3________——psf >>> EARTHQUAKE LOADS: Base Seismic Force Resisting System:—______N/A — — Design Base Shear: _2!6A___ Analysis Used: _N/A Seismic Importance: N/A Risk Category: _N/A Site Class: N/A Seismic Design Category: N/A S(S): N/A g S(1): N/A g C(S): R: N/A >>> MEZZANINE LOADS: Dead Load: N/A psf Live Load: N/A psf Reduction: PJ /A % >>> OTHER LOADS: NONE ALTHOUGH WE TRY TO MAKE ALL DRAWINGS 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. N l d fits f��✓� .\CEN" p� •4 NO. x'0181 % JAN 3 2017 STATE OF h PERMIT 01,23.17 AN ISSUE REVISION DATE BY I THIS SET OF DRAWINGS IS FOR I m PERMIT ❑ CONSTRUCTION Al FR[k�k MIM BUILDINGS, INC. 2929 INDUSTRIAL AVE. FORT MYERS, FLORIDA 33901 TV01447 RMM 01.18.17 RMM 01,18,17 1 OF 6 CUSTOMER - SAWCROSS PROJECT NAME, CITY OF ATLANTIC BEACH DESCRIPTION JOB INFORMATION RIB - 12 PANELS i Ill - 6 PANELS EXTERIOR SURFACE I I I I f I 3/4' 3 1/2' 2 1/2' Fy = 80 K.S.I. RIB -6 PANEL SECTION PROPERTIES MATERIAL GAUGE NOMINAL THICKNESS 3/-0' LOAD OUT IX (IN. 4/FT.) SX (IN. 3/FT.> IX (IN. 4/FT.) I 6' f 6' I 6' 0,0182 0.0331 6' 6 6' 6' j I I I i I 0.0486 0,0179 I I 0.0589 f I I 4 l I i j j EXTERIOR SURFACE I I I I f I 3/4' 3 1/2' 2 1/2' Fy = 80 K.S.I. RIB -6 PANEL SECTION PROPERTIES MATERIAL GAUGE NOMINAL THICKNESS LOAD IN LOAD OUT IX (IN. 4/FT.) SX (IN. 3/FT.> IX (IN. 4/FT.) SX (IN. 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 END CUT CODE A = SQUARE END B = LEFT SLOPE C = RIGHT SLOP 1'-0' 3 11/16' f EXTERIOR P SURFACE (RT) f I I 1 1/4' L� ®ll'i i 3'-0" 1'-0' V-0' 3 11/16' i la F 7/8' � 1 7/8'Lff 3 1/2' PANEL SECTION PROPERTIES 80,000 PSI MATERIAL GAUGE NOMINAL THICKNESS LOAD IN LOAD OUT IX (IN. 4/FT.) SX (IN. 3/FT.) IX (IN. 4/FT.) SX (IN. 3/FT.) 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 MATERIAL NOMINAL LOAD IN LOAD OUT IX SX IX SX GAUGE THICKNESS P R=7.5112 <IN. 4/FT.) (IN, 3/FT.) (IN. 4/FT,) (IN. 3/FT.> 24 GA 0.0258 0.0547 0.0589 0.0542 0,0677 VPURLIN BEARING LEG (SEE NOTE 2) THE PROFILE AND MATERIAL THICKNESS OF ALL PANELS ARE DENOTED BY A 6 - 27 07 00 THE FIRST, SECOND, AND FOURTH CHARACTERS OF THE PART NUMBER. LENGTH IN SIXTEENTHS RT A 6 - 27 07 00 LENGTH IN FEET T T LENGTH IN INCHES RIB -12- L.__ LENGTH IN SIXTEENTHS END CUT C❑DE LENGTH IN INCHES T T T LE END CUT SLOPE CODE A = SQUARE END LENGTH IN FEET 4 = 24GA 6 = 26GA B = LEFT SLOPE END CUT SLOPE CODE C = RIGHT SLOPE 4 = 24GA 6 = 26GA NOTE 1) SECTIONS PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE 'i0 ASTM A446 SPECIFICATIONS. PROTECTIVE COATINGS SHALL BE EITHER GALVANIZED, G90 1.25 CZ/PER SF. MEETING ASTM A525 OR GALVALUME,' AZ55, 0.55 OZ/PER SF. ASTM A792 SPECIFICATIONS. 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 -12 GALVALUME ONLY 3) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE TO ASTM A446 SPECIFICATIONS. PROTECTIVE COATINGS SHALL BE EITHER GALVANIZED, G90 1.25 OZ./PER SF. MEETING ASTM A525 OR GALVALUME, AZ55, 0.55 OZ./PER SF. ASTM A792 SPECIFICATIONS. 4) SHADOW PANEL IS INSTALLED AS A REVERSE RIB, THEREFORE THE LOAD -IN AND LOAD -OUT PROPERTIES ARE REVERSED. • �!O. 70181 � ~ STATE n,j: ' TV01447 DRAWN ATE Fwrkl RMM 01.18.17 STSSI. BUIIAINGS, INC. CHECKED DATI 2929 INDUSTRIAL AVE, RMM 01.18.17 FORT MYERS, FLORIDA SHEET NUMBER 33901 2 OF 6 SLOPE CODE SCHEDULE A = 0.0112 H = 3.5112 Q = 7.0 112 B=0.5+12 J=4.0112 P R=7.5112 01.23.17 C=1,0112 ISSUE K=4.5112 DATE S=8.0112 D = 1,5112 L = 5.0,12 T = 8.5 112 E=2,012 M=5,5112 U=9.0j12 F=2.5112 N=6.042 V =9.5112 G = 3.0,12 P = 6.5112 W = 10.0112 • �!O. 70181 � ~ STATE n,j: ' TV01447 DRAWN ATE Fwrkl RMM 01.18.17 STSSI. BUIIAINGS, INC. CHECKED DATI 2929 INDUSTRIAL AVE, RMM 01.18.17 FORT MYERS, FLORIDA SHEET NUMBER 33901 2 OF 6 CUSTOMER , SAWCROSS PROJECT ECT CITY OF ATLANTIC BEACH DESCRIPTION 1 PANEL PROPERTIES P PERMIT 01.23.17 AN ISSUE REVISION DATE BY CUSTOMER , SAWCROSS PROJECT ECT CITY OF ATLANTIC BEACH DESCRIPTION 1 PANEL PROPERTIES ZEE SECTION PROPERTIES 'D' "D" 'B' MATERIAL 'f' 'd' IX ln, 4 ;�X 1n,3 0'-8' 2 1/2' 16 GA 0,0598 3/4" 8,120 15,581 2,030 0'-8' 2 1/2" 15 GA 0.0673 3/4' 9,099 3/4' 2,275 0'-8' 2 1/2' 14 GA 0.0747 3/4' 10,058 0.1046 2,514 0'-8' 2 1/2" 12 GA 0.1046 3/4" 13,847 3,462 0'-10" 3 1/2' 14 GA 0,0747 3/4" 21,960 4,390 0'-10" 3 l; 2" 12 GA 0.1046 3/4" 30,520 6.100 A a R THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRLS ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER NOTE 1) SECTION PROPERTIES ARE CALCULATED /N ACCORDANCE WITH 7HE 1986 A/SI COLD -FORMED S7EEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) MINIMUN YIELD S7RENG7H IS 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,000 P.SI. M7N/MUM. ) Y Z E A- A 4 - 27 07 00 - ZEE T LENGTH IN SIXTEENTHS -10' DEEP J LENGTH IN INCHES E = 0'-8' DEEP, T = 0' PUNCH PATTERN LENGTH IN FEET 6 = 16 GA, 5 = 15 GA, 4 = 14 GA, 2 = 12 GA EAVE STRUT SECTION PROPERTIES ( POSITIVE BENDING ) 'D' 'D' 'B' MATERIAL If, 'd' IX In, 4 SX In,3 IY In, q SY In.3 0'-8' 0'-5" 14 GA 0.0747 3/4' 15,581 3,895 61624 1.351 0'-8" 0'-5" 12 GA 0.1046 3/4' 21,335 4979 9.341 1,970 THE SLOPE AND MATERIAL THICKNESS OF ALL EAVE STRUTS ARE DENOTED BY THE THIRD, FIFTH, AND SIXTH CHARACTER OF THE PAR'S NUMBER. #f NOTE a 1) SECTION PROPER71ES ARE CALCULATED IN ACCORDANCE W17H THE 1986 AIS/ COLD -FORMED A S7EEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. a 2) MINIMUN YIELD STRENGTH IS 55,000 P -SI. ( r-4LVAN/ZED MEMBERS ARE 50,000 P.S.I. M/14j1MUM. ) Y I ES N - N 4 C - 24 11 12 EAVE STRUT --I— -T-LENGTH IN SIXTEENTHS Y N = LOWSIDE SLOPE--,_ T" LENGTIA IN INCHES R = HIGHSIDE SLOPE LENGTH IN FEET 4 = 14 GA, 2 = 12 GA SLOPE CODE 15 K,S.L CEE SECTION PROPERTIES 'D' 'B' MATERIAL 'f' 'd" IX (n, 4 SX 1n.3 0'-8' 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 0'-10' 4' 12 GA 0.1046 3/4" 29,949 5,810 THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRTS ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER NOT£ 1) S£C77ON PROPERTIES ARE CALCULATED /N ACCORDANCE W1774 7HE 1986 AISI COLD -FORMED S7EEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS 2) MINIMUN YIELD STRENGTH /S 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,000 P.S.I. MINIMUM. ) Y .B" Fy = 55 K,S.I, a Q a X X R = 0.1875 �Y C H A— A 4 — 11 11 12 CEET � LENGTH IN SIXTEENTHS E OR H = 0'-8' DEEP, T = 0'-10' DEEP �J LENGTH IN INCHES PUNCH PATTERN LENGTH IN FEET 4=14GA, 2=12 GA /; FLAT WASHER CRESCENT WASHER LENGTH CABLE BRACE THE CABLE BRACING DIAMETER IS DENOTED BY THE HEX HEAD NUT SIXTH CHARACTER OF THE PART NUMBER. XC 24 9 5 CABLE BRACE 4 = 1/4' DIA, 5 = 5/16' DIA, 6 = 3/8' DIA 7 = 7/16' DIA, 8 = 1/2' DIA TTLENGTH IN INCHES LENGTH IN FEET LENGTH FLWASHER I /'� CRESCENT WASHER THE ROD BRACING DIAMETER IS DENOTED BY THE HEX HEAD NUT SIXTH CHARACTER OF THE PART NUMBER. 175 XB 24 9 5 ROD BRACE =1— T 4 = 1/2' DIA, 5 = 5/8' DIA, 6 = 3/4' DIA L7 = 7/8' DIA, B = 0'-1' DIA LENGTH IN INCHES 1(� I4ENGTH IN FEET 70 /� >E !t�TE V: 4i"Sz •%lillll! f 119i�1\�\���' 7= mlk BUDLDDNGS, DMC. 2929 INDUSTRIAL AVE. FORT MYERS, FLORIDA 33901 TV01447 RMM 01,18.17 RMM 01,18.17 3 OF 6 CUSTOMER , SAWCROSS PROJECT ECT CITY OF ATLANTIC BEACH DESCRIPTION i SECONDARY PROPERTIES P PERMIT 01,23.17 AN ISSUE REVISION DATE BY CUSTOMER , SAWCROSS PROJECT ECT CITY OF ATLANTIC BEACH DESCRIPTION i SECONDARY PROPERTIES a \ r a PL 1/2" SIDEWALL "A " 1 2 I y (LOW SIDE) cu BP811 GAGE BP811 ( 4 4 TYP) 4 4 -t ------------- I BP811 -- --------®i® - I - 8 1/21� 38'-5' 0 1/2' j 43'e8 �u ®I BP -1 3/4' DIA, ANCHOR BOLTS BP -1 4 4 4 0 s4 42'10' BAY SPACING _�- BAY SPACING OR 1'-1' OR 1'-1' DETAIL (jA SIDEWALL "C (HIGH SIDE) 3/4' DIA. ANC, BOLTS ( AB -2 ) SECTION MARK ;>SECTION DWG. NO. WHERE DWG. NO. WHERE SECTION IS CUT IS SHOWN SECTION KEY 2s 4' 2s I I PL 1/2' X 8' -� I 2' a r a P 1.0 DL + 1,0 LL T I 1.0 DL+0.6WL CASE 2 I 1.0 DL+0.6 WL CASE 2 I I 1.0 DL+LOLL 4 Q 0.60 DL + 0,6 WL x 4 Q R1 3 2 a W o u A 0,07 � 0.21 5.79 � 3,53 1,12 � 1,10 8 86 N d WI o1 T tY 1 1 2.61 3,51 6.88 11,36 0,78 6,24 t 2.96 4.77 1'-1' FRAME REACTIONS AT FRAME LNS. 10 AND @)_ BAY Sh'AWN0 I bhT Nrf4L,1114U ❑R 'l'-1' OR 1'-1" DETtaIL BP81118 4 4 DETAIL MARK l� DETAIL rl3P811 2 DWG. NO. WHERE-" ti DWG. NO. WHERE DETAIL IS MARKED DETAIL IS SHOWN BASE PLA'T'E DETAIL KEY ANCHOR BOLTS BY OTHERS QTY, PART # BOLT SIZE "A' "B' 'C" 'D' AB -1 1/2' X 0'-6' 1/2' 2' 0'-6' 1 3/4' � PR❑J. 1 1/2" B28 AB -2 3/4' X 1'-3' 3/4" 3" 1'-3' 3 2" T 0 C AB -3 7/8' X 1'-3' 7/8' 4' l'-3' 3 1/2' 2' D-- AB -4 1" X 1'-6' 1" 4' 1'-6" 4" 3" AB -5 1" X 2'-2" 1' 4' 2'-2' 4' 3" AB -6 1 1/4' X 2'-0' 11 1/4#1 4' 2'-0' 3 3/4' 3" ( ALL REACTIONS IN KIPS ) MAIN BLDG. COL. (BPB 116) _ C _ — — — — — 7 l TT -- 1 A, ANC, BOLTS AB -2------ I 6 CD ! 2 1/2' ; j 3' I P. i 6" I 8 7/8' BAY SPACING DETAILBP-1 4 4 NOTE I FINISHED FLOOR ELEVATION = 0'-0" ALL BASE PLATES ARE AT ELEV. 0' -0 - UNLESS OTHERWISE NOTED. ALL ANCHOR BOLTS ARE 3/4" D UNLESS OTHERWISE NOTED SIDEWALL 'C' IS FULLY OPEN TO REMAIN DEAN STEEL BUILDINGS, INC, DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIALS, AND CONSTRUCTION OF THE FOUNDATI❑N OR FOUNDATI❑N EMBEDMENTS. ADEQUATE PROVISI❑NS SHALL BE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTI❑NS OF THE BUILDING AND ANY OTHER IMPOSED LOADS, ACCOUNTING FOR THE BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. THE DISTANCE OF THE ANCHOR BOLTS FROM THE EDGE OF THE SLAB IS BASED ON DSB STANDARDS, THE ACTUAL SLAB SIZE MAY BE MODIFIED TO ACCOMODATE ACTUAL SITE CONDITI❑NS AND FOUNDATION DESIGN, 3/4' DIA. ANC, BOLTS ( AB -2 ) ° --- —N I. u N 0 PL 1/2' X 8' ~ (BP811) FRAME REACTIONS AT FRAME LNS. 2 ( ALL REACTIONS IN KIPS ) Q1 3 11 1,0 DL + 1.0 LL I T 0,6 DL + 0,6 WL i 1.44 .- . 0,62,--., t 0.13 WALL PNL. SCREW ASSY, AT 6' CTRS, 01-0 1 3/4' FHD6-100200 0.60 ..-.® I t 1,32 1.87 WIND BENT REACTIONS ( ALL REACTIONS IN KIPS ) ALL DIMENSIONS TO OUTSIDE OF CONCRETE WHERE APPLICABLE STEEL LINE A BASE ANGLE (AN1219) 1/4' DIA, MASONRY SCREW @ 4'-0' O.C. ( MASONRY SCREW BY OTHERS ) BASE DETAIL SIDEWALL 'A' BOTH ENDWALLS JOB NUMBER TV01447 DATE RMM 01.18,17 MTEL BUILDINGS, INC. CHECKED A 2929 INDUSTRIAL AVE. RMM 01,18.17 FORT MYERS, FLORIDA SHEET NUMBER 33901 4 [IF 6 �;�������tutu�►tlllif�ii -AN[-' e . 7013.17 1 SiTATE OF '�/a'tij►� y►911t�io����e I 1.88 CUSTOMER I SAWCROSS PROJECT NAME , CITY OF ATLANTIC BEACH DESCRIPTION I ANCHOR BOLT PLAN, BASE PLATE DETAILS & FRAME REACTIONS 0 FOR CONST, 01.23.17 AN ISSUE REVISION DATE BY CUSTOMER I SAWCROSS PROJECT NAME , CITY OF ATLANTIC BEACH DESCRIPTION I ANCHOR BOLT PLAN, BASE PLATE DETAILS & FRAME REACTIONS PURLIN STRAP BRACING ( AN1265 ) ( 2 ) ROWS, EQUALLY SPACED, PER BAY BOTTOM FLANGE ONLY. (REFER TO D.S.B. STD. DETAIL BOOKLET PG. 55 FOR INSTALLATION DETAILS. I (LOW SIDE) Ar7'ZP yea �e1 I Z 1 i *0 xCl i Zl RR- I I Z1 Z MH- Zl I RR- 1 Z1 ! 2'-1' 1 Z1 I I I 1 I ! I I ! ES1 ES1 19'-il' 19'-il' 42'-10' ROOF FRAMING PLAN (HIGH SIDE) FEA6C100200 W/ GUA6-200700 CU cu A RI w i (U 0 (U w CU 0 (U 0 R1(U 11 0 (U w (U to (U (Ll (U (n PER DEAN STANDARD DETAILS. THIS INCLUDES ALLj FHD6-100200 NOTE.- RAKE ANGLE (AN 1219) IS ATTACHED TO THE BOTTOM OF THE PURLIN ZEES. REFER TO D.S.B. STANDARD DETAILS BOOKLET (PGS. 4, 8 & 20) FOR MORE DETAILS. 0 C:) r- 0 0 a NOTE 1 (L1 �� `•• AND D❑ NOT INCLUDE SHEET LEDGES, ETC. FOR I ID ` ,'•a NOTE 2 ��•"' _ 70181 SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING = :' PER DEAN STANDARD DETAILS. THIS INCLUDES ALLj AN Q� FEH6C200700 NOTE 3 ®.� c �' �`' �' O �'t�`iJ •, THE TYPE AND MAIL, THICKNESS OF ALL FLASHING IS r DENOTED BY THE 1ST, 2ND, 3RD, AND 4TH CHARACTERS OF PART NUMBER. NOTE: USE HW5518 (GNZ) TO ATTACH STRAP BRACING TO SECONDARIES EAVE STRUT – FOR PART NO. SEE ROOF FRAMING PLANT RC– MH– RC– 42'-10. SIDEWALL "A " (LOW SIDE) 20'-0' E.H. 17'-4' 14'-4' 11'-4' 7'-4- 2'–G' 0'-0' NOTE: BUILDER TO FIELD SLOTS GIRTS FOR CABLE AS REQUIRED EAVE STRUT – FOR PART NO. SEE ROOF FRAMING PLAN 3�l WN RC– RC– 1'-1' 42' 0' SIDEWALL "C " (HIGH SIDE) '-0' OCT = OUTSIDE CORNER FLASHING FOR RIB -12, ETC. TV01447 DRAWN A RMM 01.18.17 STEEL BUILDINGS, INC. CHECKED 2929 INDUSTRIAL AVE. RMM 01.1817 FORT MYERS, FLORIDA SHEET NUMBER 33901 5 OF 6 NOTE 1 DIMENSIONS ON THIS SHEET ARE STEEL DIMENSI❑NS �� `•• AND D❑ NOT INCLUDE SHEET LEDGES, ETC. FOR CONCRETE DIMENSI❑NS SEE THE ANCHOR BOLT PLAN. ` ,'•a NOTE 2 ��•"' _ 70181 SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING = :' PER DEAN STANDARD DETAILS. THIS INCLUDES ALLj AN DOUBLE PURLINS AND GIRTS REGARDLESS OF LOCATION, OF NOTE 3 ®.� c �' �`' �' O �'t�`iJ •, THE TYPE AND MAIL, 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,),—��T-- 6 = 26 GA.GUA = SCULPTURED GUTTER, FWR = WALL T❑ R❑OF FLASHING & 4 = 24 GA. OCT = OUTSIDE CORNER FLASHING FOR RIB -12, ETC. TV01447 DRAWN A RMM 01.18.17 STEEL BUILDINGS, INC. CHECKED 2929 INDUSTRIAL AVE. RMM 01.1817 FORT MYERS, FLORIDA SHEET NUMBER 33901 5 OF 6 CUSTOMER 1 SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION 1 ROOF FRAMING PLAN & SIDEWALL ELEVATIONS P PERMIT 01.23.17 AN ISSUE REVISION DATE BY CUSTOMER 1 SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION 1 ROOF FRAMING PLAN & SIDEWALL ELEVATIONS 21'-0' E. CH262 CL300� FRA6-2007 0 O O o N N o O O .� O 1 110 t0 ( 1- i- U 7 O w 0 0 0 o N O o N O II 10 10 H H U i0 V) M FHD6-100200 RC- RC- 12'-0' ENDWALL "B " 20'-0' E.H. 17'-4' 14'-4' ll' -4' 2621 & 3001(TYP) 7'-4' 2'-6' 0'-0' ENDWALL "D" IS A MIRROR IMAGE NOTE 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 SECTI❑N 5(C) OF THE A,I,S,C, SPECIFICATI❑N 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 D❑ 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 IS FLANGE BRACED ON ONE SIDE ONLY. FRAMES AT 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-SECTI❑N ARE MEASURED AT THE: COLUMN BASES ONLY, THE WIDTH MEASURED AT THE EAVE CAIv BE WIDER DEPENDING ON COLUMN OUTER FLANGE THICKNESS CHANGES. 2 1/4' �- Rl 12 1,0000 1 12'-0 1/2' 15/16° 3, 2'-11 O I M S' w S w > o a J w 't 0 I _ 0 N I N H S L7 w S w Q w 0 I N 8'� +� 81 8s 1'-4' STEEL LINE TO STEEL LIN I� FRAME CROSS SECTION AT FRAME LNS. _ AND 03, 12 1,0000 12'-0 1 2 @ 3'-0 1/8' 3'-0 15/16' 2'-11 I iu ' 11'-4' STEEL LINE TO STEEL LINE FRAME CROSS SECTION AT FRAME LN. 1/2' S L7 w S Li Q Li I N BOLT SCHEDULE CONN, QTY. SIZE A 4 1/2' X 1 1/4' HW5532 B 10 3/4' X 2 1/4' HW5602 N 4 1/2' X 1 1/2' HW5604 N❑TEi ALL BOLTS TO BE HIGH STRENGTH WITH NUT AND WASHER. C❑NNECTI❑N 'A' REQUIRES WASHER ON EAVE STRUT SIDE ONLY, \\\��A�• ............. -p Off• ,•°�a�J�.N�,�� A�,. e r PTAT E CI- •?A,i o S En BUIIAINGS, INC. 2929 INDUSTRIAL AVE, FORT MYERS, FLORIDA 33901 TV01447 RMM 01,18,17 RMM 01.18.17 CUSTOMER , SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION 1 ENDWALL "B" ELEV. & FRAME CROSS SECTIONS P PERMIT 01,23.17 AN ISSUE REVISION I DATE BY CUSTOMER , SAWCROSS PROJECT NAME 1 CITY OF ATLANTIC BEACH DESCRIPTION 1 ENDWALL "B" ELEV. & FRAME CROSS SECTIONS