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HomeMy WebLinkAbout6520 Fort King Rd (2)i Ile GENERAL NOTES 1.1 Fabrication shall be in accordance with G.S.C. standard practices in compliance with the applicable sections, relating to design requirements and allowable stresses of the latest edition of the "AWS Structural Welding Code D1.1 and D1.3". R.B.S. manufacturing procedures are certified by. Reference Certification numbers Houston GSC. #456 1.2 MATERIALS ASTM DESIGNATION MIN. YIELD STRENGTH Hot Rolled Steel Shapes (W. S. C & L) A572 Fy = 50 KSI Steel Pipes A500 Fy = 42 KSI Structural Tubing A500 Fy = 46 KSI Structural Steel Web Plate A572/A1011 Fy = 50 KSI Structural Steel Flange Plotes/Bors A529/A572 Fy = 55 KSI Cold Formed Light Gage A653/Al Oil Fy = 50, 55 KSI Roof and Wall Sheets A792/A653 Fy = 50. 80 KSI Cable Brace A475 - TYPE 1 Extra High Strength Rod Brace A36 Fy = 36 KSI Machine Bolts & Nuts A307 MIN. TENSILE STRENGTH Fu = 60 KSI High Strength Bolts (1"0 and less) A325-TYPE 1 Fu = 120 KSI High Strength Bolts (>1'0 to 1 1/2'0) A325-TYPE 1 Fu = 105 KSI Anchor Bolts (if supplied) A36/A307/F1554 Fu = 60 KSI 1.3 PRIMER Shop primer paint is a rust inhibitive primer which meets the end performance of Federal Specification TT-P-636 and is G.S.C. Red Oxide color. This paint is not intended for long term exposure to the elements. G.S.C. is not responsible for any deterioration of the shop primer paint as a result of Improper handling and/or jobsite storage. G.S.C. shall not be responsible for any field applied paint and/or coatings. (Section 6.5 AISC Code of Standard Practice, 9th Edition). Nominal thickness of primer will be 1 mil unless otherwise specified In contract documents. 1.4 GALVANIZED OR SPECIAL COATINGS: See Contract Documents 1.5 ALL ROLTS ARE 1f2"d x 0'-1' A307 EXCEPT : a Eave strut connection - 1/2'0 x 0'-1 1/4" A307 b Endwall rafter splice - 5/8"0 x 0'-1 3/4' A325-N c) Endwall column to rafter connection - 1/2"0 x 0'-1 1/4" A325-N d Main frame connections - SEE CROSS SECTION NOTE: Washers are not supplied unless noted otherwise on drawing 1.6 A325 BOLT TIGHTENING REQUIREMENTS All high strength bolts are A325-N unless specifically noted otherwise. Structural bolts shall be tightened by the tum-of-the-nut method in accordance with the 9th Edition AISC 'Specification For Structural Joints ' using ASTM A325 or A490 Bolts, when specifically required. A325-N bolts are supplied without washer unless otherwise noted on the drawings. All bolted connections unless noted ore designed as bearing type connections with bolt threads not excluded from the shear plane. 1.7 CLOSURE STRIPS ARE FURNISHED FOR APPLICATION: INSIDE- Under roof panels at eave OUTSIDE - Between endwall panels and rake trim Under continuous ridge vent skirts 1.8 ERECTION NOTE: All bracing, strapping, & bridging shown and provided by G.S.C. for this building is required and shall be installed by the erector as a permanent part of the structure. If additional bracing is required for stability during erection, it shall be the erectors responsibility to determine the amount of such bracing and to procure and install as needed. 1.9 ERECTION AND UNLOADING NOT BY G.S.C. 1.10 SHORTAGES Any claims or shortages by buyer must be made to G.S.C. within five (5) working days after delivery, or such claims will be considered to have been waived by the customer and disallowed. 1.11 CORRECTIONS OF ERRORS AND REPAIRS (MBMA 610) aaims for correction of alleged misfits will be disallowed unless G.S.C. shall have received prior notice thereof and allowed reasonable inspection of such misfits. The correction of minor misfits by the use of drift spins to draw the components into line, moderate amounts of reaming, chipping and cutting, and the replacement of minor shortages of material are a normal part of erection and are not subject to claim. No part of the Building may be returned for alleged misfits without the prior approval of G.S.C. BUYER/END USE CUSTOMER RESPONSIBILITIES 2.1 It is the responsibility of the BUYER/END USE CUSTOMER to obtain appropriate approvals and secure necessary permits from City, County, State, or .Federal Agencies as required, and to advise/release G.S.C. to fabricate upon receiving such. - 2.2 General Steel Corporation (hereafter referred to as G.S.C.) standard specifications apply unless stipulated otherwise in the Contract Documents. G.S.C. design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work with any other interpretations to the contrary notwithstanding. It Is understood by both Parties that the BUYER/END USE CUSTOMER is it for clarification of inclusions or exclusions from the architectural plans and/or specifications. 2.3 In case of discrepancies between G.S.C. structural steel plans and plans for other trades, G.S.C. plans shall govern. 2.4 Approval of G.S.C. drawings and calculations indicates that G.S.C. has correctly interpreted and applied the Contract Documents. This approval constitutes the contractor/owners acceptance of the G.S.C. design concepts, assumptions, and loading. FOR EIELcoRpoFERMI DRAWING PACKAGE SALES NO. 40859 1JOB NO.1 96295 1BLDG.1 A (Main) CUSTOMER Sunrise Properties END USER Sunrise Properties END USE Commercial STREET 6520 Fort King Road CITY,ST,ZIP 1 Zephyrhills, FL 33542 COUNTY I Pasco THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE FOLLOWING AS INDICATED: DESIGN LOADS: Design Code : FBC 10 Enclosure : Closed Dead Load (psf) : Metal building structure only by GSC Collateral Load (psf) :3 Wind Load Ultimate Design Wind speed, 3 sec gust :146 mph Risk Category :III Wind Exposure :C Internal Pressure Coefficient, GCPi :+0.18/-0.18 CLOSED Wall Panel Wind Pressure (psf) :49.2 Wind Suction (psf) :65.8 Girt/Header Wind Pressure (psf) :41.9 Girt/Header Wind Suction (psf) :46.0 Live Load Primary Framing (psf) Trib. Area Reduction Secondary Framing (psf) Other Loads/Requirements Wall Panel Used Roof Panel Used FLORIDA APPROVAL NUMBERS FL 15137 FL 15282 Other Loads/Requirements Wall Condition Deflection Limits 20.00 Yes 20.00 "PBR" 26 Ga. "PBR" 26 Go. "PBR" Wall Panel "PBR" Roof Panel 1. Back Sidewall is fully open/ common to existing building. 2. Front Sidewall is partially open at 184'-3" long and 9'-0" high for future glazing. 3. 3'-O" high drop -fascia is present along front sidewall to box the canopy. H/360 (spandrel/header beams) SUBMITTED PLAN(S) HAVE BEEN REVIEWab ICY ZEPH I.T.S >~IR� S OFFICE Date: BUILDING DESCRIPTION: Width (ft) ; 21 Length (ft) :236.9896 Eave Ht. at BSW (ft) : 22.5 Eave Ht. at FSW (ft) :17.33 Roof Slope at BSW :2.0:12 Roof Slope at FSW :3.42:12 Bay Spacing (ft) 1 at 32.0729 1 at 33.9792 1 at 34.4583 1 at 31.7292 1 at 32.0208 1 at 24.0833 1 at 23,9583 1 at 24.6875 COVERING AND TRIMS: Roof Panels & Trims Panel Type : 26 Go. PBR Panel Color : Saddle Tan Trim Colors Eave Trim Koko Brown Eave Gutter : None Gable Trim Koko Brown Wall Panel & Trims Panel Type : 26 Go. PBR Panel Color : Saddle Tan Trim Colors Corner Trims : Koko Brown Opening Trims : Koko Brown Downspouts :None Base Trim :None Mos. Flash : None Special Requirements: NONE +NJuN 2 9 2D32 2.5 Once the BUYER/END USE CUSTOMER has signed G.S.C. Approval Package and the project is released for fabrication, changes shall be billed to the BUYER/ END USE CUSTOMER including material, engineering and other costs. An additional fee may be charged if the project must be moved from the fabrication and shipping schedule. 2.6 The BUYER/END USE CUSTOMER is responsible for overall project coordination. All interface, compatibility, and design considerations concerning any materials not furnished by G.S.C. and G.S.C. steel system are to be considered and coordinated by the BUYER/END USE CUSTOMER. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or G.S.C. assumptions will govern 2.7 It is the responsibility of the BUYER/END USE CUSTOMER to Insure that G.S.C. plans comply with the applicable requirements of any governing building authorities. The supplying of sealed engineering data and drawings for the metal building system does not imply or constitute an agreement that G.S.C. or its design engineers arc acting as the engineer of record or design professional for a construction project. These drawings are sealed only to certify the design of the structural components furnished by G.S.C. 2.8 The BUYER/END USE CUSTOMER is responsible for setting of anchor bolts and erection of steel in accordance with G.S.C. "For Construction" drawings only. Temporary supports such as guys, braces, falsework, cribbing or other elements required for the erection operation shall be determined furnished and installed by the erector. No items should be purchased from a preliminary set of drawings, including anchor bolts. Use only final "FOR CONSTRUCTION DRAWINGS" for this use. 2.9 General Steel Corporation is responsible for the design of the anchor bolt to permit the transfer of forces between the base plate and the anchor bolt in shear, bearing and tension, but is not responsible for the transfer of anchor bolt forces to the concrete or the adequacy of the anchor bolt in relation to the concrete. Unless otherwise provided in the Order Documents, G.S.C. does not design and is not responsible for the design, material and construction of the foundation or foundation embedments. The END USE CUSTOMER should assure himself that adequate provisions are made In the foundation design for loads imposed by column reactions of the building, other imposed loads, and bearing capacity of the soil and other conditions of the building site. It is recommended that the anchorage and foundation of the building be designed by a Registered Professional Engineer experienced in the design of such structures. 2.10 Normal erection operations include the corrections of minor misfits by moderate amounts of reaming, chipping, welding or cutting, and the drawing of elements into line through the use of drift pins. Errors which cannot be corrected by the foregoing means or which require major changes in member configuration are to be reported immediately to GSC. by the BUYER/END USE CUSTOMER, to enable whoever is responsible either to correct the error or to approve the most efficient and economic method of correction to be used by others. 2.11 Neither the fabricator nor the BUYER/END USE CUSTOMER will cut, drill or otherwise alter his work, or the work of other trades, to accommodate other trades, unless such work is clearly specified in the contract documents. Whenever such work is specified, the BUYER/END USE CUSTOMER is responsible for furnishing complete information as to materials, size, location and number of alterations prior to preparation of shop drawings. 2.12 WARNING In no case should Galvalume steel panels be used in conjunction with lead or copper. Both lead and copper have harmful corrosive effects on the Galvalume alloy coating when they are in contact with Galwlume steel panels. Even run-off from copper flashing, wiring, or tubing onto Galvolume should be avoided. 2.13 SAFETY COMMITMENT General Steel Corporation has a commitment to manufacture quality building components that can be safely erected. However, the safety commitment and job site practices of the erector are beyond the control of G.S.C. It is strongly recommended that safe working conditions and accident prevention practices be the top priority of any job site. Local. State, and Federal safety and health standards should always be followed to help insure workers safety. Make certain all employees know the safest and most productive way of erecting a building. Emergency procedures should be known to all employees. Daly meetings highlighting safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. 2.14 Roof drainage systems (gutter, downspouts, etc.) must be free of any obstruction to ensure smooth operation at any given time. 2.15 It is recommended by Factory Mutual (Reference: B2.44) that roofs be cleared of snow when half of the maximum snow depth is reached. The maximum snow depth can be estimated based on the design snow load and the density of snow and/or ice buildup. See Chart below. ROOF SNOW LOAD I EOUIVALENT SNOW HEIGHT AT ROOF I RECOMMENDED SNOW HEIGHT (IN PSF) (IN INCHES) WHEN SNOW REMOVAL SHOULD START NOTE: For SnowAce Removal Procedure, Refer to Metal Section A8.4, Page XI-A8-2, SEALING OF THIS DRAWING DOES NOT IMPLY R CONSTITUTE THAT GSC BUILDINGS ENGINEER i THE ENGINEER OF RECORD OR THE DESIGN ROFESSIONAL FOR THIS PROJECT. ONLY THE ESIGN OF THE METAL BUILDING SYSTEM AS URNISHED BY GSC IS INCLUDED. FOUNDATION NALYSIS, ELECTRICAL, AND MECHANICAL YSTEMS, AND/OR OTHER PARTS SUPPLIED BY NYONE OTHER THAN GSC ARE SPECIFICALLY XCLUDED. NO INSPECTION OR SUPERVISION IS * ' V i fl • STAT OF .: Cc 41, • �'i. -ONAI eel nrise rro t 010 1. w -- 1 I A -� Elev= 99'-0" I I E Elev= 99'-0" I I L__J E Elev=99'-0" I I Wind -Bent L__J E Elev= 99'-0' I I L__J E Elev= 99'-0' I L__J E Elev= 99'-0" ILL L__J F Elev= 98'-6" I I I I. L__J L__ F Elev= 98'-6" G O tE U r7 0 •� 49-8- p I a Q c 4" step in F.F. 7 5/8" I o f QT F001 m I o - Elev= 99'-0" x B Elev= 99'-0" B Elev= 99'-0" B Elev= 99'-0" B Elev= 99'-0" B Elev= 99'-0" C Elev= 98'-6" C Elev= 98'-6" D = 98'-6' Elev r -1 r I = r Wind -Bent = r I =HH r I=; I r r r I =I I =1� O I _ H H J J=I \ C / F 119 2" 00 TF001 �F00-1 ' t\ O I 4'-0" N '-0' '-0' 29'-11 3/4", '_0' '-0' 30'-5 1/2" -0I '-0' 27'-8 3 4" '-0' '-0' 28-0 1 4" 32'-0 7 8" 33'-11 3 4" 134'-5 1 2" 31'-8 3 4 32'-0 1 4" ANCHOR BOLT PLAN NOTE: All Base Plates © 100'-0" (U.N.) EXISTING BLDG. 4'-0" STEEL LINE FINISH FLOOR Ilil o � o� o F SECTION A n e EXISTING BLDG. _ STEEL LINE 0 BASE ANGLE WITH w DOME HEAD NAIL OR EQUAL W/ N 1 7/16" EMBEDMENT LENGTH 0 2'-6' MAX. SPACING o (BY OTHERS) o A O N F- w I U I��filr - 0 A D G N IMPORTANT NOTES: NOTCH AREA INDICATES 1 1/2• INCH BY 1 1/2" INCH F001 cV FOO 1 1 1 2" \ RECESS FOR METAL WALL SHEETS. THE SHEETS \ _ SHOULD NOT TOUCH THE BOTTOM OF THE NOTCH, 00 00 WHICH WOULD VOID THE WARRANTY! O L0 B SECTION -0' 20'-1" _0' -0"I °-0' 2'-0" oO -'n 1'-2" STEEL LINE 24'-1" 23'-11 1/2 24'-8 1 /4" ' STEEL LINE 1 1/2' BASE ANGLE WI STEEL LINE 8 1/4" (MIN) DOME HEAD AILiOR EQUAL W/ STEEL LIN 1 7/16" EMBEDMENT LENGTH 0 2'-6" MAX. SPACING FINISH (BY OTHERS) 11 1/2' FLOOR 1-1" PANEL " 2 4 2 3 112 1 1 2" 2 4 2 BASE CLOSURE FINISH FLOOR \ \ (MIN) MF COLUMN w WAIR,' EL.+100'-0"LF zL__- o : EL.+98'-6" _ _I -L=1 C IETf-LI ' a a I- w a --'- - =1JILI 1- • U . II . -IFII- IMPORTANT NOTES: RAMP II Il NOTCH AREA INDICATES 1 1/2" INCH BY 1 1/2- INCH (IF REQ'D.) ¢' RECESS FOR METAL WALL SHEETS. THE SHEETS a SHOULD NOT TOUCH THE BOTTOM OF THE NOTCH, • WHICH WOULD VOID THE WARRANTYI SECTION SECTION SECTION SECTION U E F G GENERAL NOTES: NOTE: CITY. SYMBOL DIA. PROJ ANCHOR BOLT DETAIL 1O THE ANCHOR BOLT DETAILS SHOWN ON THIS DRAWING LOCATE THE _ + 1 1 ANCHOR BOLTS IN REFERENCE TO BOTH THE BUILDING STEEL LINE AND THE OUTSIDE OF GSC'S SUGGESTED PANEL RECESS OF 1-1/2•. ONLY ANCHOR BOLTS SETTING PLAN ISSUED & STAMPED "FOR DETAIL OF ANCHOR BOLT PER THE 32 S/8" /-8 2" RETHE ANCHOR BOLT SETTING PLAN LOCATES ANCHOR BOLTS IN CONSTRUCTION" SHALL BE USED IN SETTING ANCHOR SUPPLIER IE 16 3/4' 2 1/4 FERENCE TO THE WTSIDE OF THE PANEL RECESS SHOWN. IF THE ACTUAL PANEL RECESS IS DIFFERENT FROM WHAT IS SHOWN ON THE BOLTS. 'GENERAL STEEL CORPORATION' SHALL NOT BE RESPON- _ 7/g 2 3/4 ANCHOR BOLT SETTING PLAN,THEN ALL REFERENCE DIMENSIONS FROM SIBLE FOR ERROR OR DISCREPANCY IF THE DRAWING USED NUTS &WASHERS 70 1 3 THE OUTSIDE OF THE PANEL RECESS MUST BE DETERMINED BY THE CUSTOMER. IS NOT VALID FOR CONSTRUCTION. BY SUPPLIER 1 1/8 3 —1/2— (D BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) I- 1 1/2 3 1 2" ANCHOR BOLTS NOT BY GENERAL STEEL CORPORATION Low Eave ov� FINISH FLOOR 8 1/4" MF COLUMN EL.+100'-0" EL.+99'-O".-__IS 1I al - II • Il SECTION �/ / C 12 D r® • k J UN 2 9 2012 0 g25 o RAMP r e • (IF REQ'D.) SEALING OF THIS DRAWING •� S • IMPLY ea c OR CONSTITUTE THAT GSC GLAW NGINEER or IS THE ENGINEER OF RECORD VESIGNS AT r PROFESSIONAL FOR THIS PROJ ►•THE A DESIGN OF THE METAL BUILDIN `_• FURNISHED BY GSC IS INCLUDED. p Q �• •�� ANALYSIS, ELECTRICAL, AND MECH ••O F1 \ • �, SYSTEMS, AND/OR OTHER PARTS ANYONE OTHER THAN GSC ARE SPECI p N AL� ��`� EXCLUDED. NO INSPECTION OR SUPERVISIO """,IA1A IMPLIED. ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT PLAN A APPROVAL/PERMIT 50/12 NMH JYW JEP CUSTOMER Sunrise Properties 0 CONF./CONSTRUCTION 5/29/12 JMD MYG JEP . END USER Sunrise Properties END USE Commercial E� LOCATION 6520 Fort King Road Zephyrhills, FL 33542 e NMH afaan JYW — JEP Q... NOT TO SCALE s"Fs w 4d859 doe - 96295 anc: A Main ow xn: F001 Dia= 3/4" Dia= 1" Dia= 1" Dia= 3/4" Thk= 1 /2" Thk= 1 /2" 8" Thk= 1 /2" 8" Thk= 1 /2" 8" N SW 8 1 2" I II II 4" ii 4" 4"F n it I 11 4 11 4 " II =00 II ii � C==_-==' 3 C==II �==' 3 3 C==4_==' N ii � � u u N 10 1 /4„ 10 1 /4" 10 1 /4„ 2„ 2„ J DETAIL A Dia= 1" Thk= 1 /2" See Plan DETAIL F so N SW 1 1 /2" See Plan See Plan Elev■99'—Off DETAIL B Elev■99'-0" DETAIL C Dia= 3/4" Dia= 5/8" Thk= 1 /2" 1 —2 Thk= 1 /4" 2" 2" SW SW 11 3„ n I I n n 4„ n I I I I 8" Elev■98'-6" IDETAIL G SW SW 1� 1 �2" 1 1 /2" Elev■98'-6" DETAIL D Dia= 5/8" Thk= 1 /4" Dia= I" Thk= 1 /2" — 2" 1 1 /2„ Elev■W-6" DETAIL E 2" 2" 7 5 8" 3" o I 4" - o I 4" II I --�--� I 2„ I 2„ L---J SW L---J SW 8" 1 3/4 1 1 /2„ 1 3/4„ 1 1 /2„ w BLOCK WALL See Plan See Plan Elev■99'-8" DETAIL H Elev■100'-V DETAIL J Elev■99'-8" 8 Elev■99'-0" rr« ME rj o 2 9 2012 SEALING OF THIS DRAWINGNSISECFII LY OR CONSTITUTE THAT GSC� 7E OF IS THE ENGINEER OF RECOR PROFESSIONAL FOR THIS PR DESIGN OF THE METAL BUIL4 r], P.•�;,�` FURNISHED BY GSC IS INCLO ANALYSIS. ELECTRICAL. AND•������ , SYSTEMS, AND/OR OTHER EXCLLU ED. NOANYONE OTHER THAN GSC INSPECTION �� ,NA1s,���� IMPLIED. DESCRIPTION DATE DRN CHK DES.1 DESCRIPTION ANCHOR BOLT DETAILS PROVAL/PERMIT 5A/12 NMH JYW JEP CUSTOMER Sunrise Properties 1F./CONSTRUCTION i/29/12 JMD MYG JEP END USER Sunrise Properties 00�lEE�1END USE Commercial 6 a LOCATION 6520 Fort King Road Zephyrhills, FL 33542 occeo en xmw sins .—NJEP JYW NOT TO SCALE s 46859 — 96295 A (Maino n »a F002 0 FRAME LINES: 2 3 4 T- COLUMN LINE I- V NIIJIU I-NAMt: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions k ) Frm Col - Load Hmax V Load Hmin V Anc._Bolt Base -Plate (in Grout Line Line ID H Vmax ID H Vmin Qty Dia Width Length hick (in) 2* B 2 5.4 7.3 4 -3.4 -16.8 4 1.000 8.000 13.00 0.500 -12 1 3.0 14.8 2* A 2 22.7 -32.4 3 -2.9 -17.5 6 1.000 8.000 15.00 0.500 -12 1 15.5 11.6 2 22.7 -32.4 2* Frame lines: 2 3 4 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions ((k ) Frm Col Load Hmax V Load Hmin V Anc._Bott Base -Plate (in) Grout Line Line ID H Vmax ID H Vmin Qty Din Width Length chick (in) 5* B 2 5.0 6.8 4 -3.2 -15.8 4 1.000 8.000 13.00 0.500 -12 1 2.8 13.9 5* A 2 21.2 -30.1 3 -2.8 -16.3 6 1.000 8.000 15.00 0.500 -12 1 14.4 11.0 2 21.2 -30.1 5* Frame lines: 5 6 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions k ) Frm Col Load Hmax V Load min V Anc._Bolt Base -Plate (in) Grout Line Line ID H Vmax ID H Vmin Qty Diu Width Length Thick (in) 7* B 2 3.9 5.9 5 -2.3 -10.4 4 1.000 8.000 13.00 0.500 -18 1 2.2 11.5 7* A 2 16.0 -23.2 3 -2.3 -12.2 6 1.000 8.000 15.00 0.500 -18 1 10.8 8.7 2 16.0 -23.2 7* Frame lines: 7 8 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions k ) Frm Col Load Hmax V Load Fimin V Anc._Bolt Base -Plate (in Grout Line Line ID H Vmax ID H Vmin City Dia Width Length Lkin) 9 B 2 2.7 2.4 3 -1.7 -5.2 4 0.750 8.000 11.00 0.500 -4.0 1 1.7 6.9 4 -1.5 -5.5 9 A 2 8.5 -12.7 3 -1.4 -6.4 4 0.750 8.000 11.00 0.500 -18 1 5.3 5.4 2 8.5 -12.7 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ---- Dead ---- -Collateral- ----Live---- --%nd_L1--- --W1nd_Rl--- --W1nd12--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* 8 2.9 7.7 0.1 1.1 0.0 6.0 -7.8 -27.9 0.2 -13.8 -3.8 -14.8 2* A 15.6 -1.7 -0.1 1.1 0.0 12.2 -20.5 -27.5 3.3 -48.9 -11.9 -29.9 Frame Column -Ai --- ---LnWindt-- ---Ln Windt-- --Seismic_L- --Seismic-R- ---LnSeis--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* B 4.2 -0.7 -8.1 -31.9 -4.2 -18.7 -0.2 -0.7 0.2 0.7 0.0 -0.8 2* A 11.9 -51.2 -15.9 0.7 -7.3 -1.6 -0.4 0.7 0.4 -0.7 0.0 -3.0 Frame Column-LWIND7_L2E- -LWINDl-22E- -LWIND2 I9E- -LWIND2-R2E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* B -0.5 -3.9 -0.4 -1.1 -0.5 -3.9 -0.4 -1.1 2* A -0.4 0.7 -0.4 -2.0 -0.4 0.7 -0.4 -2.0 Frame Column ---- Dead ---- -Collateral- ----Live---- --Wind11--- --Wind_R1--- --Wind_L2--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 5* B 2.7 7.2 0.1 1.0 0.0 5.7 -7.2 -26.0 0.2 -12.9 -3.5 -13.8 5* A 14.6 -1.5 -0.1 1.0 0.0 11.4 -19.2 -25.6 3.0 -45.5 -11.2 -27.8 Frame Column--Wlnd_R2--- ---LnWindl-- ---LnYAnd2-- --Seismic-L- --Seismic-R- ---LnSeis--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 5* B 3.9 -0.6 -7.6 -29.9 -3.9 -17.6 -0.2 -0.6 0.2 0.6 0.0 -0.8 5* A 11.0 -47.7 -14.8 0.5 -6.8 -1.7 -0.4 0.6 0.4 -0.6 0.0 -3.0 Frame Column-LWINDI-L2E- -1_WIND1_R2E- -LWIND212E- -LWIND2_R2E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 5* B -0.4 -3.6 -0.4 -1.1 -0.4 -3.6 -0.4 -1.1 5* A -0.4 0.7 -0.4 -1.9 -0.4 0.7 -0.4 -1.9 Frame Column ----Dead---- -Collateral- ----Live---- --Wind11--- --Wind_R1 --- --Wind_L2--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 7* B 2.1 6.0 0.1 0.8 0.0 4.7 -5.5 -20.2 0.3 -9.6 -2.7 -10.7 7* A 10.9 -1.2 -0.1 0.8 0.0 9.1 -14.8 -19.1 2.4 -34.7 -8.6 -20.9 Frame Column--Wind_R2 --- --- LnWindl-- --- Ln Windt-- --Seismic-L- --Seismic_R- -1_WINDI_1_2E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 7* B 3.1 -0.1 -5.7 -20.7 -2.9 -11.2 -0.2 -0.5 0.2 0.5 -0.3 -2.7 7* A 8.6 -36.6 -11.5 2.3 -5.3 0.4 -0.3 0.5 0.3 -0.5 -0.3 0.5 Frame Column-LWINDI_R2E- -LWIND2_L2E- -LWIND2_R2E- Line Line Horiz Vert Horiz Vert Horiz Vert 7* B -0.3 -0.8 -0.3 -2.7 -0.3 -0.8 7* A -0.3 -1.4 -0.3 0.5 -0.3 -1.4 Frame Column ----Dead---- -Collateral- ----Live---- --WInd11--- --Wind_R1--- --Wind_L2--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 9 B 1.5 3.3 0.0 0.4 0.1 3.2 -4.3 -12.0 0.1 -6.4 -2.5 -7.0 9 A 5.5 -0.5 0.0 0.4 -0.1 5.5 -7.8 -10.1 2.0 -19.5 -4.8 -11.0 Frame Column--Wlnd_R2 --- ---LnWindl-- ---Ln WInd2-- --Seismic_L- --Seismic_R- -LWNDt_L2E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 9 B 1.9 -1.4 -3.8 -10.9 -1.9 -5.9 -0.1 -0.3 0.1 0.3 -0.2 -1.5 9 A 5.0 -20.3 -5.5 1.0 -2.5 0.1 -0.1 0.3 0.1 -0.3 -0.1 0.3 Frame Column-LWIND7_R2E- -LWIND2_L2E- -LWND2_R2E- Line Line Horiz Vert Horiz Vert Horiz Vert 9 B -0.2 -0.4 -0.2 -1.5 -0.2 -0.4 9 A -0.1 -0.8 -0.1 0.3 -0.1 -0.8 2* Frame lines: 2 3 4 5* Frame lines: 5 6 7* Frame lines: 7 8 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Rafter Rafter Brace Brace Fmi Col Dead Coliat ---Live--- Wind_L Wind_R --Wind_L-- --Wind-R-- Wind_P Wind_S Line Line Vert Vert Harz Vert Vert Vert Harz Vert Harz Vert Harz Harz 1 B 1.0 0.5 -0.1 3.9 -3.9 -6.3 8.7 -12.8 0.0 -2.4 -4.5 5.5 1 A 1.3 0.5 0.0 4.9 -13.3 -15.4 0.0 -4.4 3.8 -19.2 -3.7 4.1 Frm Col LnWindl LnWind2--Seis1-- --Seis-R-- -LWINDI_L--LWIND7_R--LWIND21- Line Line Vert Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 1 B -6.5 -3.9 0.2 -0.3 0.0 0.2 0.0 -1.4 0.0 -0.2 0.0 -1.4 1 A -5.8 -3.4 0.0 0.3 0.2 -0.2 0.0 -0.1 0.0 -1.3 0.0 -0.1 Frm Col -LWIND2_R- Line Line Harz Vert 1 B 0.0 -0.2 1 A 0.0 -1.3 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Anc. Bolt Base -Plate (in) Grout Line Line ID H Vmax ID H Vmin Qty Din Width Length Lk (in) 1 B 6 3.3 -9.3 7 -2.7 -3.3 4 0.750 8.000 8.500 0.500 -12 1 -0.1 5.5 6 3.3 -9.3 1 A 8 2.5 -14.3 7 -2.2 -2.7 4 0.750 8.000 8.500 0.500 -12 1 0.0 6.7 8 2.5 -14.3 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. 2. Positive reactions are as shown in the sketch. Foundation loads are in opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. The vertical reaction is downward. 4. Building reactions are based on the following building data: Width (ft) = 21.0 Length (it) = 237.0 Eave Height (ft) = 23.3/ 17.3 Roof rise/)2) 3.4 Dead Lload �psf = 3.1 Collateral Load (psf ) = 3.0 Roof Live Load(psf ) = 20.0 Frame Live Load(psf ) = 12.0 Wind Speed (mph) = 146.0 Wind Code = FBC 10 (IBC 12) Exposure = C Closed/Open = C Importance Wind = 1.00 Importance Seismic = 1.00 Seismic Zone = A Seismic Coeff (Fa -Ss) = 0.13 5. Loading conditions are: 1 DL+CL+LL 2 DL+0.60WR2 3 O.60DL+O.6OWL1 4 0.60DL+0.6OLnWndl+0.60LWINDI_L2E 5 O.60DL-0.60LnWnd1+O.60LWINDI_L2E 6 0.60DL+0.60WL2+0.60WS FO 7 0.60DL+0.60WP+0.6OLn Wndl 8 0.60DL+0.60WR2+0.60WS OWN, BUILDING BRACING REACTIONSr ± Reactions (k) Panel -Wall - Col -Wind - -Seismic - Shear Loc Line Line Harz Vert Harz Vert (lb/ft) L_EW 1 B,A 8.7 8.9 0.2 0.2 F_SW A Wind Bent In Wall R_EW 9 Rigid Frame At Endwall B_SW B Wind Bent In Wall WIND BENT REACTIONS ± Reactions -Wall - Col Wind(k ) Seismic(k ) Loc Line Line Harz Vert Horz Vert 1 2.0 2.1 F_SW A F_SW A 4 5 1.8 1.9 1.8 1.9 2.0 2. B_SW B H H B_SW B 5 4 2.1 3.1 0.4 W 2.1 3.1 0.4 �A tj► • �*►� .0 iV }V • 6 5 •:*Z ,SUN 9 D12 - 'W I o s SEALING OF THIS DRAMA •jJOT L OR CONSTITUTE THAT GSLiI ER P IS THE ENGINEER OF RECO N , ** �wN PROFESSIONAL FOR THIS PR T Y•O R DESIGN OF THE METAL BUILDI FURNISHED BY GSC IS INCLUDED. V ,,� �Ci ANALYSIS, ELECTRICAL, AND MECHA 1)� 0 SYSTEMS, AND/OR OTHER PARTS SUPPLI&I'llBolt . ANYONE OTHER THAN GSC ARE SPECIFICALLY EXCLUDED. NO INSPECTION OR SUPERVISION IS IMPLIED. DESCRIPTION DATE DRN CHK DES. EL ON DESCRIPTION ANCHOR BOLT REACTION PROVAL/PERMIT 5P8/12 NMH JYW JEP CUSTOMER Sunrise Properties JF./CONSTRUCTION S/29/12 JMD MYG JEP END USER Sunrise Properties END USE Commercial LOCATION 6520 Fort King Road Zephyrhills, FL 33542 -B1 NMH --JYW -TEP .."` NOT TO SCALE ft 27 x 24 GA . X- STRAPS @ EVERY 5 PURLN SPACING ONLY. PAN HEAD SCREWS (TYP) ( PlEs. x H LOCATION SD TEK 3) 22 PCS. EACH LOCATION PURLIN EAVE STRUT, / RIDGE 2' x 24 GA SAG STRAP (LOOP @ EVERY 5 PURLIN SPACING) TYPICAL SAG STRAP DETAIL (BRACED AT BOTTOM ONLY) CANOPY LAP b E I I g � Q ry L�J U O I � N N L- O O ry OI l Ln PURLIN LAP A 0 I SOFFIT LAP �1 IMPORTANT NOTES: 1. OIL CANNING OF PANELS IS NOT A CAUSE OF REJECTION. 2. EXTREME CARE MUST BE EXERCISED DURING ERECTION OF ROOF PANELS AND TRIMSFOOT TRAFFIC MAY RESULT IN PERMANENT PANEL DISTOinON AND FINISH ABRASION. ERECTOR'S NOTE ------------------ ---------------------- 1. MEMBER SCREW AND STITCH SCREW PATTERNS AND LOCATIONS SHALL BE IN ACCORDANCE MATH ROOF AND WALL DETAILS SHOWN ON OWG.# E013 2. GSC SUPPLIES 5% FOR OVERAGE AND ANY CLAIM ON SHORTAGE BECAUSE OF NON-COMPLIANCE NTH THE DRAWINGS SHALL NOT BE GSC'S RESPONSIBUTY. 3. IN THE EVENT THAT A DISCREPANCY OR ERROR ARISES NTH MATERIALS SHIPPED FOR THIS PROJECT OR ON THESE ERECTION DRAWINGS, THE ERECTOR/INSTALLER MUST NOTIFY CSC PRIOR TO CORRECTING. IF GSC IS NOT NOTIFIED, GSC HALL NOT HONOR BACKCHARGES BY ANY PARTY INVOLVED. (2) 1/2-Ox 1- A307 (STITCH) BOLTS @ 5'-0* MAX. O.C. NESTED PURLIN CONNECTION EB-1 8 A325 5/8" 2" EB-1 W1Ox12 P-7 10x25Z16 EB-2 8 A325 5/8" 2" EB-2 W10x12 P-8 1Ox25Z12 EB-3 6 A325 5/8" 2" EB-3 W1Ox12 P-9 1Ox25Z12 EB-4 6 A325 5/8" 2" EB-4 W1Ox12 P-10 10x25Z14 EB-5 6 A325 5/8" 2" EB-5 W1Ox12 P-11 10x25Z16 EB-6 8 A325 5/8" 2" EB-6 W1Ox15 P-12 1Ox25Z16 P-1 P-2 10x25Z26 1Ox25Z12 P-13 P-14 1Ox25Z16 1Ox25Z16 P-3 1Ox25Z14 P-15 1Ox25Z12 P-4 10x25Z14 E-1 L10ES12 P-5 10x25Z14 E-2 L10ES12 P-6 10x25Z16 E-3 L10ES12 E-4 L10ES12 E-5 L10ES12 E-6 L10ES12 I E-7 L1OES12 E-8 L10ES12 E— 9 1Ox25Z26 E-10 1Ox25Z12 E-11 1Ox25Z14 E-12 10x25Z14 E-13 1Ox25Z14 E-14 1Ox25Z16 E-15 10x25Z16 E-16 10x25Z12 E-17 L10ES12 E-18 L10ES12 E-19 L10ES12 E-20 L10ES12 E-21 L10ES12 MEMBER TABLE ROOF PLAN MARK PART E-22 L10ES12 E-23 L10ES12 E-24 L10ES12 E-25 L10ES12 CB-13 CB0250 CB-14 CB0250 CB-3 CB0250 CB-4 CB0250 P-16 1Ox25Z26 P-17 1Ox25Z12 P-18 10x25Z14 P-19 1Ox25Z16 P-20 1Ox25Z14 P-21 1Ox25Z12 P-22 1Ox25Z12 P-23 1Ox25Z14 FOR =RMIT I rn o� B PS1 (79) _ I rn N ROOF SHEETING PANELS: 26 Go. PBR — Saddle Tan S2000 / 3 — 3 � +— 3 + 3 - 3 = '— 3 — 3 �� 11 , , 3'-1' 3'-1' , 3'-1' 3'-1" 3'-1" 3'-1" 3'-1" ,�� O Q+ ROOF & SOFFIT FRAMING PLAN •'�y • • NOTE: 1. Use member screws spaced @ 6" on shaded area �, 7 25•••%* O = PUPoJN 2. Provide (4) 1/2"-0 A307 M. bolts @ purl in— to— rafter connection along Fr. Ln. 2 I' Tk 3. 3 psf collateral load for drop ceiling 10' above FFIL A�UIV�, ¢ THERS 4. Roof Insulation (By Others) : CONNECTION BOL BY OTHERS *BY MIDGE UNE TF SEALING OF THIS DRAWN T IM A OR CONSTITUTE THAT 'SCS IN IS THE ENGINEER OF RECORD FRAME BEYOND Y-O' P MEMBER SCREWS PROFESSIONAL FOR THIS PRO • R ` •�\ ��� DESIGN OF THE METAL BUILDING • •..•• � ROOF PANELS FURNISHED BY GSC IS INCLUDED. ANALYSIS, ELECTRICAL, AND MECHAN SYSTEMS, AND/OR OTHER PARTS SUPPLIH $ ANYONE OTHER THAN GSC ARE SPECIFICALLY EXCLUDED. NO INSPECTION OR SUPERVISION IS IMPLIED. NOTE' CONTINUOUS TAPE SEATER Y 4, ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ROOF & SOFFIT FRAMING PIAN & ROOF SHEETING COLLATERAL LOAD MUST BE SUSPENDED FROM THE WEB OF PURLINS AND NOT %'x1i (STANDARD) 1'X'a (OP110NAL) BTRUN A APPROVAL/PERMIT 5/A/12 NMH JYW JEP CUSTOMER Sunrise Properties FROM THE PURLIN FLANGE. (MUST BE SPECIFIED ON ORDER) B CONFIRMATION 6/29A2 JMD MYG JEP x . END USER Sunrise Properiies TYP. COLLATERAL LOAD FIXING DETAIL RIDGE PANEL DETAIL e END USE Commercial LOCATION 6520 Fort King Road Zeph rhills, FL 33542 STL26A ('PBR' PANEL) M 1 — JYW —a JEP a.,.. NMH NOT TO SCALE - Z6' 859 .� 9u 6295 A Main w �. E001 -- SPLICE PLATE & BOLT TABLE Mark Qty Top Bot Int Type Dia Length Width Thick Length SP-1 SP-2 4 4 4 2 A325 0.625 2.00 4 2 A325 0.750 2.00 8" 1 /2" 8" 1/2 2'-8 13/16" 2'-8 13/16 STIFFENER TABLE Mark Stiff Mark Plate Size Width Thick Length Psi cz-�� 14Z RF1-1 RF1-1 RF1-3 RF1-3 St— 1 St— 2 St— 3 St— 3.910 0.313 16.81 3.910 0.313 7.820 3.910 0.313 7.820 3.910 0.313 16.8� qp'-5" S20p0 4' -: Saddle Tan PANELS: 26 Ga. �2„ 12 BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP— 1 8" 1/2" 1'—1r BP— 2 8" 1 /2" 1'-3" �1 FLANGE BRACES: Both Sides(U.N.) FBxxA(1) A — L2x2x14 Mark weD ue to wen date uutslde Mange W x Thk x Length inside hionge W x Thk x Length Start End Thick Len th RF1-1 12.0 25.0 0.188 180.0 8 x 5/16" x 280.2 8 x 5/16" x 180.4 25.0/25.0 0.188 63.5 8 x 5/16" x 26.2 8 x 5/16" x 63.5 25.0/25.0 0.250 36.7 RF1-2 25.0/25.0 0.188 203.8 8 x 5/16" x 196.6 8 x 5/16" x 196.6 RF1-3 25.0/25.0 0.250 29.3 8 x 5/16 x 36.4 8 x 5/16 x 41.9 25.0/25.0 0.188 41.9 8 x 5/16" x 211.4 8 x 5/16" x 147.9 PgNe`s 26 25. Ga, peR sodd/ 26', \ e Ton �� 27',ln„ S2p00 BP-1 BP-2 12'-1 5 8" 15'-10 1 2" 2'-1 5 8" 10 1 /4" Clearance 4'-0" 21'-0" OUT —TO —OUT OF STEEL 5'-0" RIGID FRAME ELEVATION: FRAME LINE 2 3 4 ISSUE DESCRIPTION A APPROVAL/PERt B I CONFIRMATION 3 7/16" 12 IA. Q "'err N g •.9 . 7825 •; !'JUN292012 * _v OREALING OF CONSTITUTE THIS THATAWN GINE6RT TGSCRz- wj OF •� IS THE ENGINEER OF RECORPE PROFESSIONAL FOR THIS PR,�4 DESIGN OF THE METAL BUIL�• A i = Q `_ • ` `` R, IS FURNISHED BY GSC INCLUDED. •• ••••••G���,, Gv ANALYSIS, ELECTRICAL, AND MECHA SYSTEMS, AND/OR OTHER PARTS SUP ANYONE OTHER THAN CSC ARE SPECIFICA �� EXCLUDED. NO INSPECTION OR SUPERVISION IS CUSTOMER Sunrise Properties ' END USER Sunrise Properties E� END USE Commercial e LOCATION 6520 Fort King Road auw x «aun ar. onw er. NMH JYW JEP FL 33542 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 2 A325 0.625 2.00 8" 1/2" 2'-8 5/16" SP-2 4 4 2 A325 0.750 2.00 8" 1/2" 2'-8 5/16 STIFFENER TABLE Stiff Plate Size Mark Mark Width Thick Length 40 _5" Soddie Tan S2000 RF2-1 St— 1 3.910 0.313 16.31 p6R, RF2-1 St— 2 3.910 0.313 7.820 PANELS: 26 Ga. RF2-3 St— 3 3.910 0.313 7.820 RF2-3 St— 2 3.910 0.313 7.820 RF2-3 St— 1 3.910 0.313 16.31 BASE PLATE TABLE Col Plate Size Q2 Mark Width Thick Length BP— 1 8" 1/2" 1'-1" BP— 2 8" 1/2" 1'-3" FLANGE BRACES: Both Sides(U.N.) FBxxA(1) A — L2x2x14 Mark PP")— Web Plate 24.5/24.5 0.188 64.2 24.5/24.5 0.250 36.0 RF2-2 24.5/24.5 0.188 204.7 RF2-3 24.5/24.5 0.250 28.7 P 24.5/24.5 0.188 42.3 gNE�S, 26 24.5 14.0 0.188 147.5 Saddle Tan 26'� 21',, ,.S2000 1 �21-1 1 8" 15'-11 1/2" Clearance 4'-0" ?1'-0" OUT —TO —OUT BP-2 2'-1 1/8"', 10 1 4" RIGID FRAME ELEVATION: FRAME LINE 5 6 ISSUE DESCRIPTION A APPROVAL/PERT B 1 CONFIRMATION Outside Flange W x Thk x Lenath 8 x 5/16" x 280.2 8 x 5/16" x 25.7 8 x 5/16" x 197.6 8x5/16"x35.9 8 x 5/16" x 211.4 Inside Flange W x Thk x Lenath 8 x 5/16" x 180.4 8 x 5/16" x 64.2 8 x 5/16" x 197.6 8 x 5/16" x 42.3 8 x 5/16" x 147.9 ",°12 FOR PERMIT I O a �• s 25 JUN292012:I SEALING OF THIS DRAWN -D%P/ IS THENSTITUTE THAT GSCENGINEE OF RECORijjj T TE OF PROFESSIONAL FOR THIS P!R A •��♦ DESIGN OF THE METAL BUILDI`_�� ♦� FURNISHED BY GSC IS INCLUD� �Q.•_Ui ♦♦♦ ANALYSIS, ELECTRICAL. AND • �•.••.• N SYSTEMS, AND /OR OTHER PA ♦, ANYONE OTHER THAN GSC ARp N A EXCLUDED. NO INSPECTION OR•'I IMPLIED. I DESCRIPTION RIGID FRAME CROSS SECTION CUSTOMER Sunrise Properties END USER Sunrise Properties END USE Commercial EL e LOCATION 6520 Fort King Road Zephyrhills, FL 33542 w.w a,: aEc�o m: ma er: uue NMH JYW JEP NOT TO SCALE ,a: — - •ca: 40859 96295 A (Main - E003 In SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 2 A325 0.625 2.00 8" 1 /2" 2'-6 1 /4" STIFFENER TABLE Stiff Mark Plate SizeMar IA ' k 40'-5'rSQddle RF3k 1 St 1 3.1dth 910 Ohick 313 22.00h Tan S2p00 PBR' RF3-1 St— 2 3.910 0.313 7.820 26 Go• RF3-3 St— 3 3.910 0.313 7.820 PANEL S RF3-3 St— 2 3.910 0.313 7.820 RF3-3 I St— 1 3.910 0.313 22.00 BASE PLATE TABLE Col Plate Size z�2" Mark Width Thick Length 19 BP— 1 8" 1/2" 1'-1" BP— 2 8" 1 /2" 1'-3" FLANGE BRACES: Both Sides(U.N.) FBxxA(1) A — L2x2x14 MLMbLN IAbLL Web Depth Web Plate Outside Flange Mark Start End Thick Length W x Thk x Length RF3-1 12.0 22.5 0.188 180.0 8 x 5/16" x 286.2 22.5/22.5 0.188 106.2 8 x 5/16" x 23.6 RF3-2 22.5/22.5 0.188 208.3 8 x 5/16" x 201.8 RF3-3 22.5/22.5 0.250 26.7 8 x 5/16 x 33.8 22.5/22.5 0.188 43.8 8 x 5/16" x 217.4 PANELS 22.5 Z14.0 0.188 1 153.5 26 o. PgR Sodd/e To 26', 7 1 ., n S2000 ^ 21'-10" BP-1 BP-2 I 1'-11 1 8" 16'-3 1 2" 1'-11 1 8' 10 1 /4" Clearance 4'-0" 21'-0" OUT —TO —OUT OF STEEL 5-0" RIGID FRAME ELEVATION: FRAME LINE 7 8 JISSUEJ DESCRIPTION A APPROVAL/PERMIT B I CONFIRMATION Mi 3 7/16" 12 A I JUN292011 nside Flange N x Thk x Lenath 8 x 5/16" x 180.3 8 x 5/16" x 72.9 8 x 5/16" x 201.8 8 x 5/16" x 43.8 8 x 5/16" x 153.7 FOR ,,�ERMI SEALING OF THIS DRAWNe•DOE: OR CONSTITUTE THAT GSC=OW IS THE ENGINEER OF RECOPW Q@ PROFESSIONAL FOR THIS P E DESIGN OF THE METAL BUI e FURNISHED BY GSC IS INCLU ANALYSIS, ELECTRICAL, AND MA1I SYSTEMS, AND/OR OTHER PART ANYONE OTHER THAN GSC ARE EXCLUDED. NO INSPECTION OR St IMPLIED. DESCRIPTION RIGID FRAME -12 CUSTOMER Sunrise Prot END USER Sunrise Prot IllpfMEMNONEL END USE Commercial f a LOCATION 6520 Fort k — an acaso an NMH JYW vus .o: 40859 96295 DESIGN _Y THE . •�F % •♦� 825 e • i a• r OF I R 1D..�N �. FL 33542 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 0 A325 0.625 2.00 6" 1/2" 2'-5 5/8" PS1 SP-2 4 4 0 A325 0.625 2.00 6" 1/2 2'-4 3/4 rz� STIFFENER TABLE Stiff Plate Size p00 Mark Mark Width Thick Length 40 pBR Saddle Tan S2 �4n RF4-1 St— 2 2.910 0.313 5.820 PANELS: 26 Go• l 7 RF4-3 RF4-3 RF4-3 St— St— St— 3 2 1 2.410 0.313 4.820 2.910 0.313 5.820 2.410 0.313 20.61 Q2. 12 BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP— 1 8" 1 /2" 11" FLANGE BRACES: Both Sides(U.N.) FBxxA(1) A — L2x2x14 Mark 22.0/22.0 0.135 119.6 22.0/22.0 0.188 32.7 RF4-2 22.0/22.0 0.188 210.3 RF4-3 15.0/22.0 0.188 24.4 PqN fCs 22.0 10.0 0.135 197.5 26 Ga. peR. Sadd/e 26'� 1 7 ran 21 ', S2p00 � n'. KILAL) MAME ELEVAIIVN: MAW LINE 9 JISSUEJ DESCRIPTION A APPROVAL/PERT B I CONFIRMATION )utslae I-lange V x Thk x Length 6 x 1 4 x272.� 6 x 1 /4" x 23.1 5x1/4"x210.3 6 x 1 /4"_11 x 26.0^ G-w 3 7/16" 12 ENERAL S' nslae rlange V x Thk x Lenath 6 x 5/16" x 120. 6 x 3/8" x 119.6 5 x 1 /4" x 203.9 5 x 1/4" x 197.8 2 9 2D�2 �a�N [P., SEALING OF THIS DRAW= DO OR CONSTITUTE THAT GSY•G At IS THE ENGINEER OF RE PROFESSIONAL FOR THIS DESIGN OF THE METAL BUI FURNISHED BY GSC IS INCL ANALYSIS, ELECTRICAL, AND SYSTEMS, AND/OR OTHER PAR ANYONE OTHER THAN GSC ARE S� EXCLUDED. NO INSPECTION OR SUF 6 g25 IMPLY • ;WEER •LUw DE$I�I} E OF :41 iBE� A c•`� ri s lo•N• ,� N CUSTOMER I Sunrise Properties END USER Sunrise Properties END USE Commercial LOCATION 6520 Fort Kina Road Zeohvrhills. FL 33542 0 I+ 3 7/16" 12 DET. 'A' B3 � I I I I � EB-6 -r J I I -rI I�LJV o EC-1 (tYP) EC-2 ENDWALL FRAMING: FRAME LINE 1 NOTE: WALL INSULATION (BY OTHERS) I I PB01R Q 3 7/16" 3 A4'_3" 12 R7O7R R�01R 3 O O N N N \ \ N \ \ \ \ N I �N � N — ' Ni `ir I N 0DF01Ri i I OO N rn N N O N o 0")I (5— N v 00 Clq O 00 0_ .- - o r U O U START OF SHEETING _] (20) NOS. OF PANELS ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PBR — Spec 2000 0[0m `/8" 0 A325 TS W/ 1/2" PL. W10x12 DETAIL -r G-1 A 10x25Z14 4'-0" G-2A 1Ox25Z12 G-3A 1Ox25Z16 GIRT ENDWALL COL. CB-1 CB0375 WOOD FRAME CB-2 CB0375 x °------------° 1/4" THK. WELDED P Lx 3x3x3/16" ANGLE CLIP (LOOOSE) FOR SECTION "X1" NORMAL PERMIT PURLIN (2)-}"0x1" BUILDING A307 M. BOLTS EAVE STRUT - ® EACH ENDS _ - EXTENSION EXTENSION � 1T-4" PURLIN=EAVE HOT -ROLLED ENDWALL RAFTER (W10x12) 1/4" STIFF. A4)- ox 325 BOLTS (NS/FS) CD W/ 3/8" THK. SCAB PL. (4)-3"ox FASC�A BEAM X (4)-r0x W10x15) , A325 BOLTS A325 BOLTS W/ 1/2" THK. END PL FASCIA GIRT W/ 1/2" THK. END PL. W/ 1/4" THK. SCAB PL. W/ 1/4" THK. SCAB PL. HOT -ROLLED 1/4" STIFF. PL.(NS/FS) ENDWALL COLUMN FASCIA POST (W10x12) 12 -10 15 16 (4)-rOx (2)-?Ox1" A325 BOLTS BUTTON HEAD BOLTS W/ 1/2" THK. END PL. 1'-0" 2'-6" 2-6" ® EACH END W/ 1/4" THK. SCAB PL. It BUILDING WIDTH S EXTENSION `,i+N•• EAVE��`♦`� y_ DETAIL "A" TO ENDWALL BEARING FRAME CONNECTION DET9� ALL BOLTS ARE 1/2"0 x 1" MACHINE BOLTS U.N. .; 13UN29In �r (6) 5/8" 0 A325 BOLTS W/ 1/2- RIGID FRAME RAFTER—, THK. PL. �3 7/16" 12 W4 --', G-7A G-6 G-6A m I D6TAI'L Y Y' w i J) BA-1 i G-5 G-5A II I I I G-5 EXIST. G-5A BLDG. G-4 G-4A I os I G-4 z _�G-0 T3 Velev. 100'-0" ' BA-1 elev 100' �elev. 98'-6" _ �i Sag250 (TYP) el_ev. - 8'-0" ENDWALL FRAMING: FRAME LINE 9 NOTE: WALL INSULATION (BY OTHERS) I I PB0011R 3 7/16" 12 3 1A �6 -- - p1R - - - RT01R \ ENDWAI GIR1 BPL. -0I o rn N Nin N N N \ \ \ \ \ \ N N N N \ MTT- r \ N DF01 R N O 1 i2) 20'_2» I I I r \ of N (5 -O") I O i N N N N O O i -CO N 0) p0 I I .� rOf H O U 0 L-i Li START OF SHEETING (22) NOS. OF PANELS ENDWALL SHEETING & TRIM: FRAME LINE 9 PANELS: 26 Ga. PBR - Spec 2000 0 I DETAIL V BUILDING EAVE STRUT CANOPY RAFTER W10x12 FRIGID FRAME COL. DETAIL "1" EXTENSION PURLIN 17'-4" 17 EXTENSION — EAVE STRUT — 5'-10 15 16' BRKT. FLG. 5" x 1 4" WEB 1 ga. FASCIA ASSY. (SHOP WELDED) W10x12 (2)—}"0x1 1 /4" (8)—rO A307 M.B. ---- A325 BOLTS 2'-10 15 16" (2)—"0x1" BUTTON HEAD BOLTS FASCIA GIRT RC100- ® EACH ENDS CLIP W/RC7 (NS/FS) 2'-s" z'-s" EAVE EXTENSION STEEL LINE FASCIA I ENDWALL GIRT I I BASE ANGLE I I I 7 5/8"—THK. EXISTING BLOCK WALL I to I SECTION 'Y' ?pt7 M T NORMAL 0x1 ° PURLIN A307 M. BOLTS ® EACH ENDS — WEB "THK. 8" x 1 /2" END PL. 1/4" THK. STIFF. BUILDING WIDTH DETAIL "B" MNG TO RIGID FRAME CONNEC ALL BOLTS ARE 1/2"0 x 1" MACHINE BOLTS U.N. IT JUN292D12 6" x 1/4" FLG. RF COLUMN 4" (MIN.) YYF- 1 WF-1 — RF1-3 8 A325 5/8" 1 1/2" 1AIF _'I _ R1='J_ z R e VVF — I YY1 LU`FL WF-2 W10842 EB-1 W10x12 EB-2 W10x12 B-1 10x25C16 E-1 L10ES12 E-2 L10ES12 E-3 L10ES12 E-4 L10ES12 E-5 L10ES12 E-6 L10ES12 E-7 1 10ES12 E-8 L10ES12 G-8 C10x15.3 G-9 10x25Z12 G-10 10x25Z26 G-11 C10x20 G-12 10x25Z14 G-13 10x25Z12 G-14 C10x20 G-15 10x25Z14 T 10x25Z12 C10x15.3 10x25Z1EF(M 10x25Z12 G-20 C10x15.3 G-21 10x25Z16 G-22 10x25Z12 G-23 C10x15.3 G-24 10x25Z16 G-25 10x25Z14 G-26 10x25Z16 G-27 10x25Z14 '-2" G-28 10x25Z16 G-29 10x25Z16 G-30 10x25Z14 G-39 10x25C14 " E-1 E-2 E-3 E-4 E-5 E-6 E-7 E-8 1T G-40 10x25C14 3-41 10x25C14 ji4'—_ 4H- ^ I^ I ITI 1 4'-4G-42 10x2255CC114---- --- _ _1 1 1 — _ _ — —x— 0 G-44 10x25C16 N N N— N N — 7 I E. 2G-45 10x25C146CD DETAIL K' I —Zb BLDG G-46 10x25C16 — —6 -j o 0---------0------------ 0 0� �o 0 --------- 2 5 -1 ------------------- 0x3 C120 D SAG250 CID CID CIG @I] CICICID DJ-2 1 Ox5C12 EC-2 (TYP) RF1-3 RF1-3 RF1-3 RF2-3 RF2-3 RF3-3 RF3-3 RF4-3 DJJ-3 10 5C14 D-41 25C14 DJ-5 1 x25C14 DJ-6 x25C16o0 26'-0 7 8" 29'-11 3 4 30'-5 1 2" 27'-8 3 4" 28'-0 1 4" 20'-119'-11 1 2" 0 5/8"147 5/8"Tfi !�I viRT 3'-1T 3'-1' _ 3'-1"I 3'-1T LAPS3-1 3- 3'-1" 3'-1" 3'-1" 3'-1" 3'-1" 3'-1" NS+'••'9 1 /2" THK. PIL RF Cf I """ I I I (6) 5/8"0 A325 BOLTS w/ 1/2" THK. PL. U.O.N. DETAIL W SPANDREL BEAM (HOT -ROLLED CHANNEL) (6) 5/8"0 A325 BOLI w/ 1/2" THK. PL. U.O.N. SPANDREL BEAM (HOT —ROLLED CHANNEL) EBI1 EBI1 EBI1 EBI1 EBI1 EBI1 EBI1 EBI2 FASCIA FRONT FRAMING: LINE A 236'-11 7/8"OUT—TO—OUT OF STEEL 2 3 40 O © l/ J 32'-0 7/8" 33'-11 3/4" 34'-5 1 /2" 1, 31'-8 3/4" 1, 32'-0 1 /4" 1, 24'-1" 23'-11 1 /2" 24'-8 1 /4" 4"x14 a. flat bars yp. 4x2x16 a. vertical angle field notch SIDEWALL FRAMING: FRAME LINE A NOTE: WALL INSULATION (BY OTHERS) 7825 ; FJUN 2 2fl12 = p • SEALING CONSTITUTE (THAT AGSCGGLO� IMPLY ORf EER TATE OF •A IS THE ENGINEER OF RECORD B&ION A ` PROFESSIONAL FOR THIS PROJEC DESIGN OF THE METAL BUILDING ••• FURNISHED BY GSC IS INCLUDED. F O R,Q •••••••••••V ANALYSIS, ELECTRICAL, AND MECHANI ,OIY �` �`�, SYSTEMS, AND/OR OTHER PARTS SUPPL �r , ANYONE OTHER THAN GSC ARE SPECIFICALL I""",,'%` EXCLUDED. NO INSPECTION OR SUPERVISION IS IMPLIED. DESCRIPTION DATE DRN CHK DES. DESCRIPTION SIDEWALL FRAMING ELEVATION 'PROVAL/PERMIT 5/31/12 NMH JYW JEP CUSTOMER Sunrise Properties CONFIRMATION 6/19/12 JMD MYG JEP END USER Sunrise Properties ELEND USE Commercial e LOCATION 6520 Fort King Road Zephyrhills, FL 33542 NMH JYW JEP NOT TO SCALE 4685g m 662 55 17 (Main — — F006 B STIFFENER FULL DEPTH (2) 5/8" 0x1 1 / A325 BOLTS ® 6'-0" MAX. SPACING MAIN FRAME COLUMN 'FINISH FLOOR CV 24'-8 1 /4" 1 23'-11 1 /2" m 236'-11 7/8"OUT-TO-OUT OF STEEL 24'-1" 32'-0 1 /4" 1 31'-8 3/4" 1 34'-5 1 /2" 1 33'-11 3/4" 1, 32'-0 7/8" DETAIL ' ------------ ------------ ----------------------- �I EXIST./ BLDG.� LL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 7-----------3- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------- I RF4-1 RF3-1 RF3-1 RF2-1 RFC=1 RF1-1 RF1-1 RF1-1 EC DETAIL "1 A" 6 PORTAL RAFTER a (2) 5/80x1 1/2" A325 BOLTS ® 6'-0" MAX. SPACING a PORTAL COLUMN MAIN FRAME RAFTER STIFFENER HALF DEPTH �EARSIDE ULL DEPTH (FARSIDE) - MAIN FRAME COLUMN FINISH FLOOR ECTION "B" SIDEWALL FRAMING: FRAME LINE B �JUN 2 9 2D12 O n LEC01RL M" LET01R (12) 19'-11" LEC01RR ❑ L ❑ I START OF SHEETING _ (79) NOS. OF PANELS FACIA FRONT SHEETING & TRIM: LINE A PANELS: 26 Ga. PBR - Spec 2000 9 8'-5 1/2 11 (TYP) U.N. DETAIL '1X' 'E ----------- ----- 17'-5 1/2" 17'-5 1/2" START OF SHEETING (79) NOS. OF PANELS HORIZONTAL DETAIL 'lX' ----------------- ----------------- 1I I I I I I I I I I I I I I I I f - I-- Cll-1--_ — - x e si n - -- - - -- - - - - - -- - t EHITDF01 R (- -20 -2 - -- - - -- - - -- - - OPEN FORTTRE GLAZIN �---------------7'-5 1/2" 7'-51/2" 17'-51/2" 17'-5 1/2" SIDEWALL SHEETING & TRIM: FRAME LINE A 0 PANELS: 26 Go. PBR - Spec 2000 lam" 1 1 HT01R 18"-6 5/8"" 2 JT01 R 10'-8" OUTSIDE CLOSURE L2x2x16Ga. FASCIA PANEL SOFFIT SOFFIT (BYROTHERS) (BY OTHERS) —WALL PANEL SEE DETAIL '1 X' SECTION "B" ZONTAL CUT y Oro 0 rJUN292012 ' r s SEALING OF THIS DRAWING AYES Oif IMP OR CONSTITUTE THAT GSC GL�AL I ",INEEf IS THE ENGINEER OF RECORD ESIG PROFESSIONAL FOR THIS PRO T TH DESIGN OF THE METAL BUILDIN W S FURNISHED BY GSC IS INCLUDE iw ANALYSIS, ELECTRICAL, AND ME I SYSTEMS, AND/OR OTHER PARTS ANYONE OTHER THAN GSC ARE SPE EXCLUDED. NO INSPECTION OR SUPER I IMPLIED. DESCRIPTION DATE DRN. CHK DES. . EL CORPORNFION e DESCRIPTION SIDEWALL SHEETING & 'PROVAL/PERMIT 5AIP2 NMH JYW JEP CUSTOMER Sunrise Properties CONFIRMATION 6MP2 JMD MYG JEP END USER Sunrise Properties END USE Commercial LOCATION 6520 Fort King Rooc m.w ar: ocma w: JYW oEsw I JEPNH •.,.. ar46295 859 17Mc FASCIA TRIM (BY OTHERS) FL 33542 MEMBER 4 1-0" SCREW 1" RA-1 PURLIN RAKE ANGLE (LONG LEG VERT.) o • • o CLIP WELDED - -- - - ---------- TO RAFTER SEE PLAN 2'-4 MEMBER � 1 rTCLIP O RAFTER WELDED SCREW PURLIN ` RA-1 • p RAKE ANGLE -- _ - - - LONG LEG VERT STIFFENER I -SHAPED (IF READ.) ENDWALL RAFTER SEE ENDWALL FRAMING FLANGE BRACE z FOR BOLT SCHEDULE ' (WHERE REQ'D.) J 0, FLANGE BRACE w w (WHERE REQ'D.) I —SHAPED z' BUILT-UP OR w HOT —ROLLED I- ENDWALL COLUMN BEARING RAFTER �l MAIN FRAME V) RAFTER �BEABRILNG FRAME TO FLUSH ENDWALL MAIN FRAME ENDWALL nn ENDWALL RAFTER TO COLUMN ry ARE 1/2"0 x 1" MACHINE BOLTS U.N. "�� ALL BOLTS ARE 1/2"0 x 1" MACHINE BOLTS U.N. no ALL BOLTS AS NOTED ELEVATION 2'- 4 LAP LAP (SEE PLAN) ENDWALL COLUMN -- -- - BASE PLATE o`. 0 I• O I O " PLAN _ BASE PLATE FOR ENDWALL COLUMN SEE ANHOR -BOLT &DETAILS FLANGE"." BRACE FLANGE (IF REQ'D.) FLANGE (IF p BRACE �� BY-PASS PURLIN TO RAFTER DETAIL ALL BOLTS ARE 1/2"0 x 1" MACHINE BOLTS U.N. N` BRACE FLANGE N BRACE FLANGE (IF REQ'D.)� N NN N N NN N 0 o , GIRT (SEE ELEV.) LAP LAP 2'-4 BY-PASS GIRT TO RF COLUMN ("112�� ALL BOLTS ARE 1/2"0 x 1" MACHINE BOLTS U.N. ENDWALL GIRT 8" SW GIRT CLIP (WELDED) BUILT-UP OR .O O' HOT -ROLLED CLIP (RC4A) CORNER COLUMN WELDED MAIN FRAME COLUMN SHEETING ANGLE CLIP (RC7) CLIP (WELDED) CLIP (RC5)% SIDEWALL GIRT 0 0 0 0 0 ---------- ------- 1'-0 5 ENDWALL GIRT 1 /2"Ox1 1 /4" MACHINE BOLTS SEE PLAN GIRT TO CORNER COLUMN WITH BOLTED CLIP MAIN FRAME CORNER COLUMN ALL BOLTS ARE 1/2"0x1" MACHINE BOLTS U.N. ALL BOLTS ARE 1/2" DIA. x 1" MACHINE BOLTS WIND BENT OR WIND COLUMN N TI1 (2)-5/8" Ox1 1 /2"— A325 BOLTS RIGID FRAME COLUMN AT 6'-0 C/C (MAX.) WIND BENT OR WIND COLUMN / �.... 1 TO RIGID FRAME COLUMN CONN. FLAT N HEX Q2 DIAGONAL CABLE, EYEBOLT END YJUN292012 Pig w r SEALING OF THIS DRA DOE OT IMPLI OR CONSTITUTE THAT GS LOB ENGINEER IS THE ENGINEER OF RE E DESIGI PROFESSIONAL FOR THIS J ONLY DESIGN OF THE METAL BU 'fiTEM FURNISHED BY GSC IS INC L DA�Q ANALYSIS, ELECTRICAL. AND t4 SYSTEMS, ANO/OR OTHER PA ANYONE OTHER THAN GSC ARE I� EXCLUDED. NO INSPECTION OR SU dl IMPLIED. DESCRIPTION DATE DRN CHK DES. DESCRIPTION I DEfA1L PAGE 1 'PROVAL/PERMIT 5/MP2 NMH JYW JEP CUSTOMER Sunrise Properties CONFIRMATION 6/29/11 JMD MYG JEP END USER Sunrise Properties ME� END USE Commercial ON IL LOCATION 6520 Fort King Road onw an ocnun er: NMH JYW JEP 4 suss——0859 96295 17 (Mc g- 525 « .k o i E OF : 4 N 0, FL 33542 I FIELD CUT 1"x3" SLOTTED HOLE IN GIRT BRACING BRACING IG � TYP. CABLE BRACING In�s1 DETAIL THRU GIRT 0.177' DIA. HILTI 'DS' TYPE DOME HEAD NAIL OR EQUAL W/ 1 7/16 EMBEDMENT LENGTH WALL PANEL 0 2'-6' MAX SPACING (BY OTHERS) BASE r-FINISH FLOOR CLOSURE NOTE: METAL WALL SHEETS SHALL BE SET 1/4' ABOVE CONC. NOTCH. METAL SHEETS SHOULD NOT TOUCH THE CONC. NOTCH, WHICH WOULD VOID THE WARRANTY. SECTION THRU WALL PANEL .� AND CONCRETE FOUNDATION HOT -ROLLED OR BUILT-UP RAFTER r CLIP J \_ WALL GIRT RC95 (CLIP -j OR 5 FLGE.) —WALL GIRT RC95 (FOR >5"" FLGE.) RC131 (FOR <5 FLGE.) RC131 (FOR <5 FLGE.) ENDWALL GIRT TO RAFTER CONECTION ENDWALL GIRT TO RAFTER CONECTION W3 ALL BOLTS ARE 1/2" DIA. x 1" MACHINE BOLTS �:4 ALL BOLTS ARE 1/2" DIA. x 1" MACHINE BOLTS DESCRIPTION 'PROVAL/PERK CONFIRMATION L RAL IF FOR !JUN292012 SEALING OF THIS DRAVJ�G F•S NOUIMPL` OR CONSTITUTE THATGN GL BA ENGINEER IS THE ENGINEER OF RE�RD THE DESIGI PROFESSIONAL FOR THIS ONLY THE DESIGN OF THE METAL YSTEMAJ FURNISHED BY GSC IS IN ND ANALYSIS, ELECTRICAL, A A SYSTEMS, AND/OR OTHER ANYONE OTHER THAN GSC A RLL, EXCLUDED. NO INSPECTION OR / IMPLIED. DESCRIPTION DETAIL PAGE 2 IJ CUSTOMER Sunrise Properties END USER Sunrise Properties END USE Commercial LOCATION 6520 Fort Kinq Road FL 33542 INSIDE CLOSURE 11 6 W/ TAPE SEALANT MEMBER SCREWS ® TOP &BOTTOM AT 6" ON CENTER RAKE TRIM (RT01R) ROOF PANEL SHEETING ANGLE (RA-1) MEMBER SCREWS AT 12" ON CENTER MEMBER SCREWS AT 12" ON CENTER EAVE TRIM (LET01R) STITCH SCREWS AT 12" ON CENTER — STITCH SCREWS EAVE STRUT AT 12" ON CENTER OUTSIDE CLOSURE WALL PANEL / OUTSIDE CLOSURE WALL PANEL LOW SAVE DETAIL WITH SCULPTURED SAVE TRIM a a EAVE TRIM J WALL PANEL END EXTEND EAVE TRIM TO --/ OUTSIDE FACE OF RAKE TRIM. FIELD CUT EAVE TRIM TO MATCH WITH RAKE TRIM FIELD CUT BOTTOM OF EAVE TRIM WITH 1" TAB THEN BEND UP TO SECURE END CAP ROOF PANEL STITCH SCREWS AT 12" ON CENTER WITH CONTINUOUS TAPE SEALANT UNDER TRIM ,ROOF PANEL PURLIN (BEYOND) RAKE DETAIL WITH SHEETED WALL ("PBR° ROOF PANEL SHOWN) Y RAKE TRIM •�' EXTEND TO OUTSIDE FACE OF EAVE TRIM) Y� EXTEND RAKE TRIM TO UTSIDE FACE OF EAVE TRIM. FIELD CUT TO MATCH EAVE TRIM WITH 1" TAB AS SHOWN CLEAN CUT LEG TO MATCH BOTTOM OF EAVE TRIM POP RIVET GABLE TRIM WITH EAVE TRIM RAKE TRIM / SCULP. EAVE TRIM CORNER DETAIL (WITH TYPE-PBR ROOF PANEL) WALL PANEL MEMBER SCREWS AT 12" ON CENTER HEAD TRIM (HT01R) HEADER HEADER DETAIL FOR FRAMED OPENINGS JAMB JAMB TRIM WALL PANEL (JT01R) IAMB DETAIL FOR FRAMED OPENINGS STITCH SCREWS AT 20" ON CENTER STEEL LINE "PBR" PANEL / CORNER TRIM (CT01 R) OUTSIDE CORNER DETAIL 12' 12' 12' "�10' 2' 10' 2' DETAIL "2" MEMBER SCREW LOCATION (ALL MEMBERS) (2) SCREWS BETWEEN BASE MEMBER AND 7'-e GIRT. (1) SCREW BETWEEN ALL OTHER MEMBERS AND (1) SCREW AT ALL MEMBER LOCATIONS. STITCH SCREWS DETAIL "2" "PBR" WALL PANEL 12" 12" 12" 94" 24. 94" 2i• 94" 241 DETAIL "1" MEMBER SCREW LOCATION (ALL MEMBERS EXCEPT AS NOTED) 12" 12 12 2 •. 7" 27" 2J• 24" 7" 24' DETAIL "1" MEMBER SCREW LOCATION (PEAK PURLIN. EAVE STRUT, AND PANEL END LAPS) CONTINUOUS TAPE SEALER J"xj�(STANDARD) STITCH SCREWS 1"x:'(OPTIONAL) 20" CENTERS OVERBEND 5' FOR MAXIMUM SEAL EXTENDED LEG ON "PBR" PANEL ONLY DETAIL "1" ROOF PANELS MEMBER SCREWS NOTE! CONTINUOUS SCREW PATTERNS SHOWN, TAPE SEALER SATISFY UL-90 a"x:'(STANDARD) Y +'- REQUIREMENTS FOR ROOF. 1"x?2'(OPTIONAL) PURLIN (MUST BE SPECIFIED ON ORDER) SECTION THRU PEAK PURLIN AND PANEL END LAPS "PBR" & 'r ROOF PANEL 0 ID JUN292012