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HomeMy WebLinkAboutPlans1HERITAGE BUILDING SYSTEMS Established 1979 BM YETM. BIJ.ttC WJ&WCURERS ASSOCN1gN ACCREDITED BUILDER/CONTRACTOR RESPONSIBILITIES Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mar 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Correction of Errors - Normal erection operations include the correction 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 the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is responsible either to correct the error or to approve the most efficient and economical method of correction to be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mar 05 Section 7.14) Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Safety Commitment The Metal Building Manufacturer 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 the building manufacturer. It is strongly recommended that safe working conditions and accident prevention is the top priority of any job site. Local, State and Federal safety and health standards, whether standard statutory or customary, should always be followed to help ensure worker safety. Make certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to all employees. Daily 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. For purposes of determining lift requirements, no bundles supplied by the manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual member weights of other structural members. If additional information is required contact the customer service department. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. Debris Removal Any foreign debris such as sawdust, gutters, trim, etc. if left on building inspected for such conditions and if Shop Primed Steel All structural members of the Metal Building System not fabricated of corrosion resistant material or protected by a corrosion resistant coating are pain:ed with one coat of shop primer meeting the performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is intended to protect the steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in the field pending erection should be kept free of the ground and so positioned as to minimize water -holding pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or removal of foreign material due to improper field storage or site conditions are not the responsibility of the manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the responsibility of the End Customer (MBMA 06 IV 4.2.4) PROJECT NOTES Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members confirm to ASTM A529, ASTM A572, ASTM A572, ASTM A1101 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the requirements of ASTM A11011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55 minimum yield point of 55 ksi. All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints in accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required. The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and or any special inspections (including inspection of the high strength bolts or field welds) as required during erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. dirt, animal droppings, etc. will cause corrosion of the roof, surfacer for a long enough time. The roof should be periodically found, they should be removed. Design is based upon the more severe loading of ether the roof snow load or the roof live load. Loads, as noted, are given within order documents and are applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for the local provisions that may apply or for site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an Architect and/or engineer of record for the overall construction project This project is designed using manufacture's standard serviceability standards. Generally this means that all stressed and deflections are within typical performance limits for normal occupancy and standard metal building products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly stated in the contract documents. X -bracing (if applicable) is to be installed to a taunt condition with all slack removed. Do not tighten beyond this state. ,1//M74 .5/ 'rr `'e/Q/ 6ve/d/gyp fiefg/Y s ISSUE B - ROOF SNOW LOAD CHANGED TO 40 ids/ear• aa% (a% ISSUE DATE DESCRIPTION BY CK'D DSN A 11/9/11 FOR PERMIT EVR CM 6 1/26/12 RESUBMIT FOR PERMIT EVR CM DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: IBC 09 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED COLLATERAL (LIGHTS) FRAME / ROOF LIVE LOAD SNOW LOAD GROUND SNOW LOAD (Pg) SNOW LOAD IMPORTANCE FACTOR (Is) FLAT ROOF SNOW LOAD (P0) SNOW EXPOSURE FACTOR (Ce) THERMAL FACTOR (Ct) WIND LOAD BASIC WIND SPEED WIND IMPORTANCE FACTOR (Iw) WIND EXPOSURE CATEGORY TOPOGRAPHICAL FACTOR INTERNAL PRESSURE COEFFICIENT ZONE 4, COMPONENT WIND LOAD 2.280 PSF 0.5 PSF 20 /20.00 PSF 57.0000 PSF 1 .0000 40 PSF 1.0 1.00 90 MPH 1.00 C 1.0 (GCPI) S 10E72 0.18 /-0.18 16.371 PSF PRESSURE -17.735 PSF SUCTION ZONE 5. COMPONENT WIND LOAD < 1OFTZ 16.371 PSF PRESSURE -21.787 PSF SUCTION ZONES PER ASCE 7-05; FIG. 6-11A (FOR IBC 06/09 BASE CODE) ZONES PER ASCE 7-98; FIG. 6-5A (FOR 18C 03 BASE CODE) RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 5 -MINUTE DURATION, 25 -YEAR RECURRENCE (12) SEISMIC LOAD OCCUPANCY CATEGORY SEISMIC IMPORTANCE FACTOR (le) Ss 0.3480 S1 0.0740 SITE CLASS SEISMIC DESIGN CATEGORY 4.0000 IN/HOUR 6.0000 IN/HOUR II - Normal 1.00 8053012965056 56).118400592 D C ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE BASIC FORCE RESISTING SYSTEM. RESPONSE MODIFICATION COEFF1CIENT(R) AppRovE TEM C RESP- SEE COEFFICIENOT(C )0) TRANSVERSE LONGITUDINAL H 3 3.0000 0.118 H 3 3.0000 0.118 �+�r��S�U�B.�JECT TO NOTE]) BLDG DESIGN BASE SHEAR (V) 18.44 (k) 18.31 (k) TACE I IONS & INSPE�VriTHE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES TME LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES GARFIELD COUNTY +BUILD DEP 1 :� Date L/ A By LDC.P NO INSPECTION WITHOUT` THESE PLANS ON SITE loge of BUILDING BASIC FORCE RESISTING SYSTEM' C4. STEEL ORDINARY MOMENT FRAME B4. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE G3. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS SIZE: 70'-0" x 165'-0" x 16'-0" HERITAGE BUILDING SYSTEMS aeeash•a1979 PROJECT: JWT PROPERTY CUSTOMER: LOCATION: RIFLE, CO. 81650 CAD EVR DATE 1/26/12 SCALE NTS PHASE 2612 GRIBBLE STREET NORTH LfTTLE ROCK, AR 72114 1-800-643-5555 OWNER: BUILDING ID A JOB NUMBER 3319-2556510 DRAWING INDEX ISSUE PAGE DESCRIPTION 0 C1 COVER SHEET 0 11 ANCHOR BOLT PLAN O F2 ANCHOR BOLT REACTIONS O F3 ANCHOR BOLT DETAILS O E1 ROOF FRAMING PLAN O E2 FRONT SIDEWALL O E3 BACK SIDEWALL O E4 LEFT ENDWALL O E5 RIGHT ENDWALL O E6 -E8 FRAME CROSS SECTION O DET1-4 STANDARD DETAILS DRAWING STATUS FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. X FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL 1-800-643-5555 MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILD!_ THEY REPRESENT ARE THE PRODUCT • AN AFFILIATE INN OF NCI GROUP, INC. - 10943 N. S HOUSTON PARKWAY W., HOUSTON, TX 77064. HE PROFESSIONAL ti ENGINEER WHOSE SEAL APPEARS REON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, C. AND IS NOT THE ENGINEER -OF -RECORD F0: THE 'VERALL PROJECT. N N 2.0:12 SHEET NUMBER C1 ISSUE B 0 _n" nl IT_Tn_ O Do= 5/8" Dia= 3/4" ISSUE DATE ANCHOR BOLT PLAN DESCRIPTION BY CK'D DSN A 11/9/11 FOR PERMIT EVR CM B 1/26/12 RESUBMIT FOR PERMIT O HERITAGE EVR CM BUILDING SYSTEMS 9i0tlWisd 1979 PROJECT: JWT PROPERTY CUSTOMER: OWNER: LOCATION: RIFLE, CO. 81650 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSU 1/26/12 N.T.S. 1 A 3319-2556510 F1 8 2612 GRIBBLE STREET NORTH LITRE ROCK, AR 72114 1-800-643-5555 O 0 0 22'-6" 00 22'-6" _ 20'-0" 0 20'-0" 220'_O» © _ 20'-0" 20'-0" _ 20'-0" 16 lot 4", 22'-2" _ — '- " 16'-0" Z-QZ-0" _ 16'-0" Z-Q.Z-Q 16'-0" Z -Q2: -Q . 16'-0" 2 -Q2 -Q 16'-0" '-Q — 2'-0" 16'-0" 2'-0" Or i o I co 1 �■� ®® ■ IH OH ^ o I co] 0 c.JJ J.. I �J J C I 2J J 0 t,,' = �J 0 J 0 0 C I 2J J 0 C 0 I ,J J 0 0 C F E 2] I I to of ® U I K K G A G H H H H H C n 0 LcL1 0 H o0 L°E -i �I 0 1 o GU oE 7-,n ; ' PrP • o _i 68'-2" (Hold This Dimension) NOTE: METAL BUILDING SYSTEM IS SOLELY AND STRUCTURALLY DEPENDENT ON THE _ I -c, E%8 DESIGN, FOR ALL "F2". STEM DISPLACEMENT CONSTRUCTION AND HORIZONTAL AND WALL MUST BE AT TOP OF STABILITY VERTICAL DESIGNED WALL DUE OF STEM WALL. LOADS AT COLUMN AND BRACED VERY TO LARGE RIGID STEM BASE RIGID FRAME WALL MUST PLATES TO PREVENT HORIZONTAL BE DESIGNED AS LISTED ON ANY LATERAL LOADS. o0 o - E o0 E H - o I NOTE: MEZZANINE IS BY OTHERS AND IS TO BE COMPLETELY INDEPENDENT OF METAL BUILDING c . l: J A LE I n H H �^1 o m x o D [ol © o \ 1 I Co i In 0 1 IQ v I �H JJ J C 'I 1�JJ o� 0 0 J C 0= �J J 0 0� C I= olJ J a o� C I= ,ThJ 0 0� C I= JJ J 0 0� C I= JJ J 0� C I= JJ J 0 CC 0 45 -2" 4'-0" 13'-0" $ 1'-0" 4'-0.7 2-Q 16'-0" 2: -0"_?: -0" 16'-0" _ 2':_917Z -Q' 16'-0" 2 -Q"2 -Q"_ 16'-0" 2 -Q'2: -Q" 16'-0" 2-Q 2'-0" 16'-0" 4 2'-0" 22'-6" 22'-6"— _ 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" - 20'-0" — ISSUE DATE ANCHOR BOLT PLAN DESCRIPTION BY CK'D DSN A 11/9/11 FOR PERMIT EVR CM B 1/26/12 RESUBMIT FOR PERMIT O HERITAGE EVR CM BUILDING SYSTEMS 9i0tlWisd 1979 PROJECT: JWT PROPERTY CUSTOMER: OWNER: LOCATION: RIFLE, CO. 81650 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSU 1/26/12 N.T.S. 1 A 3319-2556510 F1 8 2612 GRIBBLE STREET NORTH LITRE ROCK, AR 72114 1-800-643-5555 O 0 0 c M CV U M U N O 0 W N W W 165'-0" OUT -TO -OUT OF STEEL O 22'-6" 22'-6" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 1 RF1-1 E-7 RF2-1 E-6 F2-1 E-3 RF3-1 E-3 n RF3-1 -3 ` f\ RF3-1 E-3 `'\ RF3-1 E-3 RF3-1 E-5 RF1-1 E-1 ,-/ R -1 E-2 d F2'-1 E-3 RF3-1 E-3 RF3-1 E-3 RF3-1 E-3 RF3-1 E-3 RF3-1 E-4 PURLIN 3'-1 3 4' 2'-1 3/41 2'-1 vel 2'-1 314; 2'-1 3J 2'-1 3 3'-1 3/41 LAP 3'-1 3/4' 2.-1 3/4" 2.-1 3/4" 2.-1 3/4" 2'-1 3/4" 2'-1 3/4' S-1 3/4" GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ROOF FRAMING PLAN ISSUE DATE DESCRIPTION A 11/9/11 B 1/26/12 FOR PERMIT RESUBMIT FOR PERMIT 8Y EVR EVR CK'D DSN CM CM U w W m C.) U w U c M ROOF SURFACE 2 ROOF SURFACE 3 F52 -C HERITAGE BUILDING SYSTEMS Ikoesrr179 PROJECT: JWT PROPERTY CUSTOMER: LOCATION: RIFLE, CO. 81650 CAD DATE 1/26/12 SCALE N.T.S. PHASE 1 (55) OWNER: BUILDING ID A ROOF SHEETING PANELS: 26 Ga. PR - NEED COLOR SPECIAL BOLTS ROOF PLAN 0 ID QUAN TYPE DIA 4 A325 12" 4 A325 1/2" 1 2 LENGTH 1 1/4" WASH 2 0 2612 GRIBBLE STREET NORTH LITTLE ROCK. AR 72114 1-800-643-5555 JOB NUMBER 3319-2556510 MEMBER TABLE ROOF PLAN MARK PART P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 E-1 E-2 E-3 E-4 E-5 E-6 E-7 C8-4 CB -5 10X25Z12 10X25Z13 10X25Z14 10X25Z14 10X25Z13 10X25Z12 10X25Z13 10X25Z14 10X25Z13 10X25Z14 10X25Z14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 1/4" DIA. 1/4' DIA. LENGTH 25'-7 1/2" 27'-9 1/2" 24'-3 1/2" 25'-3 1/2" 23'-1 1/2" 25'-7 1/2" 27'-9 1/2" 25'-3 1/2" 23'-1 1/2" 23'-1 1/2" 20'-7 1/2" 22'-5 1/2" 22'-5 1/2" 19'-11 1/2" 19'-11 1/2" 19'-11 1/2" 22'-5 1/2" 22'-5 1/2" 26'-2" 26'-5" SHEET NUMBER El CONNECTION PLATES ROOF PLAN ❑ ID MARK/PART SC18 SA6 1 2 2❑ ,44 © ®11 Q ER -4 P-10(Strut) 2❑ P-11(Strut) 0� , P-11(Strut)•' RF1 2 cz _ CO, �A CS) v0 P-1(Typ) P-2(TYP) P-3(Typ) P-3(Typ) P ') P-4(TYP) P-5(Typ) RF2-2 RF2-2 P-3(Typ) ' 3-2 RF3-2 ' 3-2 RF3-2 RF3-2 ----Nr. ,5 .P RF1-3 S �0 ER -3 02 P-6(TYP) P-7(TYP) P-3(Typ) P-3(Typ) P-3(Typ) P-3(TYP) P-8(Typ) P-9(Typ) ER -2r. RF1-4 RF2-2 RF2-2 ' 3-2 RF3-2 ' 3-2 RF3-2 RF3-2 ER -1 Co`1 c� Co P-10(Strut) LI P-11(Strut) LCb P 11(Strut �� © A © OF :IL illL. a a RF1-1 E-1 ,-/ R -1 E-2 d F2'-1 E-3 RF3-1 E-3 RF3-1 E-3 RF3-1 E-3 RF3-1 E-3 RF3-1 E-4 PURLIN 3'-1 3 4' 2'-1 3/41 2'-1 vel 2'-1 314; 2'-1 3J 2'-1 3 3'-1 3/41 LAP 3'-1 3/4' 2.-1 3/4" 2.-1 3/4" 2.-1 3/4" 2'-1 3/4" 2'-1 3/4' S-1 3/4" GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ROOF FRAMING PLAN ISSUE DATE DESCRIPTION A 11/9/11 B 1/26/12 FOR PERMIT RESUBMIT FOR PERMIT 8Y EVR EVR CK'D DSN CM CM U w W m C.) U w U c M ROOF SURFACE 2 ROOF SURFACE 3 F52 -C HERITAGE BUILDING SYSTEMS Ikoesrr179 PROJECT: JWT PROPERTY CUSTOMER: LOCATION: RIFLE, CO. 81650 CAD DATE 1/26/12 SCALE N.T.S. PHASE 1 (55) OWNER: BUILDING ID A ROOF SHEETING PANELS: 26 Ga. PR - NEED COLOR SPECIAL BOLTS ROOF PLAN 0 ID QUAN TYPE DIA 4 A325 12" 4 A325 1/2" 1 2 LENGTH 1 1/4" WASH 2 0 2612 GRIBBLE STREET NORTH LITTLE ROCK. AR 72114 1-800-643-5555 JOB NUMBER 3319-2556510 MEMBER TABLE ROOF PLAN MARK PART P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 E-1 E-2 E-3 E-4 E-5 E-6 E-7 C8-4 CB -5 10X25Z12 10X25Z13 10X25Z14 10X25Z14 10X25Z13 10X25Z12 10X25Z13 10X25Z14 10X25Z13 10X25Z14 10X25Z14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 10ES2L14 1/4" DIA. 1/4' DIA. LENGTH 25'-7 1/2" 27'-9 1/2" 24'-3 1/2" 25'-3 1/2" 23'-1 1/2" 25'-7 1/2" 27'-9 1/2" 25'-3 1/2" 23'-1 1/2" 23'-1 1/2" 20'-7 1/2" 22'-5 1/2" 22'-5 1/2" 19'-11 1/2" 19'-11 1/2" 19'-11 1/2" 22'-5 1/2" 22'-5 1/2" 26'-2" 26'-5" SHEET NUMBER El CONNECTION PLATES ROOF PLAN ❑ ID MARK/PART SC18 SA6 1 2 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE QStart Web Depth Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Mark Qty Type Dia Length 10.0/10.0 End Thick Length W x Thk x Length W x Thk x Length SP-1 SP-2 4 4 0 A325 3/4" 13/4" 4 4 0 A325 3/4"2"RFI-2 EC-2 4 A325 1/2" 1 1/2° RF1k 1 10.0/14.0 0.134 0.134 182.7 56.3 5 x 1/4" x 181.0 5 x 1/4xx 10.3 5 x 1/4"x 240.0 5 x 1/4" x 168.9 5 x 1/4x 56.5 \./FLANGE BRACES: BOTH SIDES(UNLESS NOTED)) FBxxA(1): xx=length(in) A - L2X2X14G F52-C RF1-3 RF1-4 EC-2 14.0/14.0 14.0/14.0 14.1/21.3 14.0/14.0 14.0/14.0 14.0/10.0 W8X10 0.134 0.134 0.156 0.134 0.134 0.134 240.0 74.0 88.8 74.0 240.0 56.3 5 x 1/4" x 128.6 5 x 1/4" x 45.0 5 x 1/4" x 45.0 5 x 1/4" x 128.6 5 x 1/4" x 240.0 5 x 1/4"x 240.0 5 x 1/4" x 74.0 5 x 1/4" x 84.1 5 x 1/4" x 74.0 5 x 1/4" x 240.0 5 x 1/4" x 56.5 1-4 34,_B 1 4" 1" 1 _4" 34'-8 1 4" 1/2" B35. NEED COLOR B '-3 1 4" F835.3A 1 _ �3A(1) 0 8 ®4 _3 1 " 2 'l"- 26 Ga. PBR, - - _ 1) - 2" - �/ 12 FB32.3A _ _ -�� yy 1- m a 1� N ,� 1� cL a N _FB32..;a/1) 12 L II ___ -L FB31A 1 RF1 iql , II_" - _ - y ,- CLEARANCE +/- 7 EC -2 O c0 O f) O 1 M) + V rh rn (� CLEARANCE +7- T RF1-1 O O 1 .V n I O O 2 -0" // / / // / // / // // // / //// // // / // / // / / // // / // / / // / /// // // /// / /// /' // // // / // / // / / // / / /, / // / / // / // / // / / // / / // STEM WALL BY OTHERS 10 1/2" 34'-1 1/2" 34'-1 1/2" 10 1/2" 1 STEM W BY 0TH CITEARANCE +/- 35 -0 CLEARANCR +/- 35'-0 70'-0" OUT-TO-OUT OF STEEL O RIGID FRAME ELEVATION: FRAME LINE 1 0 ISSUE DATE DESCRIPTION BY CK'D MN A 11/9/11 FOR PERMIT EVR CM HERITAGE 2612 GRIBBLE STREET GENERAL NOTES: B 1/26/12 RESUBMIT FOR PERMIT EVR CM BUILDING SYSTEMS NORTH 00 643-5AR 72114 �, ••��. 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS ARE SPECIFIED AS SNUG TIGHTED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING �ih°ihed1979 • G.•• ASTM A325 OR A490 BOLTS, JUNE 30, 2004°. PRETENSIONING METHODS, INCLUDING PROJECT: JWT PROPERTY • cc 3 6 0 8 9 ° TURN-OF-NUT, CALIBRATED WRENCH, TWIST OFF TYPE TENSION BOLTS OR DIRECT TENSION INDICATOR ARE NOT REQUIRED. INSTALLATION INSPECTION REQUIREMENTS CUSTOMER: OG �D OWNER: ���yl 7C Z• ° FOR SNUG TIGHT BOLTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.1) IS SUGGESTED. LOCATION: RIFLE, CO. 81650 �'•� Q •�� 2. ALL FIELD WELDED CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 MACHINE CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE -_ A". . LTFLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 3. INSTALL ALL 1/26/12 N.T.S. 1 A 3319-2556510 E6 B �� / O i� AL- �� SPLICE BOLT TABLE Mark SP -1 SP -2 Qty Top Bot Int Type Dia Length 4 4 2 2 A325 3/4" 2"3/4" \./FLANGE BRACES: BOTH SIDES(UNLESS NOTED)) FBxxA(1): xx=length(in) A — L2X2X14G /12" 12 26 Ga. PBR, NEED COLOR 34' —8 1 4" MEMBER TABLE Mark RF2-1 Web Depth Web Plate Start End Thick RF2-2 13.0 35.0 35.0/13.0 13.0/22.0 0.250 0.250 0.156 Length 185.8 154.5 240.0 Outside Flange W x Thk x Length 6 x 1/4" x 181.0 6 x 1/4" x 29.2 6 x 1/4" x 154.5 6 x 3/8" x 216.0 6 x 3/8" x 24.0 Inside Flange W x Thk x Length 6 x 3/8" x 148.8 6 x 1/2" x 156.0 6 x 3/8" x 236.4 F52—C 34'-8 1 4" 214, 2" 12 STEM WALL BY OTHERS 2'-11 11/16" GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS ARE SPECIFIED AS SNUG TIGHTED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING METHODS, INCLUDING TURN—OF—NUT, CALIBRATED WRENCH, TWIST OFF TYPE TENSION BOLTS OR DIRECT TENSION INDICATOR ARE NOT REQUIRED. INSTALLATION INSPECTION REQUIREMENTS FOR SNUG TIGHT BOLTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.1) IS SUGGESTED. 2. ALL FIELD WELDED CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 MACHINE BOLTS 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 64'-0 11/16" CLEARANCE +/- 70'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 3 ISSUE A DATE DESCRIPTION BY 11/9/11 FOR PERMIT EVR CK'D CM DSN 1/26/12 RESUBMIT FOR PERMIT EVR CM HERITAGE BUILDING SYSTEMS Bbdh9iAd19J9 PROJECT: JWT PROPERTY CUSTOMER: LOCATION: RIFLE, CO. 81650 CAD DATE SCALE 1/26/12 N.T.S. PHASE 1 OWNER: BUILDING ID A 2612 GRI69LE STREET NORTH LITTLE ROCK, AR 72114 1-800-643-5555 JOB NUMBER 3319-2556510 2'-1111/1 SHEET NUMBER E7 STEM WALL BY OTHERS B