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HomeMy WebLinkAboutPlans5t 6 o 20 5D TOO ILEI +NN LNELN GAS IKEA/ING FACILITY SW/4 SW/4 SEC 32 T7S R97W GARFIELD COUNTY COLORADO 32 SHIFTING ADDRESS OXY USA WIT CONN CREEK GAS TREATING FACILITY INTERSTATE 70 EXIT 62 AT DE BEO17E. COLORADO 7 MILES NORTH ON COUNTY ROAD 45 00 TO CONN CREEK ROAD 6 MILES EAST TO SITE DE BEOUE, COLORADO 81630 T 7i FLARE SR E'OORNCE DRAWINGS ER DATE 16x090 IMOD FOR CU EH1 REN 02,1,4 1000905550x ARO AIRHE PR€L66a01 LA40R71 WIRE% L BAUMBERGER & ASSOCIATES. INC. NEM MAN WEER 19105,4 GENERATOR MCC NGL ISTARILIZER INLET SLUG CATCHER REFRIG COM PRESSION- UEL GAS "I INS If EG REGEN SKID HOT OIL PUMPS. GE" � HC • HOT OIL HEATERS AMINE ROCKY PIP LINE NGL STORAGE ESP DRAIN TANK LI OFFICE SHOP WATER MAKEUP DRAWING STATUS REVISED LAYOUT ROCKY FIFE0100 0045 NOT H 1/51165 REVISED FOR NEw ENTRANCE £CR06S CONN CREEE THUDS ON J D. 0651OCRLER WISED ROVE NCC DLO. 5160414 EDGE CLOSER THAN SHOWN 5127/LS 050 ER0 E01CRN PIN OXY USA WTP LP REVIEW TRDVED MR 01wt 004.061' ow Rom coNHLI w6[ DAN w URONJ r 6N75104 Na LJ111IORTA CONSTR01.OR Pi0105 CW6TRlC1YW FRwumwwM dab Conn CreeklAutocad\PipinglConn Creek Piping V107.dwg, 5/2/2005 12:07:47 PM, Joe Baumberger, STJ O 090)501 NIMD€R 20188 Cl IENT lit emu MOS s 54.w41u5 HEN MTV. or II I RI • pe Irt 4Eu uq,PZ.b•tmE AE�� D6ID�E;aOW �:puR*MlOff M1aI.xEroEtm. CDDDAIwERDER 6 A55DCIIII S. INE Q� ,414,4 'p C0 1 5501 i Dos) 61 4-165,1 INLET COMPRESSION T TRUCK LOADING N 9+00 N 6+00 N 7+00 it N S+00 N 4+00 N 34-00 N 2400 N1E00 TRANSCOLORADO SALES MdTER OXY USA WTP LP OXY CONN CREEK GAS TREATING FACILITY FACILITY PLOT PLAN GARFIELD COUNTY, COLORADO SCALE: 1"-50' DRWG. NO,: 2018800-20201 41 2 of 3 REV. l } `... ��� k ... 5(,d N • - Roan 6 Q _ n - a — ik Q 4•''4 760°. •'0'.9 r N t\ A \Z Ite -7.)f H:\PO4\2424-01\20188-50-0060.dwg, 6/2/2005 6:15:27 PM, 1:16 LAP • • A • • 4 - • SINGLE CORNER BARS MAYBE USED IN WALLS LESS THAN 5'-0" IN HEIGHT. • " 4 MATCH SIZE & SPACING OF HORIZ. WALL REINF. • • 4. • t 4 •- 2" CLR.-TYP. ® CORNER• BAR HORIZONTAL WALL REINF. (SEE WALL SECTIONS) LAP •- n BAR SIZE LAP (CONCRETE) LAP (MASONRY) #3 THRU #6 36 BAR 0 (18" MIN.) 40 BAR 0 #7 THRU #9 40 BAR 0 48 BAR 0 #10 THRU #11 54 BAR 0 TYPICAL CORNER AND INTERSECTION REINFORCEMENT L3 x 3 x 1 /2 w/ 1"0 THREADED ROD 12" o.c. DRILL & EPDXY 9" EMBED. DETAIL 1 SCALE: N.T.S. 2" GRATING SLAB PER PLAN DETAIL 6 SCALE: 3/4" = 1'-0" `t #4 12" o.c. EA. WAY 24" STRUCTURAL FILL w/ MIRAFI GEOLON HP370 FABRIC OR APPROVED EQUAL. SEE SOILS REPORT. SECTION D -D SCALE: 3/4" = 1'-0" "ZIP -STRIP" — r REINFORCING PER PLAN ZIP STRIP CONTROL JOINT 1/a REINFORCING PER PLAN SAW CUT CONTROL JOINT NOTES: 1. SLABS SHALL BE CAST IN STRIPS 15'-0" WIDE MAXIMUM WITH CONSTRUCTION JOINTS OR CONTROL JOINTS AT A SPACING EQUAL TO THE SNIP WIDTH. 2. SAWCUT CONTROL JOINTS MAY BE USED IN BOTH DIRECTIONS SPACED AT 15-0" MAX. (ZIP - STRIP JOINTS MAY BE USED IN ONLY ONE DIRECTION.) 3. SAWCUT JOINTS SHALL BE MADE SAME DAY AS POUR AND AS EARLY AS POSSIBLE PRIOR TO DRYING SHRINKAGE. THE JOINT SHALL BE FLUSHED WITH WATER OR AIR PRESSURE IMMEDIATELY AFTER SAWING. 4. FINISHING OF CONCRETE SLAB SHALL BE DONE AFTER SURFACE BLEED WATER HAS EVAPORATED. 5. MOISTEN SUB -GRADE PRIOR TO PLACING CONCRETE. 6. APPLY MEMBRANCE CURING COMPOUND TO CONCRETE IMMEDIATELY Ah ItH CONCRETE FINISHING OPERATION_ TYPICAL SLAB CONTROL JOINTS DETAIL 2 SCALE: N.T.S. 36" 18"1 ----- #4 0 18".o.c. T.O.C. EL. 99'-6" SEE DTL. 6/ 0060 \ _1 1 CONC. WALL SEE SEC. B -B/0060 FOR REINF. TYP. SECTION A -A SCALE: 3/4" = l'-0" TYPE W-15-4 GRATING 2" x 3/8" BEARING BARS ® 15/16" o.c. 2" o.c. CROSS BARS SLAB PER PLAN Gaj, #5 DOWELS 0 12" o.c. 24" STRUCTURAL FILL w/ MIRAFI GEOLON HP370 FABRIC OR APPROVED EQUAL. SEE SOILS REPORT. #5 ® 12" o.c. EA. WAY SECTION E -E SCALE: 3/4" = 1'-0" - COMPACTED STRUCTURAL FILL SEE SOILS REPORT NOEL 1. HEX NUT W/(3) WASHERS MAY BE USED IN STUDS AT BOTTOM 2. ALL BOLTS SHALL BE A307 MIN. BOLT EMBEDMENT SCHEDULE SIZE EMBEDMENT 1/2"0 ANCHOR BOLT 8" MINIMUM EMBEDMENT 3/4"0 HEADED ANCHOR STUD 14" MINIMUM EMBEDMENT 1"0 HEADED ANCHOR STUD 18" MINIMUM EMBEDMENT 1 1/2"46 HEADED ANCHOR STUD 18" MINIMUM EMBEDMENT TOP OF CONCRETE • LIEU OF HEADED ANCHOR BY OTHERS ANCHOR BOLT ALTERNATE HEADED ANCHOR STUD DETAIL 3 L2 x 2 x 1/4 CONT. FASTEN w/ HILTI "DS" 0.177"0 OR EQUAL 1 1/2" EMBED. ® 24" o.c. #5 DOWELS 0 16" o.c. ALTERNATE LEG DIRECTION T.O.C. EL. 100'-6" F. GRADE SCALE: N.T.S. er CO 0 1/2" EXP. JT. MAT'L SLAB PER PLAN #5 ® 16" o.c. O o (2) #5 — CON T. 1'-6" N) COMPACTED STRUCTURAL FILL. SEE SOILS REPORT (2) #5 CONT. TOP & BOTTOM 24" STRUCTURAL FILL w/ MIRAFI GEOLON HP370 FABRIC OR APPROVED EQUAL. SEE SOILS REPORT. SECTION B -B SCALE: 3/4" = 1'-0" GENERATOR FDN. SEE DWG 20188-50-0064 L2 x 2 x 1/4 CONT. FASTEN w/ HILT' "DS" 0.177"0 OR EQUAL 1 1/2" EMBED. 0 24 o.c. TYPE W-15-4 GRATING 2" x 3/8" BEARING BARS ® 15/16" o.c. 2" o.c. CROSS BARS SEE DTL. 6/ 0060 SLAB PER PLAN 8" #5 0 12" o.c. EA. WAY COMPACTED STRUCTURAL FILL SEE SOILS REPORT 24" STRUCTURAL FILL w/ MIRAFI GEOLON HP370 FABRIC OR APPROVED EQUAL SEE SOILS REPORT. SECTION F -F SCALE: 3/4" = 1'-0" co M T.O.C. EL. 100'-6" 1- BASE PLATE "B" PLAN DETAIL 4 SCALE: 3/4" = 1'-0" (1) ADDY #4 TIE SFF PI AN O SECTION C -C SCALE: 3/4" = 1'-0" 1/2" EXP. JT. MAT'L SLAB PER PLAN COMPACTED STRUCTURAL FILL. SEE SOILS REPORT #4 TIES ®12"o.c. #5 DOWELS SEE PLAN 24" STRUCTURAL FILL w/ MIRAFI GEOLON HP370 FABRIC OR APPROVED EQUAL. SEE SOILS REPORT. OXY PLAN DETAIL 5 SCALE: 3/4" = 1'-0" ODDO ENGINEERING, INC. 710 Cooper Ave, Suite 200 GLENWOOD SPRINGS, CO 81601 (970) 945-1006 BASE PLATE "C" oddo engineering OXY USA WTP CONN CREEK FACILITY DATE REFERENCE 6-02-05 CONSTRUCTION GENERATOR BUILDING FOUNDATION DETAILS & SECTIONS Designer P.E.S. Project No. 2424-01 Checker L.K.A. Drawing Number 20188-50-0060 GENERAL NOTES 1.1 Fabrication shall be in accordance with Alliance 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". 1.2 MATERIALS Hot rolled mill shapes Structurcl steel plate Cold formed light gauge shapes Cable bracing Roof and wall sheets Machine bolts High strength bolts (1/2"0 to 1"0) High strength bolts (1 1/8"0 to 1 1/2"0) Anchor bolts (if supplied) Pipe ASTM DESIGNATION * A36/A6 A570/A607/A935/A529 A570/A563/A607 A475 A563, A792 A307, GRADE A A325, TYPE 1 A325, TYPE 1 A307, GRADE C A500, GRADE A OR A501 * Latest issue MINIMUM YIELD FY = 36 KS! FY = 55 KSI FY = 55 KSI Extra High Strength FY = 50, 80 KSI FY = 36 K51 FY = 120 KSI FY = 105 KSI FY = 36 K51 FY = 36 KSI 1.3 PRIMER Shop primer paint is a rust inhibitive primer which meets the end performance of Federal Specification TT -P-636 and Alliance's Red Oxide color. this point is not intended for long term exposure to the elements. Alliance is not responsible for any deterioration of the shop primer paint as a n Lilt of improper handling and/or storage. Alliance shall not be responsible for any field applied paint and/or coatings. (Section 6.5 AISC Code o Standard Practice, 9th Edition). 1.4 GALVAP''7ED OR SPECIAL COATINGS See Contract Documents. 1.5 ALL BOLTS ARE 1/2"0 x O'-1" A307 EXCEPT a Eave strut connection - 1 /2"es x O'-1 1 4" A307 b Endwall rafter splice - 5/8"0 x 0'-1 3/" A325 c Endwall column to rafter connection - 5/8"re x 0'-1 1/4" A325 d Main frame connections - SEE CROSS SECTION. Note: Washers are not supplied unless noted otherwise on drawing. 1.6 A325 BOLT TIGHTENING REQUIREMENTS All Gonne•=tions used by Alliance Steel are considered to be in the non -slip -critical category and therefore need only be tightened to the snug tight condition. The snug tight condition is defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of on impact wrench or the full effort of a person using an ordinary spud wrench. Hardened washers are not required except when bolts are installed in oversized or slotted holes. 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. Note: Conditions vary at hips, volleys, fascias mansards and canopies refer to Erection Drawings. 1.8 ERECTION NOTE All brac'ng strapping and bridging shown and provided by Alliance 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 erector's responsibility to determine the amount of such bracing and to procure and install as needed. 1.9 UNLOADING AND ERECTION NOT BY ALLIANCE Due to Alliance's insurance policy, Alliance drivers May Not Assist in the unloading of structure. 1.10 CORRECrIONS OF ERRORS AND REPAIRS (MBMA 6.10) Claims for correction of alleged misfits will be disallowed unless Alliance has re . Lived prior notice thereof and allowed reasonable inspection of such misfits. The correction of minor misfits by the use of drift pins to draw the components into line, moderate amounts of reaming, chipping and cutting, and the replacement of minor shortages of material are a normal cart of erection and are not subject to claim. No port of the building .nay be returned for alleged misfits without the pr?or approval of Alliance Alliance• Steel, Inc. assumes that all overhead doors and all windows and walk doors which ore not furnished by Alliance, hove been designed to resist the required wind load of your building. In many cases, openings which have not been designed for full wind load will reclassify the building as partially open; thereby increasing wind coefficients. Increased wind coefficients may require additional girts and purlins, as well as increased wind reactions of the rigid frames. If you c. a using overhead doors, or any other material to enclose your building' which has not been designed for full wind load, notify Alliance in advance so that your building con be properly designed for partially open conditions. VERTICAL DEFLECTION OF RIGID FRAMES Buildings which are located in regions of the country where snow and ice accumulation may occur should be aware that purlins and rigid frames, particult rly long span frames, will deflect vertically when subjected to snow ani ice loads. Two areas which require special precaution during interior erection and ore greatly effected by vertical deflection, should be carefully considered: 1.) Metal Studs should never be attached directly to rigid frames or purlins without slotted vertical clips. Even a 3/8" vertical deflection can cause a metal stud to bow out 5 to 6 inches. 2.) Core should be taken when supporting acoustical or other type hanging ceiling tiles from purlins and rigid frames. in hallways or small rooms the tiles should be supported from the permanent walls and partitions rather then the purlins. In larger rooms where the ceiling must be supported from the roof system, it is important to allow the ceiling to deflect at the outside walls at the same rate it deflects in the center of the room. If the ceiling is supported continuously along any non -yielding wall while the rest of the ceiling is deflecting, obvious problems occur. o� 56d��` METAL BUILDING MANUFACTURERS ASSOCiAAON I Enc f STEEL BUIL_DI\ SYSTEV DLA OVA CITY, OK. 73 4.3333 S. COUNCIL RD. - Job \unnoer : Buyer se Customer : JoDsite : n 1 79 745-7530 305-201B GENERATOR BUILDING •I' i y , r 1,-4... .., ist k' 1- • ' ' .L. ;t; fl' `. • y _.4 CLOVIS METAL BUILDINGS OXY v SA DE 3EQUE, CO This structure has been designed in accordance with the following Engineering Design Criteria Building Code. IBC 2003 Building End Use: Shop Use Group Classification: 8 Roof Dead Load, dl: 30 psf Roof Collateral Load. 0 psf Fixed Service Equipment. None Roof Live Load, II: 40 psf Frame Live Load, II: 40 psf Non -Reducible Mezzanine Dead Load: Mezzanine Live Load: Other Mezzanine Loads: Snow as per Section 7 ASCE 7-02: Building Classification: Standard Ground Snow Load, Pg: 57.1 psf Snow Exposure Factor, Ce: 1 0 Snow Importance Factor, I: 1 0 Snow Thermal Factor, Ct: 1 0 Roof Snow Load, Pf: 40.0 psi Roof Slope Factor, Cs: 1 0 Sloped Roof Snow, Ps: 40 0 psf Wind and Seismic as per IBC 03: Wind Load, V: 90 0 mph Wind importance Factor, I: 1 0 Wind Exposure Category. C Enclosure Classifications. Enclosed Building Classification: Spectral Acceleration Spectral Acceleration Site Classification: Standard for 0.2 Second Period, Ss: 0 42 for 1.0 Second Period, Si: 0.09 D Site Coefficient, Fa: 1 5 Site Coefficient, Fv: 2 4 Structural System, Transverse: Ordinary Moment Frames of Steel Structural System, Longitudinal. Concentrically Braced Frames Response Modification Factor, Rlong: 5 Response Modification Factor, Rtrans• 3 Deflection Amplification Factor, Cdlong: 4 5 Deflection Amplification Factor, Wrens. 3 5 Seismic Importance Factor, I: 1 0 Seismic Use Group. Seismic Design Category for 0,2 Second Period: C Seismic Design Category for 1.0 Second Period: C Equivalent Lateral Force Procedure Analysis Method. NOTES: APPROVER, PLEASE VERIFY/PROVIDE CRANE DATA, ELEVATIONS & DIMENSIONS. as incicated: Crone #1 System: Top Running Crone Crane #1 Capacity. 3.0 tons Crane #1 Bridge Weight: 4 2 kips Crane #1 Hoist & Trolley. 1 0 kips Crane #1 Wheel Base: 6 0 ft Crane #2 System: Top Running Crone Crane #2 Capacity. 3.0 tons Crane #2 Bridge Weight: 3.5 kips Crane #2 Hoist & Trolley. 1 0 kips Crane #2 Wheel Base: 6 0 ft Nonstandard Horizontal Frame Deflection: < H/180 Nonstandard Vertical Frame Deflection. < L/240 Nonstandard Purlin Deflection' < L/180 Nonstandard Girt Deflection: < L/180 I Panel Schedule Roof panel: Wall panel: Liner panel: o 26 ga. Alliance R 0 26 ga. Alliance 'R' 0 26 go. Alliance 'A' 0 26 ga. Alliance 'M' ❑ 26 go. Alliance Reverse Run 'R' 0 26 ga. Alliance 'R' 0 26 ga. Alliance 'A' 0 26 go. Alliance 'M' 0 26 ga. Alliance Reverse Run 'R' 'Al2' • UL90 El UL90 0 UL90 s. 26 ga. Alliance PBR ❑ 24 go. AllianceSeam 24 ❑ 24 ga. AllianceLok-16 a UL90 • 26 go. Alliance wo/beads ❑ 26 ga. Alliance 'Al2' w/beads Soffit panel: Field located accessories: o 26 ga. Alliance 'R' ❑ 26 go. Alliance 'A' ❑ 26 ga. Alliance 'M' ❑ 26 go. Alliance Reverse Run 'R' ❑ 24 ga. Alliance 'Al2' (3) 3070 Trim packages .J BUYER/END USE CUSTOMER RESPONSIBILITIES 2.1 It is the responsibility of the BUYER/END USE CUSTOMER to obtain app- ropriate approvals and secure necessary permits from City, County, State or Federal Agencies as required, and to advise/release Alliance to fab- ricate upon receiving such. 2.2 Alliance standard specifications apply unless stipulated otherwise in the Contract Documents. Alliance's design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work with any other inter- pretations to the contrary not withstanding. it is understood by both Parties that the BUYER/END USE CUSTOMER is responsible for clarification of inclusions or exclusions from the architectural plans and/or specifications. 2.3 In case of discrepancies between Alliance's structural steel plans or other trades, Alliance's plans govern. (Section 3 AISC Code of Standard Practices, 9th Edition). 2.4 Approval of Alliance drawings and calculations indicates that Alliance has correctly interpreted and applied the Contract Documents. The approval constitutes the contractor/owners acceptance of the Alliance's design concepts, assumptions, ono loading. (Section 4 AISC Code and MBMA 3.3.3). 2.5 Once the BUYER/END USE CUSTOMER hos signed Alliance's 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 Alliance and Alliance's steel system are to be considered and coordinated by the BUYER/END USE CUSTOMER. Specific design criteria con- cerning this interface between materials must be furnished before release for fabrication or Alliance's assumptions will govern (Section 4 and Commentary AISC Code of Standard Practice, 9th Edition). 2.7 It is the responsibility of the BUYER/END USE CUSTOMER to insure that Alliance's plans comply with 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 on agreement that Alliance or its design engineers are acting as the engineer of record or design professional for a con- struction project. These drawings ore sealed only to certify the design of the structural components furnished by Alliance. 2.8 The BUYER/END USE CUSTOMER is responsible for setting anchor bolts and erection of steel in accordance with Alliance's "For Construction" drawings only. Temporary supports such as guys, braces, faisework, cribbing or other elements required for erection operation shall be determined and 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. (Section 7 AISC Code of Standard Practices, 9th Edition). 2.9 Alliance is responsible for the design of the anchor bolts to permit the transfer of force between the base plate and anchor bolts in shear, bearing cnd tension, but is not responsible for the transfer of anchor bolts forces to concrete or the adequacy of the anchor bolts in relation to the concrete. Unless otherwise provided in the Order Documents, Alliance does not design and is not responsible for the design, material and construction of the foundation or foundation embedments. The BUYER/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. (Section A10 MBMA 1986 Low Rise Building Systems Manual). 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 Alliance by the BUYER/END USE CUSTOMER to enable whoever is responsible either to correct the error or to approve the mast efficient and economical method of correction to be used by others. (Section 7 AISC Code of Standard Practices, 9th Edition). 2.11 Neither Alliance 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. (Section 7 AISC Code of Standard Practice, 9th Edition). 2.12 WARNING In no case should Aluminized Zinc steel panels be used in con- junction with lead or copper. Both lead and copper have harmful corrosive effects on the Aluminized Zinc alloy coating when they are in contact with Aluminized Zinc steel panels. Even run-off from copper flashing, wiring or tubing onto Aluminized Zinc should be avoided. 2.13 SAFETY COMMITMENT Alliance 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 Alliance. 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 worker safety. Make certain all employees know the safest and most productive way of erecting 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 equip- ment for handling material, and safety nets where applicable, are recom mended. 3.1 Oklahoma Certificate of Authorization Number: CA 2815 (PE) Renewal Date: 06-30-2005 REV. A REV. z REV. A Seal applies only to components furnished by Alliance Steel, Inc. DES: DWN: GD -1) DATE: 4-28-05 \t1 DTL: CHK: ,OB NO: 305-201Q i COVER 0 0 0 0 0 0 1 1/2", 60'-O" OUT -TO -OUT OF STEEL 20'-0" 20'-0" 19'-7" 20'-0" 19'-7" N 1 1/2" 19'-7n 20'-0" 0 20'-0" ANCHOR BOLT PLAN 0 r 1 1/2" 0 NOTES: 1.) FINISHED FLOOR IS REFERENCED AS 100'-0". ALL BASE PLATE ELEVATIONS ARE AT ELEVATION 100'-0" UNLESS NOTED OTHERWISE ON ANCHOR BOLT PLAN. 2.) THIS ANCHOR BOLT PLAN IS FOR BOLT LOCATIONS ONLY. DO NOT USE THIS DRAWING TO POUR FOUNDATION. REFER TO ARCHITECTURAL DRAWINGS FOR FOUNDATION PLAN, SECTIONS, AND DETAILS. 171ffi 1100 STEEL BUILDING SYSTEMS 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 800-624-1579 MMed �) ANCHOR BOLT PLAN GENERATOR BUILDING CLOVIS N ETAL 3UILDINGS •• •lilt \/t' ci 5/3/0 Seal applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO REV. Qi DESIGNED BY: t DRAWN BY: GD DETAILED BY: REV. L SCALE: NONE CHECKED BY: L CHECKED BY: SHEET: AB1/2 DATE: 4-29-0 REV. FILE NAME: --- JOB NUMBER: 305-2018 SO B C M I C B O 010 o I to N in rn M , c E p in h o I ic A A © • 0 r N 9 P1Z-J V I IP P • o I CV 040I C M — C B 1 1/2" 19'-7n 20'-0" 0 20'-0" ANCHOR BOLT PLAN 0 r 1 1/2" 0 NOTES: 1.) FINISHED FLOOR IS REFERENCED AS 100'-0". ALL BASE PLATE ELEVATIONS ARE AT ELEVATION 100'-0" UNLESS NOTED OTHERWISE ON ANCHOR BOLT PLAN. 2.) THIS ANCHOR BOLT PLAN IS FOR BOLT LOCATIONS ONLY. DO NOT USE THIS DRAWING TO POUR FOUNDATION. REFER TO ARCHITECTURAL DRAWINGS FOR FOUNDATION PLAN, SECTIONS, AND DETAILS. 171ffi 1100 STEEL BUILDING SYSTEMS 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 800-624-1579 MMed �) ANCHOR BOLT PLAN GENERATOR BUILDING CLOVIS N ETAL 3UILDINGS •• •lilt \/t' ci 5/3/0 Seal applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO REV. Qi DESIGNED BY: t DRAWN BY: GD DETAILED BY: REV. L SCALE: NONE CHECKED BY: L CHECKED BY: SHEET: AB1/2 DATE: 4-29-0 REV. FILE NAME: --- JOB NUMBER: 305-2018 1 1/2"-9 A - SEE PLAN HOLD DIMENSIONS SEE A.B. SCHEDULE FOR PROJECTION SECTION A FINISHED FLOOR (ELEV. 100'-0") ANCHOR BOLT (TYP.) 1 1/2" -9 A-- SEE PLAN HOLD DIMENSION -9 ANCHOR BOLT (TYP.) SEE A.B. SCHEDULE FOR PROJECTION SECTION B FINISHED FLOOR (ELEV. 100'-0") ,F3 1/2" 2"-}' ) �-- SEE PLAN OPENING ----9 1 1/2" 4' SEE TEMPLATE SECTION C JAMB BASE (SLOPING THRESHOLD) DETAIL DIA = 1/2" EXPANSION BOLTS BY OTHERS MISC. JAMB BASE DETAIL (WALK DOORS, WINDOWS, ETC.) (28) PLACES ANCHOR BOLT SCHEDULE (HOOK TYPE) QUANTITY DESCRIPTION SHAPE PROJECTION ABOVE B.P.E. --- 1/2"0 x 0'-7 1/2" W/NUTS 6"1 1/2" 1 1/2" + GROUT THICKNESS 8 5/8"0 x 1'-3" W/NUTS 12" 3" 1 1/2" + GROUT THICKNESS 34 3/4"0 x 2'-2 1/2" W/NUTS 21 1/2" I5" 2 1/2" + GROUT THICKNESS --- 7/8"0 x 2'-4 1/2" W/NUTS 23" 5 1/2' 2 1/2" + GROUT THICKNESS --- 1"0 x 2'-7" W/NUTS 250 6" 3" + GROUT THICKNESS --- 1 1/8"0 x 2'-10" W/NUTS 27' 7" 3 1/2" + GROUT THICKNESS --- 1 1/4"0 x 3'-0" W/NUTS 28 1/2" 7 1/2" 3 1/2" + GROUT THICKNESS --- 1 3/8"0 x 3'-3" W/NUTS 30 1/2" I a 1/2" 4" + GROUT THICKNESS --- 1 1/2"0 x 3'-5" W/NUTS 32" 9" 4" + GROUT THICKNESS ANCHOR BOLTS PROVIDED BY > 6 ALLIANCE 0 BUYER NOTES: 1.) 1/2"4 EXPANSION BOLTS FOR MISCELLANEOUS FRAMED OPENINGS (WALK DOORS, WINDOWS, LOUVERS, ETC.) ARE TO BE PROVIDED BY OTHERS. 2.) EMBEDMENT LENGTH AND HOOK LE,VGTH OF ALL ANCHOR BOLTS TO BE VERIFIED BY THE FOUNDATION ENGINEER. 3.) REFER TO SECTIONS FOR GROUT THICKNESS IF PRESENT. BASE PLATE LOOSE HEAVY HEX NUT AND FLAT WASHER PROJECTION litPROJECTION + 4. GROUT THICK. -- -I BASE PLATE ELEVATION (B.P.E.), SEE PLAN --_.\ GROUT BY OTHERS (IF APPLICABLE) Dia= 5/8" co ISI 4" 2" See Plan DETAIL A 1 1/2" LW Dia= 3/4" 0 fi 8" 1' ®Ie 43- e 4-0-1 2„ 2" 0 T_ 0 3" co "v r7 1 1/2" SW 1 1/2' 5"� DETAIL B Dia= 3/4" 0 a J 0 4" 3" co • 0 rh See Plan DETAIL C v 1 1/2" SW O T COLUMN LINE V FRAME LINE RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc. Bolt Bose Rote (in) Grout Line Line No D(in) Wid Len Thk (in) 1 • A 4 0.750 8.000 10.00 0.500 1 * D 4 0.750 8.000 10.00 0.500 1 • Frame lines: 1 10 0.0 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc. Bolt Base Plate (in) Line Line NoD(in) Wid Len Grout Thk (in) 2 * A 4 0.750 8.000 10.00 0.500 2 • D 4 0350 8.000 10.00 0.500 2 • Frame lines: 0.0 0.0 2 3 4 5 6 7 8 9 RIGID FRAME: Frame Column ----Dead---- -Collateral- Line Line Horiz Vert Horiz Vert 1 • A 0.39 220 0.00 0.00 1 * D -0.39 2.20 0.00 0.00 Frame Column Line Line 1* A 1' D Frame Column Line Line 1• A 1. 0 Frame Column Line Line 2* A 2' D Frame Column Line Line 2• A 2' D Frame Column Line Line 2 A 2' D --Wind_R2--- Horiz Vert 1.80 -0.69 - 4.54 -4.72 - - -F1CRANEA2- Horiz Vert 1,03 9.03 - 0.25 2.11 - -SeismicJ..-- Horiz Vert 0.87 -0.92 0.87 0.92 ----Dead---- Horiz Vert 0.49 2.65 -0.49 2.65 --Wind_R2--- Hariz Vert 2.18 -0.87 - 5.74 -5.90 - - -F1CRANEA3- Hartz Vert 0.26 2.11 1.02 9.03 -Collateral- Horiz Vert 0.00 0.00 0.00 0.00 -Seismic_L-- Horiz Vert 0.97 -1.02 0.97 1.02 - -F2CRANEA2- Horiz Vert 1.04 9.14 - 0.24 2.22 - BASIC COLUMN REACTIONS (k ) - ---Live---- --Wind_L1--- Horiz Vert Horiz Vert 154 16.20 -3.80 -7.20 -3.54 16.20 -2.54 -3.17 -Seismic_R----LnWind_L-- Horiz Vert Horiz Vert 0.87 0.92 1.50 -4.77 0.87 -0.92 -0.77 -4.57 - -F1CRANEA4--FIUNB_LL 1- Horiz Vert Horiz Vest 1.02 3.23 3.20 9.76 0.26 7.91 -3.15 19.37 ----Liye---- --Wind_L1--- Horiz Vert Horiz Vert 4.69 20.25 -4.81 -9.00 -4.69 20.25 -3.11 -3.96 - Seismic_R----LnWind_L-- Horiz Vert Horiz Vert 0.97 1.02 1.86 -7.52 0.97 -1.02 -0.94 -7.46 - -F2CRANEA3---F2CRANEA4--F2UNB_LL 1- Horiz Vert Horiz Vert Horiz Vert 0.24 2.22 1.04 3.34 4.25 12.21 1.04 9.14 0.24 8.02 -4.18 24.21 1 • Frame lines: 1 10 2 Frame lines: 2 3 4 5 6 7 8 9 - -Wind_R1--- Horiz Vert 2.55 -3.17 3.79 -7.20 - -LnW'nd3-- Horiz Vert 0.77 -4.57 -1.50 -437 - F1UNB_LL 2- Horiz Vert 3.17 19.37 - 3.22 9.76 - -Wind_R1--- Horiz Vert 3.11 -3.96 4.81 -9.00 - -LnWind_R-- Horiz Vert 0.94 -7.26 -1.86 -7.72 - F2UNB_l.L 2- Horiz Vert 4.18 24.21 - 4.25 12.21 --Wind_L2--- Horiz Vert -4.55 -4.72 - 1.79 -0,69 --FICRANEA1- Horiz Vert - 0.26 7.91 -1.02 3.23 --Win&.2--- Horiz Vert - 5.74 -5.90 - 2.18 -0.87 --F2CRANEA1- Horiz Vert -0.24 8.02 - 1.04 3.34 ENDWALL COLUMN: Frm Col Line Line REACTIONS, ANCHOR BOLTS, & BASE PLATES Column_Reactions (k ) Dead Coil Live Vert Vert Vert Wind -Left Wind -Right Horiz Vert Horiz Vert Out -Of -Plane Wd P Wd S Horiz Horiz 10 10 C B C B 1.7 1.7 1.7 1.7 0.D 11.9 0.0 11.9 0.0 11.9 0.0 11.9 0.0 -3.5 0.0 -5.0 0.0 -5.0 0.0 -3.6 0.0 -5.0 -3.3 0.0 -3.5 -3.3 0.0 -3.5 -3.3 0.0 -5.0 -3.3 Anc. Bolt No D(in) Bose Plate (in) Grout Wid Len Thk (in) 3.6 2 0.625 3.500 10.00 0.250 3.6 2 0.625 3.500 10.00 0.250 3.6 2 0.625 3.500 10.00 0.250 3.6 2 0.625 3.500 10.00 0.250 0.0 0.0 0.0 0.0 BRACING REACTIONS, PANEL SHEAR ± Reactions (k ) Panel --Wall-- Col --Wind--- -Seismic- Shear Lot Line Line Hon Vert Hon Vert (Ib/it) L_EW 1 F_SW D RJW 10 B_SW A Rigid Frame At Endwall Wind Bent In Wall Rigid Frame At Ended! 8 .7 2.2 1.6 4.5 3.2 4 ,3 2.2 1.6 4.5 3.2 LOAD COMBINATIONS Id Description 1 DL+CL+LL 2 DL+CL+0.75LL+0.75WL1 3 0L+CL+0.75LL+0.75WR1 4 0.600L+WL1 5 0.600L+WR1 6 0.600L+WL2 7 0.600L+WR2 8 DL+CL+F1UNBJ.L 1 9 DL+CL+FIUNB_LL 2 10 DL+CL+F2UNB_LL 1 11 DL+CL+F2UNB,-LL 2 12 0.600L+WR1+WS 13 0.600L+WP+LnWndL 14 0.600L+WLI+WS --o STEEL BUILDING SYSTEMS 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 800-624-1579 sa-r+e I evGja uui ismactte ANCHOR BOLT DETAILS GENERATOR BUILDING CLOVIS METAL BUILDINGS Seal applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO DESIGNED BY: 144 - DRAWN BY: GD REV. A DETAILED BY: DATE: 4-29-05c) CHECKED BY: 4 (tr, CHECKED BY: REV. z% SCALE: NONE SHEET: AB2/2 REV. 4s FILE NAME: --- JOB NUMBER: 305-201B 60'-0" OUT–TO–OUT OF STEEL 20'-0" 20'–O" 20'–O" Ca 0 cc 0-1 to N O O SIM f-- SEE PLANS &/OR ELEVATIONS FOR LAP DIMENSION PURLIN LAP " 8ES14 8ES14 rn N S14 8ES14 SEE PLANS &/OR ELEVATIONS FOR LAP DIMENSION 0 O --- (6) 1/2'10 A307 BOLTS _N JTE. SEE PAGES 21 & 25 OF BUILDING ERECTION GUIDE FOR PANHEAD BOLT INSTRUCTIONS PURLIN &/OR GIRT MAINFRAME RAFTER &/OR COLUMN 'JRLI\/GIRT LAP D (TYP. U.N.O. ON PLANS & ELEVATIONS) 2'-8 3/4'I 2'-B 3/4' 8ES14 ROOF FRAMING PLAN EYEBOLT 8ES14 2'-B 3/4' RAFTER WEB CABLE GRIP SHOP LOCATED SLOTS IN WEB PLATE & BACK–UP PLATE HILLSIDE WASHER FLAT WASHER EX NUT 1/4 BACK–UP PLATE WASHER SIDE FOR WEB THICKNESSES LESS THAN 1/4" CABL- BRACE C3N\ DETAIL (CABLE BRACE CONNECTION TO B.U. PLATE RAFTER WEB) SIM —I 0 0 N NJ _CNI I ROOF SHEETING PANELS: 26 Ga. MR (6) 9"x10'-0" RIDGE VENT NOTICE PANEL STORAGE INFORMATION ALLIANCE STEEL, INC. RECOMMENDS, that panel bundles be stored under a roof whenever possible. If panel bundles are stored outside, the following list of requirements should be adhered to in order to help preserve panel warranties: 1. The storage areas should be reasonably level, and should be located so as to minimize handling of bundles during the construction process. 2. When stored on bore ground, place a plastic ground cover under the bundles to minimize condensation on the panel from moisture in the soil. 3. Store bundles at least 12 inches above ground level to allow air circulation beneath the bundle, and to prevent rising water from entering bundle. 4. Elevate one end of the bundle slightly to permit runoff of moisture from the top of the bundle or from between nested panels. A waterproof cover should be placed over the bundle, with allowance for air circulation under the cover. 5. Re–cover opened bundles at the end of each day to prevent entry of moisture. CLOVIS 1LD@ B INICLfl J1 0.AINc NNNWCIUROK Ac5X Th STEEL BUILDING SYSTEMS 3333 S. cO'JNCIL - OKLAHOMA CITY. DK 73179 405-745-7500 800-624-1579 GE U ROOF PLAN \EIRATOR 3UILDIN ETAL 3UILDINGS C Seal applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO DESIGNED BY: istki— DRAWN BY: GD REV. 1Q DETAILED BY: DATE: 4-29-0V} CHECKED BY: \,yv, CHECKED BY: REV. A SCALE: NONE SHEET: E1/5 REV. A FILE NAME: --- JOB NUMBER: 305-201B 8x2.5212 8x2.5214 ` CRANE BEAM (TYP) 8x2.5212 1 1 j m/ x!4`0 x ,m NI,- 1 4-0 \ 8x2.5212 \ 8x2.5714 / J U ll' 8x2.5212 r m 1 I� lei” \cr t0 1 v r'7 Er CRANE BEAM (WP) i 8ES14 SEE PLANS &/OR ELEVATIONS FOR LAP DIMENSION 0 O --- (6) 1/2'10 A307 BOLTS _N JTE. SEE PAGES 21 & 25 OF BUILDING ERECTION GUIDE FOR PANHEAD BOLT INSTRUCTIONS PURLIN &/OR GIRT MAINFRAME RAFTER &/OR COLUMN 'JRLI\/GIRT LAP D (TYP. U.N.O. ON PLANS & ELEVATIONS) 2'-8 3/4'I 2'-B 3/4' 8ES14 ROOF FRAMING PLAN EYEBOLT 8ES14 2'-B 3/4' RAFTER WEB CABLE GRIP SHOP LOCATED SLOTS IN WEB PLATE & BACK–UP PLATE HILLSIDE WASHER FLAT WASHER EX NUT 1/4 BACK–UP PLATE WASHER SIDE FOR WEB THICKNESSES LESS THAN 1/4" CABL- BRACE C3N\ DETAIL (CABLE BRACE CONNECTION TO B.U. PLATE RAFTER WEB) SIM —I 0 0 N NJ _CNI I ROOF SHEETING PANELS: 26 Ga. MR (6) 9"x10'-0" RIDGE VENT NOTICE PANEL STORAGE INFORMATION ALLIANCE STEEL, INC. RECOMMENDS, that panel bundles be stored under a roof whenever possible. If panel bundles are stored outside, the following list of requirements should be adhered to in order to help preserve panel warranties: 1. The storage areas should be reasonably level, and should be located so as to minimize handling of bundles during the construction process. 2. When stored on bore ground, place a plastic ground cover under the bundles to minimize condensation on the panel from moisture in the soil. 3. Store bundles at least 12 inches above ground level to allow air circulation beneath the bundle, and to prevent rising water from entering bundle. 4. Elevate one end of the bundle slightly to permit runoff of moisture from the top of the bundle or from between nested panels. A waterproof cover should be placed over the bundle, with allowance for air circulation under the cover. 5. Re–cover opened bundles at the end of each day to prevent entry of moisture. CLOVIS 1LD@ B INICLfl J1 0.AINc NNNWCIUROK Ac5X Th STEEL BUILDING SYSTEMS 3333 S. cO'JNCIL - OKLAHOMA CITY. DK 73179 405-745-7500 800-624-1579 GE U ROOF PLAN \EIRATOR 3UILDIN ETAL 3UILDINGS C Seal applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO DESIGNED BY: istki— DRAWN BY: GD REV. 1Q DETAILED BY: DATE: 4-29-0V} CHECKED BY: \,yv, CHECKED BY: REV. A SCALE: NONE SHEET: E1/5 REV. A FILE NAME: --- JOB NUMBER: 305-201B 12 40'-0" OUT—TO—OUT OF STEEL 12'-0" 16'-0" 12'-0" SA Sag Strop CiOx15.3 C C10x15.3 ENDWALL FRAMING: FRAME LINE 1 Tan O I tit N ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. R 4 12 12 c 0 N a 0 S I 0 a I Tier r In M 40'-0" OUT—TO—OUT OF STEEL 12'-0" 16'-0" 12'-0" SA ENDWALL FRAMING: FRAME LINE 4 N N 77 N l U) G R I CCU) Ticr O N N ENDWALL SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Ga. R 4 12 01 1 h M M GIRT (TYP. AKE ANGLE 1) #12x3/4 STRUCT. SCREW wo/WASH. (TYP.) 26 GA.x1 1/2" SAG STRAPPING ASE MEMBER E\DWALL SAG STRAP DETAIL HEADER CAP CHANNEL (HCC -8 ) FLANED GDE\ ZEE GIRT jj12x3/4 S.D.S., 6" 0.C. I\G DETAIL (C.F. HEADER CAP CHANNEL CONNECTION TO ZEE GIRT) ZEE GIRT HEADER CAP CHANNEL M FIELD CUT GIRT IF F.O. 304 IS FIELD LOCATED 8x2.5C16 (TYP. BASE MEMBER FIELD LOCATE F.O. HEIGHT F.O. FOR 3040 NOT BY ASI L3'-0" F.O. WIDTH FIELD LOCATE -r' GIRT (TYP.) FRAMED OPE\ING ELEVATIO\ (10) PLACES ZEE GIRT \ FIELD CUT GIRT 1F F.O. IS FIELD LOCATED 10x2.5C16 (TYP.)--. BASE MEMBER / FIELD LOCATE it 3070 RAv F.O. FOR 3070 NOT BY ASI 3'-4" FIELD LOCATE --7- F.O. WIDTH ED OPE\I (4) PLACES GIRT (TYP.) \G ELEVATIO\ • • 0 TOO adl o)wit 1[UL 91IONG IIAKIACRRFRS A4GWIx1 STEEL BUILDING SYSTEMS 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 800-624-1579 ENDWALL ELEVATIO\S GENERATOR 3UILDI\G CLOVIS VETAL BUILDINGS Seal applies only tb components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO DESIGNED BY: -u- DRAWN BY: GD REV. A DETAILED BY: DATE: 4-29-05 1 CHECKED BY: p>� CHECKED BY: REV. SCALE: NONE SHEET: E2/5 REV. 4\ FILE NAME: --- JOB NUMBER: 305-2018 GIRT LAPS UV-1/4/VVI-iV-VVI Vr JILLL 0 Y 20'-0" O 201-0" / 20'-O" 5 '7 8ES14 8ES14 8E514 N5" 0 0 0 0 0 Bx2.5Z 16 \ ------------o � i ��8=x2.5Z 1 8x2.5Z 16 1 — - - r1 x ,y - ----- '; / (Strut) ` - -N.- — a a' 0 Bx2.5Z16 1 I.I �C 8x2..5716 I I 0 0 5x2.5716 8x2.716 \ / \\ 2.5Z1� 8x2.5716 J til IN v -171-11 ¢¢ C.) Q \ - lJ o N 8x2.571651 X / 8x2.5716 S 76, ^ Iin —I� 8x2.5716 o re) a i -U Z n M 1 I e �B ----- I I I CO 1 In • I I I --} I 1'-2 3/41 1'-2 3/4" SIDEWALL FRAMING: FRAME LINE D 1'-234' 1'-2 3/4" SIDEWALL SHEETING &c TRIM: FRAME LINE D PANELS: 26 Ga. R GIRT LAPS 60'-0" OUT -TO -OUT OF STEEL 20'-O" 20.-0" 20'-0" 8ES14 8ES14 8E514 5" 8x2.5Z16 8x2.5Z16 8x2.5Z16 �G9� att (Strut) 1 I I 0 Bx2.5Z16 8x2.5116 8x2.5Z16 8x2.5Z16 8x2.5Z16 S/,o . 8x2.5Z16 8x2.5716 8x2.5Z 16 -Sc aJ r. o l i, Z ^70 vg I'-2 3/41 V-2 3/41 . 1 -2 3/4" 1'-2 3/4' SIDEWALL FRAMING: FRAME LINE A 0 0 0 0 8 5 2 0 0 0 0 0 0 0 0 0 0 o O — o 0 0 0 0 0 0 2 0 o c I 0 0 0 0 0 0 0 0 0 I I I I I I I 1 I I I I I I I I I I I I o 0 0 0 0 o O o 0 o o o 0 0 0 b b 0 b b NJ N N N NI NJ N NI NJ N NI N N NJ NJ NJ NJ N N NJ SIDEWALL SHEETING &c TRIM: FRAME LINE D PANELS: 26 Ga. R GIRT LAPS 60'-0" OUT -TO -OUT OF STEEL 20'-O" 20.-0" 20'-0" 8ES14 8ES14 8E514 5" 8x2.5Z16 8x2.5Z16 8x2.5Z16 �G9� att (Strut) 1 I I 0 Bx2.5Z16 8x2.5116 8x2.5Z16 8x2.5Z16 8x2.5Z16 S/,o . 8x2.5Z16 8x2.5716 8x2.5Z 16 -Sc aJ r. o l i, Z ^70 vg I'-2 3/41 V-2 3/41 . 1 -2 3/4" 1'-2 3/4' SIDEWALL FRAMING: FRAME LINE A 0 0 0 0 8 5 2 0 0 0 0 0 0 0 0 0 0 o O 2 0 I I I I 1 I I I I I I I I I I I I I I I oO O o o 0 b b o o "0 b o o 0 b 0 0 0 0 N N NJ NJ NJ NJ NJ N NJ N N N NJ NJ N NJ N NJ N N SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. R 0 tcr 0 T I sr M w O N ST EYEBOLT COLUMN WEB HILLSIDE WASHER FLAT WASHER CABLE CRP SHOP LOCATED SLOTS IN WEB PLATE & BACK-UP PLATE \\;\ \\_-_ HEX NUT 1/4 &ACK-UP PLATE WASHER SIDE FOR WEB THICKNESSES LESS THAN 1/4" CABLE BRACE CONN. DETAIL (CABLE BRACE CONNECTION TO B.U. PLATE COLUMN &/OR RAFTER WEB) i (2) 1/2"0 A325 BOLTS (TYP.) T C ZEE GIRT (TYP.) 8x3.5C14 STRUT CHANNEL A\ \TEL l3 (FOR WALL GIRTS) D =TAIL -^a STEEL BUILDING SYSTEMS 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 800-624-1579 E RTA I[Ai BULMIG ILMWUCIUAfx$ AS$ICOMN SIDE WALL ELEVATIONS GENERATOR 3UIL3ING CLOVIS VETAL 3UILDI\SS \ S-73173 Seal applies only to components furnished by Alliance Steel. Inc. OXY USA DE BEQUE, CO DESIGNED BY: 1 -41,1 -- DRAWN BY: GD REV. A DETAILED BY: CHECKED BY: Q(6 DATE: 4-29-05 CHECKED BY: REV.n SCALE: NONE SHEET: E3/5 REV. A FILE NAME: --- JOB NUMBER: 305-201B 3/8x8 TIE—IN PLAIE—Th L2x2x3/16 ANGLE BRACE A/4 1/4 STIFF. NS & FS --- 3/8 STIFF. NS & FS (TY).) TO D M.F. COLUMN \\I N \G 1 4 N CRANE RAIL NOT BY AS1 CRANE RUNWAY BEAM W121x19/C8x11.5 (4) 3/4'0 A325 BOLTS 3/8 STIFF. NS & FS CRANE BRACKET 850/8",3/16",16" CANE 3 QAC -03 z CO _I cc -J 1' <ET DETAIL 3/4"0 A325 BOLT (TYP.) L2x2x3/16 ANGLE BRACE_ (TYP.) 3/4"0 A325 BOLT (TYP.)--\ M.F. COLUMN 1/4 Sl7FF. NS & FSJ 1/4" PLATE CLIP SHOP WELDED TO RUNWAY BEAM (TYP.) SECTIO: `A./Pi' TIE—IN PLATE CRANE RUNWAY BEAM 16x31/C10x15.3 (TYP.) CRANE RAIL NOT BY ASI CRANE STOP (1/2x8, 1/4, 10" DEEP) 1/2x8 ENDPLATE 6) 3/40 A325 BOLTS BANE RAIL PANE RUNWAY BEAM —(2) 3/41'0 A325 BOLTS 1 --CRANE BRACKET TOP RUNNING CRANE STOP DETAIL A4 12 3/8" PL NS&FS(TYP) 0 r 1‘1- ;:r v 'd b N 4 . .: 8 1/4" ;., 1/4' /' 'moi " S,01 N ``� a � RFI�2 N RF?,2 `` l N , '� I I i I 34'-6" Crane Span H M In _1 1. 1.1'-6 5/8" O 35'-6 1/4" CLEAR +/— 40'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION FOR FRAME LINE 1 2 3 4 FLANGE BRACES: L2x2x1/8" (One Side) PURLINS 1, 3, 5 (ES = 0) I10 dCC,.I t 0 b 1 L• P,, 4 12 0 I 0 f -- M M MEMBER SIZE TABLE (in) PIECE WEB DEPTH WEB PLATE RF2-1 RF2-2 START/END 9.5/13.9 13.9/18.0 18.0/18.0 18.0/18.0 18.0718.0 THICK LENGTH OUTSIDE FLANGE WxTxLEN INSIDE FLANGE WxTxLEN 1164 0.164 0.164 0.164 0.164 112.8 120.0 24.0 99.0 120.0 8 x 1/4" x 232.8 6 x 1/4" x 219.0 6x1/4" x 24.0 8 x 1/4" x 120.1 8x3/8" x 99.6 6 x 1/4" x 223.8 SPLICE PLATES & BOLTS Splice Mark Quan Bolt Top/Bol/Int Type Dia Len Plate Size Wid Thick Length Sp— 1 Sp— 2 4 2 0 A325 0.750 2.00 2 4 0 A325 0.750 2.00 8" 1/2" 1'-11 7/16" 6" 3/8" 1 —10 7/8" SEE LAP DETAIL FOR BOLT SIZES & OTYS. ZEE PURLIN &/OR GIRT (1) 1/2"0 A307 BOLT AT EACH END 1° RAFTER WOR COLUMN —N PLATE CLIP SHOP WELDED TO RAFTER &/OR COLUMN L2x2x1/8 FLANGE BRACE 3/16" PLATE CLIP (FBC) SHOP WELDED TO RAFTER WOR COLUMN FLA\GE 3.RACE DETAIL (TYPE `A') (REFER TO FRAME SECTION FOR LOCATIONS) EDODEfi 00 STEEL BUILDING SYSTEMS 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 800-624-1579 ,,v, 911111C19111171111R015 x CLOVIS FRAME ELEVATION GENERATOR BUILDING VETAL BUILDINGS Seol applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO DESIGNED BY:tAk-f- DATE: 4-29-05 it DRAWN BY: GD CHECKED BY: \ REV. �i DETAILED BY: CHECKED BY: lq REV. z REV. A SCALE: NONE SHEET: E4/5 FILE NAME: ---- JOB NUMBER: 305-2016 GUTTER STRAP (T-45) (3) TRIM SCREWS 120'-0" E.H. EAVE TRIM (T -17A) EAVE GUTTER (T-11) TRIM SCREWS, 12" O.C. INSIDE CLOSURE WALL SCREWS, 5"-7"-5" D.C. DOWNSPOUT WITH KICKOUT (T-16) 26 GA. 'R' WALL PANEL 26 GA. 'R' WALL PANEL WALL STRUCTURAL SCREWS, 12" 0.C. 26 GA. 'R' WALL PANEL INSIDE CLOSURE * 1' 26 GA, 'PBR' ROOF PANEL ROOF SCREWS, EAVE STRUT 2' 9" 8" ZEE GIRT WALL SCREWS, 5"-7"-5" O.C. 4x2, 16 GA. BASE ANGLE (ATTACHMENT TO F.F. BY OTHERS) 1 1/2" SECTIO\ A FINISHED FLOOR (ELEV. 100'-0") CRANE RAIL NOT BY ASI @ SIM • 115'-7" \\_ CRANE BEAM SIM TRIM SCREWS, 12" O.C. WALL SCREWS, 5"-7"-5" O.C. REFER TO ERECTION MANUAL FOR ROOF SCREW SPACINGS 26 GA. 'PBR' ROOF PANEL 1 GABLE TRIM (T-1) 4x2, 16 GA. RAKE ANGLE TRIM SCREWS, 12" O.C. OUTSIDE CLOSURE 26 GA. 'R' WALL PANEL 26 GA. `R' WALL PANEL 110'-0" , HEADER TRIM (T-21) ® SIM WALL STRUCTURAL SCREWS, 12" O.C. 26 GA. 'R' WALL PANEL INSIDE CLOSURE C O' o1 5" PURLIN B.U. PLATE ENOWALL RAFTER AND/OR MAINFRAME RAFTER WALL STRUCTURAL SCREWS, 12" O.C. 10" HEADER SIM 8" ZEE GIRT WALL SCREWS, 5"-7"-5" 0.C. 4x2, 16 GA. BASE ANGLE (ATTACHMENT TO F.F. BY OTHERS) 72"-/ A SECTC \3 FINISHED FLOOR (ELEV. 100'-0") 1 26 GA. 'R' WALL PANEL 107' 3" HEADER TRIM (T-21) #14x7/8 S.O.S. (TYP.) 26 GA. 'PBR' ROOF PANEL (TYP.) CONTINUOUS RIDGE VENT WITH 9" THROAT & DIE—FORMED SKIRT (METALLIC PRODUCTS) SEE ERECTION MANUAL FOR r TAPE SEALANT LOCATIONS ROOF SCREWS, 5"-7"-5" O.C. (TYP.) .12 `R' CO\T\UOUS ZEE PURLIN (TYP.) DACE VENT DETAIL (CONTINUOUS VENTILATOR WITH DIE -FORMED SKIRT) 26 GA. 'R' WALL PANEL TRIM SCREWS, 24" D.C. (TYP.) BUILDING STRUCTURE (DETAILS MAY VARY) CORNER TRIM (T-8) 7 O,,TS 26 GA. 'R' WALL PANEL DE COR\ ER TRH/ DLTA ('R' WALL PANEL) JAMB WALL STRUCTURAL SCREWS, 12" O.C. 26 GA. 'R' WALL PANEL JAMB TRIM (T-20) `R' FRAv -D OPENII N1 C HR J ETA WALL STRUCTURAL SCREWS, 12" O.C. /1 ZEE GIRT WAL< DOOR HEAD`R (`R' PANEL JAMB TRIM) 26 GA. 'R' WALL PANEL 107' 3" HEADER TRIM (T-21) WALL STRUCTURAL SCREWS, 12" O.C. ZEE GIRT HEADER CAP CHANNEL DOW I EADER TRIM � j -1 vo --DvnOOLAILJ Lf�1ULJ-L STEEL BUILDING SYSTEMS STA=eAO YulYACflf $A400A110N 3333 S. COUNCIL - OKLAHOMA CITY, OK 73179 405-745-7500 000-424-1579 TRIM SECTIONS GENERATOR BUILDING CLOVIS METAL BUILDINGS -��Iliflia� s -15/o5 Seal applies only to components furnished by Alliance Steel, Inc. OXY USA DE BEQUE, CO DESIGNED BY: M,{* DATE: 4-29-05 DRAWN BY: GD REV. A DETAILED BY: CHECKED BY: l . CHECKED BY: REV. 0 SCALE: NONE SHEET: E5/5 REV. A FILE NAME: --- JOB NUMBER: 305-201B H:\PO4\2424-01\20188-50-0059.dwg, 6/2/2005 6:09:32 PM, 1:48 40'-0" OUT -TO -OUT CONCRETE FIELD VERIFY ORIENTA11ON 1 N 1,-6" J r I s 1/2" EXP. JT. MAT'L ALL AROUND TYP. 8'-10" 20'-0" Q GENERATOR 7-0" r J 60'-0" OUT -TO -OUT CONCRETE 20'-O" 20'-0" 3'-6" �I 3'-6" r L 10'-0" t GENERATOR ✓ ! TYP. 7'-0" 1 L- (E GENERATOR 13'-0" I r Q FOOTING TYP. GRID 2,3 CONDUIT TRENCHWAY 20" WIDE X 14" DEEP I I- 8" I � I 1S L F 06 I- s T.O. SLAB I 100'-6" M J i 0 0 1 T L EDGE OF SKID TYP. 1/2"EX.JT. - MAIL FTG. TYP. GENERATOR FON. SEE DWG. 20188-50-0064 TYP. 3 PLACES CONDUIT TRENCHWAY 20" WIDE X 14" DEEP I a r 06 I uo (06) 8" THICK SLAB ON GRADE W/ #4 ® 12" 0.c. EACH WAY OVER COMPACTED FILL. SEE SOILS REPORT 28'-10" F 06 I 25'-0" r (2) #4 x 36" LONG TYP. r I J 1 L I L 12" THICK SLAB w/ #4 CO 12" o.c. EA. WAY TOP & BOTTOM r 1'-6" Z 4- I J 06 -1 r 1 r I I I I L J L J FOUNDATION PLAN SCALE = 3/8" = 1'-0" aro 8" OXY LEGEND: H STEP WALL MOTEL 1. SEE DWG. 20188-50-0001 FOR GENERAL NOTES 2. REFERENCE DWG. 20188-50-0060. ODDO ENGINEERING, INC. 710 Cooper Ave, Suite 200 GLENWOOD SPRINGS, CO 81601 (970) 945-1006 oddo engineering OXY USA WTP CONN CREEK FACILITY DATE REFERENCE 6-02-05 CONSTRUCTION GENERATOR BUILDING FOUNDATION PLAN Designer P.E.S. Checker L.K.A. Project No. 2424-01 Drawing_Number 20188-50-0059 j