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HomeMy WebLinkAboutPlans-Additional PagesGENERAL NOTES 1. The seal that appears on these drawings is the seal of the engineer for this building manufacturer who is NOT the engineer of record. 2. This building manufacturer is not responsible for errors, omissions or damages incurred in the erection of building components, nor for the inspection of erected components to ascertain some. 3. Temporary bracing must be installed by erector to provide adequate stability during erection. Bracing indicated on the erection drawings is critical to the stability of the completed structure and shall not be removed. 4. Wall and liner panels are an integral part of the structural system. Unauthorized removal of panels is prohibited. 5. "Oil —canning", a perceived waviness inherent to light gauge metal, may exist. This condition does not affect the finish or structural integrity of the panel, and is therefore not a cause for rejection. 6. Trim part marks are as shown: ex. FL-32-24L2 trim length in inches. trim identification number APPROVAL NOTES The following conditions apply in the event that these drawings are used as approval drawings: A) It is imperative that any changes to these drawings: 1) Be made in contrasting ink. 2) Have all instances of change clearly indicated. 3) Be legible and unambiguous. 6) Dated signature is required on all pages. C) Manufacturer reserves the right to re —submit drawings with extensive or complex changes required to avoid misfabrications. This may impact the delivery schedule. D) Approval of these drawings indicates conclusively that the manufacturer has correctly interpreted the contract requirements, and further constitutes agreement that the building as drawn, or as drawn with indicated changes represents the total of the materials to be supplied by manufacturer. E) Any changes noted on the drawings not in conformance with the terms and requirements of the contract between manufacturer and its customer are not binding on manufacturer unless subsequently specifically acknowledged and agreed to in writing by change order or separate documentation. Manufacturer recognizes that rubber stamps are routinely used in indicating approval, disapproval, rejection, or mere review of the drawings submitted. However, manufacturer does not accept changes or additions to contractual terms and conditions that may appear with the use of a stamp or similar indication of approval, disapproval, etc. Such language applied to the manufacturer's drawings by the customer, architect, engineer, or any other party will be considered as unacceptable alterations to these drawing notes, and will not alter the contractual rights and obligations existing between manufacturer and its customer. SAFETY COMMITMENT The 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 practices be 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 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 equipment for handling material, and safety nets where applicable, are recommended. BOLT TIGHTENING The proper tightening and inspection of all fasteners is the responsibility of the erector. All high strength (A325, A490) bolts and nuts must be tightened by the "turn —of the nut" method unless otherwise specified by the end customer in the contract documents. Inspection of high strength bolt and nut installation by other than the erector must also be specified in the contract documents and the erector is responsible for ensuring that the installation and inspection procedures are compatible prior to the start of erection. (MBMA 2006 iv 6.9) BUILDER/CONTRACTOR RESPONSIBILITIES It is the responsibility of the builder/contractor to insure that all project plans and specifications comply with the applicable requirements of any governing building authorities. The supplying of sealed engineering data and drawings for the mewl building system does not imply or constitute an agreement that the building manufacturer or its design engineer is acting as the engineer of record or design professional for a construction project. The contractor must secure all required approval and permits from the appropriate agency as required. Approval of the manufacturer's drawings and calculations indicate that the building manufacturer correctly interpreted and applied the requirements of the contract drawings and specifications. (sect. 4.4.1 AISC code of standard practices, 13th ed.) Where discrepancies exist between the manufacturer's structural steel plans and the plans for other trades, the structural steel plans shall govern. (sect. 3.3 AISC code of standard practice 13th ed.) Design considerations of any material in the structure which are not furnished by the building manufacturer are the responsibility of the contractors and engineers other than the building manufacturer's engineer unless specifically indicated. The contractor is responsible for all erection of steel and associated work in compliance with the building manufacturer's "for erection installation" drawings. Products shipped to builder or his customer shall be inspected by builder immediately upon arrival. Claims for shortages or defective material, if not packaged, must be made to the manufacturer in writing within five (5) days after receipt of the shipment. However, if a defect is of such nature that reasonable visual inspection would fail to disclose it, then the claim must be made within five (5) days after the builder learns of the defect. The manufacturer will not be liable for any defect unless claim is made one (1) year after date of the original shipment by the manufacturer to builder or his customer. The manufacturer will be given a reasonable opportunity to inspect defective materials upon receipt of claim by builder. If a defect is of such nature that it can be remedied by a field operation at the job site without the necessity of returning the material to the manufacturer, then upon written authorization of the manufacturer, the builder may repair or cause the material to be repaired and the manufacturer will reimburse the builder for the cost of the repair in accordance with the written authorization. Unless noted otherwise, all bracing as shown and provided by the manufacturer for this building is required and shall be installed by the erector as a permanent part of the structure. Temporary supports, such as temporary guys, braces, false work, cribbing or other elements required for the erection operation will be determined and furnished and installed by the erector. These temporary supports will secure the steel framing, or any partly assembled steel framing, against loads comparable in intensity to those for which the structure was designed, resulting from wind, seismic forces and erection operations, but not the loads resulting from the performance of work by or the acts of others, nor such unpredictable loads as those due to tornado, explosion or collision. (sect. 7.10.3 AISC code of standard practice, 13th ed.) Design of gutter and downspout is a function of the rainfall intensity and area to be drained. Design parameters utilized are in accordance with the 2006 low rise building systems manual and/or the 12th edition of the architectural graphic standards, as applicable. Proper owner maintenance dictates that the drainage system be kept free of debris and/or ice at all times to ensure proper function of the gutter and downspout. In those cases where the owner/tenant of a property is unwilling or unable to provide proper maintenance, elimination of gutter should be considered as an alternative. CREEK CONSTRUCTION 945 E. BRITTON ROAD OKLAH OM A, CITY, OK- 1-888-312-9639 BUILDING DESCRIP ION BUILDING SIZE. 60'-0" X 153'-10" X 30'-6" E.H. SLOPE. 2.0:12 BUILDING SIZE: SLOPE; (BUILDING DIMENSIONS ARE NOMINAL, REFER TO PLANS) 7� 9a, U114� ee� at reOteA {Z2 This i to certify that this structure is designed utilizing the loads indicated and applied as required by the building code hown below. The certification is limited to the structural design of the framing and covering parts manufactured by tho building manufacturer and is specified in the contract. Accessory items such as doors, window, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by the buildingo manufacturer such as foundations, masonry walls, mechanical equipment and erection of the building. The buildin should be erected on a properly designed foundation in accordance with the building manufacturer's design manual, the attached drawings and good erection practices. Design •, Code IBC 09 General Loads PANEL, TRIM AND FRAMING INFORMATION Roof Dead Load (D) 2.500 psf ROOF PANELS Roof Collateral Load (C) 10 psf Roof Live Load (Lr) 75.60 psf TYPE: PBR GAUGE: 24 COLOR: Desert Tan/Grp Tributary Live Load Reduction No UL90 CERTIFICATION: Na Snow Load it —Roof Snow Load (Pf) Dund Snow Load (Pg) ow Exposure Factor (Ce) ow Load Importance Factor (Is) ermal Factor (Ct) Wind odd B sic Wind Speed (3 sec. gust) W nd Imporance Factor (Iw) nd Exposure Category Inernal Pressure Coefficient (GCpi) Wind Enclosure Seismic Load Seismic Importance Factor (le) Spectral Response Accelerations (Ss and S1) Si a Class S ectral Response Coeffecients (Sds and Sd1) S ismic Design Category B sic Seismic —Force —Resisting System(s) I Design Base Shear (V) nic Response Coefficient(s) (Cs) onse Modification Factor(s) (R) ysis Procedure: Equivalent Lateral Force 75.6000 psf 108.0000 psf 1 1.0000 1.00 90 mph 1.00 C 0.18—0.18-0.18 Closed 1.00 0.3580 D 0.3612 0.0750 0.1200 Longitudinal Lateral 26,07 Kips 36.52 Kips 0.1205 0.0940 3.0000 3.0000 * Ordinary Steel Concentrically Braced Frame(s) and/or Ordinary Steel Moment Frame(s) !For field ,Service I' or custo CONDITIONS OF PERMIT BLCO-8-11-2160 EnCana Story Gulch Compressor Station Compressor Building Garfield County, Colorado 1) ALL WORK MUST COMPLY WITH THE 2009 IBC AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK MUST COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) EXCAVATION OBSERVATION REPORT REQUIRED AT FOOTING INSPECTION. 5) ALL HIGH STRENGTH BOLTING AND FIELD WELDING REQUIRES SPECIAL INSPECTOR. APPROVAL LETTER REQUIRED FOR FRAME INSPECTION. 6) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 7) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 8) ELECTRICAL ROUGH -IN APPROVAL IS REQUIRED FOR FRAME INSPECTION. 9) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR FINAL INSPECTION. 10) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR CO/COMPLETION APPROVAL. I I)C'oxstelf /-ct,41 Fire 0,4eic+ Pwnlz_}a c&o- lrTachop., .rFc RPquNeuePv� S . IF STANDING SEAM: CLIP TYPE: WALL PANELS TYPE: PBR GAUGE: 24 COLOR: Desert Tan Grey LINER PANELS TYPE: RPBR GAUGE: 26 COLOR: Polar White HEIGHT: 25 3 FACADE PANELS TYPE: GAUGE: COLOR: SOFFIT PANELS TYPE: GAUGE: COLOR: PARTITION PANELS TYPE: COLOR: ON NOT THEIR PROJECT N' CAN BE NOT FINAL IFIED. ONLY 2ED AS CRANE DATA: Crane Type: _TOP RUNNING Number of Cranes in the System: ONE Capacity Per Crane: 5 Ton Class C Span: 50'-0" Maximum Hoist/ Trolley Weight: 1,400 lbs. Wheel Load: 7626 lbs. — Bridge Weight: 7704 lbs. Wheel Base Spacing: 7'-2" Top of Rail to Finish Floor: 24'-04" NO. A DATE /03 11 /18/11 DRAWING INDEX ISSUE PAGE I DESCRIPTION B I C1 OF 1 I COVER PAGE L BI F1 OF 2 1 A.B. PLAN & DETAILS BB —I F2 OF 2 1 RFACTICINS 1 B B E1 OF 11 E2 OF 11 ROOF PLAN ROOF SHEETING B E3 OF 11 CROSS SECTION B E4 OF 11 CROSS SECTION B E5 OF 11 CROSS SECTION B E6 OF 11 SIDEWALL ELEVATION B E7 OF 11 SIDEWALL ELEVATION B E8 OF 11 ENDWALL ELEVATION B E9 OF 11 !.INER ELEVATION B E10 OF 11 CRANE PLAN B F11 OF 11 C'RANF DFTAII S B D1 OF 4 DETAIL PAGES B D2 OF 4 DETAIL PAGES B D3 OF 4 DETAIL PAGES B D4 OF 4 DETAIL PAGES TRIM RAKE: EAVE: GUTTER STANDARD: GUTTER HIGH CAPACITY: DOWNSPOUT: VALLEY GUTTER: HEADER: SILL: JAMB: BASE TRIM: CORNER: LINER: SOFFIT: FACADE: TOP PARAPET CAP: COLOR: Desert Tan Gre COLOR: Desert Tan Gre COLOR: COLOR: Desert Tan COLOR: Desert Tan �re COLOR: COLOR: Desert Tan Grev COLOR: Desert Tan Gre COLOR: Desert Tan Gre COLOR: Desert Tan Gre COLOR: Desert Tan Gre COLOR: Polar White COLOR: COLOR: COLOR: PRIMARY FRAMING MAIN FRAMES & ENDWALL FRAMES) WIND COLUMNS & BENTS) SECONDARY FRAMING (GIRTS, EAVE STRUTS, PURLINS DOOR/FRAMED OPNG. & CLIPS ETC.) OPENING APPROVED SUBJECT TO NOTED EXCErnONS & WSPECTION` GARFIELD COUN�TV BUILDING DEPART Dots80t91111Sy ��pA/�y,, �{g�p LLD COPY NO)Jes rc 111hT W/)Ff 11111I ,SJB J•E.aN509 51171 row at These drawings and the metal building they represent are the product of Schulte Building Systems— 17600 Badtke Road, Hockley, Texas, 77447. The engineer whose seal appears hereon is employed by Schulte Building Systems and is not the engineer of record for this project. DESCRIPTION BY CWD FOR APPROVAL CER RVS REV FOR APPROVAL CM RVS DSN. APR. Red Oxide Red Oxide Red Oxide ittLt9N11 APR. DATE o��oo fc�sr •eee 22178 NAI Zt 18 ZO1I CLEAR CREEK CAICONSTRUCTION M E ORTrON ROAD MAMMA (STY, OK 73„4 -eer-3, 2-Me OMIRTION COVER PAGE SIZE REFER TO C1 GULCH STORY COMPRESSOR J089TE 8801 SPRAGUE GULCH ROAD LOCATION RIFLE, CO 81650 CAD BY DWD BY 1 DATE NO, CER AS 5/25/11 N.T.S. 60299 W co cn � �CO� 06 v 0 � v M �C)a, W Cn 5 w W o CO C11IIIIIIIIII7 Z w Z^ wZ zF- ¢� v~i x FU x I UW v) 3 w 3m r m� (L a� r N 00 N N _ mo N oCj � N N LO w oa o� 0g 7 HEAVY HEX NUT HER BOLT _ f�W/ PLATE WASHER NOTES) DIAMETER I (SEE TABLE & NOTES) TVDC AD EMBEDDED ANCHOR BOLT J nw TACK WELD OR` STAKE THREADS A36 THREADED ROD TYPE AB EMBEDDED ANCHOR BOLT EMBEDDED ANCHOR BOLT SCHEDULE MARK THREAD PROJ WASHER T P THICKNESS LL (MIN) (MAX) Z Y AB 12 3%" 3%" Y8" AB 15 3%" 4" N' Y4 AB 18 4" 4%" Y" AB 20 4" 5" 1 AB 23 5" 5%" fie" 1 % AB 28 5" 6" 3/e" 1Y AB 29 5" 6„ Y8" (ALTERNATE) BOLT THREADED ROD ASSEMBLY W/ NUT & WASHER HILTI ANCHOR BOLT HIT -RE 500-SD TYPE EAB EPDXY ANCHOR BOLT EPDXY ANCHOR BOLT SCHEDULE MARK HOLE HOLE PROJ HILTI DIAMETER DEPTH P ROD (MIN) TYPE H J Y EAB 7 9/18" 4" 3" THREADED ROD s/e EAB 9 X" 6" 3" THREADED ROD Y4 EAB 12 %a" SYz" 3)/2" THREADED ROD 1 EAB 17 lN, 12'%" 4V8" THREADED ROD %a NOTES: ABS 18 DN 1. USE HEAVY HEX NUTS, ASTM A-563 (GRADE C) FOR ALL BOLTS. PROVIDE DOUBLE NUTS FOR MARK No.'s WITH "*". t1DOUBLE NUT AT TOP 2. BOLTS SHALL BE ASTM A-36 THREADED ROD OR F1554 GRADE 36 UNLESS NOTED OTHERWISE. 3. THREADS SHALL BE UNC-2. BOLT LENGTH 4. ANCHOR BOLTS FOR ALL EQUIPMENT AND COLUMNS SHALL BE SET BY TEMPLATE. 5. ANCHOR BOLTS, NUTS & WASHERS SHALL BE SHIPPED GALVANIZED. BOLT SLEEVE (TYPE ABS) 6. EPDXY ANCHOR BOLTS SHALL BE HILTI HIT RE 500-SD ADHESIVE ANCHORS WITH RODS AS SHOWN ON SCHEDULE. BOLT TYPE (ANCHOR BOLT) INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 7. EXPANSION BOLTS WHERE REQUIRED SHALL BE HILTI KWIK BOLT TZ. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. BOLT DIAMETER 8. BUNDLE ANCHOR BOLTS FOR SHIPMENT BY MARK No. AND TAG WITH MARK No. AND EQUIPMENT DESCRIPTION. 9. SEE DETAIL DRAWINGS FOR ACTUAL BOLT PROJECTIONS. It MK �MK 1 REFERENCE DRAWINGS 3" sn HOLE IN SHIM SHIM THICKNESS IS GROUT + FLANGE DETAIL R MK 1 5%" 4" %6"0 HOLE IN It Yz DETAIL R MK 2 Z J t- a CUT SLEEVE FLUSH WITH TOP OF CONCRETE AND FILL WITH GROUT DURING GROUT PLACEMENT WILSON SLEEVE BY SINCO PRODUCTS INC. (OR EQUIVALENT) INSTALL PER MANUFACTURERS RECOMMENDATIONS 0 x TACK WELD OR - HEAVY HEX NUT STAKE THREADS TYPE ABS SLEEVED ANCHOR BOLT SLEEVED ANCHOR BOLT SCHEDULE EMBEDMENT STANDARD BOLT I TYPE DIA. SAB F1554 I GRADE 36 LENGTH A o > w N J �' w HIGH STRENGTH TYPE HSAB F1554 GRADE 55 A A D E 1/2 1 12 15 2 5 5/8 16 19 2 7 3/4 18 21 2 7 7/8 19 24 2 7 1 24 29 3 10 1 1/8 26 31 3 10 1 1 /4 27 33 3 10 1 3/8 34 41 4 15 1 1/2 35 43 1 4 15 1 3/4 39 47 1 4 15 SEE AB/HAB BOLTS TABLE FOR WASHER THICKNESS TYP ANCHOR BOLT CALL -OUT SKID CLAMP PLATE DETAIL SCALE: NONE - (SEE DESIGN DRAWINGS FOR HOLE & ANCHOR BOLT SIZE) DWG. NO. N CAUTION READ BEFORE EXCAVATION i ALL EXCAVATIONS MUST BE CARRIED OUT AS PER g "ENCANA'S GROUND DISTURBANCE PRACTICE" MASKING TAPE SEALANT BOND BREAKER 7 i '// REINFORCING (SEE DESIGN DRAWINGS) a 777 770/7 WALL, 1/2" PRE -MOLDED GRADE BEAM JOINT FILLER COLUMN OR FOUNDATION TYPICAL FLOOR JOINTS CIVIL 1 STRUCTURAL NOTES: A. GENERAL SITE INFORMATION 1. DESIGN CODE 2009 IBC; OCCUPANCY CATEGORY 11, GARFIELD. COUNTY, CO. 2. SNOW LOAD 75 PSF; (GROUND SNOW); Is=1.0. 3. WIND SPEED 90; EXPOSURE "C"; Iw=1.0. 4. SEISMIC DESIGN PARAMETERS: Ss=0.36, SI=0.075 SITE CLASS: B; SITE DESIGN CATEGORY "B"; 1E=1.0. B. CIVIL WORK AND FOUNDATION CONSTRUCTION 1. FOUNDATION CONSTRUCTION AND SITE PREPARATION METHODS SHALL FOLLOW RECOMMENDATIONS OUTLINED IN GEOTECHNICAL REPORT# 27-0908. DATED JAN 3, 2008; PROVIDED BY YEH AND ASSOCIATES, INC. SPECIFIC REQUIREMENTS ARE: FOUNDATION SYSTEM: SPREAD FOOTING. FROST DEPTH: 42 IN. SOIL COMPOSITION: SAND OVER SANDSTONE BEDROCK. 2. EXCAVATION AND BACKFILL: A. FOLLOW SPECIFIC RECOMMENDATIONS OUTLINED ON PAGE 3 OF THE REFERENCED ABOVE GEOTECHNICAL REPORT. B. ENTIRE AREA AROUND EACH FOUNDATION MUST BE THOROUGHLY PROBED FOR UNDERGROUND PIPE, CONDUIT, HIGH PRESSURE LINES, ETC., BEFORE ANY EXCAVATION IS BEGUN. C. STRUCTURAL BACKFILL SHALL CONSIST OF GRANULAR NON -EXPANSIVE SAND, GRAVEL AND SAND -GRAVEL MIXTURES, WITH PLASTICITY INDEX BELOW 15, WITH 100% LESS THAN 4" SIZE ROCKS AND MAX. 20% PASSING NO. 200 SIEVE. IT SHALL BE PLACED IN " MAX. LIFTS. STRUCTURAL FILL IN FOUNDATION AREAS SHOULD BE COMPACTED TO 95% OF THE ASTM D698. STANDARD/MODIFIED PROCTOR DENSITY. 3. SUBGRADE CONDITIONS SHOULD BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF ANY CONCRETE. STRUCTURAL FILL SHALL BE INSPECTED AND TESTED.©pew �Ul°_ 5;otl5 jZCf%�1 "Uir-ed 4+ F&6tinI jgy-ec, om C. CONCRETE 1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, LATEST EDITION, AND TO ACI-318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. CONCRETE STRENGTH TEST SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF ACI-318, CHAPTER 5. 2. CONCRETE AND REINFORCEMENT SHALL BE DESIGNED AND PLACED IN ACCORDANCE WITH ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI-318, LATEST EDITION. ACI-305 "HOT WEATHER CONCRETING" AND ACI-306 "COLD WEATHER CONCRETING" SHALL BE FOLLOWED, 3. CONCRETE PARAMETERS SHALL BE AS FOLLOWS: EXPOSURE CATEGORY & CLASS fc 28 DAYS AT CEMENT TYPE W/C RATIO AIR CONTENT MAX SLUMP OTHER PROVISIONS F FREEZING C CORROSION S SULFATE P THAWING PROTECTION EXPOSURE PERMEABILITY F2 C1 SO PO 4500 II OAS 7% ALL CONC. N/A 4" TO 6" LEAN CONCRETE SHALL BE (f'c) 1500 psi. 4. AGGREGATES SHALL BE CRUSHED STONE CONFORMING TO "SPECIFICATION FOR CONCRETE AGGREGATES" ASTM C33. AGGREATE SIZE SHALL BE Y4" MAXIMUM. 5. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1602. 6. REINFORCING BARS SHALL BE DEFORMED, INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO ASTM A615 INCLUDING SUPPLEMENTARY REQUIREMENTS SI, GRADE 60. FIELD SPLICES AND DEVELOPMENT LENGTH SHALL COMPLY WITH THE FOLLOWING SCHEDULE, U.O.N. REBAR SIZE HDL TEL TOP TEL OTHER TLS TOP TLS OTHER 4 7 25 19 32 25 5 8 31 24 40 31 6 10 37 28 48 37 7 12 54 42 70 54 8 13 62 47 80 62 9 15 70 54 91 70 10 17 78 60 102 78 11 19 87 67 113 87 WHERE A. TEL=TENSION EMBEDMENT LENGTH TLS=TENSION LAP SPLICE LENGTH HDL=HOOK DEVELOPMENT LENGTH B. 'TOP' BARS ARE ALL HORIZONTAL BARS SO PLACED THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE. C. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS. REINFORCEMENT SHALL BE INSPECTED BEFORE CONCRETE IS PLACED. 7. CONCRETE PROTECTION FOR REINFORCEMENT - CLEAR DISTANCE FROM FACE OF CONCRETE TO BAR SHALL BE AS FOLLOWS UNLESS NOTED; A. CONCRETE DEPOSITED AGAINST GROUND OR VOID FORM: 3". B. CONCRETE SURFACES EXPOSED TO WEATHER OR IN CONTACT WITH GROUND AFTER REMOVAL OF FORMS: %" FOR #5 BARS AND SMALLER, 2" FOR #6 THROUGH #18. C. SURFACES NOT EXPOSED TO GROUND OR WEATHER: Y4" FOR SLABS AND WALLS WITH #11 AND SMALLER BARS, 1Y2" FOR BEAMS AND COLUMNS. 8. EXPANSION JOINT MATERIAL FOR EXPANSION OR ISOLATION JOINTS SHALL BE PREMOLDED, BITUMINOUS IMPREGNATED FIBERBOARD CONFORMING TO ASTM D994. 9. JOINT SEALANT FOR ALL CONCRETE CONTROL, CONSTRUCTION AND ISOLATION JOINTS SHALL BE SIKAFLEX-1A BY SIKA CORP., OR APPROVED EQUAL. 10.GROUT USED FOR VARIOUS APPLICATIONS SHALL BE AS FOLLOWS: A. GROUT USED FOR STRUCTURAL STEEL / COLUMN BASE PLATES SHALL BE PREPACKED, HIGH -FLUIDITY NON -SHRINK NATURAL AGGREGATE GROUT SUCH AS "MASTERFLOW 713 PLUS" BY BASF (FORMERLY MASTER BUILDERS) OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION. SPACE BETWEEN THE ANCHOR BOLTS AND OVERSIZED HOLES IN THE BASE PLATE SHALL BE FULLY GROUTED WITH NON -SHRINK GROUT TO ASSURE PROPER SHEAR TRANSFER. GROUTING SHALL BE PERFORMED ONE BOLT AT A TIME, WHILE OTHER BASE PLATE BOLTS ARE FULLY TIGHTENED, B. GROUT USED FOR GROUTING COMPRESSORS, TURBINES, LARGE PUMPS AND OTHER RECIPROCATING OR ROTATING EQUIPMENT THAT REQUIRES EPDXY GROUTING SHALL BE "FIVE-STAR HP" EPDXY GROUT BY FIVE STAR PRODUCTS, INC., OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION. C. GROUT USED FOR DRILLED AND EPDXY GROUTED REBAR SHALL BE HILTI HIT RE500 EPDXY OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION. 11.VOID FORM MATERIAL SHALL BE BY "SURE VOID" OR APPROVED EQUAL. KEEP VOID FROM MATERIAL DRY DURING PLACEMENT AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. VOID FORM SHALL BE BIODEGRADABLE AND CAPABLE OF SUPPORTING THE FLUID WEIGHT OF THE CONCRETE. 12.ALL WELDING PROCEDURES, INCLUDING STUD WELDING, AND QUALIFICATIONS SHALL BE IN ACCORDANCE WITH AWS D1.1. 13.ALL SLABS SHALL BE GIVEN A FLOAT FINISH AS DESCRIBED IN ACI 301. ALL WALKS AND EXTERIOR SLABS SHALL BE BROOM FINISHED AFTER CONCRETE HAS RECEIVED A FLOAT FINISH. 14.EXPOSED CORNERS SHALL BE CHAMFERED Y4" UNLESS NOTED. 15.CHECK ALL ELECTRICAL, MECHANICAL AND PIPING DRAWINGS FOR EMBEDDED ITEMS (PIPE, CONDUIT, ETC.) AND BLOCKOUTS BEFORE PLACING CONCRETE. 16.I17 REINFORCING OR MESH IS FIELD CUT FOR SMALL OPENINGS, CONDUIT, ELECTRICAL BOXES, ETC., CUT REINFORCING SHALL BE REPLACED WITH AN EQUIVALENT AREA OF STEEL ALL SUCH BARS SHALL EXTEND 24" MINIMUM (OR MESH LAP 2") BEYOND CORNER OR EDGE OF OPENING IF NECESSARY. REINFORCING SHALL BE BENT TO PROVIDE THIS MINIMUM EMBEDMENT. MAKE ALL BARS CONTINUOUS AROUND CORNERS. 17.THE CONTRACTOR SHALL VERIFY ALL EQUIPMENT ANCHOR BOLT DIMENSIONS AGAINST THE CERTIFIED EQUIPMENT DRAWINGS BEFORE PLACING CONCRETE. TOLERANCES FOR ANCHOR BOLT LOCATIONS AND ELEVATIONS SHALL BE AS DEFINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) CODE OF STANDARD PRACTICE. NO. UAit PROJECT DESCRIPTION PROJ. AFE EPCM Co. EPCM No. APPD. ISSUE STAGE mvr-uu-oo> 1 2010-09-10 NEW CONSTRUCTION 10143010 URS 49228543 CL CQ 1A-1 1C-1 1 C-2 m - Ld m w. UAIL (YTYY-MY-DU) BY 2011-02-03 JP 2011-03-18 JP 2011-05-12 JP CONTRACTOR'S MEANS AND METHODS I o • THE STRUCTURAL DRAWINGS AND NOTES REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. FOR THIS REASON, DURING ERECTION OF THE STRUCTURE AND/OR THE DEMOLITION OF THE cn I STRUCTURE OR PORTIONS OF THE STRUCTURE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING -2f TO WITHSTAND ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED, INCLUDING LATERAL LOADS, EXCAVATIONS, 0 SHORING, STOCKPILES OF MATERIALS AND EQUIPMENT, IN ADDITION TO ANY WORKER SAFETY REQUIREMENTS. SUCH BRACING SHALL BE LEFT IN PLACE AS LONG AS IT MAY BE REQUIRED FOR SAFETY AND UNTIL ALL STRUCTURAL FRAMING AND DIAPHRAGMS ARE IN PLACE WITH CONNECTIONS COMPLETED. w • DISCOVERY: 1. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS OR AS BUILT DIMENSIONS WHICH 0 ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY). SUCH CONDITIONS MAY INTERFERE WITH CONSTRUCTION OR REQUIRE PROTECTION AND / OR SUPPORT OF EXISTING WORK DURING o CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO THE STRUCTURAL MATERIALS OR COMPONENTS n WHICH COULD JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. 2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCOVERY HE a OR SHE MAY INTERFERE WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE 0 STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. a c a CONTRACTOR'S COORDINATION 1 ij • THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AND DETAILS BETWEEN ALL TRADES, SUBCONTRACTORS AND VENDOR SUPPLIED EQUIPMENT PRIOR TO COMMENCING ANY CONSTRUCTION. THE STRUCTURAL +� ENGINEER SHALL BE IMMEDIATELY NOTIFIED ANY INCONSISTENCIES RELATING TO THE STRUCTURE. FAILURE TO DO 3 SO SHALL RELIEVE THE ENGINEER OF ALL CONSEQUENCES RELATED TO THE INCONSISTENCY. y1 • SEE MECHANICAL, ELECTRICAL AND OTHER DISCIPLINE'S DRAWINGS FOR ADDITIONAL INFORMATION RELATING E TO THE STRUCTURE. U Z3 v7 c 3. a a encana.l. APPD. PERMIT STAMP ENGINEER'S STAMP natural gas APPRUTED SUBJECT TO NOTED EXCEPTIONS & INSPEC no Ns GARFIELD COUNTY BUILD G EPAR N`f DWe1Z /! By LD COPY INFO INSPECTION WITHO'U'I' THESE PLANS ON SITK Page of MAIN FAc.. STORY GULCH COMPRESSOR STATION o". S34, T4S, R96W TYPE COMPRESSOR STATION o. S34, T4S, R96W 5C0' X"=X'-X" (Al Size) ENP,c.M 49228543 URS CORPORATION TITLE GENERAL CONCRETE NOTES AND STANDARD DETAILS AREA c77 PERMIT STAMP AND AFFIXED ABOVE SHALLAPPLYPROFESSIONAL REV(5) NORTH P I C E AN C E R STAMP NP-S L� -A-5001 !n Z d c I d ty" @ 4" SLAB 2Y2' @ 6" SLAB 3" @ 8" SLAB � 4" OF GRANULAR LEVELING COURSE UNDER SLAB SLAB ON GLADE DETAIL n....... " ONCRETE TOP %" BAR 0 STEEL PIPE CONCRETE 1/8 2-12 T.O.C. = T.Q.G- 11 y8" TO Ya JOINT SEALANT SAW CUT WITHIN 24 HOURS OF PLACEMENT OR USE 45d FORMED SLOT PLASTIC PREFORMED STRIPS & FILL JOINT (SEE JOINT FILL DETAIL) WITH JOINT SEALER 1 �} • • • a t } 4" OF GRANULAR LEVELING 4" OF GRANULAR LEVELING COURSE UNDER SLAB COURSE UNDER SLAB CONTROL JOINT (S.J.) DETAIL CONSTRUCTION JOINT (C.J.) DETAIL OLE FILLED ,N CONCRETE PIPE BOLLARD DETAIL SCALE: NONE - WALL REINFORCING DETAIL SINGLE LAYER #5 x 2'-0" LONG @ 9" O.C. DRILL AND EPDXY GROUT INTO GRADE BEAM AT CENTER OF SLAB EMBED 6" TOC 1 j C 4 y d 4 a \%/\\ GRATING L3x3x1/4 1/8 \—%s"0 NAIL HOLES (AT 2'-0" O.C.) HEADED ANCHORS %"0 x 48" LONG (AT 1'-6' O.C.) ("NELSON" OR EQUAL) TRENCH ANGLE DETAIL SCALE: NONE SLOPE WALL Q MAN DOORS ONLY #5 ® 9" EA. WAY AT TOP SEE DESIGN DRAWINGS FOR WALL & REINF. INFO. x �N \ LLJ6 Z / w in BOC -/` N U Q DOOR PAD 7 3} m SCALE: NONE - r m� a InIkIT CII I 4" OF GRANULAR LEVELING COURSE UNDER SLAB ISOLATION JOINT (I.J.I DETAIL 0 w 1%a" v 5 ANGLE 1 x /x" BAR o SEE DESIGN DRAWING 1/8 FOR ANGLE SIZE T.O.C. = T.O.S. 1/8 2-12 V L3x3x1/4 1/8 tie"0 NAIL HOLES �%e"O NAIL HOLES (AT 2'-0" O.C.) (AT 2'-0" O.C.) HEADED ANCHORS %"0 x 4" LONG HEADED ANCHORS (AT 1'-6" O.C.) W"0 x 4" LONG ("NELSON" OR EQUAL) (AT 1'-6" O.C.) ("NELSON" OR EQUAL) CHECKERED PLATE TRENCH ANGLE DETAIL CURB ANGLE DETAIL 4 SCALE: NONE --- SCALE: NONE --- WALL REINFORCING DETAIL SINGLE LAYER 4" OF COMPACTED CRUSHED STONE <,t REFERENCE DRAWINGS DWG. NO. NO. mDATEoB) N N 0-7 1 2010-09-10 NEW CONSTRUCTION M N o04 m N N w CAUTION READ BEFORE EXCAVATION — wN ALL EXCAVATIONS MUST BE CARRIED OUT AS PER 0g g "ENCANA'S GROUND DISTURBANCE PRACTICE" _ )S aSa 4.rir1 WALL REINFORCING DETAIL DOUBLE LAYER TOC 10 d ' ( BOC Y/ PROJECT DESCRIPTION (5) #5 x 2'-6" ® 1'-6" DRILL AND EPDXY GROUT INTO GRADE BEAM EMBED 6" t h �I • I � y • 1 `G -l•^, 3�.: �. {�'" Cat S. . s i�c 4" OF COMPACTED CRUSHED STONE SEE DESIGN DESIGN DRAWINGS FOR WALL & REINF. INFO. OVERHEAD DOOR PAD 6110901 41011 WALL REINFORCING DETAIL DOUBLE LAYER (1) #5 ® 9" EA. WAY (2) #5 PROJ. AFE EPCM Co. EPCM No. APPD. ISSUE STAGE DATE By (T DATE.) 10143010 URS 49228543 CL CQ 1A-1 2011-02-03 JP 1C-1 2011-03-18 JP "I 1C-2 2011-05-12 JP LI..1Of - m Y2' EXPANSIO JOINT FILL JOINT MATERIAL (SEE JOINT FILL DETAIL) 77 1/20x "'- PLASTIC CAP 2 0 SMOOTH GREASED W/ %" GAP @ END DOWEL EXPANSION JOINT (E.J.) DETAIL BARS WITH AREA EQUAL TO 1/2 AREA OF BARS CUT BY OPENING. (TYP.) EA. DIRECTION A 1. 1-4' . f 36d r (TYP.) #5 BARS ADDITIONAL 1 (NOT REQ'D IF OPENING 1 IS LESS THAN 1'-O" SQUARE) RECTANGULAR SLAB OR WALL OPENING DETAIL PLAN VIEW SEE PLAN DRAWINGS FOR TOO ELEVATION /_f77•a 4'-0" STAIR PAD DETAIL s SCALE: NONE - PLAN VIEW Y2" "MASTER BUILDERS" FLEXIBLE CD EXPANSION JOINT SEALING DO NOT CHAMFER COMPOUND (CEILCOTE EJ-11) cn EXPOSED EDGES OR APPROVED EQUAL. 0 0 w cn -v 0 c- c JOINT FILL DETAIL I U) BARS WITH AREA EQUAL TO 1/2 Q AREA OF BARS CUT BY OPENING. (TYP.) EA. DIRECTION o 0 / w 3 #5 BARS ADDITIONAL T (NOT REQ'D IF OPENING Q IS LESS THAN 1'-0" DIA.) E 7h O U SLEEVE rT 36d 3 (TYP.) Q ROUND SLAB OR WALL OPENING DETAIL PLAN VIEW 1'-3" w 0 0 5 (=)Jl I — °F p I A e 14, a c 4 � LADDER PAD DETAIL s SCALE: NONE - PLAN VIEW #4 @ 12" O.C. EA. WAY FINISHED GRADE T.O.C. EL. SEE r(OR LOCALLY DESIGN DRAWINGS) rmi a PERMIT STAMP BUILT UP GRADE) a LADDER/STAIR PAD ON GRADE e S p1 �� 17-t � 0 ` dl��-Nk9 AD L7� SECTIONfZ s SCALE: NONE --- 8355 S QG �-i rJr1 ENGINEER'S STAMP PERMIT STAMP AND PROFESSIONAL STAMP AFFIXED ABOVE SHALL APPLY ONLY TO REV(s) oe FFAC.. STORY GULCH COMPRESSOR STATION encna,M o". .r S34, T4S, R96W FAc- ,TYPE COMPRESSOR STATION natural gas o. S34, T4S, R96W sc"E X"=X'—X" (Al Size) M 49228543 c- URS CORPORATION ,,,tE STANDARD CONCRETE DETAILS AREA o. NORTH PICEANCE CLASS FILE NNP-STG -5002 T z 12T 153'-10" z z a J 22'-8" 25-0" 35'-0" 35'-0° 36'-2' 1'-4Ya' 1'-4Y" 1-01. 6'-0" 5'-4" 20'-0" 9'-8" 5'-4" 20'-0" 9'-8" 5'-4" 20'-0" COMPRESSOR BLOCK COMPRESSOR BLOCK COMPRESSOR BLOCK N= 160.00 f 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" _ 10'-10" E= 352.33 (TYP 2 PLCS) (TYP ;2 PLCS) 5321 � � 8" ,� 6'-0" 10'-6' 8" 6'-0" 10'-6" 6'-0" 11'-8" I (TYP 2 PLCS) (@ GRIDLINE 1) (� GRIDLINE 2) - _ - - - _ (® GRIDLINE 6) - �I — —❑— II 1 L_J rI ❑ —Jj - -- - 0 - - i q(TYP 2 PLCS) 21 2 L */Y44721533 D] A l L J r L — --- L— --- �L— J / --- L----J T -t (TYP 2 PLCS) ❑ I O #6 HAIRPIN _ -_- - CENTER OF SLAB I I N (TYP) 1 o (TYP 4 PLCS) I (O.H. ® GRIDLINE 6) 5 r - 1 - - - - - - p L ❑ ❑ c 4 0 Y ao El4-0"o 3 0 I 0 a aCL O a O o I o U N I I I I I I I I V I io 6" SLAB REINF W/ #4 @ 12" O.C. o , EA. WAY CENTERED TOC= 8368'-3" - r I I ' —Jtt GUMI'KtJJUK JLVUN ___ m FOUNDATION PLAN ON DWG $ 7 6 -0 2' 0" (TYP 3 PLCS) 6'-0" 2'-0" NP-STG-C-5322 a 5002 5002 (TYP 3 PLCS) 6'-0" -9/4, a - -- - - - (TYP 10 PLCS) ------- � 3 4 5 I #4 ® 12" O.C. EA. WAY 14'-0" x 12'-0" x 8" THICK 14'-0" 5-6" 6'-0" CENTERED 8'-0" APRON SLAB (TYP) #5 1'-0„ 4'-0" 4'-0" TOC 8367'-10Xz" S-3" V-6" S-S' o�Feo 2,V2„ 2y2„ IF THIS EDGE DRAWINGS -DWG. NO. D BEFORE EXCAVATION ST BE CARRIED OUT AS PER DISTURBANCE PRACTICE" -- #6 HAIRPIN CENTER OF SLAB o N I I I � I I o I FOOTING -co IL I � I I N I I I----------- ---J 0 c� F (4)-1AB23 NOTE o PROJ. 5)�' 1. SEE DRAWING NP-STG-A-5001 FOR CONCRETE GENERAL NOTES &STANDARD DETAILS. 2. PROVIDE CONTROL JOINTS AT APPROXIMATELY 225 SO. FT. DO NOT PROVIDE CONTROL JOINTS AT BUILDING GRID LINES, DETAIL 1 SCALE: 3/8" = 1'-O" --- DATE PROJECT DESCRIPTION PROJ. AFE EPCM Co. EPCM No. APPD. ISSUE STAGE DATE BY CHKD. APPD. PERMIT STAMP ENGINEER'S STAMP 10. �_yy_�) mn-yy-w) 1 2010-09-10 NEW CONSTRUCTION 10143010 URS 49228543 CL 1A-1 2011-02-07 JP 1C-1 2011-06-10 WRC W - - m - Z - PERMIT STAMP AND PROFESSIONAL STAMP w _ AFFIXED ABOVE SHALL APPLY ONLY TO REV(s) dln" 8 (14" + 4") DETAIL SCALE: 1/2" = i'-O" --- mJ tl IL V EA. WAY 0 BOTT. SECTION A SCALE: 3/4" = i'-O" --- U v i F- U D i 9355 D 0 0 00- FC.. STORY GULCH COMPRESSOR STATION LO encanar, S34, T4S, R96W N rn TYPE COMPRESSOR STATION i natural gasffE S34, T4S, R96W a S E 1/8"=1'-0" (Al Size) NMcm 49228543 w w Co.M URS CORPORATION TITLE COMPRESSOR BUILDING o FOUNDATION PLAN AREA CLASS FILE NO. N NORTH PICEANCE R NP-STG C-5321 3 5 0" 9" 3'-3", EDGE OF 'N S AB C 8'-7" 4 4'-0" 5'-0" 3'-9" 3'-3" THK L 2 4 I I G�� G 5 CPS-32A CPS-32C CPS-326 I I CPS-33 CPS-12 V CPS-13 II 3 BPS-17 C-5327 f C-5327 C-5327 13 M ,2 —5532 5 18'-0" 8'-7" 2 4 0 2 3 -9" C�iC-5/)C-5327 30A CPS-30C CPS_-PS6 o I CPS-31 I' IC-5327 V CPS-4 CPS-3 I I 6 / \ / 2" SERRATED GRATING r � ISUMP WALL ;e � 4 °- 2 a ° A-5002 a N I a v � ch� I CD v cn cn LLJ � I O — ---- ON BUILDING FOUNDATION PLAN DWG. NP-STG-C-5320 3'-6Y2' 13'-0" 3'-6y" 13'-0" 3'-6y" 13'-0" SUMP SUMP SUMP ^C-5327 2 271 1 CPS-25 C�� 1 CPS-26 C�� C�53� tj CPS-27 CPS-28 CPS-23 CPS-24 C�� C5� (5127 CPS-34A CPS-346CPS-36A CPS-36B _ I H. il. II II I _ CPS-35 —t — — — I I 1 —CPS-37 — — — — — I I I 7CPS-38 D— — — — — — — 1 I 1 I I I 1 I 1 TYP 3 3'-9" 23'-2" 11-10 23'-2" 11-10 23'-2" 8 -1" THK'N SLAB THK'N SLAB THK'N SLAB 6'-4" 9'-0' 9'-0" 10'-8" 6'-4" 9'-0" 9'-0" - r I 21'-G" 25'-0" 35-0" 35-0" 15'-4" 19'-8„ PLAN - COMPRESSOR BLDG. SLAB SCALE: 1 /8"=1'-O" ON BUILDING FOUNDATION PLAN DWG. NP-STG-C-5320 - C-5327 - O i 1-0" 1'-0" CPS-12 �I t6 2 — C —- _ t� CPS-15 1" GROUT Q PAD ONLY 0- �sa�27 CPS-11 1" GROUT PAD ONLY II O 2 _ _ w CPS-10 C-5327 i THICKEN SLAB I 5 CPS-10 IN THIS AREA — — — C-5327 — — — — — r ~_I J THICKEN SLAB IN THIS AREA CPS-8 1 u f C-53272 C-5327 CPS-3 C-327 CPS-7 2 — C-5327 o CPS-2 CPS-6 a_ cy- 2 CD — V) — I C\�7 1�1 w Ld _ � CPS-1 CPS-1 f3-4- C-5327 REFERENCE DRAWINGS DWG. N0. N0. DATE PROJECT DESCRIPTION PROJ. AFE EPCM Co. EPCM No. APPD. ISSUE STAGE n J ILoo) BY r,.,.,.�._MM_�r 10143010 URS 49228543 CL 1C-1 2011-05-31 DGT I LLI DO CAUTION READ BEFORE EXCAVATION _ Z ALL EXCAVATIONS MUST BE CARRIED OUT AS PER _ w - "ENCANA'S GROUND DISTURBANCE PRACTICE" _ f - APPD. PERMIT STAMP Y z" EXP. JOINT W/SEALANT (ALL AROUND) 2" SERRATED GRATING #4 @12" M EA. WAY TOP (2) #4®12" TYP a ENGINEER'S STAMP PERMIT STAMP AND PROFESSIONAL STAMP AFFIXED ABOVE SHALL APPLY ONLY TO REV(s) 6" #5 @12" EA. WAY TOP #4 ® 9" o EA. WAY COMPRESSOR FNDN. SECTION SCALE: 1/2"=1'-O" --- 12'-0" Y2' EXP. JOINT 7 W/SEALENT _.NIII k�� DETAIL - SUMP SCALE: 1/2"=1'-O" --- m 19 L c �tia L Ae A§'Pr 1835- Npl- .G 00- FAC. STORY GULCH COMPRESSOR STATION encana.. m.. S34, T4S, R96W ME COMPRESSOR STATION MITES34, T4S, R96W C7afUr�I9aS wALE NONE N,u.M 49228543 Co URS CORPORATION TITLE COMPRESSOR BUILDING SLAB PLAN AREA NORTH PICEANCE CLASS Q FILE NO, NP-STG C-5326