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HomeMy WebLinkAbout05050111.16rt Y O M J 7 m 0 [V 0 0 0 H a i" 0 W 0 a i- a a GENERAL The structure has been designed for the in- service loads only. The methods, means, procedures, and sequences of construction are the responsibility of the contractor. The structure is designed to be self - supporting and stable after the building is complete. It is the contractors responsibility to determine erection procedures and sequence to insure safety of the building and its components during erection. This includes the addition of necessary shoring, sheeting, temporary bracing, guys, tiedowns, etc. The structural drawings shall be used in conjunction with civil, architectural, mechanical, electrical and plumbing drawings and specifications. No penetrations, other than those shown on the drawings shall be made without the approval of the Structural Engineer. CONCRETE MIX DESIGN SUBMITTAL The contractor shall submit for the review of the Structural Engineer a mix design for each proposed class of concrete. Each mix design shall be identified by a mix number or other unique identification. The contractor shall not vary from the mix designs nor use any concrete other than the approved mix designs without the approval of the Structural Engineer. Mix design submittals shall include the following information: 1. Mix design number or unique identification and intended location of placement. 2. Cement type, proportion and name of manufacturer. 3. Fly ash proportion (when used), laboratory analysis certification, and name and location of supplier. 4. Coarse aggregate proportion, gradation report, name and location of supplier. 5. Fine aggregate proportion, gradation report, name and location of supplier. 6. Mixing water proportion and source. 7. Admixture dosages, product name(s) and manufacturer name(s). 8. Design 28 -day compressive strength (f c). 9. Design slump range. 10. Design air - entrainment (for concrete requiring entrained air). 11. Statistical analysis of laboratory strength test data in accordance with "Standard Deviation" determination outlined in ACI 318. SHOP DRAWING SUBMITTALS The Contractor shall prepare detailed shop drawings to enable him to fabricate, erect and construct all parts of the work in accordance with the drawings and specifications. These shop drawings will be reviewed for general compliance with the design intent only. The Contractor is responsible for all dimensions, accuracy and fit of work. All shop drawings shall be reviewed by the contractor prior to submittal to the Structural Engineer. Drawings submitted without Contractor's review will be returned unchecked. Submit a minimum of two copies of shop drawings to the Structural Engineer for approval (one copy shall be retained by the Structural Engineer), for each of the following items: Concrete Reinforcement Structural Steel Steel Joists (including all bridging and bracing) Steel Deck Light Gage Steel Framing (including design calculations and connection details sealed by a Professional Engineer registered in the State of Indiana) Prefabricated Wood Trusses (including design calculation, framing layouts, member sizes, materials and configurations and required temporary and permanent bracing, sealed by a Professional Engineer registered in the State of Indiana) PRODUCT DATA SUBMITTALS The Contractor shall submit for approval product data for the specific items listed below. Contractor shall not use products other than those submitted without the approval of the Structural Engineer. Submit a minimum of two copies of manufacturer's product data to the Structural Engineer for approval (one copy shall be retained by the Structural Engineer), for each of the following items: Concrete Curing Compound Concrete Joint Sealant Masonry Joint Reinforcement Adhesive Anchors Non - Shrink Grout Wood Framing Connector Hardware Cold- Formed Metal Framing FOUNDATIONS Foundation excavations and soil related work shall be performed in accordance with the geotechnical report number 86.29386.0001 prepared by ATC dated March 29, 2005. Design Net Soil Pressure: Spread Footings: 1500 psf Continuous Wall Footings: 1500 psf i Foundations and soils related work shall be inspected by a licensed Geotechnical Engineer. Written field reports shall be forwarded to the Structural Engineer as soon as they become available. Foundation conditions noted during construction, which differ from those described in the geotechnical report shall be reported to the Structural Engineer before further construction is attempted. PERIMETER INSULATION Perimeter insulation shown on the Structural drawings is for general visual reference only. See the Architectural drawings and specifications for exact location, placement, thickness and material requirements. CONCRETE Reinforced concrete has been designed in accordance with the Mixing, transporting, and placing of concrete shall conform to the latest edition of the Specifications for Structural Concrete for Buildings (ACI 301). Ready -mixed concrete shall conform to the requirements of ASTM C94. In case of a discrepancy, the plans and specifications shall govern. Cement shall conform to ASTM C150, Type !. Fly ash shall conform to ASTM C618, Class C or F. The ratio of the amount (by weight) of fly ash to the amount of portland cement in the mix shall not exceed 25 percent. Normal weight aggregates shall conform to ASTM C33. Water- reducing admixtures shall conform to ASTM C494. Air - entraining admixtures shall conform to ASTM C260 and shall be certified by the manufacturer to be compatible with other admixtures. CONCRETE (CONT.) Calcium chloride admixtures or admixtures containing more than 0.1 percent chloride Ions shall not be used. In cold weather conditions, mixing, placing, finishing, curing and protection of concrete shall be performed in accordance with the latest edition of ACI 306R, Cold Weather Concreting. In hot weather conditions, mixing, placing, finishing, curing and protection of concrete shall be performed in accordance with the latest edition of ACI 3058, Hot Weather Concreting. Use of construction joints at locations other than those indicated on the drawings shall be submitted to the Structural Engineer for approval. Normal weight concrete shall be used in the following areas and shall have the properties as shown below: Max.Water/ Maximum Percent Design 28 -day Cement Allowable Entrained Compressive Ratio Slump (in.) Air Strength(psi) Footings 0.50 4 n/a 3,000 Entrance Platforms, 0.40 4 6( + / -1) 4,000* Sidewalks and Slabs exposed to de -icers Slabs on grade 0.45 4 * ** n/a 4,000 ** * Minimum cement content = 6 sacks (564 Ibs) per cubic yard. ** Minimum cement content = 5 sacks (470 Ibs) per cubic yard. * ** Maximum slump = 4 inches if plasticizers are not used, = 3 inches prior to addition of plasticizers. Note: Slump for pumped concrete shall be measured at point of discharge. CONCRETE SLABS ON GRADE Slabs on grade shall be constructed in accordance with the latest edition of the Guide for Concrete Floor and Slab Construction_ (ACI 302.1R). Place concrete in a manner so as to prevent segregation of the mix. Delay floating and troweling operations until the concrete has lost surface water sheen or all free water. Do not sprinkle free cement on the slab surface. Provide curing of concrete slabs immediately after finishing using a sprayed on dissipating -resin liquid curing compound conforming to ASTM C309. All scuffs or abrasions to the curing membrane shall be recoated daily. Other curing methods may be used with approval by the Structural Engineer. Slabs on grade in office areas shall receive a smooth trowel finish, and be placed to achieve the following minimum tolerances: Overall values: FF = 25, FL = 15 Local values: FF = 15, FL = 10 Unless shown or noted otherwise, provide control or construction joints in slabs -on -grade at a maximum spacing of 36 times the slab thickness. Provide joints at all column locations. Locate joints to eliminate re- entrant comers and to create square or rectangular sections with maximum long side to short side ratio of 1.5 to 1. REINFORCING STEEL Reinforcing steel shall be deformed bars conforming to ASTM A615 and shall have a minimum yield strength of 60,000 psi. Reinforcing bar detailing, fabricating, and placing shall conform to the latest edition of the following standards: ACI 301, ACI 318 and ACI Detailing Manual (SP66). Reinforcing steel shall not be tack welded, welded, heated or cut unless indicated on the contract documents or approved by the Structural Engineer. Where lap splice lengths are not shown or noted, provide a Class "B" lap. Provide corner bars of same size and spacing as horizontal bars at comers of all walls and grade beams. WELDED W. I Welded wire fabric shall be smooth wire fabric conforming to ASTM A185. Fabric shall be supplied in flat sheets and lapped a minimum of one space plus 2 inches. Welded wire fabric shall be placed as follows, unless noted otherwise: Slabs on grade: 2 inches down from top of slab. CONCRETE TESTING Make one set of test cylinders in accordance with ASTM C31 for each day's pour and for each 100 cubic yards. Each set shall include one specimen tested at 7 days, 2 specimens tested at 28 days and one specimen retained I n ;.eserve to be tested at the direction of the Structural Engineer. Spare cylinder may be discarded 90 days after casting unless directed otherwise by the Structural Engineer. This set of test cylinders shall be protected against freezing. When the ambient temperature is expected to fall below 40 degrees during the course of a concrete pour or subsequent curing process, an additional set of concrete test cylinders shall be made and tested. These cylinders shall be stored immediately adjacent to, and cured under the some conditions as the building concrete. Special curing boxes are not permitted for these test cylinders. Forward copies of test results to the Architect, Structural Engineer, Ready -Mix supplier and Contractor within 24 hours after testing. ADHESIVE ANCHORS Adhesive anchors shall be Hilti "SET" for solid substrate or an equivalent substitute approved by the Structural Engineer. Anchors shall be installed in conformance with. the manufacturer's recommendations by installers trained by the manufacturer's representative. N- SHRINK GROUT Grout shell be a non - metallic, shrinkage resistant (when tested in accordance with the latest edition of ASTM C827 or CRD- C621), premixed, non- corrosive, non - staining product containing Portland Cement, silica sands, shrinkage compensating agents and fluidit improving compounds. Grout shall have a minimum compressive strength (f'c� of 5,000 psi in 28 days. STRUCTURAL_ STEEL - ASD Structural steel detailing, fabrication and erection shall conform to the AISC + ification for Structural Steel Buildings, latest edition with amendments, and the AISC Code of Standard Practice for Steel Buildings and Bridges. latest edition with amendments. STRUCTURAL STEEL - ASD (CONT.) Structural steel wide flange shapes shall conform to ASTM A992. Structural steel plates and rolled shapes other than wide -flange shapes shall conform to ASTM A36, unless noted otherwise. Structural steel tubing shall conform to ASTM A500, Grade B. Anchor rods shall conform to ASTM F1554, Grade 36, unless noted otherwise. Bolted connections shall conform to the Specification for Structural Joints Using ASTM A325 or A490 Bolts, approved by the Research Council on Structural Connections of the Engineering Foundation. Bolted connections for structural steel members shall be made with 3/4" diameter A325 bolts, unless noted otherwise. Bolted connections shall be tightened to the snug tight condition, except bolted connections in brace elements are to be fully pretensioned with class A faying surfaces. Welding procedures shall conform to the latest edition of the American Welding Society's Structural Welding Code for Steel ANSI /AWS D1.1. Welded connections using ASTM A992 steel as a base metal shall be made with E70XX Low Hydrogen electrodes. Unless otherwise shown or noted on the drawings, other welded connections may be made with standard E70XX e!ectrodes. Structural steel shall be shop - painted with a rust inhibiting primer, unless noted otherwise on the drawings. Coordinate primer paint with the Architect for steel to remain exposed or to receive finish paint. Do not paint or galvanize the following surfaces: 1. Surfaces to be welded. All abrasions to galvanized surfaces or surfaces to receive an architectural finish coat shall be touched -up after erection is complete. For painted steel, use a primer equivalent to the shop paint. For galvanized steel, use a zinc -rich cold - galvanizing paint. Design connections not shown in accordance with the latest AISC Specification and Manual of Steel Construction. Design beam connections not shown, to support a 6 kip reaction. Provide no less than 2 bolts in any single line of bolts, unless specifically indicated on the drawings. Provide L4x4x1 /4 framed openings for all roof penetrations larger than 12 inches along any side, unless larger framing is indicated. Refer to Mechanical drawings for penetrations. Coordinate framed opening sizes and locations with the Mechanical Contractor. ArifflMew Steel joists shall be designed, fabricated, erected and braced in accordance with the latest Steel Joist Institute (SJI) specifications. Special joists shall be fabricated in accordance with the designation shown for each joist on the drawings. The designations follow the form: DD K TL /LL where DD indicates the maximum joist depth, K indicates the joist series, TL /LL 'indicates the design total load and live load respectively in pounds per lineal foot. Deflection of steel joists shall be limited to the following: LL Deflection DL +LL Deflection Roof joists L/360 L/240 Where bearing depth, length and end anchorage for steel joists are not shown or noted, provide anchorage as required by the SJI specifications. Horizontal bridging and diagonal bridging for steel joists shall be located and designed as required by the SJI specifications. Bridging members shall be connected to the joist chords by welding or other mechanical means. The ends of bridging lines terminating at concrete walls, concrete block walls or steel beams shall be securely anchored thereto at top and bottom chords. Hangers and other supports shall be located at the intersection of the chord and web members (panel points). Concentrated loads in excess of 200 pounds other than those shown on the drawings shall not be applied without prior approval of the Structural Engineer. Where columns are not framed in at least two directions with steel beams the joist at or nearest each column line shall be bolted to supporting members during erection. Steel joists shall be supplied with a shop coat of rust - inhibitive primer paint. Coordinate primer paint with the Architect for joists to remain exposed or to receive finish paint. �lEEL RQOF DECK Provide and erect steel deck in accordance with the latest edition of the Steel Deck Institute's Specifications and Code of Standard Practice. Deck manufacturer shall provide all roof deck accessories, including closures, supplementary framing, and sump pans, whether or not such items are detailed on the contract documents. Fasten roof deck to steel supports as indicated on the drawings. Perform welding in accordance with ANSI /AWS D1.3. Provide steel roof deck with a painted finish. STRUCTURAL WOOD Structural wood shall be detailed, fabricated and erected in accordance with the latest editions of the Timber Construction Manual by the American Institute of Timber Construction (AITC) and the National Design Specification for Wood Construction by the American Forest and Paper Association (AFPA). Structural wood framing shall be No. 2 Southern Pine or better. Nails and other wood fastenings, unless otherwise noted, shall conform to the latest edition of the National Design Specification for Wood Construction. Bolts and lag screws in connections of wood members shall conform to ASTM A307, unless noted otherwise. Standard cut washers shall be used between the wood and bolt head and the wood and nut. Joist hangers, hold- downs, and all other wood connectors shall be manufactured by Simpson Strong -Tie Company, or an equivalent substitute approved by the Structural Engineer. Install the exact quantity, size, material, type and finish of fasteners as indicated in the connector manufacturer's product data, unless specifically shown or noted otherwise on the drawings. All fasteners and wood connectors in contact with pressure- treated wood shall be hot -dip galvanized unless a more stringent requirement is noted on the design documents. PREFABRICATED WOOD TRUSSES Trusses shall conform to the geometry shown on the drawings. All overbuild areas shall be part of the engineered truss system and shall be designed and detailed on the truss shop drawings. PREFABRICATED WOOD TRUSSES (CONY. Prefabricated wood trusses shall be designed, detailed, fabricated and erected in accordance with the latest editions of the Timber Construction Manual by the American Institute of Timber Construction (AITC), the National Design Specification for Wood Construction by the American Forest and Paper Association (AFPA) and in accordance with the National Design Stand L for Metal Plate Connected Wood Truss Construction by the Truss Plate Institute (TPI). Temporary and permanent bracing of wood trusses shall be designed and installed in accordance with the latest editions of the TPI publications Bracing of Wooden Trusses, Specifications for Temporary Bracing of MAtn i Plnte Connected Wood Trusses, and BCSI 1 -03 Guide to Good '/food Trusses. Wood mansard roof trusses shall be designed using the following allowable stress increase factors: Dead Load + Live Load: 1.15 Dead Load + Wind Load: 1.33 Dead Load + Live Load + Wind Load: 1.15 WOOD SHEATHING Sheathing panels shall be detailed, fabricated and erected in accordance with the latest criteria established by the American Plywood Association (APA) including the latest edition of the Plywood Design Specification and its Supplements. Sheathing panels shall be identified with the appropriate trademark of the APA and shall meet the requirements of the latest edition of the U.S. Product Standard PS 1 for Construction and industrial Plywood or the APA PRP -108 Performance Standards and Policies for Structural -Use Panels. Stagger panel end joints. End joints shall only occur over a support. Unless recommended otherwise by the panel manufacturer, provide a 1/8" gap between panel ends and edges. Panel edges shall be tongue - and - groove or supported on 2" (nominal) blocking installed between joists. COLD FORMED METAL FRAMING Structural properties of framing members shall be calculated in accordance with requirements of the current American Iron and Steel Institute (AISI) All cold formed metal framing materials shall conform to ASTM A653 with zinc coating conforming to ASTM A924. Plates, gussets and clips shall have a minimum yield strength of 40 ksi and shall have thickness as required for specific conditions. Tracks, bracing, furring and briging shall have a minimum yield strength of 33 ksi. All fasteners shall conform to ASTM A90 and be self drilling, self tapping screws, bolts, nuts and washers. Cold formed metal framing system shall be installed in accordance with the manufacturer's printed instructions and as approved by the Structural Engineer. Cold formed metal framing system shall be designed to accommodate construction tolerances, deflection of building structural members, and clearances of intended openings. Provide deflection allowance in stud track, directly below building framing for non -load bearing framing. Load bearing studs shall be erected one piece full length - splicing of studs is NOT permitted. Install wall stud bridging per the manufacturer's requirements (4' -0" o.c. maximum). Corners shall be constructed using a minimum of 3 studs. Double studs (minimum, or greater number as required by specific conditions) shall be provided at wall openings, doors and window jambs. Double joist box headers (size as required for specific conditions) shall be provided above all openings in load bearing walls. Double joist box headers shall bear on partial height studs and have ends fastened to adjacent full height studs. Framing members shall have the following minimum properties, unless noted otherwise: Gauge Yield Area Section Moment of (ksi) (sq. in) Modulus, Sx Inertia, Ix (in^3) (in "4) 6" Perimeter Studs 16 40 0.613 1.107 3.322 DESIGN DATA The building structure has been designed in accordance with the 2003 Indiana Building Code. Roof Loads Live Load 20 psf + Snow Drift (Where Applicable) Dead Load 20 psf (Flat Roof) 17 psf (Mansard Roof) Snow Load Design Da -W 1. Ground Snow Load (Pg) = 20 psf 2. Low -Slope Roof Snow Load (Pf) = 20.0 psf 3. Snow Exposure Factor (Ce) = 1.0 4. Thermal factor (Ct) = 1.0 (All Areas U.N.O.) = 1.2 Nonsard Roof Only) 5. Snow Load Importance Factor (Is) = 1.0 Wood Roof Truss Loads (in addition to self - weight): Top Chord Dead Load: 10 psf Top Chord Live Load: 20 psf Bottom Chord Dead Load: 5 psf Vind Load Design Data 1. Basic Wind Speed (3- Second Gust) = 90 mph 2. Wind Load Importance Factor (Iw) = 1.0 3. Wind exposure = B 4. Wind design pressure (P) = varies with height and location Earthquake Design Data 1. Short Period Spectral Response (Ss) = 0.175 2. 1- Second Spectral Response (S1 ) = 0.0875 3. Seismic Importance Factor (!e) = 1.00 4. Seismic Use Group = 1 5. Seismic Design Category = B 6. Site Classification = D 7a. Basic Structural System / Seismic Resisting System: Steel Frame / Light Frame Walls with Shear Panels b. Steel Frame / Ordinary Steel Moment Frame 8. Response Modification Coefficient (R) = 4.0 9. Analysis Procedure Utilized = Equivalent Lateral Force Procedure WALL FOOTING SCHEDULE MARK SIZE (W x D) FTG. REINF. REMARKS WF24 2' -0" x 2' -2" 2 - #5 CONT. BOT. C1 F6.0 6' -0 "x 6' -0 "x 2' -2" 6 - #5 EA. WAY BOTT. 0' -10" COLUMN FOOTING SCHEDULE MARK FTG. SIZE FTG. REINF. REMARKS F4.5 4' -6 "x 4' -6 "x 2' -2" 4 -#5 EA. WAY BOTT. C1 F6.0 6' -0 "x 6' -0 "x 2' -2" 6 - #5 EA. WAY BOTT. 0' -10" F8.0 8' -0 "x 8' -0 "x 1' -6" 10 - #5 EA. WAY BOTT. 1" x 16" x 1' -4" 4 - 0 STRAIGHT 0' -10" PROJECTION SUPPORTS. WALL SHEATHING SCHEDULE COLUMN SCHEDULE MARK SIZE BASE PLATE ANCHOR RODS EMBEDMENT NOTES C1 HSS6x6x% 3/4 x 12" x 1' -0" 4 - 24 0 STRAIGHT 0' -10" WALLS OF MANSARD C2 HSS10x10x%6 1" x 16" x 1' -4" 4 - 0 STRAIGHT 0' -10" PROJECTION SUPPORTS. CONNECTION NOTES: 1. PROVIDE BLOCKING AT ALL ABUTTING PANELS. 2. SEE 2/S3.4 FOR FASTENING PATTERN. C.J. = CONTROL JOINT OR REF. = REFERENCE HEX NUT & WASHER CONSTRUCTION JOINT REINF. = TOP OF CONCRETE = CENTERLINE o� REQUIRED M HEX NUT-\i w � CLEAR TACK WELD SECTION CMU = NUT TO ROD SF = SQUARE FEET 0 = STRAIGHT SHT = ALL ANCHOR RODS ASTM F1554 GRADE 36, U.N.O. DWGS. = TYPICAL COLUMN ANCHOR RODS WALL SHEATHING SCHEDULE LOCATION SHEATHING NOTES EXTERIOR WALLS USE 7/16 APA RATED 24/16 OSB SHEATHING W/ lf8 x 1" FLAT NTS = NOT TO SCALE HEAD, SHARP POINT SELF DRILLING SCREWS ® 6 O.C. NOTE 1, 2 O.F. = AT ALL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. COL = WALLS OF MANSARD USE 7/16 APA RATED 24/16 OSB SHEATHING WITH 8d NAILS PLATE ROOF @ 6" O.C. AT ALL EDGES AND 12" O.C. AT INTERMEDIATE NOTE 1, 2 PROJECTION SUPPORTS. CONNECTION NOTES: 1. PROVIDE BLOCKING AT ALL ABUTTING PANELS. 2. SEE 2/S3.4 FOR FASTENING PATTERN. STRUCTURAL DRAWINGS ABBREVIATIONS AND SYMBOLS LEGEND ADD'L = ADDITIONAL N.S. = NEAR SIDE ARCH. = ARCHITECTURAL NTS = NOT TO SCALE B/ = BOTTOM OF O.F. = OUTSIDE FACE COL = COLUMN IE = PLATE CONC. = CONCRETE PROD. = PROJECTION CONN. = CONNECTION RD = ROOF DRAIN C.J. = CONTROL JOINT OR REF. = REFERENCE CONSTRUCTION JOINT REINF. = REINFORCEMENT = CENTERLINE REQ'D = REQUIRED CLR. = CLEAR SECT = SECTION CMU = CONCRETE MASONRY UNIT SF = SQUARE FEET 0 = DIAMETER SHT = SHEET DWGS. = DRAWINGS SIM. = SIMILAR EA, = EACH SPA. = SPACES EOD = EDGE OF DECK SPECS = SPECIFICATIONS EOJ = END OF JOIST STL = STEEL EOS = EDGE OF SLAB T/ = TOP OF E.W. = EACH WAY T & B = TOP AND BOTTOM EXIST. = EXISTING TYP. = TYPICAL EXP. = EXPANSION U.N.O. = UNLESS NOTED OTHERWISE FDN. = FOUNDATION W# = REINFORCEMENT FIN. = FINISH NOTATION FLR. = FLOOR W/ = WITH F.S. = FAR SIDE WP = WORK POINT FTG = FOOTING WF ## = WALL FOOTING NOTATION GA. = GAUGE WWF = WELDED WIRE FABRIC GALV. = GALVANIZED C# = COLUMN NOTATION H.A.S. = HEADED ANCHOR STUD I.D. = INSIDE DIAMETER F # = COLUMN FOOTING NOTATION I.F. = INSIDE FACE J /BRG = JOIST BEARING © = PIER NOTATION JT. = JOINT L# = LINTEL NOTATION + 0' -0" = ELEVATION REFERENCE LLH = LONG LEG HORIZONTAL +(0' -0 ") LLV = LONG LEG VERTICAL = = BEAM SPLICE MAX. = MAXIMUM CONNECTION MECH. = MECHANICAL MIN. = MINIMUM I► = FULL MOMENT RESISTING M.O. = MASONRY OPENING CONNECTION O.C. = ON CENTER Z# = PRECAST OR BRICK LINTEL O.D. = OUTSIDE DIAMETER SUPPORT OFD = OVERFLOW DRAIN Architects + �• A sj �/ v�r e Consultants '{- Engineers AMERICAN CONSULTING, INC. 7260 SHADELAND STATION INDIANAPOLIS, IN 46256.3917 317.5475580 317543.0270 Copyright (C) 2005 - American Consulting, Inc. PR BLOCK C, LLC" 8463 CASTLEWOOD DRIVE INDIANAPOLIS, INDIANA MEDFORD PLACE (LOT 3) AT WEST CARMEL CENTER CONSULTANTS No. ' PE1040424T nin OF dN````,. CERTIFIED BY DATE- 3/91/06 DRAWN BY- DCM CHECKED BY- ABZ ISSUED FOR- DATE- ACE PROJECT a- IN2004.0848 TITLE - GENERAL NOTES AND SCHEDULES S0.1