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HomeMy WebLinkAbout07040021.13EARTHWORK 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors, or omissions found on the plans or in the field, before work is started or resumed. n 1. In general, the items e to s of work to be 9 performed under this section shall include: f clearing and grubbing, removal o tr ees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractor's responsibility. 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other reference points; if disturbed or destroyed, contractor shall contact engineer. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be buried onsite or removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The location of on site bury pits shall be designated by the owner or the Engineer. 4. PROTECTION OF TREES General Protection: The Contractor shall be responsible for the protection of the tops, branches, trunks, and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be protected by being boxed, fenced or otherwise protected before work is started; do not stockpile with in drip line or branch spread to protect the root area from soil compaction. Remove interfering branches or roots without injury to the trunk by removing with a sharp cutting instrument per ANSI Z133.1 -2000 standards. The fencing or marked tree protection is to remain in place until the construction is completed. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, ect. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company and the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilties and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.04 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All building pad areas (engineered fill areas) shall be compacted to standards specified by local and /or state building codes. All fill areas (pad or engineered) shall be compacted to at least 95 percent of the maximum dry density (ASTM D- 1557). fill should exhibit a maximum dry density of at least 105 pcf, and have a liquid limit less than 50 and plasticity index of less than 25. sandy fill must have less than 15% fines passing a #200 sieve. 2. For compaction requirements of paved areas, see street specifications. 8. Earth Work Balance The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or importing of earth. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the Engineer in determining earthwork quantities shall be ac- complished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, also the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may cause either an excess or shortage of actual earthwork materials to shortage of materials occurs, the contractor shall contact the engineer to determine if adjustment can be made to correct the imbalance of earth. complete the project. If such an actual minor excess or TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED 3/1/2007 1 Standard specifications of Clay Township Regional Waste District (the District) and Department of Transportation ( INDOT) shall apply for all work and materials. Sanitary sewer pipe shall be installed in accordance with Section 715 of the current INDOT standard specifications handbook. 2 Sanitary sewer gravity pipe, unless pressure rated pipe required per IAC or directional drilled pipe, shall be Polyvinyl Chloride (PVC) in accordance with ASTM D3034 -89 with a minimum wall thickness designation of SDR 35 and installed per ASTM D2321 -89 specification. PVC pipe used shall be grooved bell, spigot end, and gasketed. The pipe shall be made of PVC plastic having a cell classification of 124548. 3 PVC sanitary sewer gravity fittings shall also conform to the requirements of the AST - q M D3034 89 specification. All fittings shall be molded in g one piece with standard pipe bells, gasketed elostomeric joints, and spigot ends. Single piece molded PVC with standard p i pe bells, gaskets, and spigot ends for back -to -back tee wyes are acceptable. Wall thickness of all fittings shall have a minimum designation of SDR 26. Gaskets for elostomeric joints shall be molded with a minimum cross- sectional area of 0.20 square inches and of A F477 conform o to TM S specification. 4 All sanitary manholes shall be precast concrete manholes In accordance with ASTM C478 and Section 720 of h current INDOT standard - t e specifications handbook. 0 rings shall conform to C443. Double row of Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -02, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers' recommendations and performance specifications which have been provided by the manufacturer and accepted by the District Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1 Connect the vacuum pump to the outlet port with the valve open. 2 Draw a vacuum of ten (10) inches of Hg. (5 psi) and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a: Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made. The vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating with plastic wrap shall be applied around each manhole joint from 3inches above to 3- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precoot plug material. Entire exterior surface of sanitary sewer manholes shall be sprayed with a bituminous coating and all exterior gap exposure of riser rings shall be back plastered or grouted with nonshrink grout. 6. The manhole chimneys, including all riser rings shall be sealed using flex rib internal chimney seal manufactured by Cretex, NPC, or a District approved equal. The flex rib internal chimney seal sholl extend from a minimum of 3- inches below the top of the cone section to 3- inches over the manhole casting frame or per manufacturers installation procedures if directed otherwise. Internal Chimney Seal shall be installed after manhole vacuum testing and prior to final acceptance. Water test may be done, per manufacturer or Districts recommendation, to provide assurance that internal chimney seal is water tight. 7. The casting elevations are set by plan, however, the castings are to be adjusted in the field by the District's representative should a discrepancy occur between plan grade and existing grade. New manhole ring(s) and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12 -inch on existing structure adjustment and 10 -inch maximum on new construction. 8. Final Backfill for sanitary sewer mains and laterals shall conform to the City of Carmel requirements which read: Final backfill for sanitary sewer mains and sanitary sewer service laterals under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Prcctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. If the standard practice of the utility that has jurisdiction over the installation has a more stringent final backfill requirement, the more stringent requirement shall govern. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. Initial asbuilts shall be presented to the inspecting engineer prior to final submittal to the District for review, otherwise Contractor shall be required to furnish the developer's Engineer with a set of prints showing actual sewer locations and inverts including lateral location, depth, and length. Such asbuilt prints must be received by the Engineer before the final contract payment can be authorized. Asbuilts shall be submitted per the Districts current standard which can be found at www.ctrwd.org. 11. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a detectable metal post set immediately above the said termination point if full connection is not immediately made. 12. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM F1417 -92, and shall be witnessed by a District employee or the Districts representative. The testing shall be in accordance with Table 1 as follows with 0.5 psi being added for each foot of water above the sewer line being tested. Sewer lines shall be subject to visual leak inspection at downstream manholes with all visual leaks being repaired and subject to televising requests by the District. 13. Prior to final deflection test (mandrel test) all mainlines shall be cleaned and free of any debris. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available at time of test otherwise no testing will be allowed. All mandrel testing shall be witnessed by a District employee or the Districts representative. 14. The ends of all laterals are to be plugged water tight with a gasketed cap capable of withstanding a low pressure air test without leakage. Laterals shall be subject to visual leak inspection at downstream manholes with all visual leaks being repaired 15. Bedding for flexible pipe and rigid pipe shall be No. 8 crushed stone from 6- inches below to 12- inches above the pipe. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water line, utility, and legal drain crossings and separations shall be in accordance with the more stringent of the two: 327 IAC 3 -6 -9 or the Districts standard drawings. 17. The trench shall be opened sufficiently ahead of pipe Iayin to reveal obstruction, and shall be properly protected an I or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw type mechanical, braced plug until such time as all tests on the sewers and all punch list items are complete. 19. All sewer laterals installed shall be bedded the some as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R -1772 or East Jordan 1022Z1GS) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be min. 20- 13/16 inches. Watertight castings shall be bolt -down East Jordan 1022Z1PT and also stamped SANITARY SEWER 22. The minimum slope of the sewer shall be: Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25 Laterals a r e to be installed with a minimum 14 gouge tracer wire from the Wye to the terminus. Upon lateral the contractor for the building completion g or home will extend the wire from this terminus to the building cleanout adjacent to the building. STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall confirm to ASTM C -76 latest revision, with joints conforming to ASTM C -443 latest revision. When storm pipe is submerged B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot - blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints - Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. When manhole and storm pipe are continuously in water. C. SUBDRAINS 1. Subsurface drains shall be double wall Hi -O or equivalent. 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. B. Local Standards - the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship - To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipelaying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to the stormwater treatment system. If a stormwater treatment system is not in place install an approved filter at end of the discharge pipe. F. Special Supports - Whenever in the opinion of the Engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling - See City of Carmel TRENCH DETAIL FOR CITY STORM SEWER - Standard Drawing 10 -28 Figure 501 -1: Bedding and Backfill Standards for Storm Sewers. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi - circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains - All subdrains shall be of the size shown on the plans and shall be constructed to the grades shown. All drains constructed off -site as part of the outlet drain will be located as shown. J. Utilities - It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. K. Contractor to grout joints inside storm structures where pipes enter or exit and between structure and casting. STREETS - PAVEMENT WITHIN RIGHT -OF -WAY 1. All streets shall conform to City of Carmel specifications. See Sheet C902, CURB AND GUTTER 1. All curb and gutter shall conform to City of Carmel specifications. See Sheet C902. ASPHALT PEDESTRIAN PATHS 1. All asphalt pedestrian paths shall conform to City of Carmel specifications. See Sheet C902. CONCRETE WALKS AND EXTERIOR STEPS 1. Slopes - Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. 4. MATERIALS A. Concrete - Concrete shall be ready -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C -150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C -33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non - extruding or resilient. D. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated P ieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1 -1/2" 100 1" 80 -100 3/4" 70 -90 1/2" 55 -80 #4 35 -60 #8 25 -50 #30 12 -30 #200 5 -10 5. Placing Concrete A. Subgrade - Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. B. Forms - All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed. Forms shall be clean and smooth immediately before concreting. C. Placing Concrete - Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F. or less, paragraph 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. 6. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. 7. Compacted Aggregate Subbase - the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compact to 90% compaction using Standard Testing Procedures. The aggregate material shall be tamped with mechanical tampers or with approved hand tampers. LAKE LINER SPECIFICATION It may be necessary to construct a liner to seal the more permeable sandy clays and sand seams which may be present at a shallow depth within the side slope or bottom of the excavation. The contractor shall perform soils analysis tests in the lake orea(s) to determine if the lake(s) will require a liner. In the event that construction of a liner becomes necessary, Lake Liner specifications have been included below. Acceptable liners are as follows I. Natural Cloy Liner rm n designated liner material A. Laboratory testing shall be performed he o t g to determine the optimum liner compaction criteria. Subsequent to determining this compaction criteria, permeability testing shall be performed on remolded samples, compacted to this standard. Laboratory testing shall be performed at least one (1) month prior to initiating lining activities. B. The contractor shall identify and retain the engineer - approved liner material for use on sealing the side slopes and bottom of the lake. The optimum natural liner material shall not be used for other portions of site work prior to verification that adequate resources are available and have been stockpiled. It is important that the stockpiled soils be stored in as small on area as possible to retain natural moisture. The contractor should anticipate p that additional soil work may be required to bring the liner material to required uniform moisture level. C. A representative of the testing engineer shall be present for inspection of the base and side slopes of the lake prior to and during compaction of the liner materials. D. The clay lining material, approved by the testing engineer, shall be compacted to a minimum of 12 inches thick on the upper two thirds of the side slopes and 18 inches on the lower one third. A compacted minimum of 18 to 24 inches approved lining material shall be placed across the base of the lake. E. The clay liner material shall be regularly sampled and tested for conformance to the moisture and Atterberg limits established for the approved liner material(s). Field density and moisture testing shall also be performed frequently during construction to establish a correlation between density and field permeability. It is imperative that moisture levels be maintained over optimum as determined in laboratory testing. Only by maintaining this condition will it be possible to approach the zero voids condition and maximize natural liner capabilities. Off -site sources for clay liner material may be used with approval by the Owner's representative and on -site testing engineer. F. Compaction of the natural liner shall be performed by equipment operating up and down the slope. Engineered natural clay liners shall not be compacted by equipment operating around the slopes on or near the some elevation. It is important that hydration of the clay liners takes place after installation is complete. This is typically accomplished by natural rainfall or by application of fresh water at the rate of one quarter gallon per square foot for at least 72 hours. This recommended rate of hydration will help prevent shrinkage and cracking of the clay liner and maintain its integrity. Il. Bentonite A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer. III. Synthetic Liner A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer. TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED `\`�,,. � ` �! \ ► 1 � ► U I I I ; I I I I I 1 ' P���1� 1 T. No. 10000075 ?Oo STATE OF �NDIANP 1/111111111III►111111 DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) f47bt Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: Z 1211.034 DRAWN BY: O c�c - � SHEET TITLE: SPECIFICATIONS DRAWING FILES: R: \1211 \034 \DWGS \C901.DWG SHEET NO.: ZV CC c:: W Z w M IL � 0 Z U w O �z a U O Z O O `' O oC _: U oG Oa- CLCL 0 z M w w cn �::- wLJ a CDo- r` O z� Z CO ca �~ m >m w w `\`�,,. � ` �! \ ► 1 � ► U I I I ; I I I I I 1 ' P���1� 1 T. No. 10000075 ?Oo STATE OF �NDIANP 1/111111111III►111111 DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) f47bt Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 05/01/07 1211.034 DRAWN BY: CHECKED BY: c�c - SHEET TITLE: SPECIFICATIONS DRAWING FILES: R: \1211 \034 \DWGS \C901.DWG SHEET NO.: (C 9 k 0 c:: Z � d � d ­11 ~ O z Z o z Z V ~ V 1 W �V DATE: PROJECT NO.: 05/01/07 1211.034 DRAWN BY: CHECKED BY: BET SHEET TITLE: SPECIFICATIONS DRAWING FILES: R: \1211 \034 \DWGS \C901.DWG SHEET NO.: (C 9 k 0