[Ord. 2003-0-2, --/--/2003, § 101-83]
Municipal, federal, and state specifications and standards will govern in any situation not covered in the contract documents.
[Ord. 2003-0-2, --/--/2003, § 101-84]
1. 
The contractor shall provide and maintain access to and from all properties along the line of the work. He shall also provide temporary by-passes and bridges and maintain them in a safe and usable condition whenever, in the opinion of the Engineer, detouring of traffic to parallel routes cannot be done without hardship or excessive increase in travel by the public.
2. 
Where single lane by-passes are provided, the contractor shall furnish signal men to control traffic operations and minimize delays.
3. 
Where directed by the Township/Authority Engineer, the contractor shall perform excavating, paving and other operations on one-half of the road at a time to allow for movement of traffic.
[Ord. 2003-0-2, --/--/2003, § 101-85]
The contractor shall set up and maintain all necessary detours to the satisfaction of the Engineer and PennDOT. He shall supply and erect all necessary signs along the routes approved by the Engineer and PennDOT. He shall notify police, fire, school, and East Fallowfield Township officials, as well as adjacent municipalities. All proposed detours shall be marked clearly on a map and submitted to the Engineer two weeks in advance of the time the detour will go into effect. The Engineer will submit the plans to PennDOT for approval.
[Ord. 2003-0-2, --/--/2003, § 101-86]
1. 
The contractor shall provide, erect, and maintain adequate barricades, warning signs and lights at all excavations, closures, detours, and points of danger.
2. 
Dust Control. It will be the responsibility of the contractor to control dust during the project by sweeping and/or the proper use of chemicals such as calcium chloride.
3. 
Maintenance of Public Ways. Streets, cross walks, and sidewalks shall be kept broom clean, clear, and free for the passage of vehicles or pedestrians, unless otherwise authorized by the Engineer. Additional passageways may be required where deemed necessary.
4. 
All applicable regulations of the Occupational Safety and Health Act (OSHA) shall be complied with during the performance of the contract, including the provisions on confined space entry. Safety provisions shall be enforced by OSHA as required by law and not by the Township/Authority its representatives.
5. 
The safety provisions of applicable laws and regulations of the Pennsylvania Department of Labor and Industry, and building and construction codes shall be observed. Machinery, equipment, and other hazards shall be guarded in accordance with safety provisions of the "Manual of Accident Prevention in Construction," published by the Associated General Contractors of America, to the extent that such provisions are not in contradiction of applicable state and local laws.
6. 
Special attention is drawn to the regulations of the Pennsylvania Department of Labor and Industry relating to trenches and excavations, tunnel construction, equipment, materials, labor, safety sanitation, and other regulations of which the contractor shall be fully informed and he shall fully comply. Observance of and compliance with said regulations shall be solely, and without qualification, the responsibility of the contractor, without reliance on supervision or direction by the Township/Authority or Engineer.
[Ord. 2003-0-2, --/--/2003, § 101-87]
1. 
The contractor shall forward to the Engineer a certification for each material used on the site. This certification shall state the materials used on the site conform with the specifications set forth herein and shall be signed by the person having responsible charge of the plant or company producing such materials.
2. 
All material used in sewer construction not herein before specified, or specified on the plans, shall conform to the material specifications of the ASTM for that material.
[Ord. 2003-0-2, --/--/2003, § 101-88]
1. 
Duly authorized inspectors, performing their duties tinder the direction of the Engineer, may be assigned to all or any part of the work. They shall be authorized to inspect the result of work and materials furnished. If any dispute arises as to the materials furnished, or the acceptability of the final work, they shall have the authority to reject materials and/or work until the issue can be decided by the Engineer. All fees incurred by the inspectors and Engineer are paid by the contractor to the Township/Authority.
2. 
The contractor shall furnish the inspector with records, as required, of the materials delivered or materials incorporated in the work.
3. 
All pipe laying, concrete pouring, and masonry construction shall be done only in the presence of an inspector representing the Engineer unless specifically waived by the Engineer.
[Ord. 2003-0-2, --/--/2003, § 101-89]
1. 
The contractor shall schedule and conduct his operations to minimize erosion of soils and prevent silting and muddying of streams, rivers, irrigation systems, and impoundment.
2. 
Pollutants, such as fuels, lubricants, bitumen, raw sewage, and other harmful materials shall not be discharged into or near rivers, streams and impoundment or into natural or man-made channels leading thereto. Wash water or waste from concrete mixing operations shall not be allowed to enter live streams.
3. 
All applicable regulations of fish and wildlife agencies and statutes relating to the prevention and abatement of pollution shall be complied with in the performance of the contract.
4. 
All waterways shall be cleared as soon as practicable of false work, piling, debris, or other obstructions installed during construction operations and not a part of the finished work.
5. 
Frequent fording of live streams will not be permitted.
6. 
When it becomes necessary, the Engineer will inform the contractor of unsatisfactory construction procedures and operations. If the unsatisfactory construction procedures and operations are not corrected promptly, the Township/Authority may suspend the performance of other construction until the conditions have been corrected.
7. 
All provisions of the erosion control plan for this project shall be followed. Erosion and sedimentation control practices shall be carried out in strict accordance with the construction drawings and the erosion and sediment control program narrative report. In the event no narrative report has been established, and notes concerning same are not specifically addressed on the construction drawings guidelines, the mitigation of erosion and sediment collection shall be carried out in accordance with the guidelines of "Soil Erosion and Sedimentation Control Manual" prepared by the Pennsylvania Department of Environmental Protection, dated April 1991, as amended. Also, any measures undertaken must meet the current practices of the Chester County Conservation District and are subject to the approval of the Engineer.
8. 
The contractor must acquire a grading permit if applicable and conform to all the regulations set forth in East Fallowfield Township ordinances.
9. 
The contractor shall also conform to the following erosion and sedimentation control practices:
A. 
Reduce by the greatest extent practicable the area and duration of exposure of readily erodible soils.
B. 
Protect the soils by use of temporary vegetation, seeding, and mulch, or by accelerating the establishment of permanent vegetation. Complete and protect segments of work as rapidly as is consistent with construction schedules.
C. 
Retard the rate of runoff from the construction site and control disposal of runoff.
D. 
Trap sediment resulting from construction in temporary or permanent silt holding basins. This includes pump discharges resulting from de-watering operations.
E. 
Sprinkle or apply dust suppressors or otherwise keep dust within tolerable limits on haul roads and at the site.
F. 
Use temporary bridges or culverts where fording of streams is objectionable. Borrow areas should be at a location where pollution from the operation can be minimized. Locations should be avoided where pollution would be inevitable.
G. 
Should construction operations be suspended for any appreciable length of time, temporary measures for the control of erosion must be utilized.
H. 
Provision be made for protection against discharge of pollutants such as chemicals, fuel, lubricants, sewage, etc., into the stream.
I. 
All operations shall be conducted in such a manner to minimize turbidity in the stream at and below the site of the structure.
J. 
The contractor shall, at all times, keep the premises free from accumulation of waste material or rubbish caused by his employees or work.
[Ord. 2003-0-2, --/--/2003, § 101-90]
1. 
General.
A. 
The contractor shall furnish all labor, tools, materials, and equipment necessary to accomplish all work including, but not limited to: the clearing and grubbing of areas of work; removal of existing paving; excavation of trenches to the depth shown on plans; support of all utility lines where the proposed sewer line crosses; and the maintenance of all excavated areas and trenches. This includes: sheeting; shoring; the removal of all water; and the disposal of excess fill. Also, it includes incidental work necessary to complete the project in a first class workmanlike manner as shown on the drawings and/or as specified and directed by the Township/Authority.
B. 
Excavation shall include all materials regardless of character, excluding rock excavation as herein defined. Excavation shall be an open cut, unless written permission is granted by the Township/Authority to excavate by other methods or other methods are specified on the construction drawings. The Township/Authority shall be empowered to require that hard excavation be employed by the contractor where deemed necessary for proper construction.
C. 
All openings to be made within a state highway shall be made in accordance with the most recent standards and specifications prescribed by PennDOT, including any provisions established as conditions of approval for a PennDOT highway occupancy permit.
D. 
All openings to be made in Township roads shall be made in accordance with the permit and regulations issued by East Fallowfield Township.
E. 
Before beginning road trenching, the contractor shall clear the work site by removing all underbrush or any other obstructions to the work. See paragraph .G concerning tree removal.
F. 
In general, road trenches may be excavated and backfilled either by machinery or by hand; provided, however, the contractor shall use hand excavation where necessary to protect existing structures, utilities, and private or public properties; and, provided further, that backfilling shall be done by hand to the extent hereinafter specified.
G. 
If construction is on a right of way other than in a road or street, no cutting, removal of trees, or cutting of main tree roots may be done unless permission has been obtained from the Township/Authority. All work must be done in such a manner that the damage to the trees and other plantings is kept to a minimum. Any damage to trees, such as nicks, gouges, or broken limbs, shall be trimmed and painted with tree wound paint. Any tree damaged beyond repair shall be replaced at no cost to the Township/Authority and/or owner of the property. Maximum diameter of trees used for replacement shall be four inches. The above restrictions also apply to trees or plants adjacent to a street, road, or highway right of way.
[Ord. 2003-0-2, --/--/2003, § 101-91]
1. 
Lengths of Trenches. The Township/Authority Engineer shall have the right to limit the length of trench to be left opened in advance of work. The Township/Authority may at anytime be empowered to require the contractor to backfill open trenches where pipe has yet to be laid if such trench is being left opened for an unreasonable period of time and/or only overnight, if it is deemed necessary to be in the best interest of the health, safety, and welfare of the public. Such backfilling shall be performed by the contractor even if the contractor must stop other work to backfill. The contractor shall not again open said trench until he is prepared to complete the operation. If the contractor refuses to backfill, the Township/Authority shall be authorized to do so and expenditures for said work shall be the sole responsibility of the contractor. Excavation of all trenches, unless otherwise authorized, shall not exceed 20 feet in advance of pipe laying.
2. 
Width and Depth of Trenches.
A. 
The trenches shall be at a width and depth shown on the construction drawings, and specified or as directed by the Engineer in order to provide for the intended grade. Sides of trenches shall be kept as vertical as possible. The width of trench shall be taken as the nominal diameter of the pipe at the bell plus an additional one foot on either side. Where sheeting is used this trench width shall be taken as the measured distance between interior faces of sheeting. In no case shall stringers and walling strips be placed in such a way as to interfere with the proper compaction of earth or granular material around the pipe.
B. 
Where the proposed foundation for the pipe, as determined by the Engineer, is to be situated on a suitable earth material for bedding purposes, the contractor shall excavate the trench along the grade to receive the pipe with the bottom around the bell being excavated in such a way as to insure the pipes bedding throughout the pipe's length and to provide room for properly making the joint connections. This may be done without the use of a granular or coarse aggregate foundation, except that when PVC pipe is being used a six-inch minimum coarse aggregate foundation shall be provided for its entire length.
C. 
Where trenches have been excavated below proper grade (over excavated) the contractor shall be required to bring the bedding to its proper grade by the use of a coarse aggregate foundation unless other suitable material is found to be acceptable by the Engineer. Trenches that have been over-excavated and subsequently filled to proper grade with suitable material shall be properly and thoroughly compacted prior to pipe installation. The adequacy of the tamped trench to receive the pipe will be determined by the Engineer.
3. 
Relocation of Guide and Alignment of Trenches. The Township/Authority reserves the right to change the alignment and grade of the proposed pipe installation as shown on the construction drawings. These changes may be due to the presence of obstructions or other conditions making the realignment and/or grade adjustment necessary, more desirable, or advantageous to the Township/Authority. Such changes will not entitle the contractor to additional compensation over the agreed cost for installation. Also, the contractor shall not be entitled to claim damages from the Township/Authority as a result of these changes, even if these changes require the contractor to abandon trenches already excavated. These excavated trenches, however, shall be backfilled at the contractor's expense.
4. 
Trench Foundation Preparation. Irregularities and cavities occurring in earth or rock excavation, at trench bottoms or tunnels, shall be filled to the required elevation with clean earth, or other approved material and firmly compacted before the installation of pipe lines. It should be noted, however, that if in the opinion of the Engineer, the proper grade for pipe installation has been encountered and the soil condition composed of unsuitable foundation material, the bottom of the trench shall be excavated to an additional depth. This additional depth shall be filled with gravel and/or crushed aggregate placed and properly compacted to the proposed grade as directed by the Engineer.
5. 
Clearing, Grubbing, and Storage of Materials.
A. 
The contractor shall clear and grub the surface over the proposed trench line in accordance to § 200 of the most recent revisions of the PennDOT specifications. Curbs, sidewalks, gutters, flagstones, and paving material removed from trenches shall be stored at locations designated by the Engineer. Any curbs, sidewalks, gutters, flagstones, paving material, or suitable trench backfill that become damaged or lost through the careless removal, wasteful storage, neglect, disposal, or use shall be the responsibility of the contractor.
B. 
The contractor shall be responsible for permanently restoring, repaving, and replacing an and all areas disturbed as a result of excavating trenches for a greater width than is necessary, excavation outside the limits or work, or disturbing areas through negligence.
6. 
Trenching Machines. Trenching machines may be used, but the contractor will be held responsible for all damages to private property, state, federal, or municipal highways, or any overhead or underground structures.
[Ord. 2003-0-2, --/--/2003, § 101-92]
1. 
Backfilling shall be done as promptly as is consistent with non-injury to the pipe joints, but no backfilling shall be done before the Engineer gives permission.
2. 
Backfilling shall be done in layers of six inches in depth and each layer shall be thoroughly tamped by a vibrating compactor to optimum density. For a depth of not less than two feet above the top of the pipe, fine earth or sand, free from stones, shall be placed by hand. Tamping at joints shall be done by hand and with great care, so joints will not be injured.
3. 
Backfill materials consisting of 2B aggregate shall be placed around the pipe. Sufficient material shall be worked under the haunch of the pipe to provide adequate side support. Caution shall be taken to prevent movement of the pipe during placing of the material under the pipe haunch. The depth of the initial backfill shall be to no less than four inches above the top of the pipe. Compaction shall be done carefully to prevent crushing or distorting the pipe.
4. 
The remainder of backfill material shall be placed, moistened if necessary, and compacted with gasoline driven compactor in suitable layers according to equipment used.
5. 
Where specified by the Engineer and in all state highways, trenches shall be backfilled with PennDOT specification 2 RC material which conforms to § 703, Publication 408, of the Department. Material shall be placed in suitable layers and compacted to optimum density. Trenches shall be backfilled with this material from a point 12 inches above the top of the barrel of the pipe to the bottom of the paving section to be installed. Compacting of backfill in state highways by puddling or jetting will not be permitted.
6. 
The contractor is advised the use of unsuitable material for backfill of trenches will not be permitted, and borrow material will be required to provide stability and safe conditions for loading on the sewer pipes.
7. 
The best of materials excavated shall be used in backfilling in a manner approved by the Engineer. Frozen material shall not be used for backfilling. Selected earth, sand, or gravel shall be provided in rock trenches and used as backfill in the manner herein described, to a height of two feet above the top of the sewer. The balance of the backfill for the trench shall be, in all cases, good earth, sand, or gravel containing stones not exceeding six inches in dimension, but not exceeding 20% by proportion of backfill volume.
8. 
Backfilling or tamping with trenching machines is prohibited.
9. 
Upon completion of backfilling, the streets or property shall be cleaned, surplus material removed, and the surface restored to the condition in which it was before ground was broken. All materials left in public highways shall become the property of the contractor, and shall promptly be removed by same.
10. 
Where traffic conditions warrant, or work is to be stopped for an extended period, the entire trench shall be backfilled to permit traffic to pass. Backfilling of the entire trench will not be required for an overnight work stoppage except in isolated instances for safety.
11. 
Irrespective of location of sewer construction, within public or private rights-of-way, backfilling shall be accomplished with an equal degree of compaction as specified above.
12. 
The contractor shall backfill all excavations as rapidly as practicable, following the inspection and approval of work by the Township/Authority.
13. 
No part of a pipe line or other structure needing tested, located, or measured, shall be filled until required tests and measurements have been made by the Township/Authority. Only then will permission be given to backfill. Any backfilling done without authorization shall be uncovered by the contractor.
14. 
No ashes, putrescible refuse, large stones, or other material of an unsatisfactory character shall be used in backfilling. All suitable excess material from trenches and other excavations on the contract shall be used for backfill.
15. 
In the event additional material is needed, the contractor shall obtain borrow material from approved sources. All borrowed material shall be of satisfactory quality for the required purposes. In certain locations, grading and filling of adjacent ground may be required by the Township/Authority.
16. 
The space between pipe and sides of trench shall be backfilled by hand and thoroughly tamped with a light tamper in layers not to exceed four inches in thickness to a depth of at least one foot above top of pipe.
17. 
After completion of backfill, all material not used therein, shall be removed and disposed of by the contractor in such a manner and designation approved by the Township/Authority. All roads, sidewalks, and other places on line of work shall be left free, clean, and in good order.
18. 
All removal and cleaning-up shall be the responsibility of the contractor. If he fails to do such work after receipt of notice, the work can be performed by the Township/Authority and the cost charged to the contractor.
19. 
The contractor shall maintain all backfilled excavations in proper conditions as specified. All depressions appearing in backfilling excavations shall be promptly repaired. If he fails to make repair within 48 hours after receipt of written notice from the Township/Authority, the same may backfill said depression and charge its cost to the contractor. In an emergency, the Township/Authority may take action on any dangerous depression without giving previous notice to the contractor and charge the cost to the contractor.
20. 
The contractor shall be required to compact all backfill materials to a minimum of 95% of the materials maximum dry density as determined by ASTM D-698-64T (Standard Proctor).
21. 
During or after backfill operations, the Township/Authority may order the contractor to take soil compaction tests in conformance with ASTM Standard Procedures or other available methods. If determined by the Authority that any lift does not meet 95% of the maximum dry density, the contractor shall be required to dig test holes, as directed by the Township/Authority at various levels, throughout the backfill, at the contractors expense, for additional testing. If the additional tests indicate unsatisfactory compaction the contractor shall remove all unsatisfactory backfill and re-compact same to the required standards at their expense.
[Ord. 2003-0-2, --/--/2003, § 101-93; as amended by Ord. 2010-01, 3/23/2010]
1. 
Temporary paving on East Fallowfield Township roads shall consist of two inches of cold patch. On state roads, temporary paving shall conform to PennDOT Form M948 B which states, temporary restoration shall consist of a minimum of eight-inch stone base with a coat of two-inch bituminous material, and shall be kept in place a minimum of 90 days. Temporary paving on trenches in state and Township roads shall be maintained by the contractor until final paving is installed. The top surface of the temporary paving shall be flush with the surface of the existing paving. Any special conditions contained in the PennDOT permit for the project will take precedence.
2. 
Where the sewer is installed along or across a road shoulder, the top 18 inches will be 2RC material which shall be laid and compacted as part of the trench backfill. This restoration shall extend a minimum of 12 inches on either side of the trench. If the length of trench exceeds 50 feet, the shoulder must be shot with 30 gallons per square yard of RT-6C bituminous material. In the event of settlement, more stone will be added to bring the ditch to the level of the surrounding shoulder.
3. 
The contractor shall be responsible for the maintenance of all ditches. In the event of settlement outside of paved areas, he shall promptly fill the ditch. In the event of settlement within paved areas, the contractor shall promptly fill the ditch to the level of the paved surface with temporary paving.
4. 
The contractor shall have men available on weekends and holidays in the event that any temporary paving settles sufficiently to make travel on the roads hazardous. The contractor will be required to continuously maintain all temporary paving, without compensation, until it is replaced by the permanent paving. All unpaved areas or streets shall be regraded as soon as trenches are backfilled.
[Ord. 2003-0-2, --/--/2003, § 101-94]
1. 
Excavated Material. Excavated material shall be so placed as not to unreasonably interfere with travel on the streets and driveways by the occupants of adjoining property or with access to fire hydrants. Surface loam, sod, etc., shall be kept separate from the remainder of the excavated material and replaced in its original position after backfilling of the trench. All surplus excavation not disposed of as stated above, shall be removed from the site of the work by the contractor, but none shall be deposited on private property, unless written consent of the owner(s) has been filed with the Engineer. In business districts, important thoroughfares, narrow streets, or in limited working areas, material excavated from trenches may be required to be removed from the street, as soon as excavated, to temporary storage areas or used as backfill within the trench excavation. When it is necessary to haul soft or wet materials over the streets, the contractor shall provide suitable tight vehicles to prevent spillage.
2. 
Removal of Water from Excavation. The contractor is responsible for keeping all excavations free of water during the construction process at their sole expense. The contractor shall at all times have ample equipment and means available on site by which they may de-water the excavated areas or trenches. The equipment and means shall include, but are not limited to, pumps, power source, labor, and other tools. Well points are an acceptable means by which de-watering may be propagated and shall be utilized wherever necessary in order to maintain thy conditions. Any methods proposed by the contractor as a means to de-water excavated areas are subject to the approval of the Engineer.
3. 
Condition of Excavation.
A. 
The contractor shall be solely responsible for the condition of all his/her excavations including the maintenance thereof. Any slides or cave-ins shall be promptly removed.
B. 
Regardless of whether or not the use of bracing or sheeting and shoring has been mandated by the Township/Authority, the contractor shall be solely responsible for the condition of the excavations. Failure of the Township/Authority to give direction concerning the size of timer sections, sheet piling, and/or the methods of placement of piling, sheeting, bracing, and shoring shall not relieve the contractor of any responsibility for the condition of the excavation. Any delay requiring an excavation to be open longer than usual shall not relieve the contractor from his obligation to properly and adequately protect the excavation from slides, cave-ins, or slipping.
4. 
Test pits, ordered in advance by the Township/Authority, shall be made by the contractor along the line and site of work in order to determine the composition of subsurface materials and/or the exact location of utility lines.
5. 
Miscellaneous Excavation. The contractor shall do any excavating work as may be necessary as directed by the Township/Authority. All such excavation shall be subject to the same conditions and requirements specified for trench excavation.
[Ord. 2003-0-2, --/--/2003, § 101-95]
1. 
Rock shall be considered any material which requires drilling, blasting, wedging, or any means over and above direct removal by large power shovel and/or simple hard tools.
2. 
Where blasting is necessary, and only after receiving a permit, it shall be performed by an experienced and licensed blaster. All blasts shall be carried out in strict accordance with the laws and regulations of the state, county, and federal agencies. No storage of explosives is permitted in East Fallowfield Township.
[Ord. 2003-0-2, --/--/2003, § 101-96]
1. 
Only when permission is granted by the Township/Authority shall tunneling operations be used as a method for pipe installation.
2. 
If tunneling operations are approved, sufficient openings shall be provided for the joining of pipe sections, placement of sleeves, and proper backfilling and compaction around the pipe or pipe structure. Tunnels shall use timber or steel sheeting and shall be constructed only by approved methods of the Township/Authority.
[Ord. 2003-0-2, --/--/2003, § 101-97]
1. 
General. The contractor shall support the sides and ends of all excavation wherever necessary with braces, sheeting, shores, or stringers of the quality and character hereinafter specified. All timbering, under pinning, or sheet piling shall be put in place by men skilled in such work and shall be arranged allowing it to be withdrawn, as back-filling proceeds, without injury to the structure or property. If, in the opinion of the Engineer, the timbering material is not of proper quality or sufficient size, or not properly placed, the contractor shall, upon notice, procure and place said timbering in a satisfactory manner. If contractor fails to do so, the work may be ordered stopped until the contractor is in compliance.
2. 
Materials. All timber used for sheeting, bracing, shoring, forming, or in foundations, shall be of approved quality and required dimension. Except where allowable for temporary work, it shall be sound, straight, and free from cracks, shakes, and large or loose knots. Where conditions require it, sheeting shall be tongued and grooved, grooved and splined, or steel sheet piling.
3. 
Sheeting Left in Place.
A. 
All timbering shall be withdrawn as the backfilling is being done except where, and to such extent as the Engineer shall order, in writing, that said timbering be left in place. The contractor shall cut off any sheeting, wherever ordered, and shall remove the material without compensation. However, said sheeting shall be cut off at least 12 inches below finished grade.
B. 
Wherever necessary in quick sand, soft ground, or for the protection of any structure or property, sheeting shall be driven, at the contractor's expense, to such a depth below the bottom of the trench required by the Engineer.
[Ord. 2003-0-2, --/--/2003, § 101-98]
1. 
Every precaution must be taken to obtain water tight construction of all joints in pipe. The same precautions must be taken for all connections with manholes and "Y" or "T" branches, extensions of laterals, and construction of drop connections.
2. 
All ground water, from any cause whatsoever, shall be pumped or bailed out so that the trench shall be dry during pipe laying and backfilling.
3. 
All water pumped from the trenches shall be disposed of in a manner satisfactory to the Engineer.
4. 
When standard de-watering methods cannot maintain proper dry trench conditions, the contractor shall lower the water table below the trench bottom by well points and pumping, and provide pumps of sufficient capacity for de-watering excavations.
[Ord. 2003-0-2, --/--/2003, § 101-99]
1. 
Manholes and sewer mains shall be constructed and completed in sequence with service connections being constructed.
2. 
Temporary paving in public roads shall be placed immediately after completion of trench backfill, and permanent paving shall be placed in accordance with state, federal, and local regulations. All street surfaces shall be cleaned.
3. 
Failure of the contractor to comply with these requirements shall be sufficient reason for the Township/Authority to stop all other work, pending compliance with these requirements.
[Ord. 2003-0-2, --/--/2003, § 101-100]
1. 
General.
A. 
After the trench has been brought to the specified grade, the pipe and specials shall be laid. All pipe shall be laid with the bell or couplings upgrade. Pipe laying shall be done only in presence of an inspector and the contractor shall give ample notice to the Engineer before laying pipe, so an inspection can be performed. All pipe, before being lowered into the trench, shall be inspected and both ends shall be cleaned. The contractor shall not have more than 20 feet of trench open at any one time.
B. 
Pipes shall be thoroughly cleaned before they are laid and shall be kept clean until acceptance of completed work. Open ends shall be provided with a stopper carefully fitted so as to keep dirt and other substances from entering the main. A stopper shall be kept in the end of the line when work is not in progress.
C. 
Pipe shall be laid so the interior bore will conform accurately to the grades and alignment indicated by the construction drawings or as directed by the Engineer.
D. 
Before joints are made, each pipe shall be well bedded and no pipe shall be brought into position until the preceding length has been thoroughly secured in place. Coupling or bell holes shall be dug sufficiently large to insure a proper joint. All joints shall be made in strict conformance with the manufacturer's recommendation.
E. 
The excavation shall be kept free from water and no joints shall be made under water. Water shall not be allowed to rise in an excavation until joint is complete. Care shall be used to secure water tightness and to prevent damage to joints during backfilling. All pipe joints shall be watertight within the established specifications.
F. 
No pipe shall be placed upon a foundation into which frost has penetrated, or at any time when the Township/Authority shall deem there is a danger of the formation of ice or penetration of frost at the bottom of excavation. Where the foundation is unstable or consists or rock, a stone or gravel foundation shall be placed and tamped to form an acceptable bed for the pipe at the depths and locations directed by the Engineer.
G. 
The lateral pipe shall be installed in a trench separate from any water service and the line shall have a minimum horizontal separation of 10 feet. The pipe shall be of cast iron or PVC SDR-35 where it connects to the main and laid on a grade of 1/4 inch per foot. In special cases 1/8 inch per foot will be allowed.
H. 
Only in special circumstances, as determined by the Engineer, may the lateral be installed in the same trench as the water service. If permitted, in writing, the two lines shall be separated by a bench of undisturbed earth. Water and sewer lines shall have a horizontal separation of no less than three feet. The top of the sewer shall be at least 18 inches below the invert of the water main. The sewer pipe material shall be cast iron or PVC SDR-35 at the point of connection and shall be installed with approved joints being water-tight and root proof.
I. 
If conditions prevent the above vertical separation, or when the water service must cross beneath a lateral, the bottom of the lateral shall be at least 18 inches above the top of the water service line and the lateral shall be of cast iron pressure pipe with push-on or mechanical joints, at least 10 feet on either side of the crossing.
J. 
When a lateral is installed on filled or unstable ground, it shall be push-on or mechanical joint cast iron pressure pipe.
2. 
Line and Grade.
A. 
Care shall be taken to lay the pipe to true lines and grades as given by the contractor's engineer or as mandated by the Township/Authority. All pipe shall be laid, to line and grade, using the laser beam method, or the double string method. Laser beam equipment shall be of the type that shines a beam through the pipe so that the grade and line may be checked easily. Correctness of the laser beam setting shall be verified at each manhole and in the middle of each run of pipe.
B. 
The grade, as shown on the profile, is the inside bottom of the pipe and to which the work must conform. All pipe shall be laid true to line and grade with bells, or couplings, on up grade. Under no conditions shall pipe be laid in water or on subgrade containing frost, or when trench conditions are unsuitable for such work. The contractor's engineer will set all stakes for lines and grades. The contractor must maintain and keep the stakes uncovered so they can be examined at any time. Stakes shall be placed at a minimum of every 50 feet, and the contractor shall be required to check the line and grade in order to insure accuracy. Lesser intervals shall be used only if permitted by the Township/Authority Engineer.
3. 
Pipe Bedding.
A. 
In all trenches, whether earth or rock, special bedding shall be provided for all pipe foundation All pipe shall be laid with a smooth, uniform invert.
B. 
All pipe barrels and bells shall be bedded uniformly on special bedding. This bedding shall consist of 2B (#57) stone which conforms to § 7.03.2, Publication 408 of PennDOT, including late revisions, extending a minimum of six inches over the top of the pipe.
C. 
For pipe in wet areas a minimum of six inches of 2B (#57) stone which conforms to § 7.03.2, Publication 408 of PennDOT, shall be required for bedding under the pipe. "Clay dams" made with clay soil, may be required to prevent constant water flow through the under drain. These dams shall be a minimum of two feet thick and shall fill the entire trench cross-section to a point a maximum of two feet above the top of the pipe.
D. 
Depth of this special bedding shall be such that no water will reach the bottom of the pipe until backfilling is completed.
4. 
Pipe Mouth Stoppered. During construction, the mouth of the completed sewer shall always be kept properly closed when pipe laying is not actually in progress An expanding rubber plug is used to prevent the entrance of any water, earth, stones, or other debris. Employees shall not walk on, over, or otherwise disturb the finished lines. The contractor shall take any and all other measures to keep the sewer clean and free from deposits and protect the lines from injury until final inspection and acceptance by the Township/Authority Engineer.
5. 
Damage to Sewer. If the sewer is damaged from any cause, or becomes either partly or completely filled with dirt, stones, sand, or other debris, the contractor shall make all necessary repairs and remove such material to the satisfaction of the Engineer.
6. 
Recommendations of Pipe Manufacture. Recommendations of manufacturer must be followed in laying pipe with special joints.
7. 
Laterals and Fittings.
A. 
As shown on the plans, or as directed by the Engineer, the contractor shall lay four-inch to six-inch PVC pipe to the road right-of-way line. If utilities run parallel to the road, laterals shall be extended at least 24 inches beyond the utility. The contractor shall make the connections to the sewer by means of wye or tee branch fittings. Cast iron saddles may be used with the permission of the Engineer and installed per the instruction of the pipe or saddle manufacturer. In private rights-of-way, pipe will be installed to the edge of the right-of-way.
B. 
The lateral pipe shall be property capped with a cap made especially for the size and type of pipe in use, and shall be properly blocked to permit air testing. All laterals shall be physically marked by a two-inch by four-inch board extending plumb from the capped end of the lateral to 18 inches above the ground surface. The two by four shall be painted red on top. Tunneling shall be used only with the Engineer's permission, and the lateral shall be marked with an eighteen-inch metal rod driven directly over the capped end. The capped end shall be blocked securely to prevent the cap from blowing off during the air testing. Upon completion of the work the contractor shall supply the Township/Authority with an as built plan showing the location and depth of all lateral stubs.
C. 
All laterals shall be laid on a minimum 1/4 inch per foot grade unless approved, in writing, by the Engineer.
8. 
Concrete Cradle.
A. 
Where directed by the Engineer or as shown on the plans, the contractor shall carry the excavation six inches deeper than the bottom of the pipe bell, and lay the pipe in 3,000 pound mix high, early strength, concrete. Care shall be taken in laying the pipe in the concrete so as to secure an even bearing.
B. 
Concrete cradle shall be considered a 3,000 pound mix high, early strength, concrete of a minimum thickness of six inches placed around the lower two-thirds of the pipe. See detail drawing.
C. 
All concrete in this section shall be certified, central plant mix.
9. 
Concrete Encasement.
A. 
Where directed by the Engineer, or as shown on the plans, the contractor shall carry the excavation six inches deeper than the bottom of the pipe bell, and lay the pipe in 3,000 pound mix high, early strength, concrete. Care shall be taken in laying the pipe in the concrete so as to secure an even bearing.
B. 
Pipe encased in concrete shall be considered as encased entirely in 3,000 pound mix high, early strength, concrete of a minimum thickness of six inches. See detail drawing.
C. 
All concrete in this section shall be certified central plant mix.
10. 
Infiltration. The contractor shall clean all debris from pipes and repair all apparent leakage. After which, the infiltration of water from any manhole to manhole section of the contract shall not exceed 100 gallons per inch of inside pipe diameter per mile of sewer per 24 hours where ground water is encountered above the sewer line.
11. 
Air Testing.
A. 
In addition to infiltration testing, the Township/Authority will require the performance of line acceptance testing using low pressure air. The test shall be performed at the expense and with the full cooperation of the contractor. It shall be performed according to stated procedures and in the presence of the Township/Authority Engineer.
B. 
Equipment used shall meet the following minimum requirements:
(1) 
Pneumatic plugs shall have a sealing length equal to or greater than the diameter of the pipe to be inspected.
(2) 
Pneumatic plugs shall resist internal test pressures without requiring external bracing or blocking.
(3) 
All air used shall pass through a single control panel.
(4) 
Three individual hoses shall be used for the following corrections:
(a) 
From control panel to pneumatic plugs for inflation.
(b) 
From control panel to sealed line for introducing the low pressure air.
(c) 
From sealed line to control panel for continually monitoring the air pressure rise in the sealed line.
C. 
Procedures. All pneumatic plugs shall be seal tested before being used in the actual test. One length of pipe shall be laid on the ground and sealed at both ends with the pneumatic plugs to be checked. Air shall be introduced into the plugs to 25 psi. The sealed pipe shall be pressurized to five psi. The plugs shall hold against this pressure without bracing and without movement or the plugs out of the pipe. After a manhole to manhole reach of pipe has been completed, cleaned, and the pneumatic plugs are checked, the plugs shall be placed in the line at each manhole and inflated to 25 psi. Low pressure air shall be introduced into sealed line until the internal air pressure reaches four psig greater than the average back pressure of any ground water that may be over the pipe. At least two minutes shall be allowed for the air pressure to stabilize. After the stabilization period (4.0 psig minimum pressure in pipe), the air hose from the control panel to the air supply shall be disconnected. The portion of line being tested shall be termed "acceptable" if that portion does not lose air at a rate greater than 0.02 cfm per square foot of internal pipe surface when tested at an average pressure of psig greater than the back pressure exerted by groundwater that may be over the invert of the pipe at the time of the test.
D. 
The above requirements shall be accomplished by performing the test as follows: The time required in minutes for the pressure to decrease from 4.0 to 3.5 psig (greater than the average back pressure of any groundwater that may be over the pipe) shall not be less than the time shown for the given diameters in the following table:
Pipe Diameter in Inches
Minutes
4
2.0
6
3.0
8
4.0
10
5.0
12
5.5
15
7.5
18
8.5
21
10.0
E. 
In areas where ground water exists, the contractor shall install a 1/2 inch diameter capped pipe nipple, approximately 10 inches long, through the manhole wall on top of one of the sewer lines entering the manhole. This shall be done at the time the sewer line is installed. Immediately prior to the performance of the line acceptance test, the ground water shall be determined by removing the pipe cap, blowing air through the pipe nipple into the ground so as to clear it, and then connecting a clear plastic tube to the pipe nipple. The hose shall be held vertically and a measurement of the height in feet of water over the invert of the pipe shall be taken after the water has stopped rising in this plastic tube. The height, in feet, shall be divided by 2.3 to establish the pounds of pressure that will be added to all readings. (For example, if the height of water is 11 1/2 feet, then the added pressure will be five psig. This increases the 4.0 psig to 9.0 psig, and the 3.5 psig to 8.5 psig. The allowable drop of 1/2 pound and the timing remain the same.)
F. 
If the installation fails to meet this requirement, the contractor shall determine, at his own expense, the source of leakage. He shall then repair or replace all defective materials and/or workmanship.
12. 
Final Inspection.
A. 
Each section of installed sewer will be visually inspected by the Engineer prior to final testing. The pipe shall: be true to both line and grade; contain no breaks; show no leaks; show neither obstructions or the projection of connecting pipes into the main pipe and contain no debris or other deposits which shall in any way reduce the full cross-section area of the pipe.
B. 
Any section of pipe not complying with the inspection criteria, as determined by the Engineer, shall be promptly corrected, replaced, or repaired by the contractor at his own expense. Methods employed for the correction shall be approved by the Engineer.
C. 
In addition, deflectometer testing shall be required for sections of PVC or polyethylene pipe installed. After notification from the contractor of the schedule for testing, the Engineer will select the lines to be tested. A deflection greater than 5° will be deemed sufficient reason to cause the work to be rejected. Rejected work will be corrected by the contractor at his own expense in a manner acceptable to the Engineer.
D. 
If 50% or more of the tested linear feet of PVC or polyethylene sewer fail the deflectometer test, the contractor shall be required to test the remaining linear feet of PVC or polyethylene sewer at his own expense. The deflection tests that are to be run shall be performed without pulling devices of any sort. If rigid bells or mandrels are used they shall have diameters equal to 95% of the inside diameter of pipe being tested.
E. 
Force mains shall be hydrostatically field tested to a pressure point 50 P.S.I. in excess of the operating pressure of the main. This pressure shall be maintained for a period of not less than one hour.
F. 
The contractor shall repair all defects of any nature on mains failing to meet the above tests and shall re-test same until acceptable to the Township/Authority.
G. 
In addition to testing for water leakage the Township/Authority reserves the right to inspect the inside of all sewer lines by the TV camera method, at the contractor's expense.
13. 
Force Mains. Force mains shall be installed as called for on the plans for the project. All specifications covering the laying of gravity sewers shall apply to the laying of force mains.
A. 
Cast iron or PVC pipe of the class called for on the approved plans shall be used. Joints may be special or mechanical and shall be installed in accordance with good practice and the manufacturer's directions and the Township/Authority. Pipe shall be bedded in 2B crushed stone.
B. 
Pipe shall be cut in a neat and workmanlike manner with an approved cutting device to insure a good joint.
C. 
Thrust Blocks. Thrust blocks shall be installed at all points where the bend is greater then 10° and at all tees, caps, valves, and reducers and where shown on the plans.
(1) 
Thrust blocks shall be constructed of 3,000 psi concrete. Care shall be taken when pouring to prevent the inclusion of foreign matter.
(2) 
Care shall be taken to prevent the concrete from flowing over or near any joint in a manner as to obstruct the use of access to the joint for future maintenance or addition of pipes.
(3) 
At points where a bend is effected by bending the pipe at the coupling, thrust blocking shall be installed at least one foot from the coupling.
14. 
Incidental Items of Work. Unless thrust blocks are called for, all fittings at bends in force mains shall be firmly wedged against the vertical face of the trench in order to prevent the fittings from being blown off the line when under pressure. Where pipe ends are left for future connections, they shall be valved, plugged, or capped, as directed by the Engineer. Where connections are made between new work and old force mains, the connections shall be made in a thorough and workmanlike manner to the satisfaction of the Engineer.
15. 
Hydrostatic Tests.
A. 
The contractor shall supply all materials and labor necessary for testing the system.
B. 
After the pipe has been laid and partially backfilled, all newly laid pipe or valved section shall be subjected to a hydrostatic pressure test. Pressure shall be maintained 50% in excess of normal working pressure or 150 pounds per square inch, whichever is greater, for a period of one hour. Each valved section shall be slowly filled with water at the specified test pressure. This water shall be supplied by means of a pump connected to the pipe in a manner satisfactory to the Engineer. The contractor will also be required, if necessary, to provide suitable taps in the pipe for the purpose of inserting gauges required for testing.
C. 
All pipe fittings, valves and joints shall be examined carefully during the pressure test and any leaking joints or fittings repaired or replaced. Any cracked pipe or fittings shall be removed and replaced. The test shall be repeated until satisfactory to the Engineer. Section of force main to be tested at one time shall not exceed 1,000 linear feet.
16. 
Leakage.
A. 
During the hydrostatic tests, provisions shall be made to measure the quantity of water necessary to maintain test pressure. No pipe installation shall be accepted unless the leakage (evaluated on a pressure basis of 150 pounds per square inch) is less than 100 U.S. gallons per 24 hours per mile, per inch of diameter of pipe of twelve-foot lengths, 75 U.S. gallons for sixteen-foot lengths, and correspondingly varied for other lengths of pipe.
B. 
Evaluation of the actual to the leakage under the assumed basic pressure of 150 pounds per square inch shall be calculated by the application of the ratio determined from the square root of the respective pressures.
17. 
Air Relief Valves on Force Main. An air relief valve shall be furnished and installed on the force main in manhole at all high points in the force main. The air valve shall be of the type equivalent to Simplex type "AVS" with gate valves and flushing connection, Clow Co. or approved equal. See detail drawing.
18. 
Connections to Manholes.
A. 
An approved manhole adapter shall be used to form a water tight connection between the pipe and the manhole. It shall be a coupling or a rubber ring precast or grouted directly into the manhole, or an approved equal.
B. 
The pipe shall not terminate in the coupling, but shall extend into the manhole a sufficient distance to properly connect the sewer pipe entering from the side of the manhole with the main channel.
19. 
Anchoring Pipe on Steep Slopes. Whenever the slope of the pipe is 70% or greater, pipe anchors as shown on the detail drawing shall be used. Spacing or anchors shall be as shown on the detail drawing.
[Ord. 2003-0-2, --/--/2003, § 101-101]
1. 
Manholes.
A. 
Manholes shall be constructed as shown on the plans, or as may be directed by the Engineer. Details are shown in the detail drawings.
B. 
Precast concrete manholes shall be used unless permission to use brick is given in writing. Precast manholes used shall be water tight and of the eccentric cone type. All manholes shall conform to ASTM C-478-6 IT, or latest revision.
C. 
Precast bases shall be used and shall be bedded on a minimum of six inches of 7B stone or 3/4-inch stone. Lengths of pipe immediately adjacent to each manhole shall have a maximum length of 6 1/2 feet. Joints of manholes and pipe entry shall be sealed with a round rubber gasket as specified in §§ 5.7 and 4.1 of ASTM C-361. Insides and outsides of joints shall be smoothed off with mortar. Outsides of manholes shall be coated with two coats of bitumastic material. Sections of manhole shall be set so that the manhole steps form a straight ladder. Concrete under and around manholes shall be 3,000 PSI mix. In junction manholes, care shall be taken to properly connect the sewer pipes entering from the sides with the main channel. All such connecting channels shall be molded in the concrete base of proper size, cross-sections, to the required grade, and finished smooth.
D. 
Concrete for manhole foundations, if brick manholes are permitted, shall be 3,000 psi mix. The contractor shall carry the excavation from six inches to 89 inches lower than the bottom of the concrete foundation, filling this space with spalls or crushed stone to act as an underdrain and cover the underdrain with a layer of paper or cloth sufficiently heavy to prevent the mortar in the concrete from penetrating into the base.
E. 
All brick masonry shall be carefully laid using cement mortar of thickness and dimensions as shown in the Standards. Bricks must be laid on a bed of cement mortar and then pushed into place, so that the mortar pushed ahead of the brick will completely fill the space to the previously laid block of the same course. Joints shall not be more than 1/2 inch in thickness, and all brick must be sewer brick and shall be thoroughly wet before laying, preferably by immersion. Brick masonry shall not be laid or cement work of any kind done when the temperature is below 40° F.
F. 
The walls of brick manholes shall be plastered on the outside with a 3/4-inch coat of cement mortar, and shall be corbeled so that there is a straight side where steps are placed, and shall be carried up to such a height that when the casting is placed thereon, it shall not project above the finished grade of the street. The two courses must be 24 inches in inside diameter. The inside of the walls shall have wiped joints as noted on the detail drawings.
G. 
Ground Water. In constructing manholes, all ground water shall be kept away from newly poured concrete or freshly laid brick work until cement has properly set and until a water-tight job is obtained. Manholes which admit ground water after completion must be repaired to the satisfaction of the Township/Authority.
H. 
Shallow Manholes. Where required because of limited depth, precast manholes shall be constructed in accordance with the detail drawing.
I. 
Setting Castings. All manhole frames and covers shall be set true to line and grade. Frames and covers shall conform to requirements set forth under Materials. When set in a road or paving the frame shall be sloped to conform to the existing paving and shall not project above or below. Four 3/4-inch anchor bolts shall be used to secure the frame to the manhole after a minimum one-inch diameter ring of plastic butyl rubber joint sealant, conforming to Federal Specification SS-5-002 10, has been placed under the frame. The sealant ring shall be placed in such a manner that tightening of the anchor bolts will cause a continuous watertight seal to be formed between the manhole structure and the cast iron frame.
J. 
Manhole Steps. Steps shall be set in masonry along the straight side of the manhole to form a ladder, and spaced not exceeding 12 inches center to center. In manholes where there are drop connections of more than four feet, an additional step shall be placed in the wall opposite to the step which is nearest to three feet below the upper opening of each drop connection.
K. 
Manholes shall be constructed promptly as the sections of the sewer between them are completed and, unless this is done, the Township/Authority shall have authority to stop trenching and pipe laying until manhole construction is completed.
2. 
Drop Connections.
A. 
In all junction manholes where the grade line of one sewer is two feet greater than that of the other, or if directed by the Township/Authority, the connection shall be made by means of a "drop connection." See detail drawing.
B. 
The pipe and fittings used for the drop connection shall be of the same type and class as used for the sewer line coming into and exiting the manhole. Concrete for encasing pipe shall be 3,000 psi mix high early strength and shall be certified.
C. 
Care shall be taken to have all pipes laid to correct lines and grades, as established by the contractor's engineer.
3. 
All other appurtenances and structures will be constructed according to the detail drawing.
4. 
Manholes shall be installed at the end of each line, at all changes in grade, size or alignment, and at distances not greater than 350 feet between them.
5. 
Watertight Manhole Covers. Watertight manhole covers and frames shall be as shown on the detail drawings. This type cover and frame shall be used whenever the manhole is located within the one-hundred-year floodplain as well as wherever dictated by good design practice.
[Ord. 2003-0-2, --/--/2003, § 101-102]
1. 
Concrete.
A. 
All concrete shall consist of plant mix or "ready mix" concrete unless job mixed concrete is permitted by the Township/Authority Engineer. All ready mixed cement shall conform to ASTM C-94. The producer of the concrete shall be approved by the Township/Authority Engineer and certificates of test materials and proportions shall be furnished by the supplier as many times as may be required. The Township/Authority Engineer shall have the right to inspect the plant of the supplier at any time.
B. 
Job mixed concrete shall conform to all applicable specifications for ready mix concrete contained herein and all concrete shall be mixed in an approved mixer.
C. 
Cement shall conform to ASTM C-150, Type 11 or ASTM C-175 for Air Entraining Cement. Air entrained concrete shall be used for all walk and curb replacement and other exposed concrete work and shall contain 3% to 6% of air.
D. 
Coarse and fine aggregate shall conform to ASTM C-33, and shall be graded to produce a dense concrete. Maximum size of aggregate shall be 3/4 inch.
E. 
Water shall be clean, free from deleterious amounts of acids, alkalis, or organize materials. Maximum water content shall be 6.6 gallons per sack, including free moisture in aggregate. No concrete exposed to the action of freezing weather shall have more than six gallons of water per sack of cement. No frozen, lumped or caked materials shall be used.
F. 
Proportions. All materials for concrete shall be proportioned by weight and once the proportions required for the desired concrete are obtained, they shall not be changed without permission.
G. 
Strength of Concrete. Concrete for general use shall develop a compressive strength of 3,000 psi when tested in accordance with the Standard Method of Making Compression Tests of Concrete of the American Society for Testing Materials. Samples of concrete shall be taken by the contractor as and when directed by the Engineer, and tests shall be made at the expense of the contractor by a reputable laboratory approved by the Engineer. PennDOT Class "A" cement concrete shall be used for concrete base under state highways.
H. 
Slump. Slump tests shall be made by the contractor throughout the course of the work and as required by the Engineer. A slump cone shall be provided by the contractor for the Engineer's use. Slump of concrete shall be seven inches to four inches. Slump shall be determined by ASTM C-143.
I. 
Temperature for Concrete Work. No concrete or cement work shall be done when the atmospheric temperature is below 40° F., except under special conditions when heaters are employed. No anti-freezing ingredient shall be mixed with concrete or cement work. Freshly laid concrete shall be covered by approved shelters, and means shall be provided for keeping the air beneath the shelters warm and moist by live steam or other methods. The Engineer shall approve the method of protecting all concrete.
J. 
Small Quantities of Concrete. If small quantities of concrete are mixed by hand, the fine aggregate and cement shall be mixed dry in a steel mortar box until the mixture is an even and uniform color throughout. It shall then be wet with the proper quantity of water and thoroughly mixed by hoes. The crushed stone shall be spread on a wooden or steel platform to make a bed of uniform thickness, and after being wet the mortar shall be added and the whole mass turned with square edged shovels until it is thoroughly mixed.
K. 
Concrete additives shall be used only with the permission of the Engineer and in accordance with the manufacturer's directions.
L. 
Curing. Provision must be made for maintaining concrete in a moist condition for a period of five days after placement, except that for hi-early strength concrete moist curing shall be provided for two days.
M. 
White pigmented concrete curing compound shall be applied in conformance with the manufacturer's directions to all curb and walk replacement and all other above-grade concrete work.
N. 
The basis for final acceptance of concrete shall be the specified minimum allowable compressive strength at 78 days in terms of tests of standard specimens cured under standard laboratory conditions for moist curing as determined on samples taken from the transportation unit at the point of discharge.
O. 
The contractor shall provide the Engineer with a carbon copy of each original delivery ticket accompanying loads of ready-mixed concrete for each day's pour. The manufacturer shall certify, on each delivery ticket, the proportions selected will produce concrete of the quality specified and that the mix has the desired air content and slump.
P. 
The contractor shall also furnish a statement to the Engineer giving the proportions by weight (dry) of cement and of fine and coarse aggregates used in the manufacture of each class of concrete.
Q. 
All rejected concrete shall be promptly removed and replaced at the expense of the contractor.
R. 
During the work, compression test specimens may be required by the Engineer. All tests shall be made in accordance with ASTM Standards C-31 and C-39.
S. 
The contractor shall assume all cost of all preliminary and field tests on the concrete as well as any corrective measures.
T. 
Forms shall conform to the shape, lines, and dimensions of the members as called for on the plans, and shall be substantial and sufficiently tight to prevent leakage of mortar. They shall be properly braced or tied together so as to maintain position and shape. The Engineer may require that only wooden forms be used on certain structures.
U. 
Depending on the method of curing used, the forms shall not be removed within 48 hours after the concrete has been placed. No rubbing to correct irregularities will be permitted until the full curing period has elapsed.
V. 
After removal of forms and the curing period has elapsed, all unsightly ridges or lips shall be removed and undesirable local surfaces bulges shall be remedied. All voids and holes left by the removal of tie rods shall be reamed and neatly filled with dry-parching mortar (pre-shrunk) mixed with one part cement and two parts fine aggregate or as directed by the Engineer. The cement used in the mortar shall be a blend of Portland Cement and White Portland Cement properly proportioned so the final color of the cured mortar will be the same as the color of the surrounding concrete. Defective concrete shall be repaired by removing or cutting out the unsatisfactory material and placing new concrete, formed with keys, dovetails, or anchors to attach it securely in place. Concrete for patching shall be drier than the usual mixture and shall have thoroughly tamped into place. All unformed surfaces of concrete not to be covered by addition concrete or backfill, shall have a wood float finish without additional mortar.
W. 
Adequate equipment shall be provided for heating of concrete materials and protecting the concrete during freezing or near-freezing weather. No frozen materials or materials containing ice shall be used.
X. 
All concrete materials and all reinforcement, forms, fillers, and earth which the concrete is to contact shall be free from frost. Whenever the temperature of the surrounding air is below 40° F., all concrete placed in the forms shall have a temperature of between 70° F. and 80° F., and adequate means shall be provided for maintaining a temperature of not less than 70° F. or three days or 50° for five days except that when high-early strength concrete is used the temperature shall be maintained at not less than 70° F. for two days or 50° F. for three days or for as much time as is necessary to insure proper curing of the concrete. The housing, covering or other protection used in connection with curing shall remain in place and intact at least 24 hours after the artificial heating is discontinued. No dependence shall be placed on salt or other chemicals for the prevention of freezing.
Y. 
Connections shall be made by the contractor at such a time and in such a manner as the Township/Authority may direct. Any customers to be affected by the plugging of mains shall be notified by the contractor and all plugs will be placed under the direction of the Township/Authority representative. Connections shall be completed as quickly as possible to keep inconvenience at a minimum. If deemed necessary by the Township/Authority, connections will he made at night. Any existing facilities that must he removed to make connections shall be removed by the contractor.
2. 
Reinforcing Steel. Reinforcing steel shall be formed bars complying with ASTM A-15-58T, or the latest revision, rolled from new billets of identified heats manufactured by the open-hearth process. Welded wire fabric shall conform to ASTM A-87 or A-185 and shall be six inches by six inches by 6/6 unless otherwise shown in the details or standards.
3. 
Steel Casing Pipe.
A. 
Shall have a minimum diameter as shown on drawings or specified herein and have a minimum yield strength of 35,000 psi. Pipe shall be uncoated and of the following minimum thickness:
Diameter
Minimum Thickness
18
0.344 inches
20
0.375 inches
24
0.438 inches
30
0.501 inches
36
0.626 inches
42
0.688 inches
B. 
Joists shall be of the butt and weld type construction suitable for jacking.
4. 
Brick. Sewer brick shall conform to the requirement of AASHTO Designation M91 for Grade SS sewer bricks.
5. 
Castings. Ferrous castings shall be manufactured of uniform quality, free from blowholes, porosity, hard spots, shrinkage, distortion, or other defects. Also castings shall be smooth and well cleaned by shot blasting. Materials used in the manufacturer of castings shall conform to the requirements of ASTM A48-76, Class 30 or better, for gray iron or ASTM At36-77 for ductile iron. The castings shall be coated with asphalt paint resulting in a smooth casting tough and tenacious when cold and not tacking or brittle. All manholes frames and covers shall be watertight unless written authorization is received from the Township/Authority approving an alternative. The contractor shall submit details or the watertight frames and covers they propose using to the Engineer for approval prior to installation.
6. 
Crushed Aggregate or Granular Backfill. Where specified, crushed aggregate backfill shall conform to PennDOT Specifications, latest revisions, for AASHTO Number 57 modified stone. Formerly acceptable 2B modified as specified in PennDOT form 408. Granular backfill, when specified shall consist of 2RC aggregate as specified in PennDOT Publication 408, latest revision.
7. 
Mortar. All mortar specified shall consist of one part cement to two parts sand or fine aggregate. One volume of sand shall be one cubic foot; one volume of cement shall be 94 pounds.
8. 
Portland Cement. All Portland cement shall conform to ASTM C-150 Type 1.
9. 
Reinforcement. All reinforcing base shall be free from rust or other material inhibiting the concrete bonding process. Placement, splicing, tying, bending, and protection of reinforcing base shall be in accordance to the PennDOT 1994 Specifications, latest revisions.
10. 
Construction Joints. All constructions joints not indicated on the construction plans shall be constructed and formed as to least impair the strength of the structure. Where a joint is to be made, the abutting concrete surfaces shall be thoroughly cleaned. Also all vertical joints shall be thoroughly wetted and slushed with a coat of neat cement grout immediately preceding the placement of the new concrete.
11. 
Watertight Joints. Whenever new concrete surfaces abut old concrete surfaces, the contractor shall provide a water-tight joint. The joint sealant shall be an Igas joint sealant. The joint shall be primed with Igas primer and the joint shall be made in strict accordance with the manufacturer's recommendations.
12. 
Sand. Sand shall conform to the requirement of ASTM C-144.
13. 
Stone or Gravel Foundations.
A. 
Stone or gravel foundation shall consist of crushed stone or "run of pit" gravel that shall be clean, sharp, trap rock, and free of loam, organic matter, soft or flaky materials, or other deleterious material. Prior to the stone or gravel being brought on the site, the size, type, and source must be approved by the Engineer. Maximum permissible stone size for foundation shall be No. 7 stone, approximately 3/4 inch, as specified by PennDOT Form 408 1976 edition. Under the PennDOT 1994 Specifications AASHTO Number 67 stone shall be considered acceptable.
B. 
Stone shall be placed in the bottom of the trench in approximately six-inch layers and thoroughly compacted. The contractor shall then excavate the top portion of the stone foundations so that the stone conforms to the external radius of the pipe.
14. 
Water. Water used in mixing or curing of Portland cement concrete shall be reasonably clean, and free from vegetable matter, oil, acid, alkali, sugar, or any foreign substance.
15. 
Manholes and Manhole Construction.
A. 
Manholes shall be constructed of concrete channels and bottoms, brick or concrete walls, galvanized, wrought iron, or aluminum alloy steps and/or cast iron frames and covers as indicated.
B. 
Manhole construction shall conform to design of applicable standard details, made part of these specifications and other details set forth herein. In constructing the base, a slab of concrete shall first be poured. After slab has set the walls forming the sides of manhole shall be constructed. The base shall then be completed by constructing channels, using form work for straight or curved channels, and filling in the space around forms with concrete up to a point equal to two-thirds of the diameter of the largest pipe passing through the manhole. The top surface shall be neatly troweled off and given a slight slope from sides toward center.
C. 
The precast concrete sections shall have a four-, five-, or six-foot internal diameter, with a two-foot diameter at the top of the cone section. The joints shall be manufacturer's standard. "Pipeline" tight, with embeco type mortar grout joint with approved epoxy additive. The risers and cone sections shall be adequately reinforced in accordance with ASTM C-478 specifications.
D. 
All brick manholes shall have both inner and outer walls pargeted.
16. 
Cast Iron.
A. 
The contractor shall furnish and install all cast iron fittings and castings where needed. Unless otherwise called for, fittings shall be ASTM Standard A-48, Class 30, and shall be coated with bitumin paint before delivery.
B. 
An castings shall conform to the standards set forth in the detail drawings.
C. 
All cast iron must be tough and have an ultimate tensile strength of 35,000 pounds per square inch with a light gray fracture. All castings shall be free from cracks, cold shuts, or blow holes, straight true to pattern, and have a workmanlike finish.
17. 
Manhole Frames and Covers.
A. 
Ferrous casting shall be manufactured by Neenah Foundry Company, Neenah, Wisconsin, or approved equal. They shall be of uniform quality, free from blowholes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot blasting. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky and not brittle.
B. 
Castings shall be designed for AASHTO Highway Loading Class HS-70. Material used in manufacturing of castings shall conform to ASTM Designation A48-Class 35 Gray Iron. Tensile test bars made from each heat, from which castings are poured, must be tested by a fully accredited laboratory. A notarized certificate for these test bars must be provided to verify minimum tensile strength of 35,000 psi.
C. 
All castings shall be manufactured true to pattern; component parts shall fit together in a satisfactory manner. Round frames and covers shall have machined bearing surfaces to prevent rocking and rattling under traffic. Covers and frames shall be interchangeable.
D. 
Self-sealing lids shall be used and shall have a continuous one piece round gasket which is designed to press lit within a precisely machined Dovetail groove in the bearing surface of the lid. The gasket material shall be neoprene of a composition with good sealing, abrasion resistance, and low compression set qualities. Gluing of gasket will be prohibited.
E. 
Manufacturer's shop drawings must be submitted to the Engineer for approval prior to manufacture. The Engineer shall retain the right to reject castings not conforming to this specification and or approved submittal drawings.
F. 
Where shown on the plans or required by the Engineer, the contractor shall install a watertight manhole cover and frame in place of the regular manhole cover and frame. The water tight manhole frame and cover shall be as shown on the detail drawings.
18. 
Cast Iron Pipe. Where specified on the plans, cast iron pipe shall be used. Cast iron pipe shall conform to Federal Specifications WW-P-471 and shall be 150 pound class. All cast iron pipe shall be of the bell and spigot type with special joints or mechanical joints. The joint shall be approved by the Engineer before use and installed in accordance with the manufacturer's instructions. Another acceptable joint is the "slip-on" joint made by the insertion of a large rubber gasket into the soil pipe hub such as "dual-tite," "multi-tite," and "ty-seal."
19. 
Ductile Iron Pipe. When ductile iron pipe is designated, all pipe shall be ductile iron, push-on joint or mechanical joint, and shall conform to ASA-A2 1.51 (AWWA C-15 1). All pipes shall be coated outside and seal coated inside. All joints shall make use of rubber gaskets to effect a seal. All joints shall be in accordance with ASA Specification A2 1.11.
20. 
PVC Plastic Gravity Sewer Pipe. This specification designates general requirements for unplasticized polyvinyl chloride (PVC) plastic gravity sewer pipe with integral bell and spigot joints for the conveyance of domestic sewage.
A. 
Materials. Pipe and fittings shall meet extra-strength minimum of SDR-35 of the requirements of ASTM specification D3034-74. Elastomeric gasket, if rubber, should comply with the physical requirements specified in ASTM-D-1 819, C-361 or C-433.
B. 
Pipe. All pipe shall be suitable for use as a gravity sewer conduit. Provisions must be made for contraction and expansion at each joint with a rubber ring. The bell shall consist of an integral wall section with a solid cross-section rubber ring factory assembled, securely locked in place to prevent displacement. Sizes and dimensions shall be as shown in this specification. Standard lengths shall be 70 feet. And 17.5 feet +/- one inch. At manufacturer's option, random lengths of not more than 15% of total footage may be shipped in lieu of standard lengths.
C. 
Fittings. All fittings and accessories shall be as manufactured and furnished by the pipe supplier, or approved equal, and have bell and/or spigot configurations compatible with the pipe.
D. 
Physical and Chemical Requirements. Pipe shall be designed to pass all tests at 73° F. (+/- 3° F.).
E. 
Deflection. Deflections due to earth loading on PVC sewer pipe shall be limited to a maximum of 5%, as calculated by the Spangler equation (Note: Refer to the 1970 edition of the American Society of Civil Engineers Manual of Practice No. 37, Chapter 9, Section E, Subsection 1, latest revisions).
21. 
Testing and Certification of Materials.
A. 
All suppliers of materials incorporated into the project shall supply notarized statement in duplicate stating their material complies with the specifications set forth herein.
B. 
Notarized certification of tests made at the plant on all pipe shall be provided.
C. 
All materials will be tested periodically by the methods specified previously. The contractor shall render all necessary labor, materials, and equipment necessary for collecting, packaging, and identifying all samples.
[Ord. 2003-0-2, --/--/2003, § 101-103]
1. 
Trench Paving Restoration. The contractor shall meet all requirements of PennDOT and/or Township regulations where the sewer crosses or is adjacent to their paving. In state highways, the requirements of the PennDOT Form 945-B, latest revision, and the State Highway's Inspector shall govern. Temporary paving shall be installed within 48 hours after backfilling the trench. Permanent paving shall not be replaced until a minimum of 90 days has elapsed after backfilling.
2. 
State Roads.
A. 
Restoration of all trenches in state roads shall conform to PennDOT specifications and the requirements delineated in the highway occupancy permit.
B. 
State Road Overlay. Where required on state roads, there shall be a complete road overlay of a minimum of 1 1/2 inch compacted thickness of ID-2 wearing material with tack coat. Width of paving shall conform to the existing width of paving. Length shall be as required by the PennDOT Material and installation shall conform to PennDOT Specifications. Where complete overlay is required the total depth of bituminous concrete surface and base course over the trench shall not be less than 7 1/2 inches. Trench cutbacks, tack coats, and sealers shall equally apply as required under subparagraph .A above.
3. 
Township Roads.
A. 
Longitudinal and Lateral. Base course for repaving on all local roads shall be bituminous base course unless a crushed stone base course is approved in writing by the Engineer. Bituminous concrete base course shall conform to PennDOT Specifications, Publication 408, § 305. Just prior to placing the permanent paving, the existing paving shall be cut back 12 inches on each side of the trench. This cutback shall be to a depth sufficient to contain the entire cross-section of replaced paving. The edge of the cut shall be neat and straight. Minimum depth of bituminous concrete base course laid shall not be less than five inches. Prior to placement of any bituminous concrete, the edges of the cut shall be painted with Class BM-I asphaltic cutback.
B. 
Crushed stone or slag used for base courses shall be #3A or #4 ballast and shall conform to PennDOT Specifications. Crushed stone or slag shall be laid in place, chocked with screenings and rolled with at least a ten-ton roller in four-inch layers until a firm, stable base is obtained. Prior to laying the bituminous concrete, the base course shall be broomed to expose the ballast and provide a bonding surface for the surface courses. Thickness shall be as shown in the detail drawings. One inch of limestone screenings shall be placed under all crushed stone base courses.
C. 
All roads shall be restored with a minimum of two-inch ID-2 binder course and 1 1/2-inch ID-2 wearing course. The ID-2 shall be made with BM-I asphalt unless the Engineer approves another. These materials shall conform to PennDOT Specifications with respect to composition and laying procedures. Thickness of each course shall be after compaction and shall conform to the detail drawings. Finished paving shall be smooth and conform in grade to the surrounding paving. All compaction shall be done with at least a ten-ton roller.
D. 
Prior to placement of any bituminous concrete, the edges of the cut shall be painted with Class BM-I asphalt cutback. Edges of the finished paving shall have hot poured Class A-I asphalt cement applied as a sealer.
E. 
Township Road Overlay. Where required, there shall be a complete overlay of 1 1/2-inch compacted thickness of ID-2 surface material, with tack coat. Width of paving shall conform to the existing width of paving and present uniform edges throughout. Where bituminous base course is used with the 1 1/2-inch overlay, the depth of the base paving shall be increased two inches and brought level to the original road paving surface. Where crushed stone or slag base is used for base course with the 1 1/2-inch overlay, a two-inch ID-2 binder course shall be placed and brought level to the original road paving surface. Trench cut backs, tack coats, and sealers shall equally apply as required under the parameters of this section.
4. 
Paving that has been scarred or cut by the contractor's equipment outside the trench shall be cut to a minimum depth or 1 1/2 inch and paved with bituminous concrete wearing course. The edges of the patch will he sealed with hot poured Class A-I asphalt sealer.
5. 
All paving that settles shall be replaced by the contractor. Settled paving shall be removed to the base course and the edges cut square. Paving shall then be replaced according to the above specifications and the edges shall be resealed.
6. 
The contractor shall arrange with all utilities to reset water and gas boxes and manhole frames and covers not conforming with the finished grade of paving. If necessary, the contractor shall reset manhole frames and covers for the sanitary sewer.
7. 
Temporary Paving. Temporary paving shall be installed and maintained as specified in the trenching and backfilling section, immediately upon backfilling of the trench.
8. 
Restoration. Prompt restoration is of the utmost importance to maintain access to homes and places of business and to maintain public relations. If it is the opinion of the Engineer that complete restoration is not proceeding fast enough behind pipe laying operations, he shall notify the contractor, in writing, to correct the situation. If, within seven calendar days after the date of notice, the contractor has not corrected the situation, the Township/Authority shall stop all excavation and pipe laying operations until restoration is brought up to date.
[Ord. 2003-0-2, --/--/2003, § 101-104]
1. 
Concrete Sidewalks. The existing sidewalk shall be broken off evenly at the nearest "groove" or "dummy joint" on both side of the trench. The sidewalk shall be replaced using reinforcement and thickness as shown in the detail drawings. The width of the replaced sidewalk shall conform to that of the old sidewalk (four-inch minimum). The replaced sidewalk shall be finished in a workmanlike manner. Concrete used shall be 3,000 psi concrete. Concrete shall be sprayed with a white pigmented membrane curing compound immediately after its initial set.
2. 
Bituminous Sidewalks. The ends of existing sidewalks shall be cut square on both side of the trench and replaced according to the detail drawings. Width of the replaced sidewalk shall conform to the old sidewalk, and it shall be finished in a workmanlike manner. All bituminous sidewalks shall be rolled.
[Ord. 2003-0-2, --/--/2003, § 101-105]
1. 
Concrete Curb. All concrete curb shall be replaced in ten-foot sections with expansion joints every 30 feet. Straight sections shall be formed with steel forms and curved sections with plywood forms. All curb shall be constructed using 3,500 psi concrete and finished in a workmanlike manner. Surfaces of concrete curb shall be rubbed or brushed. All curb shall be constructed with a cross-section the same as that of the existing curb. Concrete shall be sprayed with a white pigmented membrane curing compound immediately after its initial set.
2. 
Bituminous Curb. Bituminous curb shall be replaced in a workmanlike manner with a cross-section equal to that of the existing curb. In the event that the curb was machine laid, the replaced curb shall be machine laid also. Bituminous material used shall be ID-2 wearing course.
3. 
Granite Curb. Granite curb shall be replaced in four-foot to eight-foot sections and shall consist of granite or bluestone of approved quality free from structural defects. Curb shall be cut square on the front and top and three inches down in the back. Cross-section of replaced curb shall equal that of the existing curb. All joints are to be no wider that 1/4 inch and shall be set on twelve-inch by twelve-inch 3,000 psi concrete chairs. Wherever possible, the existing granite curb will be removed before construction.
4. 
Rubble Curb and Gutter. Shall be replaced in a workmanlike manner to conform to the existing curb or gutter. Materials shall conform to those used in the original gutter.
[Ord. 2003-0-2, --/--/2003, § 101-106]
1. 
Bituminous drives shall have the existing faces cut square. The subgrade shall be rolled with a five-ton roller until hard and the paving replaced as shown in the detail drawings. Four-inch minimum crushed stone for the base shall be 2B or 3A and shall conform to PennDOT Specifications. After the stone is in place, it shall be choked with fines and rolled until it forms a firm, stable base for the paving. The surface of the base shall be broomed until it is substantially free of fines with coarse stone exposed to provide a good bonding surface for the paving.
2. 
The paving shall consist of a two-inch ID-2 wearing course asphaltic concrete that conforms to PennDOT specifications. The asphaltic concrete shall be rolled with a powered roller weighing a minimum of five tons until it is compacted and smooth and blends with the surrounding paving. Thickness of the various layers shall be as shown in the detail drawings. Edges of the finished paving shall be sealed with hot Class A-I asphalt cement.
3. 
Concrete Drives. All edges shall be cut square. The concrete shall be of 3,500 psi mix or Class A cement concrete and shall conform to the detail drawing. Reinforcement shall be as shown in the detail drawing. The concrete shall blend smoothly with the old pavement, be smooth and have a broom finish. Concrete shall be sprayed with a white pigmented membrane curing compound immediately after its initial set.
4. 
Stone Drives. Shall have the subgrade thoroughly tamped and covered with four inches of 2B stone. After the stone is in place, it shall be choked with fines, then broomed and tamped until it becomes stable.
[Ord. 2003-0-2, --/--/2003, § 101-107]
1. 
Grass areas shall be restored as soon as practical after backfilling of the trench. However, planting will be limited to work days between the 15th of March and the 15th of October of the same year.
2. 
Topsoil will be placed over the trench to a minimum depth of four inches and on other damaged areas to a minimum depth of two inches. The topsoil and surrounding areas shall then be raked smooth and be free from all stones, wood, and other debris. A commercial 10-10-10 fertilizer shall then be applied at a rate of 10 pounds per 1,000 square feet and mixed into the topsoil for a depth of two inches. Grass seed of the specified composition shall then be spread evenly at a rate of six pounds per 1,000 square feet by means of a mechanical spreader over the trench and any surrounding area. All seeded areas shall be rolled with a lawn roller weighing not more than 100 pounds per foot of width.
3. 
Grass seed shall be mixed and certified to be as follows:
Lawn Mixture Parts
Percentage Purity
Germination
Kentucky Bluegrass
35%
90%
85%
Pennlawn Fescue
25%
90%
85%
Pennfine Ryegrass
15%
90%
85%
Annual Ryegrass
15%
90%
85%
Red Top
10%
90%
85%
4. 
Slopes and Banks. Any area to be seeded having a slope of 5% or greater shall be mulched with seed and weed-free salt hay, not moldy or rotten, at the rate of one 75 pound bale per 1,000 square feet. Slopes in excess of three to one shall also be covered with jute matting and installed per manufacturer's recommendation.
5. 
Sod.
A. 
Sod shall be at least 60% perennial grass, strongly rooted, and free of pernicious weeds. It shall be mowed to a height not to exceed two inches before lifting and shall be of uniform thickness with not over 1 1/2 inch or less than one inch of soil. All sod shall meet the requirement of PennDOT Publication 408 as far a composition and installation requirements.
B. 
All sod shall be set and in place within 48 hours of being cut. Due consideration shall be given to weather conditions. Dried out sod will be rejected whenever, in the judgment of the Engineer, survival is doubtful.
C. 
Surfaces on which sod is to be laid, will be firmed with a light roller and dampened before the sod is put down. Sod pieces shall fit snugly to prevent water from lifting them.
D. 
Tamping. Each piece of sod shall be tamped sufficiently to bring the under surface into firm contact with the soil.
E. 
Each strip or section of sod shall be staked securely with at least one wooden stake for each two square feet of sod. Stakes measuring 1/2 inch by one inch by 12 inches shall be driven flush with the top of the sod, with the long face parallel to the slope contour, sod strips to be two feet zero inches O.C. The contractor shall keep the sodded areas adequately moist.
6. 
Maintenance. Watering will depend on weather conditions, but maintaining favorable moisture conditions for seed germination is the responsibility of the contractor.
7. 
Guarantee. The contractor shall guarantee germination, maintain plantings, up to and including the second cutting, and shall re-seed or re-sod as often as necessary to insure 90% coverage of the affected area. It is the contractor's responsibility to restore all seeded and sodded areas to a smooth and even surface with a dense, uniform growth of grass. Final payment of the contract will not be made until these conditions are satisfied.
8. 
Clean Up. All rubbish and other material will be removed from the premises and the entire job will be left in a condition satisfactory to the Engineer. In areas where work has been on or near paving, the paving shall be swept or flushed clean to the satisfaction of the Engineer.
9. 
In a few instances it will be apparent that a particular property owner has gone to additional expense and effort to establish a fine lawn. In these cases the contractor will use grass seed of the same type and quality of the surrounding lawn. Seed application will be at the rate of seven pounds per 1,000 square feet.
10. 
Hydro-Seeding. In lieu of other mechanical seeding operations, Hydro-Seeding (technique of mixing seed, fertilizer and a green fiber mulch into a homogenous slurry which is then sprayed on the area being seeded) may be substituted.
11. 
All slopes of 5% or over will be "tack-coated." Rates and types of materials shall be approved by the Engineer before applying.
12. 
Special Seasonal Seeding. Should it become necessary, in the opinion of the Engineer, to perform lawn work and restoration of grassed areas beyond the normal planting cut-off of the 15th of October, the contractor will be required to use the following late fall seeding formula, with mulch, as a protective winter cover only:
Description
Application Rate
Winter Rye
10 lbs. per 1,000 square feet
Annual Rye
6 lbs. per 1,000 square feet
[Ord. 2003-0-2, --/--/2003, § 101-108; as amended by Ord. 2010-01, 3/23/2010]
1. 
Private Property.
A. 
Where the sewer lines are proposed to be located on private property, the owner or responsible party for sewer construction will obtain easements and/or permission from the property owner to enter thereon for the purpose of constructing sewers prior to construction. The contractor shall confine his operations to as narrow limits as possible to install sewers.
B. 
The contractor shall conduct his work so there will be a minimum disturbance of the property crossed. All work on private property shall be done in such a manner as to avoid the unnecessary cutting of vegetation and other disturbance not actually obstructing the installation of the sewers. Any damage to the property shall be made good by the contractor at his expense. Upon completion of the work, the contractor shall clean up the disturbed areas and restore them to a condition at least equal to that previously existing.
2. 
Clean Up.
A. 
During the progress of the work and until the completion and final acceptance thereof, all pipe lines and their appurtenances shall be kept thoroughly clean throughout. Obstructions or deposits, discovered at any time, shall be removed at once by the contractor without extra compensation. After completion of work and prior to testing, all pipe lines and their appurtenances shall be left clean, free, and in good order.
B. 
On or before the completion of work, the contractor shall, without charge, tear down and remove all trailers, temporary buildings, and other structures built by him. He shall remove all rubbish and debris from any grounds he has occupied and shall leave the line of the work in a clean and neat condition.
3. 
Pump Station.
A. 
Pump stations shall be constructed using a pre-fabricated lift station with dual suction lift pumps with an auto start motor fed by natural gas. When a prefabricated underground pump station is utilized an emergency generator shall be provided using natural gas. If natural gas is not available, diesel fuel may be used. Emergency generators shall be as manufactured by Generac or approved equal. All generators shall be installed in accordance with the manufacturer's recommendations. The pump station will be as manufactured by Gorman Rupp or an approved equal. All installation requirements shall conform to manufacturer's requirements.
B. 
All pump stations shall require the installation of a telemetry system for alarms and meters as well as a meter pit or metering facility. All telemetry systems and metering devices must be approved by the Township/Authority prior to installation.
4. 
Conformance to Required Rules and Regulations.
A. 
Prior to proceeding with any work the contractor shall secure the necessary permits from all the governing regulatory agencies and municipal bodies.
B. 
During the execution of the work, the contractor shall comply with all applicable rules and regulations of the governing regulatory agencies and municipal bodies including, but not limited to OSHA, DEP, EPA, PennDOT, and East Fallowfield Township.
C. 
In accordance with the provisions of Pennsylvania Act 187, the contractor shall be responsible for verifying the location of all existing underground utility installations within the project area. Owners of the respective utilities involved shall be notified by the contractor at least 48 hours in advance of the commencement of any excavation by the contractor in the project area. No permits to begin work will be granted until the requirements of Pennsylvania One Call are met.
5. 
Copies of this Chapter 18B will be available at the office of the Township Secretary for review. If one wishes to purchase this Part the prices are as follows:
A. 
Parts 1 through 4, dealing primarily with lateral installation, in an amount as established from time to time by resolution of the Board of Supervisors.
B. 
Parts 5 through 6, dealing primarily with sewer main and lateral extensions in new development, in an amount as established from time to time by resolution of the Board of Supervisors.
C. 
A complete Chapter 18B, in an amount as established from time to time by resolution of the Board of Supervisors.
D. 
The above prices may be changed by resolution of the Township/Authority.