A. 
Polyvinyl Chloride Pipe (PVC).
(1) 
All PVC pipe and fittings shall conform to the most recent requirements of ASTM Specifications for Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings.
(2) 
PVC Pipe conforming to Designation D-3034 shall be SDR-35 or greater.
(3) 
PVC Pipe conforming to Designation F-789 shall be PS-46 or greater. All PVC Pipe shall have elastomeric gasket joints which shall conform to ASTM Specifications for sewer pipe joints using elastomeric seals designation D-3212. Manufacturer's certificate of compliance shall be furnished to the Director, prior to installation. Methods of shipping and storage on site shall be such as to avoid injury to the pipe. Damaged pipe shall be rejected and removed from the job. Solvent cement joints shall not be allowed.
(4) 
Minimum "pipe stiffness" (F/y) at 5% deflection shall be 46 psi for all sizes when tested in accordance with ASTM Method of Test D-2412, "External Loading Properties of Plastic Pipe by Parallel Plate Loading."
(5) 
Each length of pipe in compliance with this specification shall be clearly marked at intervals of five feet or less. Pipe conforming to designation D3034 shall be marked with the manufacturer's name or trademark, nominal pipe size, the PVC cell classification (i.e. 12454-\B), the legend "Type PSM SDR-35 PVC Sewer Pipe," and "ASTM D-3034." Pipe conforming to Designation F-789 shall be marked with the manufacturer's name or trademark, the PVC cell classification (i.e. 12164-B), Modulus Indicator (i.e. T-1, T-2, or T-3), the legend "PS-46 PVC Gravity Sewer Pipe," and "ASTM F-789."
(6) 
PVC pipe used for force main shall conform to ASTM D-2241 and D-1784 (Class 12454-B) and safety factor of 2.5 shall be used for pressure rating determination with a standard dimension ratio (SDR) no higher than 26.
B. 
PVC Fittings.
(1) 
Wye branches and bends shall have elastomeric gasket joints, and conform to "ASTM D-3034" (SDR-35 only) or ASTM F-789. They shall be manufactured and furnished by the pipe supplier (or approved equal) and have bell and spigot joints compatible with that of the pipe.
(2) 
Each fitting in compliance with this specification shall be clearly marked with manufacturer's name or trademark, nominal size, material designation "PVC," "PSM" (for SDR-35 only), and "ASTM D-3034" or "ASTM F-789." All fittings shall be either SDR-35 or PS-46 and shall be the same as the pipe being used.
C. 
Joints for PVC Pipe. Joints shall be of the bell and spigot type with a gasket as previously specified. No solvent joints are permissible. Manufacturer's instructions shall be followed.
D. 
Allowable Deflection. A maximum of 7 1/2% deflection in the pipe diameter will be allowed. Deflection shall be measured as the reduction in the vertical diameter of the pipe.
A. 
Cement Lined Ductile Iron Pipe.
(1) 
Cement lined ductile iron pipe and fittings shall conform to ANSI Standards A21.50 and A21.51. Cement-mortar lining shall be double thickness and conform to ANSI A21.4. Manufacturer's certificate of compliance shall be furnished to the Director, prior to installation. Methods of shipping and storage on site shall be such as to avoid injury to the pipe. Damaged pipe shall be rejected and removed from the job site.
(2) 
Cement lined ductile iron pipe and fittings shall be Class 50, unless otherwise noted on the plans. Each length of pipe shall be marked with the manufacturer, trade name, and class.
B. 
Cement Lined Ductile Iron Fittings. Fittings shall conform, to ANSI A21.11 and shall be of the same class and type as the pipe on which they are used.
C. 
Joints for Cement Lined Ductile Iron Pipe. Joints shall be rubber gasket oil resistant joints of the push-on type in conformance with ANSI AWWA C-111 (A21.11). Manufacturer's instructions shall be followed.
A. 
Pipe Handling.
(1) 
The Contractor shall arrange for the delivery of the pipe sections at approved locations in the vicinity of that portion of the Sewer line in which the pipe sections are to be laid. To this end, he shall do such work as is necessary for access and for delivery of the pipe. Pipes shall be stored in an approved, orderly manner so that there will be a minimum of re-handling from the storage area to the final position in the trench and so that there is a minimum of obstruction and inconvenience to any kind of traffic.
(2) 
Deliveries shall be scheduled so that the progress of the work is at no time delayed and also so that large quantities of pipe shall not be stored for excessive lengths of time in crowded locations or in locations where large storage areas might be considered objectionable. Storage of pipe will be restricted to approved or permitted areas. PVC pipe shall be protected from sunlight during storage.
(3) 
The spigot end of all pipes shall be stored on a block to prevent damage. The bell or groove end of each length of R.C. pipe shall be placed in storage on a block to prevent damage. Care shall be taken that the lengths do not roll together.
(4) 
Each pipe section shall be handled into its position in the trench in such manner and by such means as the Director approves as satisfactory, and these operations will be restricted to those considered safe for the workmen and such as to cause no injury to the pipe or to any property.
(5) 
The Contractor will be required to furnish slings, straps and/or approved devices to provide satisfactory support of the pipe when it is lifted from delivery areas to the trench shall be restricted to operations which can cause no injury to the pipe units.
(6) 
The pipe shall not be dropped from trucks or into the trench.
(7) 
The Contractor shall have on the Job-site with each pipe-laying crew all the proper tools to handle and cut the pipe. The use of hammer and chisel, or any other method, which results in rough edges, chips and damaged pipe, shall be prohibited.
(8) 
Damaged pipe coating and/or lining shall be restored before installation is approved or directed by the Director.
B. 
Control of Alignment and Grade.
(1) 
The location of the pipe, manholes, and other appurtenances shall be established in accordance with the contract drawings. Benchmarks shall be established along the route of the pipeline at convenient intervals for use in checking the pipe and manhole invert and other elevations throughout the project.
(2) 
The Contractor may use a laser beam to assist in setting the pipe provided he can demonstrate satisfactory skill in its use.
(3) 
The use of string levels, hand levels, carpenters levels or other relatively crude devices for transferring grade or setting pipe will not be permitted.
C. 
Preparation of Pipe Bedding. As soon as excavation has been completed to proper depth, as shown on the "Standard Trench Section"[1] a layer of bedding material shall be placed to the elevation necessary to bring the pipe to grade and compacted. It shall be the "Contractor's" responsibility to control any water in the trench below the pipe invert. If directed by the Director, the Contractor shall place concrete, clay or other impermeable material in the bedding at intervals to prevent horizontal movement of the groundwater which might induce settling of the bed, or make it difficult to handle water in the trench.
[1]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
D. 
Laying Pipe.
(1) 
Each pipe length shall be inspected for cracks, defects in coating or lining, and any other evidence of unsuitability.
(2) 
Pipe shall be laid in the road and at no time shall water in the trench be permitted to flow into the Sewer.
(3) 
The pipe shall then be laid on the trench bedding as shown on the Standard-Trench Section,[2], and the spigot pushed home. Jointing shall be in accordance with the manufacturer's instructions and appropriate ASTM Standards, and the Contractor shall have on hand for each pipe-laying crew, the necessary tools, gauges, pipe cutters, etc., necessary to install the pipe in a workmanlike manner. Pipe lying shall proceed upgrade with spigot ends pointing in the direction of flow, unless otherwise approved by the Director.
[2]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(4) 
Blocking under the pipe will not be permitted except where a concrete cradle is proposed, in which case pre-cast concrete blocks shall be used.
(5) 
After the pipe has been set to grade, additional bedding material shall be placed in six-inch layers up to the spring line of the pipe. Tamping bars shall be carefully employed to assure compaction of the bedding under the lower quadrants of the pipe.
(6) 
After this, the bedding material shall be carefully placed in six-inch layers to a depth of 12 inches over the crown of the pipe. Each layer shall be thoroughly compacted with mechanical equipment. Care shall be taken that the equipment does not damage the pipe.
(7) 
At this point, the pipe shall be checked for line and grade and any debris, tools, etc., shall be removed.
(8) 
If inspection of the pipe is satisfactory, the Contractor may then refill or backfill the remainder of the trench in accordance with the Standard Trench Section.[3]
[3]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(9) 
At any time that work is not in progress, the end of the pipe shall be suitably closed to prevent the entry of animals, earth, etc.
(10) 
At the end of each day's work or at intervals of no more than 200 feet of pipe, the Director, with the Contractor, will inspect the pipe for alignment with lamps or mirrors. Unsatisfactory work shall be dug up and re-installed to the satisfaction of the Director.
E. 
Cover Over Pipe.
(1) 
Pipe shall have five feet of cover measured to finish grade of the street. Pipe to be hand-covered one foot with sand or stone free gravel and compacted and tamped around pipe to give good support and protection.
(2) 
In case of any excavations in swamp or when unsuitable material is encountered, the Contractor shall replace the same with a good material to provide proper support and alignment of the pipe line. Trench backfill shall be suitable material taken from the excavation, approved common borrow or gravel hauled in. No mud, frozen earth, stones larger than eight inches or other objectionable material is to be used for refilling.
A. 
Materials. Materials for private house services, wye branches, and chimneys shall be of the same material and quality as that for the public Sewer. Concrete for encasement shall be Class A (3000 psi) concrete.
B. 
Installation.
(1) 
Installation shall be as shown on the "House Sewer Details."[1] House services shall not be connected directly to manholes, unless otherwise approved by the Director. The opening of the house service, wye branch, or chimney shall be plugged with a suitable watertight cap or plug.
[1]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(2) 
The minimum size for the Building Sewer shall be six inches.
(3) 
The minimum slope for the Building Sewer shall be 1/4 inch per foot, unless otherwise approved by the Director.
(4) 
Before backfilling, the Contractor shall notify the Inspector so that he may make the necessary measurements to locate the opening later. In addition, an approved ferrous rod or pipe shall be placed over the plugged opening at the property line, extending to within two inches of the final ground surface.
C. 
Saddle Connections.
(1) 
On reinforced concrete, and cement lined ductile iron sewers, saddle connections may be installed in lieu of wye branches using cast iron branch connections conforming to ASTM A-48, Class 50. These connections shall be fastened by a stainless steel strap, stainless steel nuts and bolts, and watertight gasket between the main pipe and the fitting, and shall have a rubber gasket providing a watertight seal with the service pipe. Holes shall be made only in a manner recommended by the pipe manufacturer and approved by the Director. The hole in the main must be the full diameter of the inside of the fitting to prevent obstructing the flow. The entire connection must be watertight.
(2) 
Saddles may not be used on PVC sewer.
Should construction operations reveal or expose a waterline main or service running approximately parallel and less than 10 feet horizontally from the proposed Sewer installation and where it is not practicable to relocate the Sewer, the following methods of protection must be employed:
A. 
If five feet of horizontal separation cannot be achieved, the Sewer shall be encased in concrete, as shown on these drawings; or else, ductile iron pipe of the same size shall be utilized. Appropriate manufactured fittings shall be employed to adapt the iron pipe to the contract Sewer pipe.
B. 
Whenever the waterline crosses over the new Sewer with less than 18 inches of separation, the Sewer pipe for a distance of nine feet on each side of the waterline shall be class 52 ductile iron pipe. Appropriate manufactured fittings shall be employed to adapt the iron pipe to the contract Sewer pipe. As an alternative, the waterline "may" be raised, if feasible, to achieve the required separation.
C. 
Should the waterline in either situation be at or below the sewer elevation, the waterline or the Sewer must be relocated to achieve ten-foot horizontal separation or eighteen-inch vertical separation.
A. 
General.
(1) 
The work covered by this section includes the furnishing of all plant, labor, equipment, appliances, and materials, and performing all operations in connection with the satisfactory installation of manholes, and all incidental work, complete, in strict accordance with the specifications and applicable drawings and standard details.
(2) 
The Contractor shall provide the Director with shop drawings of all precast material and a description of all methods of jointing he proposes to use on this portion of the contract.
(3) 
It is the intention of these specifications that the manhole, including all component parts, has adequate space, strength and leak-proof qualities considered necessary for the intended service. Space requirements and configurations shall be as shown on the drawing. Manholes may be an assembly of pre-cast sections with or without steel reinforcement, with approved jointing.
(4) 
In any approved manhole, the complete structure shall be of such material and quality as to withstand loads of eight tons without failure and prevent leakage in excess of one gallon per day per vertical foot of manhole, continuously for the life of the structure. A period generally in excess of 25 years is to be understood in both cases. It is further intended that any pointing of joints shall be accomplished after leakage tests have been satisfactorily completed.
B. 
Description.
(1) 
Manholes shall be constructed at the locations, to the elevations, and in accordance with notes and details show on the drawings as well as the standard details, Appendix A.[1]
[1]
Editor's Note: Appendix A is included as an attachment to this chapter.
(2) 
Manholes shall be as shown on the standard details and shall conform to the following:
(a) 
Barrels and cone sections shall be pre-cast reinforced or nonreinforced concrete.
(b) 
Base sections shall be monolithic to a point six inches above the crown of the incoming pipe, and shall be pre-cast reinforced concrete or precast non-reinforced concrete.
(c) 
Horizontal Joints between sections of pre-cast concrete barrels shall be of an overlapping type and, shall, in general, depend for watertightness upon an elastomeric or mastic-like sealant.
(d) 
Pipe to manhole joints shall depend for water-tightness upon either an approved non-shrinking mortar, elastomeric sealant, or elastomeric, rubber, sleeve with watertight Joints at the manhole opening and pipe surfaces.
(e) 
Cone sections shall be eccentric. See standard detail.[2]
[2]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(f) 
Steps for precast manholes shall be of steel reinforced polypropylene plastic, or approved equal. All steps shall be in conformance with ASTM C-478 and shall be aligned vertically.
(g) 
All pre-cast sections and bases shall have the date of manufacture and the name or trademark of the manufacturer impressed or indelibly marked on the inside wall.
C. 
Materials.
(1) 
Pre-cast concrete barrel sections, cones, and bases shall conform to ASTM C-478 except as may be otherwise shown on the Standard Details.[3]
[3]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(2) 
Manhole frame and cover shall provide a thirty-inch diameter clear opening. The cover shall have the letter "S" or the word Sewer in three-inch letters cast into the top surface. Covers shall have two lift holes, 180° apart, on the perimeter.
(3) 
The castings shall be of good quality, strong, tough, even-grained cast iron, smooth, free from scale, lumps, blisters, sandholes, and defects of every nature, which would render them unfit for the service for which they are intended. Contact surfaces of covers and frame seats shall be machined at the foundry, before shipment to prevent rocking of covers in any orientation.
(4) 
All castings shall be thoroughly cleaned and subject to a careful hammer inspection.
(5) 
Castings shall be at least Class 30 conforming to the ASTM Standard Specification for Gray Iron Castings, Designation A48.
(6) 
Before being shipped from the foundry, castings shall be sandblasted and given two coats of coal-tar-pitch varnish, applied in a satisfactory manner so as to make a smooth coating, tough, tenacious, and not brittle or with any tendency to scale off.
D. 
Installation of Manhole Bases and Section.
(1) 
Pre-cast bases shall be placed on a six-inch layer of compacted bedding material as described below. The excavation shall be properly de-watered while placing bedding material and setting the base or pouring concrete. Waterstops shall be used at the horizontal Joint of cast-in-place manholes.
(2) 
Inlet and outlet stubs shall be connected and sealed in accordance with the manufacturers recommended procedure, and as shown on the Standard Details,[4] or cast integrally with the cast base.
[4]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(3) 
Barrel sections and cones of the appropriate combination of heights shall then be placed, using manufacturers recommended procedure for sealing the horizontal Joints, and as shown on the Standard Details[5] or the remaining barrel of the manhole shall be cast above the base.
[5]
Editor's Note: See Appendix A, Standard Sewer Details, included as an attachment to this chapter.
(4) 
A vacuum test shall then be made.
(5) 
Following satisfactory completion of the vacuum test, the frame and cover shall be placed on the top or some other means of preventing accidental entry by unauthorized persons, children, animals, etc., until the Contractor is ready to make final adjustment to grade.
(6) 
Bedding Material shall consist of crushed stone in accordance with § 505-12.
E. 
Brick Masonry. This section applies to brick masonry, for the shelf, invert, and grade adjustment.
(1) 
Brick.
(a) 
The brick shall be sound, hard, and uniformly burned brick, regular and uniform in shape and size, of compact texture, and satisfactory to the Director. Brick shall comply with the ASTM Standard Specifications for Sewer Brick (made from clay or shale), Designation C32, for Grade SS, hard brick.
(b) 
Rejected brick shall be immediately removed from the work site.
(2) 
Mortar. The mortar shall be composed of Portland cement, hydrated lime, and sand, in the proportions of one part cement to 1/2 part lime to 4 1/2 parts sand, (by volume). The proportion of cement to lime may vary from 3:1/4 for hard brick to 1:3/4 for softer brick, but in no case shall the volume of sand exceed three times the sum of the volume of cement and lime.
(3) 
Cement shall be Type II Portland cement conforming to ASTM C-150, Standard specifications for Portland Cement.
(4) 
Hydrated lime shall be Type S conforming to the ASTM Standard Specification for Hydrated Lime for Masonry Purposes, Designation C207.
(5) 
Sand shall consist of inert natural sand conforming to the ASTM Standard Specifications for Concrete (Fine) Aggregates, Designation C33 and in accordance with § 505-12. Fineness Modulus shall be 2.3 -3.1.
(6) 
Laying Brick:
(a) 
Only clean bricks shall be used in brickwork for manholes. The brick shall be moistened by suitable means, as directed, until they are neither so dry as to absorb water from the mortar nor so wet as to be slippery when laid.
(b) 
Each brick shall be laid in a full bed and joint of mortar without requiring subsequent grouting, flushing, or filling, and shall be thoroughly bonded as directed.
(7) 
Curing: Brick masonry shall be protected from too rapid drying by the use of burlap bags kept moist or by other approved means, and shall be protected from the weather and frost, all as required.
F. 
Setting Manhole Frames and Covers.
(1) 
Manhole frames shall be set with the tops conforming accurately to the grade of the pavement or finished ground surface or as indicated on the drawings. Frames shall be set concentric with the top of the masonry and in a full bed of mortar so that the space between the top of the manhole masonry and the bottom flange of the frame shall be completely filled and made watertight. A thick ring of mortar extending to the outer edge of the masonry shall be placed all around and on the top of the bottom flange. The mortar shall be smoothly finished and have a slight slope to shed water away from the frame.
(2) 
A minimum of eight inches and a maximum of 12 inches of brick and mortar shall be allowed for grade adjustment.
A. 
General.
(1) 
Work Included:
(a) 
Final Sewer testing work includes the performance of testing and inspecting each and every length of Sewer pipe and each Item of appurtenant construction.
(b) 
Perform testing at a time approved by the Director, which may be during the construction operations, after completion of a substantial and convenient section of the work, or after the completion of all pipe-laying operations.
(c) 
Provide all labor, pumps, pipe, connections, gauges, measuring devices and all other necessary apparatus to conduct tests.
B. 
Performance.
(1) 
General.
(a) 
All "sewers," manholes, appurtenant work, in order to be eligible for approval by the Director, shall be subjected to tests that will determine the degree of watertightness, horizontal and vertical alignment, and deflection (PVC sewers only).
(b) 
Thoroughly clean and/or flush all Sewer lines to be tested, in a manner and to the extent acceptable to the Director, prior to initiating test procedures.
(c) 
Perform all tests and inspections only under the direct supervision of the Director.
(d) 
Perform Testing by test patterns determined or approved by the Director.
(e) 
Remedial work:
[1] 
Perform all work necessary to correct deficiencies discovered as a result of testing and/or inspections.
[2] 
Completely re-test all portions of the original construction on which remedial work has been performed.
[3] 
Perform all remedial work and re-testing in a manner and at a time approved by the Director.
(2) 
Leakage tests (gravity sewers):
(a) 
Test all gravity Sewer lines for leakage by conducting low pressure air tests conforming to ASTM C828 after the installation of house service fittings and leads and after completely backfilling the Sewer line trench.
(b) 
Equipment:
[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 central panel.
[4] 
Connect three individual hoses:
[a] 
From the control panel to the pneumatic plugs for inflation.
[b] 
From the control panel to the sealed sewer line for introducing the low pressure air.
[c] 
From the sealed sewer line to the control panel for continually monitoring air pressure rise in the sealed line.
(c) 
Groundwater conditions:
[1] 
In areas where groundwater exists, and at the time of installing the sewer line, 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.
[2] 
Immediately prior to performing the line acceptance test, determine the groundwater by removing the pipe cap, blowing air through the pipe nipple into the ground to clear it, and then connecting a clear plastic tube to the nipple.
[3] 
Hold the tube vertically and measure the height in feet. Divide this height by 2.3 to establish the pounds of groundwater pressure to be added to the air pressure test readings. (Example: Height of water is 11 1/2 feet, added groundwater pressure is five psig, minimum air pressure is 2.5 psig; therefore, the total minimum acceptable pressure is 7.5 psig).
(d) 
Testing pneumatic plugs:
[1] 
Seal test all pneumatic plugs prior to using them in the actual test.
[2] 
Lay one length of pipe on the ground and seal both ends with the pneumatic plugs to be tested.
[3] 
Pressurize the sealed pipe to five psig.
[4] 
The pneumatic plugs are acceptable if they remain in place without bracing.
(e) 
Testing sewer pipeline:
[1] 
After the trench has been backfilled, the sewer pipe cleaned and the pneumatic plugs checked, place the plugs in the sewer line at each manhole and inflate them.
[2] 
Introduce low-pressure air into the sealed sewer pipeline until the air pressure reaches four psig greater than the average groundwater pressure.
[3] 
Allow a minimum of two minutes for the air pressure to stabilize to a minimum of three to five psig greater than the ground-water pressure.
[4] 
After the stabilization period, disconnect the air hose from the control panel to the air supply.
[5] 
The pipeline will be acceptable if the pressure decrease is not greater than 1/2 psig in the time stated in the following table:
Pipe Diameter
(inches)
Time
(minutes)
4
2.0
6
3.0
8
4.0
10
5.0
12
5.5
14
6.5
15
7.0
16
7.5
18
8.5
20
9.5
21
10.0
24
11.5
27
12.5
30
14.0
36
17.0
(f) 
Testing force mains: Force mains shall be tested in accordance with Section 4 of American Water Works Association Standard C600 "Installation of Cast Iron Water Mains," at a pressure equal to 150% of the design operating total dynamic head.
(g) 
Test results.
[1] 
If the installation fails the low pressure air test, determine the source of leakage.
[2] 
Repair or replace all defective materials and/or workmanship and repeat low pressure air test.
(3) 
Deflection tests (PVC Sewers Only).
(a) 
Test all PVC Sewer lines for deflection by conducting deflection tests using a rigid "Go-No Go" deflection gauge made as recommended by Johns-Manville or by an approved deflectometer.
(b) 
The acceptance limit for deflection tests of installed PVC Pipe Designation D- 3034 and F-789, 4"-15" diameters, shall be 7 1/2% of the average inside diameter of the pipe. A test shall be conducted after a minimum of 30 days following their installation.
(c) 
Go-no go device.
[1] 
Pull a line through the pipe with which to pull the Go-No Go device using one of the following methods:
[a] 
Attach the pull line to the nozzle end of a hydro cleaner before the cleaning cycle starts. As the hose is pulled through the line, it will carry the pull line to the next manhole where it can be tied off.
[b] 
A parachute device can be blown through the line with a lightweight string attached. The pull line can then be attached to the string and pulled manually through the line.
[c] 
If water is available, a lightweight string can be floated through the pipe. The pull line can then be attached to the string and pulled manually through the line.
[2] 
Attach a pull line to each end of the device to facilitate removal if an obstruction is encountered.
[3] 
Pull the gauge through the line by hand using a smooth and easy motion.
[4] 
If an obstruction is encountered, pull lightly to see if the gauge will clear the obstruction.
[5] 
If the gauge will not clear the obstruction, record the distance from the manhole and pull the gauge back out.
(d) 
Repair or replace all defective materials and/or workmanship and repeat the deflection test on the repaired line.
(4) 
Alignment tests (gravity sewers):
(a) 
Perform tests for the correctness of horizontal and vertical alignment on each and every length of gravity sewer pipeline between manholes.
(b) 
Beam a source of light, acceptable to the Director, through the pipeline and directly observe the light in the manhole at the opposite end of each test section.
(5) 
Inspection of appurtenant installations:
(a) 
Completely inspect, at a time determined by the Director all manholes and inlets to ascertain their compliance with the Drawings and Specifications.
(b) 
Provide access to each manhole and inlet and check the following characteristics:
[1] 
Shape and finish of invert channels;
[2] 
Watertightness and finish of masonry structures;
[3] 
Location, type, and attachment of stops;
[4] 
Elevation and attachment of frames, covers, and openings;
[5] 
Pattern and machining of covers; and
[6] 
Drop connection arrangements.
(6) 
Manhole leakage tests.
(a) 
Test manholes prior to backfilling, mortaring joints, and installing the bench and inverts.
(b) 
A vacuum pressure test may be carried out to the following criteria:
[1] 
Initial vacuum gage test pressure shall be 10 inches Hg. Test hold time for a one-inch Hg pressure drop to nine inches Hg shall be:
[a] 
At least two minutes for 10 feet deep manholes;
[b] 
At least 2 1/2 minutes for 10-15 feet deep manholes; and
[c] 
At least three minutes for 15-25 feet deep manholes.
[2] 
If the pressure drop exceeds the above limits the unit shall be repaired and re-tested and if a unit fails to meet a one-inch pressure drop in one minute, the unit shall be water tested per Subsection B(6)(a) or (b) above.
(c) 
Correct all leakage by reconstruction using new materials. Using leadwool, expanding mortar and other repair methods shall not be permitted.
(d) 
Exfiltration tests shall be considered as an alternative only when specifically approved by the Director. Perform an exfiltration test by plugging all pipes and other openings and filling the manhole with water to the top of the cone section. After 15 minutes, if there is no visible leakage (no water visibly moving down the surface of the manhole) the manhole shall be considered watertight and backfilling may proceed. Any visible leakage into and out of manholes shall be considered unsatisfactory.
(7) 
Re-testing approved lines.
(a) 
Prior to the final acceptance of any sewer lines, the Director may require re-testing of up to 10% of all lines installed when more than 30 days have lapsed from the time of initial testing or, if in the opinion of the Director, sufficient reason exists to suspect settling has occurred.
(b) 
If, during such re-testing, any lines are found to exceed the 7.5% maximum deflection, the Director may require all lines to be re-tested.