cepted a few feet from the tank by a 6-inch sewer some 250 feet long leading to a gate chamber near the cesspools. The upper section of this sewer is to be some 200 feet long, and is to be constructed of vitrified tile pipe. The lower section, under the roadway, is to be constructed of cast iron pipe laid in the existing 24 inch culvert. A manhole is to be constructed at the point of change of horizontal alignment near the roadway. Although the slope on which this sewer is to be laid is not shown, it appears from the topography that sufficient fall is available to give a slope of not less than 1 per cent for this line.

It is planned to construct a two way gate chamber and two series of two cesspools each at present and to add one cesspool to each series in the future if necessary. A gate chamber provided with two outlets and two shear gates so arranged as to permit of operating either series of cesspools at a time is to be installed above the cesspools.

The cesspools are to be 9 feet deep and from 8 feet to 7 feet 4 inches in diameter inside dimensions and are to be provided with submerged outlets. The bottom of the cesspools is shown to be back-filled to a depth of 12 inches with the excavated sand. This arrangement appears to be unnecessary. In fact the sand layer would reduce the capacity of the settling tank and could be omitted to advantage.

The cesspools are to be constructed of hollow 4-cell building blocks 12 inches by 12 inches by 12 inches in size according to the plans although the specifications call for 9-cell terra cotta wall blocks. The 4-cell blocks would be more suitable than the 9-cell blocks inasmuch as the cells in these blocks are larger and will be more easy to clean out than the smaller cells of the 9-cell blocks, and the architect has stated that, notwithstanding the specifications, the 4-cell blocks as shown on the plans will be used.

It would be well to fill the cells of the building blocks with sand in order to facilitate cleaning of the cesspools in case of clogging since it will be much easier to replace the sand in the cells with new sand than it would be to clean the cesspools if the sand filling of these were omitted.

The outlets of the cesspools are shown located 12 inches below the inlets. The proposed arrangement would reduce the capacity of the cesspools unnecessarily. It would also require building the second cesspool of each series lower than necessary and placing any subsurface irrigation system that might be constructed to relieve the cesspools in the future, much lower than desirable. It would be better, therefore, to place the inverts of the outlets and the inlets at the same level.

From our careful examination of the plans I am of the opinion that the proposed cesspools, if properly constructed and operated, will satisfactorily care for the sewage from the hospital at present. It is probable, however, that the cesspools will become clogged owing to the high rate at which they will be required to operate and that it will soon become necessary to either construct additional cesspools or to install a number of lines of subsurface tiling to care for the overflow from the cesspools.

The latter method would, in all probability, be both a much more satisfactory and economical method of caring for the overflow from the cesspools. It would appear that 5 lines of subsurface tiling, 100 feet long each, laid from the last cesspool of each series should, in connection with the cesspools, satisfactorily care for a probable future population of 75. These lines of tile should be installed whenever the proposed cesspools become overtaxed and before they begin to overflow. It might be well when the cesspools are constructed to anticipate the future laying of subsurface tiling by inserting five short lengths of tile in the walls of the lower cesspools.

The lines of tile when installed should be laid at a depth of from 15 to 18 inches below the surface of the ground and on a uniform slope of approximately but not more than 6 inches per hundred feet. The joints of the tile should be properly protected by means of burlap, tar paper, or other suitable material to prevent the infiltration of sand and the consequent clogging of the lines,

In view of the above and after a careful consideration of the essential features of the design I would recommend that the plans be approved on condition that whenever necessary or required either additional cesspools or lines of subsurface tiling be installed to care for the overflow from the proposed cesspools.

Respectfully submitted,

ALBANY, N. Y., November 20, 1917

The plans were approved November 24, 1917.

THEODORE HORTON

Chief Engineer

UTICA STATE HOSPITAL (Marcy Division)

HERMANN M. BIGGS, M.D., State Commissioner of Health:

I beg to submit the following report on our examination of preliminary plans for sewage disposal for the Marcy Division of the Utica State Hospital to be developed by the State at Marcy, on the northerly side of the Mohawk river about 5 miles northwest of Utica.

It appears from the communication received from the State Architect with the plans that before the development of this site is commenced it is desired by him to obtain a tentative approval of plans for the disposal of sewage for this hospital. The general plans submitted provide for a sewage disposal plant consisting of a screen chamber, diverting chamber, 4 Imhoff tanks, 4 intermittent sand filters divided into 4 units each and a chlorination plant with a discharge of effluent into a small stream which flows through the property and discharges into Crane's creek near the westerly boundary line of the property about 1,000 feet from the disposal plant.

The disposal plant is designed to care for a future population of 6,000. It is planned, however, to construct only 2 units of the Imhoff tanks and 2 sand filters in connection with the screen chamber and chlorination plant at first. Such plant would care for a population of 3,000. The sand filters have a total area of approximately 12 acres and will therefore provide for a rate of operation of 50,000 gallons per acre per day.

Although the plans have not been worked out in detail, making it impracticable to finally pass upon them, it appears that the proposed sewage disposal works, if properly designed and constructed along the lines indicated by the plans and if the works are maintained with care and efficiency, should produce a high degree of purification of the sewage of the hospital. I am of the opinion, however, that the local conditions do not require such a high degree of purification of the sewage at this time and that sedimentation and sterilization would probably be all that would be necessary, provided the outlet pipe be extended to Crane's creek or possibly to the Mohawk river, since the Mohawk river, which at this point has a fairly high flow, is not used for water supply purposes below the proposed disposal works. In fact, the permits issued in connection with the approval of plans for sewerage for municipalities in the vicinity of Marcy have required only preliminary treatment of sewage with provisions for supplementary or more complete treatment whenever required in the future. If sedimentation and sterilization only are provided for at this time the plant should be so located as to permit of installing and operating by gravity flow supplementary or more complete treatment works such as sand filters or possibly sprinkling filters when necessary in the future, and the final plans submitted by the architect should include at least general plans for such more complete or supplementary treatment works.

In view of the above, I would recommend the approval of the present preliminary plans on condition that before the construction of the disposal plant is commenced detailed plans for sewage disposal for the proposed hospital shall be submitted for approval.

Respectfully submitted,

THEODORE HORTON,
Chief Engineer

ALBANY, N. Y., July 28, 1918

The plans were approved on July 28, 1918, on the condition that detailed plans for the various portions of the proposed works shall be submitted for approval before the construction of the plant is commenced.

WARWICK (Sterling Forest Hotel)

HERMANN M. BIGGS, M.D., State Commissioner of Health:

I beg to submit the following report on our examination of the revised plans for sewage disposal for the Sterling Forest Hotel at Sterling Forest in the town of Warwick, Orange County, submitted to this Department for approval on April 2, 1917.

The Sterling Forest Hotel is a summer hotel, located on the easterly side of Greenwood Lake adjacent to the boundary line between the States of New York and New Jersey. Although it is occupied largely in the summer, it is understood that there are a few people at the hotel during the winter as well. The water supply for the hotel and adjacent cottages is obtained from a dug well located some 180 feet northeast of the hotel.

Plans for the disposal of sewage for the hotel providing for a settling tank, dosing tank and cesspools with a few lines of subsurface tiling, were first submitted for approval on December 30, 1916. It was found from our

examination of these plans that they were not in satisfactory condition for approval and they were, therefore, returned to the Designing Engineer with recommendations that they be modified in certain respects. After some correspondence and a conference in this office with the Designing Engineer, the plans were revised and submitted for approval on April 24, 1917, as noted above.

Sewage disposal

The plans now submitted and under consideration show that it is proposed to care for the sewage in a sewage disposal plant consisting of a settling tank, dosing tank, chlorination plant. The effluent from the plant is to be discharged into Greenwood Lake at a point 150 feet from shore where the water has a depth of 10 feet.

Settling tank

The proposed settling tank is to be a covered concrete structure 16 feet long, 9 feet wide and 6 feet deep inside dimensions with a depth below the flow line of 5 feet. It will have a capacity of about 5,400 gallons and will, therefore, provide for a detention of the sewage of about 2 day assuming a per capita rate of sewage contribution of 100 gallons per day and a tributary population of 100. The tank is to be provided with three baffles, a submerged outlet and a covered 24-inch manhole. The top of the manhole is to be about 9 inches below the surface of the ground. It would be better to carry the manhole up level with the surface of the ground so that it may be readily located in case it is necessary to enter the tank for cleaning, inspection or repairs. It would be well also to omit the intermediate baffie and to place one of the baffles nearer the inlet of the tank, and the other ba e nearer the outlet than proposed.

Sludge disposal

The settling tank is to be provided with a 4-inch wrought iron sludge pipe which is to extend from a point near the bottom of one corner of the settling tank to the chlorination chamber where it terminates in a threaded section. According to a note on the plans it appears that it is proposed to connect a pump hose coupling to this pipe when the sludge is to be removed. No statement is made as to the proposed method of disposal of the sludge, however. The sludge should under no condition be discharged into Greenwood lake or into any stream tributary to the lake but should be buried or disposed of in trenches and covered over at a sufficient distance from the lake or dwelling to prevent pollution of the lake or the creation of insanitary conditions.

Dosing tank

From the settling tank the settled effluent is to be discharged through a submerged outlet into an adjacent dosing tank provided with a 4-inch automatic discharge siphon of the Miller type by means of which the effluent is to be discharged intermittently into the chlorination chamber. The dosing chamber is to be 5 feet wide, 8 feet long, 4% feet deep inside dimensions with a depth below the high water mark of 3 feet 2 inches. The siphon has a draft of only 17 inches so that if the dosing tank is constructed as planned the sewage in the tank will be drawn down only to within 14 feet of the bottom at each discharge of the siphon.

This would be an unsatisfactory arrangement inasmuch as the dosing tank would act as a sedimentation tank and sludge would in all probability accumulate in the bottom of the tank. Although provisions are made for removing this sludge by pumping as in the case of the settling tank it would be better to raise the floor of the tank to the low water level at elevation 622.78 as indicated by the plans and to simply have a small sump a few inches deep around the siphon.

Clorination plant

It is proposed to treat the effluent with liquid chlorine which is to be applied to the sewage by means of a chlorine apparatus of the Wallace & Tiernan Company type. The chlorine apparatus is to be actuated by a float in a float pipe in the chlorination tank. This tank will provide for a detention period of the treated effluent of about 4 hours.

According to the plans and report of the Designing Engineer, the settled sewage from the dosing tank will be discharged by means of a siphon into a 4-inch cast iron T which connects with a second cast iron T and a cross from which is to extend two S-inch cast iron pipes one of which is to be used as a mixing chamber where the chlorine is to be applied and the other as a float chamber for the operation of the control of the chlorinating apparatus. The outlet from the chlorination tank is to consist of a 1-inch lead siphon by means of which it is planned to intermittently draw down the treated effluent in the chlorinating tank and discharge it into the outlet pipe leading to the lake. A 1-inch drain hole is provided in the cross by means of which the liquid in the float and mixing chambers will be drawn down between each discharge of the siphon.

The proper application of the liquid chlorine to the sewage depends largely upon the proper operation of the 1-inch lead siphon and the drain hole. I am of the opinion that the 1-inch siphon and the 1-inch drain hole are too small to operate satisfactorily with sewage and would be liable to become clogged. It would be well, therefore, to increase both the drain hole and the siphon to say not less than 2 inches in diameter. If this should be too large a nipple or reducer could be placed on the drain hole and on the inlet or the outlet of the lead siphon so as to obtain an orifice of 1 inch in diameter if desired. This nipple or reducer could be readily removed for cleaning if necessary.

No statement has been submitted with the plans as to the amount of chlorine to be applied. Not less than 15 parts of chlorine per million of sewage treated should be used based upon a per capita rate of sewage contribution of 100 gallons per day. This would require about 14 lbs., of liquid chlorine per day for a tributary population of 100 persons.

Conclusions and recommendations

From our careful examination of plans, I am of the opinion that the proposed sewage disposal plant if modified as suggested above and if properly constructed and provided it is maintained with care and efficiency should produce an effluent that might be discharged into Greenwood Lake without objection at this time.

I would, therefore, recommend that the plans be approved and a permit be issued allowing the discharge of effluent from the proposed sewage disposal plant into Greenwood Lake on the following conditions:

1. That not less than 15 parts of chlorine per million parts of sewage treated be applied to the effluent from the settling tank.

2. That the drain hole of the float and mixing chambers and the lead outlet siphon be increased to not less than 2 inches in diameter except that reducing nipples may be provided if necessary.

3. That the manholes on the settling and dosing tanks be carried up level with the surface of the ground.

4. That the bottom of the dosing tank be raised not less than 1 foot, 6 inches.

ALBANY, N. Y., April 27, 1917

Respectfully submitted,

THEODORE HORTON,
Chief Engineer

PERMIT

Application having been duly made to the State Commissioner of Health, as provided by section 76 of chapter 49 of the Laws of 1909, the "Public Health Law," as amended by chapter 553 of the Laws of 1911, constituting chapter 45 of the Consolidated Laws, permission is hereby given to the proprietor of Sterling Forest Hotel to discharge effluent from the proposed sewage disposal plant to treat the sewage from the said hotel into the waters of Greenwood lake at the point of discharge shown by the plans within the town of Warwick in accordance with the plans accompanying the petition, under the following conditions:

1. That this permit shall be revocable at any time or subject to modification or change when in the judgment of the State Commissioner of Health such revocation, modification or change shall become necessary. 2. That the issuance of this permit shall not be deemed to affect in any way action by this Department on any future application that may be made for permission to discharge additional sewage or effluent into the waters of this State.

3. That both the sewers and the sewage disposal works shown by plans approved this day shall be fully constructed in complete conformity with such plans or approved amendments thereof.

4. That only sanitary or domestic sewage and no storm water or surface water from grounds, roofs or other areas shall be admitted to the proposed sewage disposal plant.

5. That no sewage sludge from any part of the disposal works shall be discharged into Greenwood lake or any other watercourse or body of water.

6. That not less than 15 parts of chlorine per million parts of sewage shall be properly applied at all times to the effluent from the settling tank.