FULTONVILLE Memorandum regarding inspection of condition of operation of the sewage disposal plant of the village of Fultonville, Montgomery county An inspection of this disposal plant was made on March 9, 1917, by Mr. M. F. Sanborn, assistant engineer, who was assisted by Mr. Edward Gilbert, president of the village, and Dr. O. Z. Bouton, health officer of the village. Location. The disposal plant is located about one-half mile east of the village on the south bank of the Mohawk river. Population.- Estimated at about 1,000 at the time of the inspection, about 60 per cent of these are served by the water supply and about 50 per cent by the public sewer system and disposal plant. Water supply.- Obtained from a driven well in the western part of the village near the Mohawk river. Estimated consumption 90,000 gallons per day. Sewer system. About 5 miles of sanitary sewers varying from 6 inches to 15 inches in diameter. Sewage flow.- Estimated at about 80,000 gallons per day. Effluent. Effluent from disposal plant is discharged into Mohawk river. Settling tanks.- The 2 settling tanks are 6 feet wide and 50 feet long and have an available depth of 5.7 feet. Each tank has a capacity of 12,825 gallons and a theoretical detention period of about 4 hours. Remarks. Only one of the two tanks has been used since the plant was constructed and the one in use was practically filled with sludge and scum. This tank has never been cleaned since it was placed in use in 1910 while the other tank which has never been used was free of any scum or sludge. The village president stated that he would have the tank which had been in use cut out of service and the other tank placed in service and that the cleaning of the tank containing the sludge would be left to the new board of trustees which would come into office in a very short time. Recommendations It is recommended that a letter be sent to the board of trustees calling attention to the neglected condition of the disposal plant and recommending that the plant be always maintained satisfactorily and that at no time should more than one-third of a tank be occupied with scum or sludge. The sludge removed from the tank should be buried or placed on a dump and under no circumstances should it be placed in the river or where it may be readily washed into any river or brook. A communication was addressed on April 3, 1917 to the board of trustees calling attention to the improper condition of the disposal plant and requesting that steps be taken to place it in proper operating condition. April 3, 1917 GOSHEN Memorandum regarding inspection of conditions of operation of sewage disposal plant for the village of Goshen, Orange county An inspection of this sewage disposal plant was made by Mr. M. F. Sanborn, assistant engineer, on October 5, 1916. Designing engineer.— Mr. Clyde Potts, consulting engineer of New York city. The plans were approved.— January 13, 1914. Date of construction.- Plant completed and placed in operation about October 5, 1915. Location of works.— About 11⁄2 miles west of the village of Goshen, on a tributary to the Wallkill river. Population. The population at the time of the inspection was estimated to be about 3,511 and the population as given in 1910 was 3,081. Water supply. The water supply is taken from a tributary of Wallkill river, the intake being about 11⁄2 miles south of the village and about 3 miles above the location of the disposal plant. Sewer system. About 10 miles of sanitary sewers varying from 8 to 18 inches in diameter. Sewage flow. Estimated at the time of the inspection to be about 216,000 gallons per day and it is probable that only about one-half of the village was being served by the sewer system and disposal plant at that time. Disposal plant.-3 settling tanks, dosing tank, 4 sand filters and a sludge bed. Effluent. The effluent from the disposal plant is discharged into a tributary of the Wallkill river. The watershed above the point of discharge of the effluent is three square miles. Settling tanks. There are 3 settling tanks, all of them are 85 feet long and have an average depth of about 8 feet. The tanks are all different widths, the small one being 10 feet, the next 12 feet and the largest one 14 feet. The capacities are about 51.000, 61,200 and 71,400 gallons respectively and each tank giving a theoretical detention period with the amount of sewage flowing as found during the inspection of about 5.7, 6.9 and 8 hours respecfively. At the time of the inspection the largest tank was in use. Dosing tank. This tank is 30 by 60 feet in plan and has an available depth of 2 feet and a capacity of about 31,000 gallons which is equivalent to a storage of about 31⁄2 hours. Automatic dosing arrangements are provided in the gate house located on one side of the tank and the contents of the dosing tank are alternately discharged on to each of the four sand filters. Sand filters. The sand filters are 100 by 210 feet in plan and contain about 3 feet of sand having an effective size of about .42 mm. and a uniformity coefficient of about 4.7. Each filter has an area of about 48 acre thus giving a total area of 1.92 acres. The sewage is distributed over each bed by means of a trough running through the center of each bed and having openings with gates in side every 34 feet to permit a portion of the sewage to pass out upon the beds at the various openings. The underdrainage consists of various lines of 4-inch agricultural tile 6 feet between centers and draining toward a central drain which leads to the brook. Sludge bed. The sludge drying bed is 40 by 80 feet in plan, and contains about 18 inches of sand and 6 inches of gravel which is placed around the underdrains. The underdrains consist of 3-inch agricultural tile placed 4 feet center to center, leading to a main drainage pipe which conveys the effluent to the brook. General remarks. The large settling tank was in use at the time of the inspection and contained about 10 inches of scum and a small amount of sludge. The middle size tank was not in use at the time of the inspection although it was full of sewage, there being about 6 inches of scum and a small amount of sludge. The smallest tank was empty and had apparently recently been cleaned since the sludge bed contained about 6 inches of fresh sludge. Only about one-half of the area of the sand filters are covered with an application of sewage from the dosing tank due in part to the slow rate of flow from the tank and in part to the large effective size and uniformity coefficient of the sand which permits the sewage draining upon it to pass readily through the beds. One discharge from the dosing tank is sufficient to flood a sand filter about 2 inches. The sand filters had all recently been harrowed and practically no scum was seen on the surface. The brook showed various fungus and algae growths due to the presence of the effluent and the stream looked much worse than it should with a good sand filter effluent discharging into it. Recommendations 1. That if possible the rate of flow from the dosing tank to sand filters be increased so that the entire quantity may be discharged in a much shorter time than at present. 2. That when it becomes necessary to place new sand on surface of filters, to replace sand lost by scraping, sand having an effective size of from 3 to 35 mm. and a uniformity coefficient of not more than 21⁄2 should be used. February 27, 1917 HUNTINGTON Memorandum regarding inspection of sewage disposal plant for sewer district in town of Huntington which includes the village of Huntington An inspection of this plant was made by Mr. M. F. Sanborn, assistant engineer on October 25, 1916. The inspector was assisted at the time of the inspection by Mr. E. S. Ireland, chairman of the sewer commission; Mr. C. M. Felt, secretary and treasurer of the commission, and Mr. H. Parson, resident engineer. Location.- Eastern part of Huntington and on Huntington Bay. Water supply.-12 wells 8 inches in diameter, about 60 feet deep, located in the eastern part of the village. Average daily consumption estimated at 400,000 gallons. Sewer system. 13 miles of sanitary sewers 8 to 15 inches in diameter. Flow. No flow since plant was not completed at time of inspection. The estimated amount of sewage which is expected will be from 100,000 gallons to 300,000 gallons per day. Disposal plant.-3 Imhoff tanks, 2 sludge drying beds, a sterilization plant and a tide storage chamber. Effluent.— Effluent will discharge into Huntington Bay and Long Island Sound. Imhoff Tank.-3 rectangular tanks 111⁄2 feet wide. 49% feet long and having an effective depth of 11 feet. Eeach tank has 2 settling compartments and sludge digesting chamber has 5 compartments, the bottom of each compartment being hopper shape to facilitate removal of sludge. The 3 tanks will give a theoretical detention period of 2.8 hours with a daily flow of 300.000 gallons. Sludge digesting compartments have an available capacity of 3,000 cubic feet. Sterilization.— An automatically controlled liquid chlorine apparatus furnished by Wallace & Tiernan is to be installed in the sterilization and valve chamber on the east side of the settling tanks. This chamber is about 12 by 18 feet in plan and the control of the storage tank is operated from this building. The permit required that not less than 5 parts per million of liquid chlorine be applied to the effluent from the settling tanks. Storage tanks.— This tank is of concrete 38 feet by 78 feet in plan and 41⁄2 feet deep and has a capacity of about 100,000 gallons. It is planned to discharge the sterilized effluent during the first 4 hours of ebb tide while the sewage flow during the rest of the day will be stored in this tank. Sludge beds. There are two sludge beds 20 feet by 30 feet in plan and each bed is filled with 12 inches of graded broken stone or gravel and covered with a thin layer of sand. Underdrains passing through the bottoms of these beds discharge effluent to storage tanks. Remarks.— At the time of the inspection it was stated by the engineer that liquid chlorine was to be applied to the raw sewage, whereas the permit provided that chlorine be applied to effluent of settling tanks. A letter was therefore, written on November 9, 1916 to the commissioners calling attention to this fact. April 16, 1917 KINGS PARK (State Hospital) HERMANN M. BIGGS, State Commissioner of Health: I beg to submit the following report on an investigation of the sewage disposal plant of the Kings Park State Hospital, Suffolk county, made on October 24, 1916. This investigation was made by Mr. M. F. Sanborn, assistant engineer, in connection with the general investigation now being carried on of sewage disposal plants in the state and especially as a result of a request from the hospital authorities as to the advisability of using the sewage sludge for agricultural purposes. Location and general description Location.— In the northern part of Long Island and of the town of Smithtown, Suffolk county, and about 40 miles east of New York city, on the Long Island railroad. Population. The population at the time of the inspection was estimated to be about 4,356 patients and 750 employees, a total of 5,106. Water supply.— Ten 8-inch driven wells about 490 feet deep, located in the rear of the old power station in the eastern part of the grounds. Sewer system.— About 4 miles of sanitary sewers 6 and 8 inches in diameter. Sewage disposal works. Two screen chambers, 2 Imhoff tanks, a dosing tank, a sprinkling filter, a final settling tank and a sludge bed. The Kings Park State Hospital is a hospital for the care of the insane and is under the supervision of the New York State Hospital Commission. At the time of the inspection there were about 4,356 patients and 750 employees, making a total of about 5,106. The number of inmates and employees varies somewhat, a year ago last February the population being about 5,267. The water supply of the hospital is obtained from 10 driven wells, 8 inches in diameter and about 490 feet deep. The water from these wells is pumped to a reservoir located on the hospital grounds and to the various buildings of the hospital. The daily consumption at the time of the inspection was estimated to be 700,000 gallons. The sewer system consists of 4 miles of sanitary sewers 6 and 8 inches in diameter and 4 miles of storm water drains. All of the sanitary sewage is conveyed to the sewage disposal plant which is located in the eastern part of the land within the hospital grounds. The average daily flow of sewage was estimated to be about 600,000 gallons per day which corresponds to a daily flow per capita of about 117 gallons. The sewage is a domestic sewage although there is an unusual amount of water used for laundry and washing purposes, and this use accounts somewhat for the fairly high per capita water consumption and the consequent weakness of the sewage. The sewer system and disposal plant were designed by Herring & Fuller, civil engineers of New York under commission from the State Architect and the plans were approved by this Department on December 29, 1908. Revised plans also designed by Herring & Fuller were approved by this Department on June 28, 1912 and the present plant was remodeled and placed in service in 1913. The effluent from the disposal plant is discharged into the Nissequogue river. This river is a tidal stream, having a rise and fall of about 6 feet and discharges into Smithtown Bay and Long Island Sound. It was estimated that the tidal flow amounts to about 1,000 cubic feet per second during the incoming and outgoing tides. A part of Smithtown Bay is used for growing of oysters. Description of sewage disposal works The sewage disposal works consist of two screen chambers, 2 Imhoff tanks, a dosing tank, a sprinkling filter, a final settling tank and a sludge bed. Site. The sewage disposal plant is located in the eastern portion of the property of the hospital and is adjacent to a branch of the Nissequogue river. There are no houses near the disposal plant, the nearest buildings being the cottages in the eastern group which are 1,200 feet from the plant. Screen chambers. There are two screen chambers, one being on the main sewer from the main portion of the hospital and the other being on the sewer line from the easterly group of houses. The main screen house is about 16 by 21 feet in plan and contains two sets of bar screens, each set having two screens of different size openings. The screens are all 3 feet 6 inches wide and are set at an angle of 30 degrees from the vertical, in the direction of flow of sewage. The screens consist of 14 by 2-inch bar spaced to give 11⁄2 inch openings between bars in the first screens and three-quarter-inch openings between bars in the second screens. The screens are cleaned twice a day by hand raking and the screenings are carried to the dump near the disposal plant. From the main screen house to near the disposal plant the sewer consists of two 8-inch inverted siphons and one siphon to each set of screens. This permits closing one set of screens and a siphon for cleaning or repairs. The screens on the line from the easterly group of buildings are located a short distance north of the disposal plant and are entirely under the ground surface. This screen chamber which is much smaller than the main screen chamber is similar in design and the screenings are also removed twice a day to the dump near the disposal plant. Settling tanks.- The two settling tanks are of the Imhoff type, 26 feet square and about 23 feet deep. These tanks are constructed of mass concrete with the exception of the partitions separating the settling and digestion compartment which are of re-enforced concrete. Each tank has a center and two side settling compartments, and one sludge digestion chamber with two gas vents. A sludge removal pipe extends to the bottom of each digestion chamber and permits the removal of the sludge to the sludge drying bed. The settling compartments of both tanks have a capacity of about 37.000 gallons which gives a theoretical detention period of about 1.3 hours with the amount of sewage flowing as found at the time of the inspection. The available capacity of both sludge digestion chambers is about 3,360 cubic feet or about two-thirds cubic feet per capita. The Imhoff tanks are placed side by side and the raw sewage enters each tank from troughs at the outer ends of the tanks. The effluent is discharged through a central trough located between the tanks. Scum boards are placed about one foot in front of the influent and effluent troughs to prevent a direct flow across the tank on the surface and to prevent scum from passing out with the effluent. |