Map Too Large For Filming — New York v. New Jersey
Supreme Court brief1921
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THE STATE OF NEW JERSEY ET AL. 4139
before discharge. Details of the aeration process will be given in a
i rulbably not be necessary
until the proposed drainage system has been developed to at least
one-half of its ultimate capacity. After that time it will be neces-
sary to employ the aeration proces= only during certain of the sum-
mer months, and at ultimate development such employment will
ably not exceed four months of the year. These facts have an
important bearing on the consideration of the ultimate cost of treat-
ment.
140 The discharge into Little Neck Bay is necessarily into shoal
water near the head of a land-locked bay in which practically
the only circulation is that due to tidal flow. It is therefore impos-
sible to make any accurate calculations of the dilution factor, but
purification will evidently be required. We recommend at the start
effective fine screening, a short period of sedimentation, and forced
veration, Our recommendation of the latter | a my is based upon
experimental work which we have conducted during the summer at
Brooklyn and at Boston. This work is not yet completed, but has
gone far enough to enable us to =tate that in situations similar to
the one under discussion an important reduction in the putresci-
bility of the sewage can be obtained in this manner and at reason-
able costs.
The three outlets along the shore front of the Rockaway Section
will each be carried about 1,000 feet off shore into water having a
mean depth of 15 feet. Experience elsewhere, notably at Asbury
Park and Ocean Grove, has indicated that with suitable provision
for the removal of the grosser suspended matter, such a method of
disposal may be used without any resulting nuisance. We recom-
mend dispoxal work at these points, consisting of screening and a
short period of detention in hydrolytic tanks, so designed as to clarify
the sewage and give a maximum of liquefying action with a mini-
mum of anaerobic putrefaction.
Very respectfully,
W. M. BLACK.
EARLE B. PHELPS.
(Here follows map marked page 141, Complainants’ Exhibit
No. 136.)
127— Ex. 136
4140 THE PEOPLE OF THE STATE OF NEW YORK Vs.
142 Special Report on the Richmond Drainage District.
Submitted to the Board of Estimate and Apportionment Mareh
9, 1911.
143 Cuter Exoineer’s Orrice,
Boarp or Estiwate axp APPORTION MENT,
City or New York, March 4, 1911.
Hon. William J. Gaynor, Mayor, Chairman of the Board of Estimate
and Apportionment:
Sin: Herewith is transmitted the report of Colonel William M.
Black, U.S. A., and Professor Earle B. Phelps, bearing date of Feb-
ruary 15, 1911. in the matter of the locations which might properly
be selected for the discharge of sewage from the entire Borough of
Richmond.
This report ha= heen prepared pursuant to the instructions given
by the Board in 1909, under which Colonel Black was requested to
advixe concerning the method which, in his judgment, might prop
erly be adopted in order to most advantageously use the harbor waters
for the removal of sewage. and has been prepared along the same lines
as were followed in investigating the Corona, Flushing, and Jamaica
districts of the Borough of Queens, in each of which sections it was
found neces-ary to outline a general plan for the drainage of the
entire area affected in order to establish the practicability of using
the points selected for outlet.
The report now submitted completes the investigation in so far as it
relates to the portions of the City for which no complete drainage
plan has vet heen prepared.
The investigation was also made to include a study of the circula-
tion of fresh and polluted water in the harbor, with a view of deter-
mining the amount of sewage which could properly be admitted in
various sections. together with the results of experimental work con-
cerning a new process of purification which it was believed might be
employed with advantage. The results of the latter investigation are
contained in another communication which will be made the subject
of a -eparate report, this completing the entire work originally con-
templated. ;
In this report it is pointed out that about 63 per cent. of the entire
area of the Borough of Richmond is located on the northwesterly side
of the backbone of the island and drains naturally into the Arthur
Kill and the Kill von Kull, and that of the 36 miles of cuast line
about one-half borders upon the kills, neither of which can be con-
sidered as available for the discharge of crude sewage. It is also
pointed out that the five miles of coa-t line bordering the upper bay
are similarly unavailable for such use owing to the pollution to which
they are already subjected, and that of the remaining thirteen miles
having frontage upon the lower bay a considerable portion is un-
available for the discharge of sewage owing in part to the shallow
128—Ex. 136
THE STATE OF NEW JERSEY ET AL. 4141
depth, and in part to the tidal circulation which would result in the
return of discharged sewage to the bathing beaches. These conditions
leave only the upper ion of the lower bay in the vicinity of the
Narrows and the -outherly portion of the island as the only sections
along the coast line suited for the use under consideration unless
purification is resorted to. The plan which has been outlined is in-
tended to meet these conditions in so far as practicable and provides
for the collection and discharge of sewage at -even vints.
144 Two of these points are located in the vicinity of Fort Wads-
worth. here outletting inte the deep waters of the Narrows.
At these two points there will be concentrated more than one-half
of the total sanitary flow for the Borough, this being accomplished
by bringing a portion of the sewage from the westerly water--hed
southwardly through the gap at Richmond, thence returning along
the easterly slope of the island.
The five remaining points are located respectively at Great Kills,
Seguine’s Point and Red Bank on the southerly side of the i-land,
and at Lake's Island and Bloomfield on the Arthur Kill. At the last
two mentioned point- purification by sedimentation and forced aera-
tion will be required.
It has been assumed that the i-land will have a pr ulation repre-
senting a density of about 25 persons per acre an that the dry
weather flow will he equivalent to a water consumption of 125 gallons
per capita per day, of which one-half would be discharged into the
sewers in eight hours. In determining the «ize of sewers for the sani-
tary flow an allowance ha- been made for a seepage of ground water
at a uniform rate of 0.003 cubic feet per second per acre. Tt has been
assumed that the flow in the sewers will have a velocity of three feet
second. and that a minimum of six feet of cover will be provided.
In the studies no provision has been made for the removal of the
orm flow, it being understood that this study was in no way con-
nected with the investigation de-ired by the Board.
Owing to the low elevation of many of the areas affected it has been
deemed necessary to make provision for eleven pumping stations at
which the sewage would be elevated through heights varving from 6
feet upwards to 42 feet, requiring an aggregate of 525 horse-power.
Provision is also made for six force mains having an aggregate length
of about 18,900 feet.
The report includes table- giving the essential elements of the sv=
tem as planned. which is also shown upon a general map which ac-
companies the report.
It is understood that owing in part to the absence of data on which
a complete plan could be prepared, and in part to the fact that this
investigation was intended to he limited simply to such work as was
involved in establishing the practicability of carrying the drainage to
the points selected for outlet that the plan is not offered as of other
than of a suggestive character and that a more or less radical revision
may be necessary in many particulars.
1 would recommend that a copy of this report and of the accom-
panying map be transmitted to the President of the Borough of
1290—Ex. 136
— ope
4142 THE PROFLE OF THE STATE OF NEW YORK V5.
Richmond with the suggestion that he be asked to give them careful
consideration in the preparation of the drainage plans for this dis
trict
Re«pec.fully,
NELSON P. LEWIS,
Chief Engineer.
145 February 15, 1911.
Mr. Nelson P. Lewis, Chief Engineer, Board of Extimate and Appor-
tionment, New York City, New York:
“ia In connection with our general <tudies of the <ewerage prob
lem of certain portions of Greater New York, we submit herewith «
report upen that portion of our work which deals with the Borough
of Richmend, which, in accordance with our previous practice,
we will term “The Richmond Drainage District.”
Physical Features.
Physically. the Berough of Richmond, or Staten Island, is not well
suited for an economic: | dexgn of a comprehen-ive drainage <\<tem.
Although presenting bold <lope- and faverable grado. in many cases,
in others, flat. mar<hy tracts render the collection of sewage bv grav-
ity extremely difficult. Again, the ridges and hille which produce
the favorable <lones in some place. offer a most effective harrier to the
outlet of the wage when once collected, except bv long detour- and
—— = lox of elevation, or by still more expensive processes of
<.
The island drains naturally in two directions; to the east, a
towards the Lower Bay, where tidal circulation i+ excellent, the water
is constantly renewed by influx from the unpolluted «apply of the
Atlantic Ocean, and the capacity for sewage reduction is almost up-
limited - and to the west, or towards the Arthur Kill, where tidal cir
culation is poor, the water merely rising and falling without greatly
changing on each tide. and where it is reported that in parts pollution
from the various New Jersey rivers ha» already passed the stage of a
nuisance.
The divide between Ghese tu watersheds consists of « pouncunest
ridge. running the entire length of and forming the | the
of
island At the north end this ridge rises al ruptly to a height of
20
feet and over, continuing south with steep on either «ide. and
increasing gradually in elevatven to ever feet at a distance of
about four miles from the Sue ailte Gather cout Oe
drops suddenly to the point of it+ entire length,
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He a available for discharge. a the water is shoal and prevents
gen tidal circulation in a number of places, At the Narrows, Av
charge i« <afe if carried ont to dees «ater in the channel ; below this,
cnthern extremity of the island. ix chown by the United State- Const
Survev charts to have a channel parallel to the shore. inte which
sewage may be discharged with a reasonable certainty of its hema
carried away by the tidal currents.
Division Inte Dramage Areas.*
The island ix divided into nine main divisions, lettered Ate L
inclusive, ax explained in the <weceeding paragraphs, and each di-
vision is further divided inte <everal drainage areas. numbered 1 to
85. inclasive, for the entire island The locations of these area are
as follows:
This compriae the aren lying on the western slope of the ridge and
tributary to the Kill ven Kull. extending westward to the low land
ing upon the Arthur Kill.
Area 1 comprises Districts 17 (+). 18 (a), and 19 () of the Sewer
Area 4 is a large tract lying upon the slope of the ridge, and ex-
Bee map of Richmond Drainage District following p. 182.
131—Ex. 136
4144 THE PROPLE OF THE STATE OF NEW YORK V5.
Areas 5 and 6 occupy the head of the valley of Clove Brook, ex
tending to the crest of the ndge.
Area 7 occupies the remaining ion of the valley around Rich-
mond Lake and lying above the ‘oot contour
Area & lies between Area 3 on the north and Area 6 on the south.
Area 9 lies at the junction of the line of the ridge with the «hore.
Division B, Areas 10-17.
This comprices the area lying on the eastern slope of the ridge,
alewe the Narrow:, and tributary te the Upper Bay
147 Areas 10, 11 and 12. occupy the extreme northeast corner
of the island, 11 and 12 comprising Districts 1 (¢) and I
(D), respectively, of the Sewer Department.
Areas 13, 14 and 15 occupy the valley extending from Tomp
kinsville inland to the Fingerboard road.
Area 16 borders upon the Upper Bay. just above the Narrows.
Area 17 comprise« the western shore of the Narrows, and includes
the military reservation of Fort Wadeworth, which may at some
future date connect with the sewerage «vsterm of the borough.
Division C, Areas 18-33.
This comprises the area lying on the western slope of the ridge.
above the 50-foot contour, between Willow Brook on the north and
Huguenct avenue on the south.
Areas 18. 19, 20 and 21 lie upen the weetern «lope of the ridge,
above the Gap, and in the order named from Willow Brook to Rieb-
mond Creek.
Areas 22 and 23 occupy the valley just weet of the ridge and
extending north from the Gap.
Areas 24 to 33 lie im an irregular semi~ircle between the sum-
mit of the ri and the low land bordering upon the Fresh Kills
A lies at the western extremity of this semi-circle, near the
Arthur Kill, and Area 33 at the eastern end, just south of the Gap.
Division D, Areas 34-46.
This comprises that area |ving on the eastern slopes of the ridge,
above the 40-foot contour, between the Narrows on the north and
Great Kills the south. including the low land back of South
on
reas 34 and 35 occupy the eastern slope of the ridge, adjacent
eS an Se We Oe cee ae Ce he Ee ee
Area 36 ies the valley east of the ridge and north of the Gap.
Area 37 includes the village of New Dorp, lying at the mouth
of the valley comprising Area 36.
Areas 38 and 39 lie upon the eastern slope of the ridge, back of
THE STATE OF NEW JERSEY ET AL. 4145
Areas 40, 41 and 42 comprise the low land bordering upon the
Lower Hay and extending from South Beach om the north to Fim
46 lie, in the order named, upen the southern
dope of the spur ridge extending from the main ridge to the Nar-
rows,
i
5
Re
:
Division E, Areas 47-51.
Areas 47 and 48 occupy the low land composing the western shore
of Great Kills Bay.
Area 49 ’ the low ground extending from the head of
Great Kills Bay to the 50-foot contour.
Ares 50 includes the low land north of Great Kills Bay and
ing upon the Lower Ray
Area 51 constitates the «mall peninsula which forms the eastern
shore of Great Kills Bay.
148 Division F, Areas 52-58.
Areas 52. 5%, 54 and 55 extend, in the order named, along the
shore of the Lower Ray, from Great Kills on the north ty Seguine’s
Point on the south.
Areas 56 and 57 occupy the head, and Area 58 the mouth, of
the valley of Lemon Creek, which extends inland from the head
of Princes Bay.
Division G, Areas 59-68.
This comprises the entire southern end of the island.
Areas 19. 60. 61. and 62 lie upon the shore of Arthur Kill, ex-
tending south from Smoking Point to Mill Creek.
Area 63 lies between the areas bordering upon Arthur Kill, and
the surnmit of the ridge. north of Mill Creek.
Area 64 occupies the low land bordering upon the Arthur Kill,
south of Mill Creek.
Area 65 lies south of Mill Creek, between the summit of the ridge
and Area 64.
Division Fi, Areas 69-79.
This the low area tributary to the Fresh Kill« and
Arthur Kill.
Area 69 lies upon either side of Richmond Creek, just west of the
Areas 70. 71 and 73 occupy the south bank of Richmend Creek,
extending, in the order named, from Area 69 towards the Arthur
1%3—Ex. 1%
4146 THE PEOPLE OF THE STATE OF NEW YORK YS.
7 and Area 72 lies between Area 71 and the summit of the
ridge.
wa 74 lies upon the shore of the Arthur Kill, south of Fresh
ills.
Areas 75, 76 and 77 occupy the low ground east of Fresh Kills
Creek, lying below the 50-foot contour, extending, in the order
named, from the head of the creek to the fork of Fresh Kills.
Area 78 lies on the coast of Arthur Kill, north of Fresh Kills,
Area 79 comprises Lakes Island, at the mouth of Fresh Kills.
Division I, Areas 80-85.
Areas 80 and 81 occupy the coast of Arthur Kill, opposite the
mouth of the Rahway River, New Jersey, and Pralls Island, respect-
ively.
Areas 82 and 83 occupy the valley of Old Place Creek.
Area 84 occupies the extreme northwestern corner of the island,
at the opening of the Arthur Kill into Newark Bay.
Area 85 lies upon the shore of Arthur Kill, between the mouth of
Old Place Creek on the north, and Pralls Island on the south.
The acreage and estimated future populations of these 85 drainage
areas are tabulated below. The total area of the district is seen to
be 36,623 acres and the total estimated future population 915,575.
149 Assumed future
‘* Equivalent population.’’
Area. Acres. gintcintiniotaes
Per acre. Total.
Ds bd ened a be eeeae eee tare ere eEs 3236 on 8.400
Dl vwecuee cwdtnn deed sere ss renee ee 1,085 2 27.125
| POPP Terrrer TPeiiii iia a PS Se 2h 8.475
Bo ciwirawer end ewer eiehe Vetter eras eres 1,235.9 2h BORTA
D vevanes +a swede vad dearest es wae eaten ¥ Basa) 2h 123.875
Glevessatvenve (ter eer da eterna ee dawe 311 25 V.775
SLs ae ioe dseeeeniekeenebaeane 474 2h 11,850
ic cud y ewG eee daveun i vas chatedereatee 603, 2h 15.075
Riavvcvecvevvewrevensdbeseubeserieres 411 2h 10,275
Ode cudeveare betwee iter eee nes 6208 277 25 6.925
|) i ee rrr mr rrr. Fer rrr rt ty 108 yz) 2700
OPT rrr rr rrr e Serr te ig % 2h 2375
TR ccccacdvescoervereeererensussear ees 298 2h T4500
OS oc dacceertewwen Cn TROP ER EEE ERT OOH OR 430 2h 1.750
Boo cao d cows PROP SD ONE EE RE RSET ORO WS 592 y-4) 14.800
cc tewecd sadder cour eeeeee OTe eRe teenee 453 25 11.325
OD nv svdavtcovetsenetersveeserens siete 411 2 10.275
| ere rrr rrr TT rt tt ee 736 25 18.400
es in covade cS Ped NO wee ORE TEE eCINEES OF 25 16.100
OD: ecoeesawrvth eee rrdernsreweseeerae 215 2h 53TH
CE: cvendeseraeederesdieteeresd seen ye 408 2h 10.200
i pedeedavdr 600 kun ew eee ene eI seer ee 615 25 V8Th
on we dh pewee eee SRN SY cee SE ee ERE ee AS 2h 11.450
OD. ccvcverckd exovershasudts taneew snes 261 25 6.725
ere re rr rer yr rrr re 265 25 6.625
Fc ccccenr tes 404008 068066060 900800 06" 157 25 3.925
— Pre errr mre er ts 365 25 9,125
| RR ey rrr rrr rr re rer) fae T 711 25 17.775
Oe cee onrpeeevsdedeeer vas resee warns 312 25 7,800
Doiscrsvnes awe wnr Peer rrr rere re rer. 341 25 8.525
THE STATE OF NEW JERSEY ET AL. 4147
Assumed future
‘‘ Equivalent population. ’’
Acres. a —
Per acre. Total.
soba see ddr ses eeeee Suds RReee Er reas 405 25 10,125
Sted aM ane covieeearsakesnaetae ted 107 2 2675
Pr rr ty Ti te al eo 180 2 4.5000
5 eee iservadeveKeeprenrsere +s 250 25 1,250
eet Tt eee te eT riarvseerees 294 25 7350
eatweeeuer edt eereks erred? nee 482 25 12.050
edt edstekwtteukeeweia eer erseere ene 307 25 T.OT75
Led aaa weds aeEwE Se OETA EEE 98 25 2450
Lovswseervyree? Gwenn woewonee ae Dee? 71 25 1.775
Se usenes dae oe Weds Wawro seveeuvece (A2 25 16,050
ert enwereeee Peevaeerree Carers eeenee 499 25 12.475
pearvededecsr eset enetewde= 681 25 17,025
De cb eO Sees OETA AON TE TO HRE COT EDHE VCS 398 2 9.950
i sapere rane ree [evareusnerennaee 301 25 7.525
DU debe wees edd eerste neteeeeveus ex 238 25 5.950
iiveisaetwe any weds waee ierweeeenes 133 25 3.325
Te sek d dace sau cas oun uewtias eye ree 278 2% 6.975
Leeeer weaves anreee Pree rte TT ee 302 25 T5550
DS so yeeew ieee eer UES NnNeee Veer EHS 511 - 25 12,775
Lwovaeteusue® pigevegréaenedereds hvO 739 25 18.475
RES RAIORE RRS Pen Tye 161 25 4,025
De. cbiidagenecnnivdteenedeasetoene 440 2h 11,000
Dae ee ev auwaneaegenniee <aveees 342 25 8.550
SENS SAE ST abe or pr Pa 498 25 12.450
WeeTPTTLTe Ete ie TTTT rrr te 695 25 V7.375
SR ere Pee, TT id ed era 5A5 25 13.625
eateaebeTeeataeRrsaee tas aee 265 25 6625
re enre en cnwr reser ew senw eee w ares +e HZ 2h 13,800
Le secwtrreetnededeonren eure eieriewes 7138 25 17,825
si880s (ee earedee et dedemeawe 471 25 11.775
rrewweweurntes jvicvenvededas 198 25 4.950
Bh ses oh a ing Ora ee He 322 25 8,050
SE eT ee rT ree tre te eee i 436 25 10,900
Bn a old rhe eee eda tee eeeee 291 25 T.275
| ee a err Et rt Te et LKnenn 198 25 4.825
Ue adov aera ee ree Mer Kre ser ckree ee 388 25 9,700
er ee eT rE rr re eT. Lr, a 339 25 SATS
deh uaa h one at cere aertys one 470 25 11.750
eiubbwndae ak ev ad Ce NeT SEWERS T TEEN F02 340 25 8.500
eer Severe wwaawevereennes 318 25 T000
Le Jala io wee ane Mil ae wee ae 87 D 2.175
sd wines aura ee coussivevekwivevartede 324 25 8,100
yatqavouss OE enn Tre tt trie st 186 2 4.650
et euvenwnwenes ove wewews pov eweuneose THD 25 18.875
odtesperentard i920 0ee eee susdedeoees 654 25 16,350
Neila GOs au ee EE ww ORR TIES AS 695 25 17.375
(rset eaeneree rT el a ee 568 25 14,200
,Ksenns PE ee aL hee 915 25 22.875
wrrTrrr Tit iadesenr ee wne ens 120 25 8.000
Sekhar betee she ecedy) 2xeeeRe Tes ee 408 25 10,200
: pene ves seeeweness pvanenteeeeweg 630 25 16,75
shee ON Re eN en ewe Saw eres were 817 25 20,425
is seve oe 606 25 15,150
Ri etvbsdokatonrveur erie eee Rees eer aer® 845 25 21,125
(sew dewy 618 25 15,450
36,623 os 915,575
eee eee CARON SCTE ee eRe Se
135—Ex. 136
a
ShIb § THE PEOPLE OF THE STATE OF NEW YORK VS.
General Scheme of Sewerage for the District.
The proposed design takes advantage of the most favorable physical
features, and attempts to reduce to a minimum the cost of overcom-
ing the difficulties,
Items which add greatly to the expense of a sewer system are:
pumping, purification, detours involving great length of line. and
tunneling. In order to concentrate at points allowing safe discharge,
a certain amount of pumping is necessary, but this item has been
kept as low as possible consistent with the avoidance of out falls
where purification would be required, and no lifts are here con-
templated on the main lines, except where 4 foreemain outfall must
be installed, so that, generally, the amounts lifted. as well as the
lifts themselves, are small, and may be served by automatic pump-
ing stations.
Where pumping to a point of safe discharge would cost in excess of
the cost of partial purification, smail works are contemplated to
purify to such extent as will render discharge into the Arthur
151 Kill unobjectionable. Only such degree of treatment is re
quired as will produce an effluent of sufficient stability to
delay putrefaction until the larger reservoir of the Lower Bay is
reached.
At the main points of discharge, at the Narrows and in the Lower
Bay, no purification is considered necessary.
Some long detours will have to be made, to secure favorable vrades
and to avoid the necessity of tunneling, which expedient will not be
necessary in this design. The detours which are required to secure
an outlet at the Gap will be less expensive than a tunnel through
the ridge at any other point, as the distance between low ground on
either side is considerable except at the Gap.
Divisions A and B, Areas 1-17.
The proposed design is as follows:
The area west of the ridge and tributary to the Kill von Kull,
back to the low land bordering upon the Arthur Kill, is drained by
a gravity interceptor, No. 1, along the north shore, the lower
ground being served by a low-level system, whose flow is lifted by
pumping to the level of Interceptor I. This interceptor encircles
the northern point of the island, and serves also that area east of the
ridge and above the Narrows which is tributary to the Upper Bay.
The Outfall is just avove Quarantine, at the foot of Pennsylvania
avenue. The area tributary to this system is 8,013 acres, and the
estimated maximum discharge at the outfall is $1.95 second-feet.
Divisions C and D, Areas 18-46,
The area lying on the western slope of the ridge, above the fifty-
foot contour, and extending from about Willow Brook on the north
to Huguenot avenue on the south, is served by two gravity inter-
136—Ex, 136
Fi gg tt
THE STATE OF NEW JERSEY ET AL. 4149
ceptors, Nos. II and III, which unite at the Gap. Interceptor II
cerves the area north of the junction, and Interceptor ITT that to the
south. After the junction, the interceptor, now known as No. IV,
crosses the ridge at the Gap and serves that portion of the eastern
slope between Great Kills and the Narrows which lies above about
the forty-foot contour. The low-lying area back of and including
South Beach is also served by this system, the flow being lifted
through a force-main to Interceptor IV, in order to prevent the foul-
ing of the beaches which would result were the outfall placed in
this vicinity. The final discharge is located just below the Nar-
rows, in deep water off shore.
The area tributary to this system is 10,574 acres, and the esti-
mated maximum flow at the outfall is 108.18 second-feet.
Division E, Areas 47-51.
The low-lying area in the vicinity of Great Kills Bay is con-
centrated by gravity at a point near the head of the Bay, and pumped
out to sea.
The tributary area is 1,992 acres, and the discharge 20.39 second-
feet.
Division F, Areas 52-58.
The area on the eastern slopes of the ridge, lying between Great
Kills on the north and Princes Bay on the south, most of which has
a good elevation, is drained by Interceptor V to a concentration
point at Seguine’s Point, near the head of Princes Bay, and pumped
Seaward.
, The tributary area is 3,337 acres, and the discharge 34.14 second-
eet.
152 Division G, Areas 59-68.
’
The area on the western slopes of the ridge, lying between Smok-
ing Point on the north and the southern extremity of the island,
is concentrated by Interceptor VI, with one relay lift for that por-
tion north of Kreischerville, at a pumping station on Mill Creek,
whence it is pumped through a force-main to a continuation of the
gravity interceptor at the summit of the ridge. From this point
the discharge is by gravity into the deep water off shore.
The area tributary to the gravity system of this division is 2,624
acres, and the maximum discharge is 26.84 second-feet.
The low level portion of this Division consists of the area lying
on the eastern slope of the ridge, between Princes Bay and the
southern end of the island, whose flow ix collected by gravity at Red
Bank, and lifted to the gravity outfall, by pumping.
The area tributary to this low level system is 1,197 acres, and the
discharge is 12.25 second-feet.
The total area of Division G is 3,821 acres, and the discharge is
39.09 second-feet.
137—Ex, 136
4150 THE PEOPLE OF THE STATE OF NEW YORK Vs.
Division H, Areas 69-79.
The low, marshy area adjacent to the Fresh Kills, and tributary
to the Arthur Kill, is served by two interceptors, Nos. VII and VIII,
draining, with one relay lift in each, the areas south and north,
respectively, of Fresh Kills and Richmond Creek. Both interceptors
concentrate at the same point on Lakes Island, at the mouth of
Fresh Kills, where the sewage will be purified sufficiently to permit
its discharge into Arthur Kill without nuisance.
, The tributary area is 4,962 acres, the discharge 50.75 second-
eet.
Division I, Areas 80-85.
The flow from the low area occupying the northwestern corner
of the island, and tributary to the Arthur Kill, will be concentrated
by a gravity interceptor, No. IX, at a point on the shore of the
Arthur Kill, north of Pralls Isiand, where it will be partially puri-
fied and finally discharged into Arthur Kill.
The tributary area is 3,924 acres, and the discharge 40.13 second-
feet.
Trunk sewers are designated in general by the number of the area
served. Their locations are as given in the following summary a
study of which will be facilitated by reference to the accompanving
map. The division lines between areas are indicated by heavy
dotted lines, the sewers in solid red liner. Other devices used are
sufficiently explained in the legend. Contours are at 20-foot in-
tervals.
Division A.
1. From 1,000 feet west of South avenue, east along Shore road
(Richmond terrace), to junction with Trunk 2 ai Lafayette avenue.
2. From near Richmond t:irnpike, north, nearly parallel to Port
Richmond road and Richmond avenue, to junction with Trunk 1
at Shore road (Richmond terrace).
1-2. Along Shore road (Richmond terrace), from Lafayette ave-
nue to Columbia Street Puii.ping Station.
153 3. From Bard avenue, west along Richmond terrace to
Columbia Street Pumping Station.
1-2-3. Columbia Street Force-main. From Columbia Street
Pumping Station, at Richmond terrace, south along Columbia street
to Interceptor I. at Post avenue.
4. From near Ocean Terrace road, at summit of the ridge, west
down valley of stream to about 50-foot contour; thence along latter
to junction with Columbia Street Force-Main at Columbia street
and Post avenue.
5. From near summit of ridge, north along valley of stream to
junction with Trunk 6 at Schenian Pond.
5-6. From Junction of Trunks 5 and 6, north along valley of
Clove Brook to Richmond Lake.
138—Ex. 136
ear tmy poe ~ gre ora 2 ee ae
THE STATE OF NEW JERSEY ET AL. 4151
7. No trunk has been designed for Area 7, the flow from which
will be considered as entering Trunk 5-6 at Richmond Lake.
5.6-7. From Richmond Lake, north along valley of Clove Brook
to Interceptor 1 at Post avenue and Columbia street.
§ From near summit of ridge, northwest along valley of stream,
to Castleton avenue, along Castleton avenue, Rement avenue to In-
terceptor I at Henderson avenue.
9. From summit of ridge, north along Lafayette avenue to In-
terceptor J. at Richmond terrace.
Division B.
10. From near summit of ridge, north along Richmond turn-
pike and Jersey street to Interceptor I. at Richmond terrace.
11. No trunk has been designed for Area 11, as this area is al-
ready sewered, and its trunk will be intercepted at Church street
and Richmond terrace.
12. No trunk has been designed for Area 12, as this area ia al-
ready sewered, and its trunk will be intercepted at Arietta street and
Central avenue.
13. From junction of Fingerboard and Richmond roads, north
along valley of stream to De Kalb avenue.
14. No trunk has been designed for Area 14, the flow from which
will be considered as entering Trunk 13 at De Kalb avenue.
13-14. From De Kalb avenue, north along Danube avenue,
Simonson place and Targee street to Laurel avenue.
15. No trunk has been designed for Area 15, the flow from which
will be considered as entering Trunk 13-14 at Targee street and
Laurel avenue.
13-14-15. From Targee street, along Laurel avenue, Gordon,
Broad and Canal streets to Interceptor I. at Riker street.
16. From Grasmere Lake, north and east to Interceptor I. on
Willow avenue.
17. From high ground back of Fort Wadsworth, east and north
along Fingerboard road and New York avenue to junction with
Interceptor I. at Pennsylvania avenue.
Division C.
18. From about 300-foot contour, on Manor road, west down val-
ley of Willow Brook to near Willow Brook road; thence southwest
to Interceptor II. at Rockland avenue, on 50-foot contour.
154 19. From about 220-foot contour, at Manor road, west
down valley of Springville Creek to junction with Trunk 18
at 50-foot contour.
20. From about 140-foot contour, near Forest Hill avenue, west
and south to Interceptor Il, south of Richmond Hill road.
21. From about 130-foot contour, near crest of small ridge, south
along valley of stream to Interceptor IT.
22. From 300-foot contour, near Egbert avenue, south down
valley of Richmond Creek to 100-foot contour on Saw Mill road,
139—Ex. 136
4152 THE PEOPLE OF THE STATE OF NEW YORK VS.
23. No trunk has been designed for Area 23, the flow from which
will be considered as entering Trunk 22 at the 100-foot contour on
Saw Mill road.
22-23. From 100-foot contour, on Saw Mill road, south along
valley of Richmond Creek, to Interceptor I]. at Richmond.
24. From about 100-foot contour, near Huguenot avenue, north
and east to junction with Trunk 25 at 50-foot contour, north of
Washington avenue.
25. From 120-feot contour, along Washington avenue and valley
of small stream to Interceptor IIT. at 50-foot contour.
26. From near Fresh Kills road, south along Greenridge avenue
to Interceptor IIT.
27. From about 140-foot contour, near Huguenot avenue, eat
and north along valley of small stream to junction with Trunk
27-28 at Washington avenue.
28. No trunk has been designed for Area 28, the flow which will
be considered as entering Trunk 27 at Washington avenue.
27-28. From junction of Trunks 27 and 25, east anid north to
Interceptor ITT.
29. From 80-foot contour, Woods of Arden, northeast, parallel
to railroad to Wilson avenue; thence west along valley of =tream to
junction with Trunk 30 at about 50-foot contour.
30. From 60-foot contour, at Gifford’s, south to Trunk 29.
29-30, From junction of Trunks 29 and 30, along valley of «mall
stream to Interceptor ITT.
31. From 60-foot contour, north of Gifford’s lane, west to Inter-
ceptor IIT.
32. From 80-foot contour, north along valley of small stream to
Interceptor III.
33. From near summit of ridge, south of Gap, to Interceptor TV,
at Gap.
Division D.
34. From Great Kills north, parallel to railroad, to junction with
Trunk 35 at Clark avenue.
35. From 80-foot contour, east on Clark avenue to Trunk 34.
34-35. From junction of Trunks 34 and 35, north, parallel to
railroad, to Interceptor TV. at Amboy road.
36. From 340-foot contour, on Todt Hill road, south alone val-
ley of creek to junction with Trunk 37 at Sixth street and Elm
avenue, New Dorp.
155 37. From 140-foot contour, near New Dorp Beacon, enst
and south down valley of stream, along Grand avenue, Rich-
mond road, Amboy road, Ocean avenue and Sixth street to Trunk
36 at Elm avenue.
36-37. From junction of Trunks 36 and 37 at Elm avenue, along
rolongation of Elm avenue to Interceptor TV. on prolongation of
Kent street.
38. From Central avenue, along Richmond road and Barton ave-
nue to Interceptor IV. at 30-foot contour.
140—Ex. 136
pn or
THE STATE OF NEW JERSEY ET AL. 4153
39. From Jackson avenue, north along Richmond road, and east
along Liberty avenue to Interceptor 1V. at 30-foot contour.
40. From about 20-foot contour, near New Dorp lane, north and
east to junction with Trunk 41 at New Creek.
41. From near railroad, Dongan Hills, east to Trunk 40.
40-41. From junction of Trunks 40 and 41, north to Sea View
avenue Pumping Station.
42. From South Beach, south, parallel to shore, to Sea View Ave-
nue Pumping Station.
40-41-42. Sea View Avenue Force-Main. From Sea View Avenue
Pumping Station west along Sea View avenue to Interceptor IV. at
30-foot contour.
43. From 300-foot contour, near Ocean Terrace road, at surmmit
of ridge, east down valley of stream to Interceptor IV. at 30-foot
contour.
44. From 100-foot contour, near Grasmere, south along valley of
stream and Parkinson avenue to Interceptor TV.
45. From 100-foot contour, on Fingerboard road, east and south
along Fingerboard road and Sand Lane road to Interceptor IV.
46. From about 100-foot contour, south along Sea avenue to In-
terceptor 1V. at Old Town avenue.
Division E.
47. From 60-foot contour, on Nelson avenue, southeast along Nel-
son avenue, nearly to shore of Great Kills Bay; thence following
shore to junction with Trunk 48.
48. From 604o0ot contour, along valley of small stream to Trunk
47, near shore of Great Kills Bay.
47-48. From junction of Trunks 47 and 48, northeast to junction
with Trunk 49 at Mill Pond, near head of Great Kills Bay.
49. From 40-foot contour, near railroad at Courthouse, east and
south along stream to Trunk 47-48 at Mill Pond.
47-4849. From junction of Trunk 4748 with Trunk 49, at Mill
Pond, east to Great Kills Pumping Station.
50. South along shore from Elm Tree Beacon to Great Kills
Pumping Station.
aa. North along Great Kills Peninsula to Great Kills Pumping
tion.
47-51. Outfall Section. From Creat Kills Pumping Station,
southeast to water 12 feet deep, 5,000 feet off shore.
Division F.
f2. From 60-foot contour, opposite mouth of Great Kills Bay,
south to shore, following shore southwest to junction with Trunk 53
at Barclay avenue.
156 53. From 60-foot contour, near Amboy road, south along
small stream, parallel to Barclay avenue to junction with
Trunk 52.
54. From 80-foot contour, near railroad, following valley of small
141 —Ex. 136 «
“ «
4144 THE PEOPLE OF THE STATE OF NEW YORK VS.
stream south to junction with Interceptor V. at Latourette’s Pond,
near shore.
55. From 100-foot contour, south along valley of stream, to june
tion with Interceptor V. at Wolfs Pond, near shore.
56. From 120-foot contour, near Wood Row, west and south to
junction with Trunk 57, at Maguire avenue, near fork of Lemon
57. From 100-foot contour, west and south to junction with Trunk
56, at Maguire avenue. near fork of Lemon b
56-57. From junction of Trunks 56 and 57, south and east along
valley of Lemon Creek, to a point near) y opposite Findlay avenue.
58. No trunk has been designed for \rea 58, the flow from which
will be considered as entering Trunk 56-57 at a point opposite Find-
lay avenue.
56-57-58. From bend in Lemon Creek, opposite Findlay avenue,
along valley of Lemon Creek, to Seguine’s Point Pumping Station.
Division G.
59. From Roseville. west and south along shore of Arthur Kill to
Kreischerville Relay Pumping Station, at junction with Trunk 60,
at mouth of stream opposite Boynton Beach, New Jersey.
60. From 100-foot contour, near Pleasant avenue, west along val-
ley of stream to Kreischerville Relay Pumping Station, at junction
with Trunk 59.
61. From 100-foot contour, west to south end of Kreischerville
Force-main.
62. From 80-foot contour, south to Interceptor VI, near Mill
Creek.
63. From about 100-foot contour, south of Sharrott’s road, south
and west to Interceptor VL, at junction with Trunk 62.
64. From near Hopkins avenue, Tottenville, north along shore of
Arthur Kill to Mill Creek Pumping Station.
65. From 60-foot contour, near summit of ridge, along valley of
Mill Creek to Mill Creek Pumping Station.
66. From 40-foot contour, near summit of ridge, south to shore of
Prince's Bay ; following shore southwest to Red Bank Pumping Sta-
tion.
67. From near Bay Cliff Lake, at summit of ridge, south to shore,
near southern extremity of island; northeast along shore to junction
with Trunk 68 at Central avenue.
68. From suramit of ridge, near 60-foot contour, south along
Central avenue. to junction with Trunk 67 at shore.
67-68. From Central avenue, northeast along shore to Red Bank
Pumping Station.
Division H.
69. From near Fresh Kills road, following line of Richmond
Creek, to Richmond Creek Pumping Station, near Fresh Kills
142—Ex. 136
THE STATE OF NEW JERSEY ET AL. 4155
70. From 10-foot contour, near Eltingville road, east and north to
157 1. From 20-foot contour, near Greenridge avenue, amd
Fre-h Kills road, northeast to we-t end of Richmond Creek
Force-main, near bend in Richmond Creek.
72. From 40-foot contour, near Washington avenue, north along
of small stream, to junction with Trunk 73, about 2,000 feet
from Fresh Kills,
73. From spur of ridge, west of Trunk 72.
72.73. From junction of Trunks 72 and 73, north to Interceptor
VIL, near fork of Fresh Kills.
+4. From 40-foot contour, near Fresh Kills road, and Huguenot
avenue, north, parallel te shore of Arthur Kill, to junction with
Interceptor VII. on Fresh Kills, opporite Lake's Island.
“3. From about 40-foot contour, at Willow Brook, following the
Brook and east shore of Fresh Kills Creek, west and south to june-
tion with Trunk 76 at mouth of Springville Creek.
76. From near 40-foot contour, on Rockland avenue, following
Springville Creek west to Fresh Kills Creek.
7. From 20 foot contour, near Old Turnvike, south along valley
of stream, and west along Richmond Creek to Fresh Kills Pumpin z
Station.
=4 From Union avenue. southwest, generally parallel to Fresh
Kills Creek, to west end of Fresh Kills Force-main.
74. No trunk has been designed for Area 79, but its flow will
drain directly into the pump-well of the Lakes Island Pumping
Division L
80. From near Union avenue, west along valley of Neck Creek to
shore, following shore north to junction with Trunk 81 at mouth
of anal] creek, opposite Pralls Island.
%1. From 10-foot contour, wet along valley of creek to Trunk 50.
80-81, From junction of Trunks 80 and $1, north along shore of
Arthur Kill to Bloomfield Purification Works, at a point north of
Pralls Island.
82. From 10-foot contour, near Simonson avenue, west along
valley of Old Place Creek to junction with Trunk 83.
83 From 10-foot contour, near Decker avenue, north to Trunk
82 at Old Place Creek.
84. From 10-foot contour, near South avenue, west along Bridge
Creek to Western avenue, southwest to Old Place road, across Old
Place Creek to Junction with Interceptor IX.
85. From near mouth of Old Place Creek, south along shore of
Arthur Kill to Bloomfield Purification Works.
Design of Trunk Sewers from Each Area.
The daily flow of sewage has been assumed as equal to the water
consumption, and for lack of more definite information, this latter
figure has been taken at 125 gallons per capita per day.
143—Ex. 136
4156
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4162 THE PEOPLE OF THE STATE OF NEW YORK VS.
164 Design of Intercepting Sewers.
The design of these sewers is determined by the available slope
and by the points of entrance of the various trunk sewers. Sizes
are based upon normal flow with sewers .8 full. To facilitate refer-
ence, the nine interceptors have each been subdivided into sections
designated by letters and beginning at the upper end in each case.
These sections are described as follows:
Divisions A and B.
Interceptor I.
a. From Columbia street along Post avenue, Elizabeth street,
Castleton avenue, Broadway, two intervening streets and Henderson
avenue to junction with Trunk 8 at Rement avenue.
b. From Rement avenue, east along Henderson avenue, along 30-
foot contour and Richmond terrace to junetion with Trunk 9 at
Lafayette avenue.
ec. From Lafayette avenue, along Richmond terraca to junction
with Trunk 10 at Jersey street.
d. From Trunk 10 at Jersey street, along Richmond terrace to
Church street.
e. From Church street, along Richmond terrace, Jay street, South
street, Stuyvesant place, Central avenue to Arietta street,
§. From Central avenue, along Arietta <treet, Van Duser, Hanna
street, St. Paul’s avenue, Clinton, Van Duser, Wright and Boyd
streets. across to junction with Trunk 13-14-15 at Canal street.
g. From Canal street. along Riker and Tompkins streets, and
various other streets at about the 30-foot contour to Trunk 16 at
Willow avenue.
h. From Willow avenne, south to Maple avenue; thence along
Maple and New York avenues to junction with Trunk 17 at Penn-
sylvania avenue.
i. From junction with Trunk 17, east along Pennsylvania avenue
to shore.
j. Outfall Section—From foot of Pennsylvania avenue, east to
water 50 feet deep in channel.
Divisions C and PD.
Interceptor IT.
a. From Rockland avenue, following 50-foot contour south to
junction with Trunk 20, south of Richmond Hill road,
6. Following 50-foot contour south from Trunk 20 to junction
with Trunk 21, near Old Mill road.
¢. From Trunk 21, following 40-foot contour eastward around
spur of ridge to junction with Trunk 22-23 at Richmond Creek.
d, Richmond Creek Siphon—From junction with Trunk 22-23,
east under Richmond Creek to Interceptors III. and IV.
150—Ex. 136
THE STATE OF NEW JERSEY ET AL. 4163
Interceptor ITT.
a. From Trunk 25, following approximately the 50-foot contour
to junction with Trunk 26 at Greenridge avenue.
}. From Greenridge avenue, following 50-foot contour east to
junction with Trunk 27-28, near small creek.
c. Eltingville Road Siphon—From junction with Trunk 27-28,
east under stream to Trunk 29-30.
165 d. From Trunk 29-30, following the 40-foot contour north-
east to junction with Trunk 31, near fork of stream.
¢. From Trunk 31, following 40-foot contour north to junction
with Trunk 32, south of Clark avenue.
f. From Trunk 32, north to east end of Richmond Creek Siphon.
Interceptor TV.
o. From east end of Riehmond Creek Siphon, east to junction
with Trunk 33, north of Clark avenue.
4. From Trunk 33, north and east to junction with Trunk 34-35
on Amboy road.
¢. From Trunk 34-35, at Amboy road, east to Tenth street, New
Dorp. following Tenth street to junction with Trunk 36-37 at pro-
longation of Elm avenue.
d. From Trunk 36-37, north along 30-foot contour, Lincoln ave-
nue and Thompson street to junction with Trunk 38° at Barton
avenue,
+ From Trunk 38. at Barton avenue, following 30-foot contour
to junction with Trunk 39 at Liberty avenue, Dongan Hills.
f. From Trunk 39, at Liberty avenue, north along 30-foot contour
to junction with Sea View Avenue Foree-Main.
q. From Sea View Avenue Force-Main, north along 30-foot con-
tour to Trunk 43, south of Burgner avenue.
h. From Trank 42. nerth and east along 30-foot contour to Trunk
44 on Parkinson avenue.
i. Alone 20-foot contour. from Trunk 44 at Parkinson avenue to
Trunk 45 at Sand Lane road.
j. From Trunk 45, on Sand Lane road, east along 20-foot contour
and Old Town avenue to junction with Trunk 46 on Sea avenue.
k. From Old Town avenue, south along prolongation of Sea ave-
nue to shore. —
1 Outfall Section—From foot of Sea avenue, prolonged to shore,
east 3.500 feet to water 50 feet deep in channel.
Division FE. Division F.
Interceptor V.
a, From junction of Trunks 52 and 58, at Barclay avenue, fol-
lowing shore south and west to junction with Trunk 54, at Latour-
ette’s Pond.
b. From Latourette’s Pond, following shore southwest to junction
with Trunk 55, near Wolf’s Pond.
151—Ex. 136
al ite ai
er ee
4164 THE PEOPLE OF THE STATE OF NEW YORK Ys.
ec. From Wolf’s Pond, southwest along shore to Seguine’s Point
Pumping Station.
d. From Seguine’s Point Pumping Station, southeast to water 21
feet deep, 800 feet off shore.
Division G.
Interceptor VI.
a. Kreischerville Force Main—From Kreischerville Relay Pump-
ing Station, at south end of Trunk 59, south, parallel to shore of
Arthur Kill to junction with Trunk 61, at Kreischer street, Kreisch-
erville. :
b. From south end of Kreischerville Foree-Main, south along
shore of Arthur Kill and east along Mill Creek to junction with
Trunks 62 and 63, near Richmond Valley road.
166 e. Mill Creek Siphon—From Junction of Trunks 62 and
63, south under Mill Creek to Mill Creek Pumping Station,
on south bank of creek.
d. Mill Creek Foree-Main—From Mill Creek Pumping Station,
southeast to summit of ridge.
e. From Mill Creek Force-Main, at summit of ridge, southeast to
Red Bank Pumping Station, at shore.
f. Gravity Outfall Section—From Red Bank Pumping Station,
southeast to 21 feet of water, 1,600 feet off shore.
Division H.
Interceptor VIT.
a. Richmond Creek Force-Main—From Richmond Creek Pump-
ing Station, near Fresh Kills Bridge, west under Mill Pond outlet
to junction with Trunk 71, near bend in Richmond Creek.
b. From junction with Trunk 71, at west end of Richmond Creek
Force-Main, west along Richmond Creek to junction with Trunk
72-73, near fork of Fresh Kills.
ce. From junction with Trunk 72-73, west to junction with Trunk
74, at a point on Fresh Kills opposite Lake’s Island.
d. Fresh Kills Siphon—From junction with Trunk 74, on east
bank, west under Fresh Kills to Lake’s Island.
e. From west end of Fresh Kills Siphon, west to Lake’s Island
Purification Works, on the shore of Arthur Kill.
Interceptor VITT.
a. From junction of Trunks 75 and 76, at Springville Creek, south
to Fresh Kills Pumping Station.
b. Fresh Kills Force-Main—From Fresh Kills Pumping Station,
northwest under Fresh Kills Creek to Trunk 78, north of Little
Fresh Kills.
152—Ex. 136
RR I RP rf enmngs me — y s wnat
THE STATE OF NEW JERSEY ET AL. 4165
ec. From west end of Fresh Kills Force-Main at junction with
Trunk 78, southwest to north bank of Little Fresh Kills.
J. Litt'e Fre-h Kills Siphon—From north bank, southwest under
Little Fresh Kills to Lake’s Island.
«. From south end of Little Fresh Kills Siphon, southwest to
Lake’s Island Purification Works, on shore of Arthur Kill.
jf. Outfall Section from Purification Works—From Lake's Island
Purification Works west to 21 feet of water in Arthur Kill, 800 feet
off shore.
Division I.
Interceptor IX. ‘
a. From junction of Trunks 82 and 83, west along Old Place
Creek to junction with Trunk 84, near Old Place road.
b. From junction with Trunk 84, southwest to Bloomfield Puri-
fication Works, on shore of Arthur Kill, north of Prall’s Island.
c. Outfall Section from Bloomfield Purification Works—From
Bloomfield Purification Works west to 21 feet of water in Arthur
Kill, 750 feet off shore.
The total length, total fall, in each section, elevation of invert at
upper end, tributary area, slopes, maximum diameter, maximum dis-
charge and discharges at .8 and .2 full for each section of these nine
interceptors are summarized below :
THE PEOPLE OF THE STATE OF NEW YORK VS.
4166
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THE PEOPLE OF THE STATE OF NEW YORK V5.
4168
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THE STATE OF NEW JERSEY ET AL. 4169
170 Pumping Stations and Force Maine.
These plans conternplate the establishment of eleven piipin +
dations, the ultimate maximum capacity and the approximate |ora-
tions of which are tabulated below. The capacities given are net
horse-power without reference to efficiency and refer to total lift
hetween pump well level and elevation of upper flow-line or ordinar~
maximum high tide as the case may be and include e-timated loss
of head in force-mains.
Table of Pumping Stations.
Dis- Power de
Designation. Serving. charge, Lift, veloped,
sec. ft. feet. h. p.
Van Pelt avenue re-
Dt wwevergaeuded err 2.44 5.82 2.0
Sea View avenne..., Sea View avenue force main.... 18.64 27.5% 5S
Gevat Killa ...20-00 Cees DB cccsceeesecvscesveoes 2.29 WAT ATL
Sezuine’s Point SS £§ £4 4.14 12.54 52.
Saban Onutfall G low level fift......... 12.5% 4.1% 2."
maroeees Mill Creek force main.......... 26.84% 42.16 128.0%
Kreiecherville...... Kreischerville force main....... 12.11 64.48 22.0%
Lake's Island ...... Lakes Island purification works. 3.75 16.61 %.""
Richmond Creek ... Richmond Creek force main... .. 6.72 17.70 13.53
seeueeen Fresh Kills force main.......... 19-61 6.79 5.1"
sees eeeoe purification works... 40.13 16.1% 76.0
Total power required... 2... 666. cce cece eeeeeerrerneeneeeeres 525.01
There will be six force-mains in the ultimate development of this
plan, the essential details of which are tabulated helow :
Table of Force-Mains.
Max. Vel., ft. Elev. Power
Designation. Length, dish. per Diam. pump *Lift, required,
feet. sec. ft. see. feet. well. feet. h. p.
te caeleeieie 226) 2M 2 3.0 12.00 RT OLR
ee ane 528) 18. 2.64 3.0 —10.00 27.58 SR
Racked one 12.11 28 223 12.00 WA BH
om. VI. 4.....- 250 2M 2.79 3.5 10.00 «42.16 128.90
terept. VII. @.. 2100 6.73 3.08 1.67 —10.08 17.70 13.5%
Vill. b....200 9.61 2.77 3.0 -—10.00 6.79 15.1%
* Nore.—The lift as given includes the loss of head in the pipe.
171 Siphons.
Five inverted siphons will be required located as follows:
Richmond Creek Siphon (Interceptor TI. section d)—From june-
- _ 29-23 east under Richmond Creek to Interceptors IIT.
157—Ex. 136
4170 THE PROPLE OF THE STATE OF SEW YORK VS.
Eltingville Uowd Sipelooony (Intercepter TIL. «ction ¢)—Fram
junction with Trunk 27-28, eat under «ream to Trank 29-90,
Mill Creek Siphon (Interceptor V1. <ection ¢)- From Junction
of Trunks 62 awd 6, <onth ander Mill Creek, to Mill Creek Pomp
ing Station, on south hank of ereck.
Freh Kille Siphon (lntercepter VIL «ection ¢)—From junction
with Trenk 74. on eat bank, wet onder Freeh Kille to Lakes
Island.
Little Freeh Kill Siphen (Intercepter VITL, section ¢)—From
nerth hank, <«thwet ender Littl Kill to Lake's Ieland
The exential details of these siphons are tobulated below
Table of Riphows
Designation Loration fort. eter, dis per
Richmond Creek In
tereeqtor 11. 64). lt eter Rietenend trek. 1 a4 mm 47 3.23
Pitinevilie read to
tercepter 111. (7). Near Eitinevilie read,. 2) 2 Dw 2
wn Cre’ = lpter
ooter VIL tr Todor MIN Creek... ow 5° 63 aw
Preeh Kille teeter
copter VII. 14)... Coder Preeh Kil's.. i™ 29 DM 3.
Little Freeh Kitl< In
tereeptor VIIT (dd) Under Little Preset
Kill. re] 25 2m 1m
Points of Diecharge, Pollution of Waters, and Purification Necesary.
The «even outfall sewers have been described ax the let <ertian
in each caw of the seven intercepters, Their location more
definitely -bheen upen the accompanvins mop. The qne-tion ff
the effect of thee discharges upon the <:rrennding waters and a
the purification necesary for the prevention of nvieenee, ix dix
cussed fully in our general report apen the pollatien of the water
of New York Tlarher and the purification of <ewage entering thee
waters, For the rensone more fully dicueed in that rerert, ne
purification ix thought necesary for Outfalle A-R, CD. E-P and
(. Ontfalle 11 and I both discharge inte the Arthur Kill. Owing
to the comparatively poor tidal cirenlotion available at these point
the «mall velume of water in which the discharce takes place and
the reletively lerce amount of pollution of present extetin: in thee
waters, it ix recomemended that a partie! purification of the sewart
from hoth of these outfalle he undertaken. A proces: of short-time
sedimentation and of forced aeration imilar to that emploved br
os in our Brooklvn experiments will probably he found satiefactory
and suffieent.
The further details of the desien of the-e ontfall <ewers which
was omitted from the table of interceptor: i* summarized below
13s Ex. 136
NEW YORK BAY
OFT tes,
AUPUG FP AEP LF ya
7 RICHMOND
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7 \ Pao «< ‘ .
i) i \ tae DRAINAGE DISTRICT
T 4 C \ } cr? e TRACED FRKOM MAP OOF SURVETS
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— a.
417
THE STATE OF NEW JERSEY ET AL.
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159—Ex. 136
4172 THE PEOPLE OF THE STATE OF NEW YORK VS.
174 Special a on the Oxygen Content of Sea Water asa
Standard for Measuring Sewage Pollution Submitted to the
Board of Estimate and Apportionment July 1, 1910.
175 Boarp or EsTIMATE AND APPORTIONMENT,
City or New York, June 27, 1910,
Hon. William J. Gaynor, Mayor, Chairman of the Board of Estimate
and Apportionment.
Sir: Colonel William M. Black, who is making an investigation
of the location of sewer outlets and of the disposal of sewage for the
Board of Estimate and Apportionment, and Professor Phelps, who is
associated with him in this work, have handed me a report dated
June 7, in which they point out the important bearing which the
amount of unpolluted water daily entering the harbor of New York
has upon the sewerage problem, and the lack of definite information
upon this subject.
There is no question hut that the starting point of any investiga-
tion designed to offer a solution of this problem must be a determina-
tion of the capacity of the harbor to take care of the sewage dis
charved into it without permitting the water to hecome so polluted
as to be offen<ive. While some data has been collected by the United
States Coast and Geodetic Survey and by the New York Bay Pel-
lution Commission, the information is very meagre. The report
of the Metropolitan Sewerage Commission has not heen published,
but I understand that this Commission has not secured suflicient
- information along these lines to lead to a definite conclusion. This
would seem to be an excellent line of investigation for this Com-
mission to follow, and T would recommend that the report of Colonel
Black and Professor Phelps be sent to the Metropolitan Sewerage
Commission, with the request that the Commission follow the lines
of investigation sugeested in the report and furnish the Board with
such information as it can secure.
Respectfully, NELSON P. LEWIS,
Chief Engineer.
176 New York Crry, June 7, 1910.
Mr. Nelson P. Lewis. Chief Engineer. Board of Estimate and Ap
portionment. No. 277 Broadway, New York, N. Y.
Drar Str: The question of the proner disposal of the sewage of
New York embraces manv problems interestine from an encineer-
ing and an economie standpoint. For the present and probably for
many vears to come water carriage is and will he the most econom-
ical method of convevine sewave from the noints of nroduction te
common points of disposal. To-day, the sewage is discharged at
many nointe into the waters horderine the citv. These waters form
the harhor of New York and are the source of its ereatness and even
of ite life. Their preservation in a condition fit for commerce
excential and no exnenditnres necessarv to that end can be consi
too great. The practical business sense of the American citizen only
rennires that he he convinced of the necessity for a given work in
order to induce him to provide the means for its execution.
160—Ex. 136
eae " eas.
THE STATE OF NEW JERSEY ET AL. 4173
To-day the condition of purity of these waters is a subject of con-
troversy. Some eminent engineers declare that their capacity for
receiving and di ing of sewage is so great as to suffice not only
for the needs of the population now found in the drainage area, but
also for the probable increase of that population during many years.
Others, professing equal technical knowledge, claim that the waters
are now overtaxed and that an inadmissible and dangerous degree
of pollution already exists. The former cite in support of their
opinions analyses of water taken from portions of the harbor which
show practically a normal degree of purity. The latter show an-
alvses of specimens taken from other parts which show septic con-
ditions. Both are honest in their soelanlenn, but with the system
now in use by which sewage is discharged without an attempt at
general distribution and without regard to the volume of flow or
the circulation of the water in the vicinity of the outlets, it is
natural that different localities should show to-day entirely different
conditions, and that it is only necessary to make a judicious choice
of locality in order to obtain an apparently irrefutable argument
in support of either side of the controversy.
In +o far as known, no attempt has been made as vet to consider
the subject as a whole and to determine whether the capacity of the
entire body of water is adequate to the task of receiving and puri-
fying continously the sewage of the drainage area tributary to these
waters.
It is evident that if the capacity be adequate, the problem resolves
itself into a question of proper distribution, so that no part of this
natural purification machine <hall |e overloaded. If it be insufficient
for the work, then the load must be reduced by purifying all of the
sewage partially, or by purifying a portion to a higher degree. It is
quite conceivable that with improper distribution a part of the
machine of limited capacity, such as Gowanus Basin, Newtown
Creek or the Harlem River might be overloaded and break down,
as evidenced by septic conditions, while another part does little or
no work. It is further evident that with proper distribution, puri-
fication of a part to the necessary degree can be limited to and
carried on at points where the physical conditions are such
177 ses to permit the work to be done with the greatest economy,
thus making it ible for the sewage from other localities,
under conditions less advantageous for this class of work, to be dis-
charged safely without treatment.
It is economically unwise not to take the fullest advantage con-
sistent with safety of the great purification machine provided by
nature. To do this to the best advantage, the question should be
trated from the standpoint of the interests and requirements of
Se pepuiation of Go eatin Suton em, tmnpen © Gn
ficial political boundary lines. If legal conditions make this im-
possible for the present. then minimum subdivision should be made
by the corporate limits.
In other words, if the supply of oxygen provided daily to the
waters of New York Harbor is sufficient to reduce a portion of the
dose of sewage daily discharged into them without causing an undue
reduction of their contained oxygen (and the consequent produc-
161—Ex. 136
4174 THE PEOPLE OF THE STATE OF NEW YORK VS.
tion of conditions of pollution), it i- evident that artificial purifiea-
tion is required only for the remainder of the sewage, and that the
purification of this excess volume can then be carried on te the ex-
tent required at those points of discharge where that work can be
done most economically and advantageously to the entire community.
It would then follow that, in certain districts of the city, sewage
could be discharged with proper distribution into the waters with-
out treatment, beeause of the treatment given elsewhere to other
portions of the total daily discharge, and that the cost of the treat-
ment wherever made should be borne by all citizens benefited, that
is, by the inhabitants of all districts discharging sewage into the
harbor waters. When this general treatment is made, it -hould not
be a borough, or a ward, or a district question. Only by ‘road
— treatment can the best and most economical results be ob-
tained.
The ultimate disposal of sewage. the resolution into its primary
elements. like that of all organie waste products, is reached ly oxi-
dation. Thi- is true, whether the resolution take place in the air,
under the earth or in the water. Water in its normal condition
contains in solution a certain quantity of oxygen. About 30 per
cent. of this dissolved oxygen can be removed without practical
detriment to the limpidity of the water. or to its ability to support
major fish life. When an unstable organic substance is discharged
into water, oxidation begins at once and continues until the re-olu-
tion of the substance into its elements has heen made. During this
process the water parts with its dissolved oxygen. If the circulation
of the water |e sufficient to divide the loss through a sufficient vol-
ume, no harm results, and the water gradually regains it« normal
oxygen contents from the atmosphere. Should the lose of oxygen
he greater than 50 per cent., the water becomes offensive and major
fish life disappears. Septic conditions are reached when the oxygen
has heen exhausted. In these conditions none but the lowest forms
of life are possible and offensive gases are evolved.
As stated, the normal supply of dissolved oxygen is restored to
exhausted water from the atmosphere. This process ix slow in quiet
waters. In streams, especially when the flow is swift. and chee
natural or artificial waterfall- exist, it is more rapid. For example,
in 1900. the late Prof. Palmer found that the water of the Chicago
Drainage Canal, above the Bear Trap Dam, at Lockport, TIL.
178 contained 5.9 per cent. of dissolved oxygen, while 200 vards
below the dam the aeration produced at the dam had in-
creased the proportion of dissolved oxygen to 70 per cent. of satura-
tion (Lederer. Treatment of Sewage).
In New York Harbor other sources than the reaeration from the
atmosphere supply the greater part of the oxygen needed for the
daily work of purification.
The sources of supply are as follows:
(a) The volume of normal sea water brought into the harbor
daily by tidal action.
(b) The volume of fresh water discharged from streams empty-
162—Ex. 136
THE STATE OF NEW JERSEY ET AL. 4175
(c) Rainfall reaching the harbor directly or from inmediate
surface drainage.
(d) A portion of the city water supplies.
(c) Reaeration by surface absorption of oxygen.
The data available from which to oltain a measure of the supply
of normal sea water brought in by the tides are found in the publi-
cations of the United States Coast and Geodetic Survey relating to
the circulation of the sea in New York Harbor. The investigations
of the New York Bay Pollution Commision confirm and illustrate
the conclusions reached by the United States Coast Survey measure-
ments.
Gaugings of the flow through the Sandy Hook entrance, the Nar-
rows and the North and East Rivers were made in 1586 and earlier
years. From several sets of careful measurement= made opposite
23d street, East River, Prof. Mitchell fownd that there was a pre-
nee of flow westward (south through the East River of
about 440,000,000 eubic feet per tide. The conclusion has since
been questioned, but inasmuch as the doult was raised as a result
of a theoretical discussion, without further measurement, and since
other direct measurements seem to show the preponderance of tlow
westward, the writers accept Prof. Mitche!l’s conclusions. At Sandy
Hook the preponderant volume of flow is to the south (outward).
To determine an approximate solution of the problem of the
amount of oxygen available daily in the East River, the following
method is being followed by the writers:
The calculations of the United States Coast and Geodetic Survey
show for an average tide the easterly flow through the East River,
opposite Old Ferry Point. When this flow begins the water level
is at 4.26 feet alove the mean low water plane and falling. The
mean velocity is given for each Junar hour. While the easterly flow
continues, the tide falls from 4.26 feet above mean low water to
mean low water, and then rises to 4.47 feet above mean low water.
The probable effects to the east of Old Ferry Point are that at the
end of the easterly flow the entire body of water in the channel east
to Stepping Stone Light, plus the tidal prism of the bays at the side,
to the elevation 4.47, is composed of water, more or less polluted,
which had flowed out past Old Ferry Point.
When the westerly current sets in, the tide is rising, the flow is
through the channel and inte the bays. As the tide rises, the tidal
prism of the bays is com from the channel and the volume of
water flowing back past Old Ferry Point consists of the water
179 which had flowed out, admixed with a volume of normal
sound water equal to the amount used in filling the tidal
prisms of the side bays, plus the ‘ec of westward over
eastward flows in the East and H Rivers. The volume of this
normal sound water thus entering (about 1,000,000,000 cubic feet)
gives the measure of the new supply of oxygen provided by one
tide, and of this y 30 per cent. can be used with safety in sew-
age purification. ‘ore the tide turns again this water has been
divided between the East and Harlem Rivers and has entered into
its work in the harbor.
163—Ex. 136
4176 THE PROTLE OF THE STATE OF KEW YORK vs.
For the Sandy Hook entrance the problem is more complex.
Since the preponderance of flow is southerly (outward), and since
at any one flood tide the fresh sea water ik carried bat a limited
distance into the upper bay, it would seem that, excepting in the
lower bay, but a very limited admixture took place. Due, however,
to a marked underrun of the northerly flew under the ell, current
at the heaanning of the flaod and for <ome time Lefore the change
in current direction has occurred at the surface, the normal! sea v ater
oa into and distriluted through the upper bey and lower
udenn.
For the determination of the volume. of flow the only data avail-
atde is that supqlied tw the United States Coast and Geodetic Survey
and that obtained from the Engincer Department of the Army. In
1886 and prior vears, the Coast Survey made a number of careful
meaeurement« of the flow at various sections in the Sandy Took
channels, in the Narrows, the Tledeon and the East Rivers. The
reults were calculated and reported on bw the late Prof. Henry
Mitchell, whose wide experience made him a most competent in-
vesticntor, The investigations were confesedly incemplete. for the
problem is very complicated and difficult, A lack of funds hee
prevented their continuation. Other caleulations based on the ob
servations then made and on a theoretical discus-ion have «ince
heen made bw Dr. Harrie of the Coast and Geodetic Survey. Dr.
Harrie’ conclusions as to the relative volame of flow north and
south through the East River differ from these of Prof. Mitchell,
in that Dr. Harris Lelheves that the preponderance of <cutherly flow
ie much lew then thet found bw Prof, Mitchell, Dr, Harrie’ dix
cusie®) assumes that the velocities of the tidal currents follow
strictly the laws of variation through a section as do river current
velocities. This assumption is not believed to be fully supported
by the scanty records of observations availal-le—and the writers
believe that Prof. Mitchell's conclusions are probably more nearly
correct. The records of surface velocities published in the Atlantic
Coast tide tables. as well ax the float oh-ervations made bw the New
York Bay Pollution Commission, in so far as reported, would seem
to support this opinion. "The question is ~o important te New York
City that it is hoped that will be made for further study.
The investigations of Engineer Departinent = the only
Oty Se Oo OS ee Oe a i oe them it
wear that there ix a reultant flow in the Harlem toward
pe Baken. The Department is now making a further study of
oo in connection with work contemplated for Hel! Gate
neighboring channels, Little Hel! Gate and the Bronx Kills,
= more data will soon be available. New sets of olservations and
maine with grunter arcursey the dally expply to and diteibution te
the harbor of the norma! sea water
The volume of fresh water discharge of the streams into the har-
7 —Px. 156
THE STATE OF NEW JERSEY ET AL. 4177
hor is known approximately. Since the greater part of these streams
must care for sewage from a population along ther ba-ie, little
or no help for the harber can be expected from them. Care must
le taken that they be not polluted to such a degree as to add to the
work which the harler waters properly may be expected to perform.
To-day the Pasaie flow i< probally distinctly detrimental. If care
be not taken that of the ilud<on may soon Le in the same condition.
Newtown Creek and Gowanus Basin are notorousl!y -eptic and add to
the harbors burdens. Recent analyses of the Harlem waters show
conditions at times nearly a« bad. It is safe to say that the Passaic,
Newtown Creek, Gowanm= Basin and the Harlem are overloaded.
The oxygen supply from the rainfall can be calculated -
mately. In a very large part of the drainage area the run is col-
lected in the sewers and this, with the ewes of the drinking water
supply, is available for useful work, excepting when the detention
in the sewers ix long enoagh te produce septic conditions and a
waste of oxvgen before discharge The-e conditions undoul ted! y
exist in many of the older and badly designed sewers. In the City
of Washington, for example, the character of the sewage effluent,
collected at the disposal pumping station, is to-day remarkably fresh.
due to the fact that in recent vears, the older sewers of that city
have heen reconstructed and no long detention of sewage in them
now exists. The contrast between the character of the Washington
sewage and that of Boston, for example, is marked. In New York,
the length of the sewers is generally short, and there is little or no
reason why the time elapsing between collection and discharge should
not he short. If-it were, the work of the harbor waters would be
extallisl ments inhabitant. and ot causes. But in the
ity of si ilarity im composition and, there-
i:
!
that what is termed normal American sewage, as described by
Winslow and Phelp=, can be taken a ive, for
calculation, in the absence of exact information. It ix evidert that
when water consumption is at the rate of more than 100 gallons
per day per inhabitant, and when the rainfall is collected in the
sewers the dilution is greater, and Wvy that dilution is supplied oxysee
which is available for sewage resolution. In New York to-day data
is lacking. There is no record attainable of water consumption by
districts; no record of the volume of sewer discharge. either per sewer
cutiet or por drainage aren; no vorerd of acerage sewage companion
and little from which the population per dramage area can be com-
puted. Such data is required for a satisfactory discussion of the
problem of sewage disposal
181 The determination of the supply of dissolved oxvgen ob-
trined ty seacration fram the ctmenhee io wo Gites to
admit of more than an approximation. Dr. W. E. Adeney,
4178 THE PROPLE OF THE STATE OF NEW YORK Vs.
land, has propounded a certain hypothe: of the rate of reaeration
of harber waters, based on a series of laboratory experiments. His
work is valualle im starting investigations inte this subject, but his
conclusions seem erroneous.
We are now engaged in further experimentation and imvestiga-
tion on the <eme sulyert. At bet. however. little more can be learned
than the protalle rate of surface ey ore of oxygen by «till water
and its rate of diffusion to the depths below. The important effects
of wind and of surface agitation by pasxing shipping can only be
guexed. Fortunately. the-e effects are Leneficial, and if not over-
estimated may be con-idered a valuable factor of safety. Divert
observations in the harber itself would Le of mach value.
It is universally admitted that the harlor must not je permitted to
reach a condition of pollution which will Le detrimental to human
health, or which will deter <bipping from u-ing the port. The exact
degree of purity to be required has never heen agreed on, nor is
there any uniformity of opinion today a to what is the general
condition of the barber a regards allowable pollution. Localitie
are admitted!y bed and costly provievon- are being taken toward
improving the local conditions im at least one of these, Gowanus
n.
It is the belief of the writers that the waters of the harber should
he maintained in such a comdition as te suppert major fish life every-
where. and that this condition requires that in ne part shall there
he found lex than probably about 70 per cent. the saturation
quantity of dissolved oxygen.
When the importance of the subject and the wast amount of
capital invelved in the proper solution of the question are considered,
it would appear self-evident that ordinary |n-tnes sense would require
the same careful investigation into existing conditions. imto the
ity for a change, and into the most eronomical method of
attaining the desired results. as is made for proposed Letterments m
private business andertakings.
The writers are endeavoring to find partial solutions to the
with the limited resources availatile to them. Thev vou
i anew So So Sage Gas Se Sees oy eee
important subject A presentation problem as it
to them. of the methods of solution suggested. and of the di
ies encountered may lead to a further di-ecussion and to such
official action as may permit a full and careful investigation tc be
nals onl o couse ements Catesutneion Oe fee So Oa
ery ;
I hereby certify that the foregoing are true copies of reports pre
sented to the Reard of Fetimate and Apportionment at ite meeting?
THE STATE OF NEW JERSEY ET AL. 4179
1 Comrtatsasts Exuterr No. 137.
James D. Maher, Commissioner.
4080,
Report on Sewage Disposal of Grange, Montclair, and East Orange.
James H. FPuertes, Consulting Engineer, New York.
October 14, 1911.
2 Report on Sewage Disposal of Orange, Montclair, and East
Orange.
James 11. Puertes, Consulting Engineer, New York.
October 14, 1911.
3 New York, October 14th, 1911.
To the Joint Committee on Sewage Disposal of Orange, Montclair,
and East Orange
GeyTtLemes Pursuant to your request | submit herewith « report
on the dixpoxal of the sewage of Orange, Montelair and East Orange,
with recommendation as to the most suitable, effiment and economical
plan to be adopted, together with estimates of cost of constructing
the necessary «orks and keeping them in efficient and satisfactory
operation:
Briefly, my recommendations are as follows.
1. That Orange, Montclair and East Orange unite in the construc-
ten and maintenance of a sewage purification plant at the site located
partly in Bloomfield and partly in Belleville.
2 That the plant consivts of grit chambers, Imboff tanks, sprink-
limg filters, secondary Imboff tanks and a sterilizing plant, costing,
for construction, about $1,125,000.00, and for wn. excluding
rf
HE
|
t
construction and operation of the works, and shal! also have jurisdic-
ton over the maintenance, cleaning and operation of the sewers of
the three towns, including the main sewer leading to the disposal
4180 THE PEOPLE OF THE STATE OF NEW YORK VS.
use to which it can now be put; or in any measureable degree in-
crease the height of floods in the river.
The data upon which these recommendations are based will be
found in the following pages,
General Description of the Territory under Consideration.
Orange, Montclair and East Orange lie on elevated ground from
two to four miles west of the Passaic River, and to the north and west
of Newark. Orange lies to the south of, and adjoins, Montclair, and
East Orange to the east of and adjoining Orange.
Montclair has the largest area, about 6.1 square miles, but the
smallest population of the three. The lowest ground in Montclair
is near Bellevue Avenue, and is about 170 feet above sea level, in
the branch of the Yantecaw River. The highest ground is on the
mountain top, to the west, which is nearly 700 feet above sea level.
Practically all the built up portion of the town lies lower than 400
feet above sea level, and the larger part between 250 and 300 feet.
All the sewage from the towii can be collected in sewers discharging
by gravity to one suitably located point for treatment.
East Orange has an area of 3.91 square miles. The lowest land,
which is near Grove Street at the northern end of the town, lies
about 110 feet above sea level, and the highest, which is on Prospect
Street between Park and Springdale Avenues lies about 190 feet
above sea level. The sewage from East Orange can all be
5 collected and delivered by gravity to a point near Second
River convenient for connection with a trunk sewer laid to
take the sewage from Orange and Montclair.
Orange lies to the west of and higher than East Orange, and its
sewage is now brought down to Second River and discharged through
the Union outfall sewers into the Passaic River.
The above brief description of the sewerage possibilities of these
three communities is given to form a basis of the investigations for
a joint disposal proposition. If any significant portion of the sewage
of either of the three could not be delivered to a common point of
outfall, for collection and subsequent conveyance to the disposal
works, without pumping then the advantages of joint action would
‘ve less desirable. As it is, the sewage of all can be taken down the
vallevs of either the Second or Yantecaw Rivers without excessively
heavy expense for the construction of the necessary sewers.
In the project which is recommended for adoption it is proposed
to construct a new sewer, paralleling the present Union outfall sewer,
(which serves Orange, Montclair and Bloomfield), from the june-
tion of the sewer from Montclair to the site of the proposed disposal
works in Belleville. This new sewer would be laid on a flatter, but
self-cleansing gradient than the existing sewer, in order to deliver
the sewage to the works at a high enough elevation to properly carry
out the required processes. No pumping would be required to deliver
the sewage from the three cities to the disposal works. The cost of
the new sewer is included in the estimate of the cost of constructing
the disposal works. The cost of the sewer from East Orange to con-
2—Ex. 137
THE STATE OF NEW JERSEY ET AL. 4181
nect with the main outfall sewer is not included, as sufficient data
were not at hand, on which to base an estimate.
6 Existing Sewerage Works and Character of the Sewage.
The sewers of Orange, Montclair and East Orange are al] on the
separate system, that is, they receive only sewage to the exclusion of
rain water, A considerable amount of ground water, however, works
into the sewers, and this will have to be taken care of at the disposal
works.
The sewers of all the cities in this district have good slope: so that
velocity of flow is great enough to keep them free from deposits.
The most distant buildings from which sewage will be conveyed
to the point where the sewers from Orange and Montclair join is
not more than four miles away from the junction, and with the
velocities of flow that prevail sewage will melt this point in less than
two hours after entering the sewers at the house connections. The
sewage, therefore. will be fresh, not having had time in transit for
the organic matter in it to begin to putrefy. So far as I have been
able to find out, no offensive trades wastes enter the sewers in signifi-
cant amounts,
To ascertain the actual condition of the sewage I have had sam-
ples collected for examination at a manhole on the joint sewer just
above the tidal tank and these, together with the absence of odor at
this point, where the sewage is violently agitated by falling into the
manhole, confirm the conclusion that the sewage to be treated will
not he in a putrescent condition when it reaches the plant. This will
greatly simplify the problem of its purification.
At the present time the sewage of Orange, Montclair and Bloom-
field is disposed of through the Union Outiet sewer extending down
the valley of Second River, to the Passaic River. The Branch sewers
from Orange, and from Montclair and Bloomfield, (which
7 use the same sewer) are each 24 inches in diameter. Below
the junction of these the sewer is egg-shaped, 2 feet, 4 inches
wide and 3 feet, 10 inches high. there being, however, some 36-inch
and some 30-inch stretches, including river crossings. From the
tank to the outlet into the Passaic, a distance of some 3,800 feet, it
is of cast iron 48 inches in diameter.
Quantity of Sewage to be Provided for.
_ Based upon the available data, the sewage originating in the three
cities, which are of the same nature as to occupancy and commer-
cial interests, should average about 100 gallons per capita.
The sewage does not flow through the sewers at a uniform rate
throughout the twenty-four hours, or at the same rate on different
days; from general experience it is found that the least flow is about
2 or 3 o'clock in the morning, increasing to a maximum about 9 to
10 o’clock in the morning, then decreasing towards noon and rising
again about 2 in the afternoon, and that the maximum rate of flow
to be expected will be from one and a half to two times the average
tate of flow. Since there will be no storm water to be taken care of
3—Ex. 137
4182 THE PEOPLE OF THE STATE OF NEW YORK VS.
in the system the works can be designed to accommodate the quanti-
ties of sewage that will result from the populations given in Table I,
with an additional allowance to provide for the ground water enter-
ing the sewers.
Daily gaugings of the depth of flow in the sewers from Orange, and
from Montclair and Bloomfield, have been kept since 1894, for the
purpose of apportioning the cost of maintenance of these sewers
among the cities using them, payment being made on the basis of
relative use. A study of these gaugings which were placed at my
disposal by Mr, Crane, City Engineer, of Orange, N. J., shows that
a very considerable percentage of the total flow is ground water which
leaks into the sewers. An analysis of these records indicates
8 that the ground water flow varies from season to season
through a wide range. For instance, during the first 7 months
of the vear 1908 both sewers ran entirely full, for the entire period,
and at times were much over-taxed. During the past 8 months of
1911, however, they have run about 2/3 full most of the time, and
entirely full for about a month. As nearly as I can estimate the
minimum ground water flows in these two sewers together has been
about 4,000,000 gallons per day and the maximum in excess of
7,000,000 gallons, or, reduced to leakage per square mile of sewered
area, the figures would be about 250,000 gallons for the smallest rate
and over 490,000 gallons per square mile per day for the greatest.
Adjusting these figures to the cities of Orange, Montclair and East
Orange the quantities of ground water to be taken care of at the dis
posal works would be about 3.500,000 gallons daily for the ordinary
dry weather flow, and 6,000,000 gallons daily for wet weather flow,
the latter rate persisting for possibly half a year at a time. For
shorter times rates reaching nearly 9,000,000 gallons daily are likely
to be reached.
The past, present and estimated future populations of Orange,
Montclair and East Orange are given in Table I.
Taste I.
Populations.
Populations.
Areas. 1900. 1910. ’
' 4 Estimated
Sq. U. 8. . & *
_ miles. Census. Census, For 1925. For 1940.
ere 2.22 24,141 29,630 45,000 60,000
Montclair ........ 6.10 13,962 21,550 35,000 50,000
East Orange....... 3.91 21,506 34,371 53,000 70,980
. 12.23 59,609 85,551 133,000 180,980
Disposal works should be built of sufficient capacity to pro
9 vide for some years in advance of the present, so as not to
require extension immediately. On the other hand, it would
not be economical, either as to cost of construction or efficient opera
tion to build them large enough to serve populations that will not
4—Ex. 137
wea ee hd PE PEA Fe 3
ORI LB MRL «OI 5 FOR TC AT a NPR
THE STATE OF NEW JERSEY RET AL. 4183
be reached for more than a generation. In my judgment works large
enough to take care of the population that may be expected by 1925
will be as large as should be built at present, as this will give sufficient
margin of capacity to permit extensions to be made, should the popu-
lation increase more rapidly than estimated above, in ample time to
provide for the increased population. On the other hand, the main
sewer leading to the works, which would be costly to duplicate, should
be large enough to take care of the maximum rate of flow to be ex-
pected by 1940.
Based on the populations given in Table I., and on the assumption
that, on account of the considerable time that some of the sewage
will require to reach the disposal works, the maximum rate of sewage
flow will be 50 per cent. in excess of the average rate, the maximum
quantities of sewage that would reach the disposal works, in 1940,
from the three cities, including ground water, would be as given in
Table IT.
Taste II.
Estimated Maximum Rate at which Sewage Will Reach the Disposal
Works in 1940.
Million Gallons Daily.
Constituent parts of sewage.
ane —
House Ground -water Total
City ~ 700,000 gallons ‘Trade maximum
’ (150 gallons _ per sq. mile wastes. rate of
per capita). daily. sewage flow.
0 errr 9.00 1.82 0.85 11.67
Montclair ......... 7.50 4.31 0.01 11.81
East Orange........ 10.65 2.74 0.09 13.48
2 ee 27.15 8.87 95 36.96
10 For the average conditions of flow that may be expected in
1925, the figures would be given in Table III.
Tasxe III.
Estimated Average Rate at which Sewage Will Reoch the Disposal
Works in 1925.
.
) Million Gallons Daily.
) Constituent parts of sewage.
, Seu Ground ew . me
0 City. (100 pe ons “per sqaure wuntes. Total.
per capita) mile.
ae ase od g 4.50 .62 26 5.38
ES a ork wa Vc ge 3.50 1.70 01 5.21
vale aweeas 5.30 1.09 .03 6.42
Rdveddhtues 13.30 3.41 .80 17.01
4184 THE PEOPLE OF THE STATE OF NEW YORK VS.
On the above assumptions, therefore, the capacities of the principal
divisions of the works should be able to accommodate the quantities
of sewage estimated as follows:
The main outfall sewer to the disposal plant, and the main outlet
pipe from the works, the maximum rate dava flow from 181,000
people, amounting, including ground water flow, to 37,000,000 gal-
lons per day, the sewer to run three-fourths full with this quantity of
sewage.
The dixposal works, the average rate of sewage flow from 133,000
people, amounting, including ground water, to 17,000,000 gallons
per day, the works being so laid out as to permit of extensions, when
necessary, to provide for receiving the sewage from a population of
181,000 people, amounting. including ground water, to an average
rate of flow of 23,000,000 gallons daily.
Although the average rate of flow of the sewage in 1925
11 will be about 17,000,000 gallons daily there will be times
when the rate will reach about 23,000,000 gallons and the
works will have to take eare of it as it comes. By proportioning the
plant properly the increased rate necessary for a few hours daily will
not injuriously affect the character of the effluent, as the processes
to be used are flexible enough to secure satisfactory results within
these limite.
Methods of Disposal of Sewage.
Sewage from cities like Orange, Montclair and East Orange, con-
sists of water carrying away, partly in suspension and partly in
solution. the wastes from the houses and buildings of the people.
About 999 parts out of a thousand, by weight, of the sewage, are
clean water, and it is the organic portion of the one part, ( which
latter is about half mineral and half organic matter) which, by
decomposition and putrefaction gives rise to foul odors and nuisances.
The construction of purification works, of considerable cost, there-
fore. is made necessary by a relatively small amount of putrescible
organie matter in a very large amount of water, and the problem is
one of removing this small amount of organie matter from the
water, or destroying it, or changing it before putrefaction sets in to
a form in which it will not subsequently become offensive.
Generally speaking the process, for economical and practical rea-
sons. must be done in two stages, the first being to remove quickly,
before decomposition sets in, by subsidence, screening, filtering, of
combinations of these, as large a part of the suspended matters from
the sewage as advisable under the condition prevailing. These sus
pended matters consist of silt, sand, coagulated ciay, fibres and pieces
of paper, rags wood and resistant solids, particles of excrement,
scraps of meat, vegetables and other refuse from houses, markets,
and factories.
12 The second stage in the treatment is to oxidize or destroy
those portions of the wastes in solution, and of the solids in
suspension, particularly those of an organic origin. too small to be
removed by the processes available for the first stage of the treatment,
and to destroy and eliminate the bacteria which accompany the
6—Ex. 137
PDI GEA BEC OE or ees oe _ ar ~ . = - - ¥
| FF © hee ee ee ee ee
THE STATE OF NEW JERSEY ET AL. 4185
organic matter in the sewage and which pass through the first stage
of treatment without being reduced materially in numbers.
The first stage of the treat:nent is essentially mechanical, as the
work must be done quickly in order to keep the sewage fresh and
inodorous when it undergoes the second stage of treatment, which is
esentially chemical, although the resulting chemical changes are
largely brought about by living organisms,
For the first stage two operations are necessary, the first being to
separate the suspended matters from the liquid sewage and the second
to dispose of these suspended particles after they have been removed.
The first stage ix necessary for the reason that if not carried out the
second stage would fail by the clogging of the works, with resultant
putrefaction and nuisances which might necessitate the reconstruc-
tion of the works. When the first stage is eflicient the second is easy
of consummation; and the more efficient the first the greater the
success and efliciency of the second.
The extent to which the purification of the sewage must be car-
ried in any case depends upon local conditions. When an outlet
can be had to the open sea, or to a great river whose flow is large
enough to disperse, dilute, and purify it, no treatment is necessary
save perhaps screening and the removal of sand. Where the outlet
is into a small stream running through pasture lands, or serving as
a water supply or ice supply for inhabitants in the vicinity, the sew-
age must be purified to as high a degree, and to as uniform a quality,
as possible of attainment.
13 ‘he processes available for the first stage, stated in the
order of their efliciency in the removal of suspended matters
from the sewage are: coarse screens; fine screens; ordinary settling
basins, operated with or without chemicals; slate beds; specialy de-
signed settling basins (such as the Dortmund and Imhoff tanks) ;
and especially designed, rapidly operated filters in connection with
special forms of settling ba-ins.
Coarse screens will remove only large particles and floating mat-
ters. Fine screens will remove a somewhat larger percentage of such
matters, but fail to intercept the finest particles of silt and mud in
suspension. The particles removed by screens are disposed of by
ing or burying.
Ordinary settling basins, when well designed, will largely remove
the suspended matters, which require frequent removal to avoid
nuisances. The sludge resulting from deposition in such basins is
great in amount and difficult to dispose of owing to its large per-
centage of water and the slowness with which it dries out. Its dis-
position is effected, when no chemicals are used, by draining it off
into lagoons to dry out, and then digging it out and hauling it away;
or plowing it into the ground where this is feasible, or discharging
it into tanks, or trenches, to “work” or digest, and after reaching a
proper condition, digging it out and hauling it away; or, where
chemicals are used, passing it through so-called filter presses to
squeeze out the water, using the resulting cakes of pressed sludge
for filling low ground, or otherwise disposing of it.
Mr. J. W. Dibden, of London, has in recent years introduced in
7—Ex. 137
teeny
4186 THE PEOPLE OF THE STATE OF NEW YORK VS.
many places special settling basins containing layers of slate ar-
ranged to facilitate the deposition of the solids and their digestion
in an inodorous manner. The efliciency of such beds, so far as (ye
effluent sewage is concerned, is about the same as of septic
14 tanks, and its disposal involves about the same problems,
humus, or sludge, however, from such beds, when these are
properly designed and operated, is inodorous and smaller in quantity
than from ordinary settling basins. The cost of the beds for many
locations, however, would be great in comparison with other processes
producing under ordinary conditions equally good or better effluents,
Specially designed settling basins, such as the Imboff tank, s-
called in honor of Dr. Karl Imhoff, of Essen, who perfected it, will
remove as large a percentage of the suspended matters from the
sewage as can be economically taken out by subsidence, and at the
same time reduce these deposited matters to an inoffensive condition
of smaller volume than deposits from similar sewage in ordinary
settling basins; further, the condition of the sewage itself as to fresh-
ness is not altered while passing through the tanks.
Specially designed rapidly operated filters, in connection with
specially designed settling basins, will remove practically all of the
suspended matters, and when operated in connection with chemicals,
a portion of the dissolved organic and mineral matters, and give a
clear effluent, and one that could be discharged into relatively smaller
streams, without fear of nuisance, than the other prelimi
processes. The matters removed from the sewage by the filters w
be passed back to the settling tanks to be digested with the matters
deposited from the sewage therein before reaching the filters.
The removal of the deposits from the specially designed —
basins, in these two last mentioned processes, would be accomplis
by emptying it from the bottoms of the tanks upon shallow of
fine gravel where the water would drain out and permit the sludge
to dry out. The dried sludge would be removed and disposed of on
low ground in the vicinity, or wherever convenient, Sludge removed
from such tanks dries readily. Its water content is much les
15 than that of sludge removed from ordinary settling basins,
and when discharged upon beds for drying is charged with
inodorous gases, evolved during its digestion in the tanks, which
makes it light and porous, permitting the water to drain out readily.
Other preliminary processes for the removal of the suspended
matters, being modifications and combination of the above, are in
use at various places at home and abroad, but the methods outlined
elucidate in a broad way the principles underlying all the methods
in practical operation.
Among the modifications may be mentioned one wherein the sew-
age is retained in the settling basins for a long enough time to allow
putrefaction to begin, with the aim of thereby reducing the quantity
of sludge to be handled, by causing some of the solids to go into solu-
tion and be carried out of the tank with the sewage. Tanks of this
sort are called septic tanks and a few years ago were introduced ex
tensively. Owing to the difficulty of disposing of the effluent from
the tanks, which generally smells badly, their use is now limited
8—Ex. 137
THE STATE OF NEW JERSEY ET AL. 4187
to special situations and conditions. Another modification is the
use of coarse grained filters, operated at a rather high rate, to serve
the purpose of very fine screens. Such filters, however, are usually
short lived, unless elaborate provisions are made for keeping them
deaned, otherwise when they become clogged the filtering materials
ire removal and replacement.
“Te will be seen, therefore, that a decision as to the proper method
of preparatory treatment to be adopted will depend upon the method
of secondary treatment necessary, and this must be adjusted to give
the character of effluent desired from the plant.
The more prominent and widely used forms of secondary treat-
ment are:
16 1. The treatment of the sewage with chemicals which as-
sist in producing a relatively rapid and extensive deposition
of the solids in suspension. and the removal of about half of the
organic matters in solution.
2. The disposal of the sewage by using it to irrigate large tracts of
land, either for raising crops of various sorts, or for getting rid of
it. This process requires a large area of land, and has the disad-
vantage that during rainy weather. when the ground ix soaked with
water, the sewage can not be taken care of so readily, and ponding
is apt to result,
3. Passing the sewage through contact beds. These are tanks con-
taining relatively coarse granular materials, through which the sew-
age is passed in a manner to bring it in contact with the air entrained
in the bed and allowing it to stand for a certain length of time to
produce the necessary oxidation and bacterial action; the sewage is
then emptied out, either to a second set of similar beds or to its final
place of discharge, depending on the degree of purification desired.
Such beds, when properly designed and operated, are inodorous,
produce excellent results, giving an effluent acceptably clear and
oxidized to a condition of stability, that is: rendered non-putrefactive.
Generally, however, such beds eventually partially clog up with the
sewage matters deposited therein and the filtering matters have to
he removed and new ones put in their place. The relative perma-
nency of such beds depends upon the fineness of the materials and
the extent to which the preliminary process used removes the sus-
matters,
4, Spraying the sewage over deep beds of coarse granular ma-
terials, Such beds are called sprinkling filters. Sprinkling filters,
when properly designed and operated, will oxidize the organic
7 matters in solution in the sewage, as well as the fine particles
in suspension to a stable or non-putrescible condition. The
fluent from such filters, however, is not clear, as the clay, silt, ete.,
® not retained by the ee apt. sage materials forming the bed.
Their life depends upon their ability to unload or discharge the mat-
ters temporarily retained therein after their conversion to a non-
putrescible condition. Generaliv, therefore, further treatment is
necessary to remove the suspenaed matters from the effluent, and
this may be done by subsidence, by passing it through contact beds,
o by filtration through specially designed filters, the water used in
9—Ex. 137
4188 THE PEOPLE OF THE STATE OF NEW YORK VS.
washing which would be discharged back into the raw sewage enter-
ing the preliminary treatment works, Contact beds for this purpose
offer the disadvantage of gradual loxs of capacity by clogging, and of
changing unfavorably the chemical character of the effluent from
- sprinkling filters, when this has to be discharged into streams
a .
5. Filtration of the sewage through specially prepared beds of sand
by applying it to the filters intermittently in doses no larger than
the character of the sewage and construction of the beds will permit
to secure the oxidation of the organic matter and removal of the
hacteria. When properly designed and built such filters will purify
the sewage to a very high degree, yielding an effluent clear, non-
witrescible and freed from a very large ——_—— of the bacteria.
he necessary works, however, are generally expensive to build, par-
ticularly when the beds have to be artificially constructed of sand
brought from a distance; further, they must be operated with intelli-
gence to keep them in an active and efficient condition.
18 In some cases it ix necessary to carry the purification to
still greater lengths than can practically be obtained by any
of the above mentioned processes, and in such cases the effluent from
the works can be sterilized, after being rendered clear and non-
putrescent, by the use of some sterilizing agent, such as hypochlorite
of lime or soda, or by the use of ozone, which can be prepared from
the air by electrical treatment.
Available Sites for Disposal Works.
The method of disposal that will be best suited to local conditions
will depend upon the sites available for the works.
After looking over the situation with much care I have found but
two localities where works could be located. These are:
1. The site selected and now controlled by the cities interested,
which is located in the northwest corner of the Town of Belleville,
and northeast corner of Bloomfield.
2. One of two sites on the meadows of the Hackensack River.
The second mentioned sites, while suitable for the construction
of the works, are far away and lie beyond the hill which separates
the Passaic River Valley from the Hackensack Meadows and to
utilize one of these moe necessitate building and maintaining &
pumping station to elevate the sewage over the hill; and to utilize
the other, resorting to pumping, or to the use of an inverted siphon
to get the sewage over the (0-foot hill east of the Passaic River, in
addition to constructing several miles of large trunk sewer, for either
site. The cost of pumping the sewage. without interest, iati
and sinking fund charges on the co-t of the sewer and mping
station, — for ° lower <ite, - upwards of eo,o0n,
19 , which would represent, at 5% interest, a capital in-
Cane of $800,000.00, and would make the project a
desirable from a financial standpoint than the Beileville site, as prac-
tically the same character of effluent would be required from the
works in either case in order to avoid, in the case of the meadow site,
the pollution of the Hackensack River and Newark Bay. The use
10—Ex. 137
THE STATE OF NEW JERSEY ET AL. ; 4189
of the upper meadow site, with an inverted siphon under the Passaic,
while possibly practicable, would involve much expense for con-true-
tion, and some difficulties in operation, which can be avoided at the
Belleville site.
This being the case the problem in hand becomes one of determin-
ing the character of effluent required from works situated at the
Belleville site, and the conditions that must be fulfilled with respect
to the avoidance of nuisances locally.
Character of Effluent Required.
The tract of land chosen for the location of the disposal works lie«
along the south bank of the Yantecaw, or Third River, the effluent
from the proposed plant must be discharged into this stream. In
order to design the works, therefore, it will he necessary to know
the conditions of flow that prevail in the <tream at different seasons,
the topographical, sutenndeaiedl and geological features of the dis-
trict, the character of the country through which the stream flows
as to occupation for residences and manufactories and the probabili-
ties for future growth and improvement for these uses that would
be affected by the construction of the works.
Immediately below the proposed site is a shallow pond some 2,000
feet long formed by a dam about 2,400 feet up stream from Harrison
Street. A little over a mile further down is another dam, the back
water extending up to within about a mile of the first men-
20 ~—s tioned pond. Three-fourths of a mile below the second dam
is a third forming a pond about 2,000 feet long, furnishing
_ to a paper mill, and three-fourths of a mile below this is a
rth, which supplies two mills, the larger of which is a bleaching
mill. The back water from this pond reached up to within half a
mile of the third dam. There are no other dams on the stream be-
fore its junction with the Passaic opposite Lundhurst. Between the
ponds formed by these dams the stream is in some places swift and
others sluggish, winding about the valley through a shallow channel
with low hanks bordered by grass lands, lawns and fields, and some
marsh lands. (Generally speaking the banks are covered with under-
brush and the channel more or less obstructed with growths of various
sorts although some portions have been straightened and cleaned out.
For about half a mile below the proposed works to below Nutley,
in an unclean condition would be not only a nuisance but a damage
of serious proportions. The water of the creek is not, and should not
be used for a domestic water supply, whether the proposed sewerage
i it coon. alkalies te Io teat op ean ar
11—Ex. 197
re oe Geer ore o~
* THE PROTLE OF THE STATE OF FEW YORK V5.
lation resident in the valley and surrounding hills will imecreass,
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probably more rapidly than it har in the pat.
A comparioon of the «ewage flew from 181
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Minimum daily flow of riwer...... -
Minimum monthly flow of river.......
Flows for average vear
RAAAAARAAAAAAAAS
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4191
THE STATE OF NEW JERSEY ET AL.
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4198
of lowe. or some other cheap form
the @enlinng selutton should be
introduced ite the effluent from the
THE STATE OF NEW JERSEY ET AL.
a
Hay
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inkling filters, if dewired,
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4194 THE PEOPLE OF THE STATE OF NEW YORK Vs.
into the second set of Imhoff tanks or into the effluent from these
tanks before it goes into the river.
7. With the primary Imhoff tanks will also have to be arranged
sludge beds for draining the water out of the sludge, and places for
disposing of the sludge thus removed. The sludge beds will require
an area of about one acre and should be well underdrained and cov-
ered with a surface layer of fine material.
The arrangement of the Disposal Plant, of course, is subject to
modification after detailed surveys and borings have been made and
after suflicient study has been given to the subject to work out the
most economical plan.
Method of Operating the Plant and Results of Operation.
As before stated, the sewage will arrive at the plant in a fresh
condition and will consist of ordinary town sewage diluted with
clean ground water. The underlying principle in the design of the
plant must be to keep the sewage in a fresh condition while separat-
ing from it the suspended matter and changing the dissolved organic
contents into a non-putrescible condition. After this part
28 of the process ix completed the matters temporarily retained
in the sprinkling filters (which from time to time are washed
out and cause the effuent to be somewhat turbid) must be separated
therefrom and disposed of; and finally, if necessary, the escaping
clear water must be sterilized. Further, the deposits that take place
in the Imhoff tanks must be disposed of in a satisfactory manner,
and there must be no odors about the place that would cause offense
to people living in the neighborhood of the plant, or along the stream
below.
Screens.
The screens for the plant should consist of iron bars placed in the
inlet channel to the plant, about 2 inches apart and sloping at an
angle of about 20° to the horizontal. These are intended to inter-
cept and permit the removal of tin cans, bottles, boxes, boards,
bricks and other large floating or heavy matters which would obstruct
the slots, or the sludge outlet pipes from the Imhoff tanks. These
matters removed from the fresh sewage will be small in amount, and
can be readily disposed of without nuisance by burying, burning or
other commonly used methods,
A photographic view of the usual type of screens employed for
this purpose is shown in Figure 5.
‘There should be no odor whatever about this part of the works if
the superintendent takes the trouble to keep the place clean,
Grit Chambers.
A velocity of flow through the grit chamber of 1 foot per second
will deposit the sand, but none of the organic matter; this latter
will all go to the tanks for subsidence and decomposition. Ordi-
narily there will be no grit or sand in the sewage. After heavy rains
16—Ex. 137
THE STATE OF NEW JERSEY ET AL. 4195
a certain amount may wash in through the perforations in
29 the manhole covers in the streets of the town. This will be
caught in the grit chambers and can be removed, as neces-
sary, without nuisance. It will not give offense when dumped on
the low ground below the plant, and after draining out and being
rained on a few times will purify itself of the small amount of
organic matter it contains, and can then be used for renewing the
top surface of the sludge draining beds for the Imhoff tanks.
Imhoff Tanks.
The Imhoff tanks should be designed to give the sewage about
three hours to deposit its suspended matters, and with sufficient
room in the sludge chamber beneath to hold about six months’ accu-
mwulations of sludge.
The plant would include 12 of these tanks. Each would consist
of a settling chamber, with a sludge chamber beneath it, so ar-
ranged that the solids which are deposited in the settling chamber
will slide down through a slot in the sloping floor to the sludge cham-
ber beneath, the slot being arranged, by lapping one edge over the
other, so that while the solids can pass down the gases that form
when the solids decompose in the lower chamber can not rise up
into the fresh sewage passing through the settling compartment
over head. Scum-boards and baflleboards would be placed in each
settling compartment to intercept the floating matters and secure as
uniform and perfect subsidence as possible. Each tank would be
arranged with inlet and outlet pipes and necessary control gates so
that the sewage could be passed through the tank from either end,
at will, and fill the sludge chambers uniformly. From each sludge
compartment a valve-controlled emptying pipe would permit empty-
ing the sludge upon the drying beds, as desired. Perforated water
pipes would also be installed in the sludge chambers, at the
30 bottom and along the sides to assist in loosening up the sludge
before emptying and to permit its agitation, if required, and
a connection would be made to the sludge emptying pipe so that
after emptying a tank all the sludge left in the pipe after closing the
valve could be blown back into the tank and thus leave the pipe full
of clean water.
The tanks should be built of concrete with very smooth surfaces
and steep slopes and all the channels leading to and from them
should be open and smooth so as to permit of keeping them per-
fectly clean and free from deposits.
In the construction of the tanks ample room should be provided
for the floating matters that rise up from the sludge compartment
and form a crust, or scum, over the surface.
Tanks of this type can be made either circular or rectangular in
form, as best suits local conditions of economical construction, and
are usually about 30 feet in depth, with conical or pyramidal
shaped bottoms in the sludge compartment to keep the sludge to-
gether during its rotting. A general view of the tanks at Essen-
oy receiving the sewage from 180,000 people is shown in Fig-
ure 1.
17—Ex. 137
4196 THE PEOPLE OF THE STATE OF NEW YORK VS.
During operation the sewage passes through the tank in a con-
tinuous stream, which is not interrupted thereafter, the solids in
suspension settling to the bottom and sliding through the slot to the
sludge chamber below. As great a proportion of the solids as can
be removed economically by subsidence will drop to the bottom com-
partment in from one to three hours, depending upon the nature
of the sewage. In some of the plants in successful operation only
one hour's subsidence is necessary, while in others a longer time
gives better results. Generally speaking, the proportion of the solids
that can be removed from ordinary sewage, by subsidence, in periods
longer than 2 hours, is so small that it does not pay to expend the
necessary capital to secure the slightly higher percentage re
31 moval, particularly as the processes adapted for further treat-
ment can receive and treat one effluent as well as the other;
and the more quickly the sewage can be passed through the settling
tanks, to produce an effluent suitable for the second treatment, the
less the risk of having offensive conditions about the plant.
The solids which settle out of the sewage in transit through the
settling tank collect in the bottom of the sludge compartment and
undergo decomposition, until reduced to a slimy black material re
sembling peat mud. It takes several months for this process to be
completed; and the tanks, therefore, require sufficient sludge space
for this to occur. Generally no sludge is drawn out of the tanks,
after first being put in operation, for three or four months, or longer,
depending on the rapidity and completeness with which its decom-
position has gone on. After the tanks have been in operation for
several months, however, the sludge is removed at more or less fre
quent intervals to make room for the new materials continually
being deposited. The times of drawing out sludge can be accommo
dated to weather conditions, the sludge heing allowed to accumulate,
during very cold, or wet, weather until favorable conditions occur to
facilitate its drving.
During the decomposition of the sludge various gases are evolved,
the principal of which are carbon dioxide and marsh gases, the same
that can be seen coming up through the water in swampy places
where leaves, grasses, roots and other organic matters deeay under
the water. These gases have no appreciable odor and are liberated
in too small amounts from the tanks to be detected in the
air after liberation from the surface of the lisuid. The absence
of the odor of sulphuretted hydrogen, which smells like rotten eggs,
and is usually the principal source of nuisances from decomposing
organic matter, whether garbage, sewage or other similar mat
32 ters, is one of the marked characteristics of the decompos
tion which takes place in these deep settling tanks. No ex
planation has yet been given of the phenomenon, but that it is 4
fact can be attested to by all who have visited the many such tanks
in operation in the Emscher Valley where they were first built and
are now being introduced in increasing numbers.
It has been suggested that the absence of the odor of sulphuretted
hydrogen might he due to the presence of iron, in the sewages being
treated in the Emscher district, with which the sulphuretted hydro
18—Ex. 137
PGP AE eay oy - yeorePaes gg - . . s . Pb.
THE STATE OF NEW JERSEY ET AL. 4197
gen would combine and thus not be liberated as a gas, but the fact
is that some of the tanks are receiving sewage of a purely domestic
nature, Which show, on analysis no iron, as successfully as others
which contain it in large amounts, At the experiment stations estab-
lished by the Cities of Philadelphia and Chicago the same results
have been secured as in the Emscher district in Germany, in this
regard, and the sewages treated show on analysis no mere iron in
lution than average normal American town sewages.
It is to be noted that non-odorous decomposition does not begin
at once, but only after the tanks have been in use for two or three
months. When a tank is first filled with sewage the sludge chamber,
as well as the settling compartmest fills with sewage until it rises up
high enough to flow out of the overflow from the tank. The whole
sudge chamber is thus filled with sewage which can not get out
again, and the organic matter in it, both in suspension and in solu-
tion, has to decompose and rot. During this period there may be
occasions When more or less odor will be noticeable about the tanks,
particularly during hot, humid weather. After this first sewage has
once decomposed, however, no further odors come from the tank
when in normal operation, and the water in the sludge chamber,
above the sludge, is practically clear and non-odorous, and
33 covered with a crust or scum from which the only odor is a
faintly tarry smell which can be detected only by turning
the secur over with a fork and placing the nose close to it. At least
this has been my experience at these works. After a state of equili-
brium has been reached no more fresh sewage enters the sludge
compartment excepting such quantities as may be required to make
up for the volumes of sludge drawn out from time to time.
Owing to the method of constructing the tanks the gases which
are evolved in the sludge chamber, in excess of what the liquid in
the chambers will dissolve at the prevailing temperatures and pres-
sures where dissociated during decomposition, rise up through the
liquid and are detlected by the underside of the sloping bottom of
the settling compartment, and issue to the air through the sludge
space without passing through the fresh sewage flowing through the
vttling compartment. This prevents the contamination of the fresh
ewage with the rotting particles carried up by the bubbles in the
dudge chamber and allows the settled sewage to flow through and
out of the tank still in a fresh condition.
Sometimes, particularly after having been in operation but a
short time, and when silt and sand are allowed to go into the tanks,
the sludge solidifies in the bottom of the sludge chamber and the
liberated gases, accumulating thereunder, lift large pieces up which
may choke the slot and prevent the entrance of the solids deposited
from the fresh sewage. When this occurs it is necessary to draw off
some of the partly decomposed sludge and clear the slot; this opera-
tion is attended with more or less odor, but is a condition which
rarely occurs and which can be prevented by an alert attendant, and,
if occurring, can be remedied by simple and effective measures. It
not oceur in well] designed and properly operated tanks.
19—Ex. 137
4198 THE PEOPLE OF THE STATE OF NEW YORK VS.
The formation of gases in the sludge chamber is of much
34 importance in facilitating the handling and drying of the
sludge. As is well known, the quantity of gases water will
dissolve, other things being equal, is proportional to the pressure,
The gases which are liberated in the bottom of the tank are dissolved
under a pressure of about 30 feet of water, or about one atmosphere
in addition to the atmospheric pressure. When this water, contain-
ing the gases dissolved under this pressure, is brought up to the
surface at atmospheric pressure, the gases can no longer be held in
solution and are occluded in the form of fine bubbles. The ordi-
nary siphon of carbonated water is a familiar example of this
phenomenon. These waters are charged with carbonic acid gas
under heavy pressure and the water takes the gas in solution. As
soon as some of the water is drawn from the siphon the pressure of
the gas on the surface of the water in the siphon is reduced, and
bubbles form in the water and continue to rise to the surface until
equilibrium of pressures and quantities held in solution is again
established, when the bubbles cease to form and the water becomes
quiet.
This is the case when the liquid sludge is drawn from the bottom
of the Imhoff tank. As soon as the sludge valve is opened the weight
of the water above the value forces the sludge up through the sludge
pipe, the outlet of which is lower than the surface of the water in
the chamber, and the sludge flows out of the pipe charged with gases
under pressure. When it reaches the air these gas bubbles expand
and loosen the sludge up to a spongy porous condition. The mass
is sticky, at first, and it apparently stiffens up, on the sludge drain-
ing beds, with the spaces formed by the gas bubbles preserved in the
form of pores and open spaces. This greatly facilitates the process
of drying, allowing the water contained in the liquid sludge to
drain out so freely that ordinarily the sludge can be handled with
shovels, like moist soil, a few days after being discharged upon the
beds.
35 Last July I visited the plant at Recklinghausen, which treats
the sewage of 26,000 people, two days after sludge had been
discharged upon the beds from one of the tanks, and it was then
dried out so that cracks covered the surface; it was shoveled from
the beds the next day and wheeled in push-cars to the dump close
at hand. I remained about the plant for some time examining the
works, the character of the incoming sewage, the effluent from the
works, the fresh sludge drawn from the sludge chamber at my te
quest, the partially drained sludge on the sludge beds, the water
draining from the sludge beds, the channel that had been receiving
this water for several years, and the piles of sludge that had been re
moved from the beds in the past, and I could not find any odors
about the place, except the smell of new mown hay that was being
cut in fields several hundred feet away. This plant had been in
continuous operation since the Fall of 1905. A photographie view
of the Recklinghausen plant is given in Figure 3.
I visited the works when they were being operated under ordinary
every day conditions, and not in anticipation of visitors, having gone
20—Ex. 137
= a ae nd
et Be eel
ea esosowe2?dmg't @Beweavvr ss"
RBA abBreaetrakt Pe eeseerer
THE STATE OF NEW JERSEY ET AL. 4199
there without appointment. My visit was unexpected until I called
upon Dr. Imhoff at his office in Essen and asked to be allowed to go
down to the plant at once. The works were then receiving the sew-
age of about 26,000 people and was hemmed in with shrubbery on a
piece of ground which seemed to be not over an acre in area. No
attempt is made there to treat the sewage further than by the tanks,
the effluent from which is conducted to an open concrete lined chan-
ne! leading down, eventually, to the Rhine.
The sludge accumulations at this plant, after five years of opera-
tion, were insignificant in volume, as farmers in the vicinity come
and take it away, paying a small price per load for it. I doubt if
its manurial value is high, but its spongy, light nature makes
36 it useful for plowing into heavy soils to render them more
porous and more easy of cultivation.
Sprinkling Filters.
From the Imhoff tank the sewage will be conducted to a series of
automatic flush tanks, which will discharge the sewage intermittently
in a spray over the surface of the filters.
The filters will be built in beds with concrete floors draining to a
general collecting channel leading to the secondary settling tanks.
The filters will be built up of coarse gravel, or stones, from about
115 to 2% inches in size, and thoroughly underdrained with special
tiles to permit the free passage of air entirely through the beds from
top to bottom.
Such filters, when the rate of operation is properly adjusted to the
character of the sewage, the depth of the filtering materials and the
areas of the beds, will change the organic matters in the sewage to a
condition not subject to subsequent putrefaction. When the sew-
age spraved upon the filters is fresh no offensive or objectionable
odors result, but when septic or rotten sewage is sprayed into the air
the sulphuretted hydrogen and other gases escape, and may be car-
ried by the winds for some distance, and create very offensive con-
ditions, particularly in the immediate neighborhood of the plant.
The processes which go on in sprinkling filters, when properly
designed and operated, produce no odors, as no slow decomposition
goes on in the beds. The action is rapid and is brought about in
the thin films of sewage flowing slowly over the surfaces of the
stones in complete contact with the air, and the effiuent from the
filters, while more or less muddy in‘ appearance, has no smell and
will stand for a long time as inoffensive as ordinary gutter water in
the streets after a rain. A small plant which I built last
37 year from the Pennsylvania Chautauqua Grounds, at Mt.
Gretna, along lines somewhat similar to those proposed herein
for Orange, Montclair and East Orange was shut down for the sea-
son during the early part of September, but the settling basins
which had received the effluent from the sprinkling filters all
summer were left standing full. I visited the works after this water
had been standing for two weeks exposed to the sun and air, and it
was then clear, without odor and like ordinary pond water, support-
21—Ex. 137
Pre eer
4200 THE PEOPLE OF THE STATE OF NEW YORK V8.
ing on the surface a growth of green algae, and showing no signs of
gray sewage fungi either in these basins or the channels leading
from the sprinkling filters, and no odors were detectable about the
filters. Stones dug up from some distance below the top of the
filter had an odor such as if it had been just dug up from the ground;
all traces of odors of putrefaction were absent. I am informed by
people who repeatedly saw the plant in operation during the het
summer weather that there was no odor about the place except where
a leaky valve from one compartment of the sludge chamber allowed
a continual escape of a small amount of decomposing sludge. This
was so small that the odor could not be noticed except in the imme
diate vicinity of the sludge bed upon which it flowed.
The Pennsylvania State Board of Health requires daily reports
of the operation of this plant, and these show that no sample col-
lected during the time the plant was in operation showed putreseci-
bility when kept in stoppered bottles for 5 days, the stipulated time
for the test. The superintendeng kept several samples for much
longer times, for his own information, one for two weeks, and it was
still stable when he was obliged to throw it away for lack of bottles.
Secondary Settling Basins.
After passing through the sprinkling filters the sewage
38 will go to the secondary settling basins or Imboff tanks for
the deposition of the suspended matters draining from the
filters. The tanks would be built with much smaller sludge com-
partments, than the primary tanks and the deposits taking place
therein would be pumped back, as required, to the primary Imhoff
tanks, by a small pumping plant.
Machinery and Chemical House.
At a convenient location, probably near the primary and second-
ary Imhoff tanks, there will be a house containing the pumps for
pumping the deposits which gather in the secondary Imhoff tanks
to the inlet channel leading to the primary Imhoff tanks. The ac-
cumulations in these secondary tanks will be pumped out, as re
quired, and after complete digestion in the primary Imhoff tanks
be discharged upon the sludge beds. The service required of the
pumps will be intermittent, and their period of operation short, so
that elaborate machinery will not be required. The pumps could
be driven by electric current, if this could be conveniently secured,
or by gasoline engines.
In this house would also be located tanks for making up the neces
sary chemical solutions and devices for regulating the amounts to
be used in accordance with the necessities of the case. Pipes from
the house would lead to the various points where the chemicals would
be introduced into the sewage.
Water Supply.
A supply of clean water will be essential at the plant for keeping
the place clean and for making up the chemical solution. Water
22—Ex. 137
THE STATE OF NEW JERSEY ET AL. 4201
may be had at this point by a connection with street mains about
one-half a mile away, or, if preferred, an independent supply can
be put in, taking water from the ground by means of a deep well,
or a filtered supply suflicient for the needs of the plant could
3y be taken from the river. There would not be a great deal of
difference in the cost of these methods, of getting a water sup-
Superintendent's Residence.
It will be advisable to have a well appointed house for the resi-
dence of the superintendent of the plant, who should be a man of
experience and ability. It is possible that one of the houses now
located on the site proposed for the works could be utilized for this
purpose after remodeling. I have, however, included in the esti-
mates of cost a sum sufficient to erect a new residence with proper
water supply and plumbing.
General Maintenance of the Works.
After the works are completed it will be essential that not only
the dixpoxa! plant, but alxo the trunk sewer and all the sewers in the
towns of Orange, Montclair and East Orange be kept clean and in
good repair in order that the sewage may be fresh when it arrives
at the dispoxal works. To accomplish this end I would strongly
recommend that the three cities appoint a commission to have charge
of the coustruction of the disposal works and connecting sewers,
and, after the works are built, to have charge of the operation of
yrocess of purification and also of the maintenance and cleaning
of the sewers in each of the three towns, as well as the main outfall
sewer leading to the works.
The reason for this recommendation is that even though the dis-
posal plant may be all that could be desired in the matter of design
and construction, the superintendent of the disposal works might
be greatly embarrassed if, through the neglect of any of the towns
to keep the local sewers in repair, and properly clean, foul smelling
sewage might arrive at the a ser and give rise to disagreeable odors
in the vicinity of the plant. If the entire sewerage works of the
three towns are under the direction of a joint committee who
40 holds the superintendent of the disposal works responsible for
their inodorous operation there would certainly be no odors
detectable at the plant after it has once been put in proper and suc-
cessful operation.
Estimates of Cost of Construction and Operation.
Based upon the data regarding the quantity of sewage to be treated
and the general type of plant above described, I estimate the cost
of construction to be as given in Table V.
4202 THE PEOPLE OF THE STATE OF NEW YORK Vs.
Tapie V.
Estimated Cost of Conatructing Sewage Disposal Works for Orange, Montclair,
and East Orange (including 15% for Engineering and Contingencies).
Population to be Provided for in First Installation, 133,000 (Estimated to be
Reached by 1925).
Proportion of total cost of construc-
tion to be charged to each city on
the basis of maximum rate of
Items. sewage flow in 1940.
a A =|
Orange. Montclair. East Orange.
(31.6%) (320% ) (364%)
Land for disposal works... . $39,500 $40,000 $45.500
Joint sewers :
From plant te junction of
East (range sewer....... 36,340 36.800 41,860
From East (range sewer to
junction of Orange and
Montelair sewers ........ 19.276 19.520 22,204
Purification works, includ-
ing grit chambers, Imhoff
tanks, sprinkling filters,
secondary tanks, machin.
ery and chemical house,
water supply, sludge beds,
piping connections, super-
intendent’s house, grad-
ing. planting, ete......... 250,120 262,400 298.480) 520,000
Betels .cccccveses. $254,236 $358,720 $408,044 $1,121,000
When the capacity of these works shall have been reached,
41 additional filters, tanks and sludge beds will be necessary.
As these will not be required, however, fer many years, the
money necessary for their construction would not have to expended
at the present time and the cost of such extensions, therefore, when
required would be represented by the present worth of the money.
The probable cost of these extensions would be about $188,000, bat
deferring the construction for 14 vears (1911 to 1925) would givea
present worth, interest at 4%, of $109,000.00, which, with 15%
added, would be about $125,000.
The final cost of construction, therefore, for a population of 181,
000, which is estimated to be reached by 1940, with the relative costs
distributed to the three towns in the same ratio, as above, would be
as given in Table VI.
Taste VI.
Items. Orange. Montclair. E. Orange.
31.6% 32.% 36.4%
Cost of first installation of
works, as above.......... $354.236 $358,720 $408,044
Present worth of new exten-
sions in 1925, to serve until
THE STATE OF NEW JERSEY ET AL. 4203
The annual cost of operating and maintaining the works would
he made up of the interest on the coxt of building the works, an
allowance to provide for a sinking fund to retire the bonds, an al-
lowance to cover the depreciation of the works, the salaries paid for
labor, and the cost of fuel, chemicals and general supplies.
In the following estimates | have calculated the interest at 442
per cent. and the sinking fund at 2 per cent. of the cost; the depre-
cation amounts are baxed on annuities sufficient to replace the per-
ishable parts of the works at the end of their assumed usefulness;
the items for labor include a superintendent and ten men,
42 who are to have charge of the works and the maintenance of
the sewers in proper sanitary condition. The items of fuel,
chemicals and suppliex are based on the quantities of each which T
estimate will be necessary. On the above basis the annual cost of
operation would be as given in Table VIL.
Taeie VIL.
Annual Coat of Operation and Maintenance for a Population of 123,000.
(Estimated to be Reached by 1925.)
East
Items. Orange. Montclair. Orange. Total.
De C6 Giibccc cwceseeverde S15 41 $16,142 $18.262 $50,445
Sinking fand at 2°7........---+- TANS 7.174 8.161 22420
DE wemseregseredestues 7 SOW) 1 2.500
ee re 3.100 3.200 3 HAO 10,000
Fuel, chemicals, ete.............. 2160 3.200 3.640 10.000
ee $50,156 $50.516 $54,715 $95 O65
For a Poputation of 131,000.
(Estimated to be Reached by 1940.)
Fast
Items. Orange. Montclair. Orange. Total.
Interest and sinking fund....... $25, 503 S25.917 $20,480 $50).990
CS eer SBD SOAS 9.832 27,410
SE ccvcessecdservesed« $54,128 S54 560 $29,212 $108_000
For the purpose of showing the relative costs of constructing and
operating the plant recommended with the costs to the three cities
under the plan proposed by the Passaic Valley Sewerage Commis-
sion in their report of 1908, I have arranged, from the data given
in that report, the costs of construction, as given; and the annual
costs of operation, with interest and sinking fund at 61% per cent.
and the other operating costs in the proportion of the use these towns
would make of the sewer (as stated in the report) to the total capacity
of the sewer, or, in the ratio of 37 to 360. This gives a cost
43 of $124,567 for interest and sinking fund and $29,000 for
the other items, or a total, by 1940, of $153,567.
25—Ex. 137
4204 THE PROFLE OF THE STATE OF NEW YORK V5.
On these bases, the costs of construction of works sufficient for
the population to be expected by 1940 would be as follows.
Estimated Construction Costs to Orange, Montclair, and East Orange of Jom
ing im the Passaic \ alley Sewer Project.
in the Passaic Valley Sewer Project.
Cities. Orange. Montctair. Orange Total.
Fixed Charges Sh oe Sh se 45.548 124
Other Tteme ...... «6c cue- ¥ 164 fay 10.6 8008
a $44,527 $49,141 5 $153.7
A comparison of these figures with those for the plan recom-
mended herein shows that it will cost the three cities nearly $670,000
more to join in the Passaic Valley Sewer project than to build a local
disposal plant, and nearly $50,000 per year more to meet the neces
sary operating expenses of the Passaic Valley Sewer than of the
plant recommended.
:
| have reached about 151,000 people, which, I est-
1940. All parts of the first installment of the works
built to take care of a population of about 133,000
except the sewers leading to the plant, which
ve capacity sufficient for the population that will be
1940. In the estimates of cost sewer from East Orange &
i lack of data as to its course. | Ouro eutiene Gr
per
if
af
es
4206 THE PROPLE OF THE STATE OF KEW YORK Ve.
tenks at my request, when freshly drawn sladge had
upon the sludge beds close bevide the tanks for two days
nies of dmed and partially dned sludge were scattered
Stent fet taler Gee Gain, | could detect no odors
place ariving from the works or their operation. A view
s'udge |ed> at the Kecklinghau-en plant © given in Figure
of these at Bochum in Figure 2 houses shown near the
beds at Bechum are about 400 to 500 feet away.
Regarding the «prinkling filters. there ix lew definite inf
tion as te their inederousne than about the Imboff tanks.
fortunately. all the large installation. of sprinkling filters
have visited are receiving eptic or rotten sewage. and at
these, theagh not all. there was more or lew odor detectible at ds
tances of from 200 feet to one-half mile. or more. depending upen
the humidity. temperature. direction of the wind, and rottenness
the sewage. There are one or two plants in Easape of moderate
size, which are handling fre-h <wage. and in these the experienc
has been <imilar to the Mt. Gretna plant, in that the fresh sewap
has net caused any oder at the «-rinkling filter- \nother cures
circumstance i+ that at all these plants handling fresh -ewage it he
been neted that the <mall flex which are <o abundam around mer
sprinkling filter plants have met. «0 far, appeared.
[t is net necessary. in this report. to enter into a discussie
7 of the chermal and biclovical aspects of the treatment
posed herein. as | heliewe that wou are more ietevested i
secunng mv profesional pdgment a= to the general <ati<factory cm
dition of a plant.
It is mv judgment that there will Le no diffieulty in building aw
operating the plant recommended. im such a manner that it will ne
produce disagreeable oder at the plant. or in ite vicinity, or along
the Vantecaw Valley: or cause the Vantecaw River to he lew &
sirable, at any time for any use to which it con now he put; or
anv measurable degree increase the height+ of floods in the river.
Respectfully.
JAMES H. FURRTES
1h
te pe
His
(Here follow figs. 1 to 5, marked pages 45 to 52, Complainant
Exhibit No. 137.)
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PROPLE OF STATE OF NEW YORK VS. STATE OF NEW JERSEY. 1207
THE PEOPLE OF THE STATE OF NEW YORK,
COMPLAINANTS,
STATE OF NEW JERSEY ET AL.
COMPLAINANTS’ EXHIBIT No. 138.
Showing Estimated Relative Pollution of Newark and Upper New
York Bays Under Different Plans of Sewage Disposal.
JAMES D. MAHER,
Commissioner.
(idl ovttiow fron Newark Gay ard Gpper New York
Bay +n cubic feet per sec. per /000 persons.
ONSMSLHAVSOSTHSIFRRESTLH
ESTIMATED RELATIVE POLLUTION OF NEWARK AND
DIFFERENT PLANS FOR DISPOSING OF THE SEWAGE OF THE PASSAIC VALLEY DISTRICT
PPER NEW YORK BAYS UNDER
New Jersey Sewage
from territory trr-
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This is a copy of a public record, reproduced as it was published. It is not legal advice, and it may not be the version a court would rely on. Check the official source before you cite it.