Section 27-675
§ 27-675 Classification of soil materials. For purposes of this
subchapter, soil materials shall be classified and identified in
accordance with table 11-1. In addition, the following supplementary
definitions shall apply.
(a) Rock.
(1) HARD SOUND ROCK. Includes crystalline rocks such as Fordham
geniss, Ravenswood geniss, Palisades diabase, Manhattan schist.
Charateristics are: The rock rings when struck with pick or bar; does
not disintegrate after exposure to air or water; breaks with sharp fresh
fracture; cracks are unweathered and less than one-eighth inch wide,
generally no closer than three feet apart; core recovery with a double
tube, diamond core barrel is generally eighty-five percent or greater
for each five foot run.
(2) MEDIUM HARD ROCK. Includes crystalline rocks of paragraph one of
this subdivision, plus Inwood marble and serpentine. Characteristics
are: all those listed in paragraph one of this subdivision, except that
cracks may be one-quarter inch wide and slightly weathered, generally
spaced no closer than two feet apart; core recovery with a double tube,
diamond core barrel is generally fifty percent or greater for each five
foot run.
(3) INTERMEDIATE ROCK. Includes rocks of paragraphs one and two of
this subdivision, plus cemented shales and sandstone of the Newark
formation. Characteristics are: the rock gives dull sound when struck
with pick or bar; does not disintegrate after exposure to air or water;
broken pieces may show weathered surfaces; may contain fracture and
weathered zones up to one inch wide spaced as close as one foot; core
recovery with a double tube, diamond core barrel is generally
thirty-five per cent or greater for each five foot run.
(4) SOFT ROCK. Includes rocks of paragraphs one, two and three of this
subdivision in partially weathered condition, plus uncemented shales and
sandstones. Characteristics are: rock may soften on exposure to air or
water; may contain throughly weathered zones up to three inches wide but
filled with stiff soil; core recovery with a double tube, diamond core
barrel is less than thirty-five percent for each five foot run, but
standard penetration resistance in soil sampling is more than fifty
blows per foot. Where core recoveries are less than twenty percent and
the material is to be used for bearing, a minimum three inches diameter
core shall be recovered and the material recovered shall be classified
in accordance with table 11-1.
(b) Special soil types.
(1) FINE SAND. Soils of group SM, containing more than fifty percent
(by weight) of particles passing a number sixty mesh sieve.
(2) HARDPAN. Soils of groups GM, GC, and SW, generally directly
overlying rock, and which are sufficiently cemented to be difficult to
remove by picking.
(3) CLAY SOILS. Soils of each group SC, CL, and CH shall be classified
according to consistency as hard, medium, or soft in accordance with the
following:
a. Hard clay. A clay requiring picking for removal, a fresh sample of
which cannot be molded by pressure of the fingers.
b. Medium clay. A clay that can be removed by spading, a fresh sample
of which can be molded by a substantial pressure of the fingers.
c. Soft clay. A clay, a fresh sample of which can be molded with
slight pressure of the fingers.
(4) SILT SOILS. Soils of each group ML and MH shall be classified as
dense, medium, or loose depending on relative difficulties of removal as
described for hard, medium, and soft clays in paragraph three of this
subdivision.
(5) VARVED SILT. A natural soil deposit consisting of alternating thin
layers of silt, clay, and sand in which the silt or silt plus sand
layers predominate.
Section 27-676
§ 27-676 Satisfactory bearing material. The following materials, or
any combination of them shall be considered as generally satisfactory
bearing materials; hard sound, medium hard, intermediate, and soft rock;
hardpan; granular soils of G and S groups; dense or medium silt soils of
groups ML and MH; and hard or medium clay soils of groups CL and CH.
(For Table 11-1 see chapter 839 of the laws of 1986)
______________________________________________________________
1 |
2 |
3 COPY OF Chapter 839 of the laws of 1986 |
4 MAY BE OBTAINED FROM: |
5 NYS LEGISLATIVE BILL DRAFTING COMMISSION |
6 CONTACT: LEGISLATIVE RETRIEVAL SYSTEM'S HELPLINE |
7 |
8 |
9____________________________________________________________|
FIELD INDENTIFICATION PROCEDURES FOR FINE-GRAINED SOILS OR FRACTIONS
These procedures are to be performed on the minus No. 40 sieve size
particles, approximately 1/64 in. For field classification purposes,
screening is not intended, simply remove by hand the coarse particles
that interfere with the tests.
Dilatancy (reaction to shaking)
After removing particles larger than No. 40 sieve size, prepare a pat
of moist soil with a volume of about one-half cubic inch. Add enough
water if necessary to make the soil soft but not sticky.
Place the pat in the open palm of one hand and shake horizontally,
striking vigorously against the other hand several times. A positive
reaction consists of the appearance of water on the surface of the pat
which changes to a livery consistency and becomes glossy. When the
sample is squeezed between the fingers, the water and gloss disappear
from the surface, the pat stiffens, and finally it cracks or crumbles.
The rapidity of appearance of water during shaking and of its
disappearance during squeezing assist in indentifying the character of
the fines in a soil.
Very fine clean sands give the quickest and most distinct reaction
whereas a plastic clay has no reaction. Inorganic silts, such as a
typical rock flour, show a moderately quick reaction.
Dry Strength (crushing characteristics)
After removing particles larger than No. 40 sieve size, mold a pat of
soil to the consistency of putty, adding water if necessary. Allow
the pat to dry completely by oven, sun, or air-drying, and then test
its strength by breaking and crumbling between the fingers. This
strength is a measure of the character and quantity of the colloidal
fraction contained in the soil. The dry strength increases with
increasing plasticity.
High dry strength is characteristic for clays of the CH group. A
typical inorganic silt possesses only very slight dry strength. Silty
fine sands and silts have about the same slight dry strength, but can be
distinguished by the feel when powdering the dried specimen. Fine sand
feels gritty whereas a typical silt has the smooth feel of flour.
Toughness (consistency near plastic limit)
After particles larger than the No. 40 sieve size are removed, a
specimen of soil about one-half inch cube in size, is molded to the
consistency of putty. If too dry, water must be added and if sticky,
the specimen should be spread out in a thin layer and allowed to
lose some moisture by evaporation. Then the specimen is rolled out
by hand on a smooth surface or between the palms into a thread about
one-eighth inch in diameter. The thread is then folded and rerolled
repeatedly. During this manipulation the moisture content is
gradually reduced and the specimen stiffens, finally loses its
plasticity, and crumbles when the plastic limit is reached.
After the thread crumbles, the pieces should be lumped together and a
slight kneading action continued until the lump crumbles.
The tougher the thread near the plastic limit and the stiffer the lump
when it finally crumbles, the more potent is the colloidal clay fraction
in the soil. Weakness of the thread at the plastic limit and quick loss
of coherence of the lump below the plastic limit indicate either
inorganic clay of low plasticity, or materials such as kaolin-type clays
and organic clays which occur below the A-line.
Highly organic clays have a very weak and spongy feel at the plastic
limit.
Section 27-677
§ 27-677 Nominally unsatisfactory bearing material. Fill material,
peat, (group Pt), organic silts and clays (grouping OL and OH), soft or
loose soils of groups ML, CL, HM and CH, varved silt, or satisfactory
bearing materials that contain lenses of, or are underlain by, these
materials shall be considered as nominally unsatisfactory bearing
materials.
Section 27-678
§ 27-678 Allowable soil bearing pressures. The allowable bearing
pressures on satisfactory bearing materials shall be those established
in table 11-2. The allowable bearing pressures on nominally
unsatisfactory bearing materials shall be those established in
accordance with section 27-679 of this article. Allowable bearing
pressure shall be considered to be the allowable pressure at a point in
the soil mass in excess of the stabilized overburden pressure existing
at the same point prior to construction operations. The stabilized
overburden pressure existing at a point shall be defined as that portion
of the weight of the overlying soil material that is supported by
granular interaction rather than pore pressure. In general, the
magnitude of the stabilized overburden pressure may be approximated as
follows:
(a) The overlying soil material shall have been in place for an
adequate length of time to produce a stable condition of pore pressure
in, or below the foundation level. Where the bearing stratum consists of
soils of classes 5-65 through 8-65, the bearing stratum shall be
considered to be fully consolidated except with regard to the weight of
that portion of the overlying soil material that consists of added fill
material.
(b) Where all or a portion of the overlying soil consists of fill
material, the weight of the fill material shall not be included in the
stabilized overburden pressure unless the magnitude of stabilized
pressure is verified by an architect or engineer on the basis of
laboratory or field tests on undisturbed material.
(c) Where the bearing stratum consists of soils of classes 9-65
through 11-65, the stabilized overburden pressure shall be considered as
zero unless the magnitude of the stabilized pressure is established by
an architect or engineer on the basis of laboratory or field tests on
undisturbed material.
(d) The stabilized overburden pressure shall not include the weight of
any soil removed by excavation and not replaced. For footings, the total
stabilized overburden pressure shall not exceed the weight of a one
square foot column of soil (considering submerged weight where the soil
column is partly submerged) measured from the bottom of the footing to
the lowest level of the final grade above the footing. For a box
foundation, where the strength of the slab is adequate to stabilize the
underlying soil, the stabilized overburden pressure shall not exceed the
weight of a one square foot column of soil measured from the bottom of
the box to the lowest level of the adjacent grade.
(e) Where the bearing stratum consists of soils of classes 9-65
through 11-65, the allowable bearing pressure shall be adjusted for the
effects of rebound due to excavation as determined from consolidation
test data.
(f) Where the bearing stratum consists of rock of classes 1-65 through
3-65, the stabilized overburden pressure shall be neglected.
Table 11-2 Allowable Soil Bearing Pressures
========================================================================
Basic Allowable Bearing Values
Class of Description (Tons per sq. ft.)--See Notes
Material See Notes (1) (10), (11) and (12)
------------------------------------------------------------------------
1-65 Hard Sound Rock 60 See Notes (2) and (8).
2-65 Medium Hard Rock 40 See Notes (2) and (8).
3-65 Intermediate Rock 20 See Notes (2) and (8).
4-65 Soft Rock 8
5-65 Hardpan -- See Notes (3) and (8).
6-65 Gravel and Gravel Soils (Soil
Groups, GW, GP, GM & GC and
soils of Soil Groups SW, SP,
and SM containing more than
10% of material retained on
a No. 4 sieve) -- See Notes (4) and (8)
and (9).
7-65 Sands (other than Fine Sands)
(Soil Groups SW, SP & SM but
containing not more than 10%
of material retained on a No.
4 sieve) -- See Notes (5), (8) and (9).
8-65 Fine sand -- See Notes (6), (8) and (9).
9-65 Clays and Clay Soils (Soil
Groups SC, CL & CH)
Hard 5 See Note (7).
Medium 2 See Note (7).
Soft See Sec. 27-679.
10-65 Silts and Silt Soils (Soil
Groups ML & MH)
Dense 3
Medium 1.5
Loose See Sec. 27-679.
11-65 Nominally Unsatisfactory Bear-
ing Materials See Sec. 27-679.
========================================================================
Notes:
(1) Classification. The soil classifications indicated in this table
are those described in section 27-675 of this article. Where there is
doubt as to the applicable classification of a soil stratum, the
allowable bearing pressure applicable to the lower class of material to
which the given stratum might conform shall apply unless the conformance
to the higher class of material can be proven by laboratory or field
test procedures.
(2) Allowable bearing pressure on rock. The tabulated values of basic
allowable bearing pressures apply only for massive rocks or, for
sedimentary or foliated rocks, where the strata are level or nearly so,
and, then only if the area has ample lateral support. Tilted strata and
their relation to nearby slopes or excavations shall receive special
consideration.
(3) Allowable bearing pressure on hardpan. For hardpan consisting of
well cemented material composed of a predominantly granular matrix and
free of lenses of fine grained material and inclusions of soft rock, the
basic allowable bearing pressure shall be twelve tons per square foot.
For hardpan consisting of poorly cemented material or containing lenses
of fine grained material, inclusions of soft rock, or a fine grained
matrix, the basic allowable bearing pressure shall be eight tons per
square foot.
(4) Allowable bearing pressure on gravel and gravel soils. Values of
basic allowable bearing pressure shall be as follows:
(a) For soils of Soil Groups GW, GP, GM, and GC:
Compact, well graded material--ten tons per square foot.
Loose, poorly graded material--six tons per square foot.
Intermediate conditions--Estimate by interpolation between
indicated extremes.
(b) For soils of Soil Groups SW, SP, and SM, containing more than
ten percent of material retained on a No. 4 sieve:
Compact, well graded material--eight tons per square foot.
Loose, poorly graded material--four tons per square foot.
Intermediate conditions--Estimate by interpolation between
indicated extremes.
(5) Allowable bearing pressure on sands. The basic allowable bearing
pressure shall be determined from the resistance to penetration of the
standard sampling spoon. The basic allowable bearing pressure in tons
per square foot shall equal 0.10 times N but not greater than six tons
per square foot, nor less than three tons per square foot. The
appropriate value for the penetration resistance at various areas of the
site shall be made by averaging the measured resistance within a depth
of soil below the proposed footing level equal to the width of the
footing. Where the average values so obtained do not vary by more than
twenty-five percent of the minimum of the average values over the site
of the proposed building, the lowest average value shall be used for the
design of the entire building. Where the variation exceeds twenty-five
percent, the allowable bearing pressure shall be predicated on the
lowest average value unless appropriate measures are taken to avoid
detrimental amounts of differential settlements of the footings. Where
the design bearing pressure on soils of class 7-65 exceeds three tons
per square foot, the embedment of the loaded area below the adjacent
grade shall not be less than four feet and the width of the loaded area
not less than three feet, unless analysis shall demonstrate the proposed
construction to have a minimum factor of safety of 2.0 against shear
failure of the soil.
(6) Allowable bearing pressure on fine sand. The basic allowable
bearing pressure shall be determined from the resistance to penetration
of the standard sampling spoon. The basic allowable bearing pressure in
tons per square foot shall equal 0.10 times N but not greater than four
tons per square foot nor less than two tons per square foot, except
that, for loose materials (resistance to penetration of the standard
sampling spoon ten blows per foot or less), where the foundation is
subjected to vibratory loads from machinery or similar cause, the
indicated basic values shall not apply. The allowable bearing pressure
shall be established by analysis applying accepted principles of soil
mechanics and a report of such analysis satisfactory to the commissioner
shall be submitted as a part of the application for the acceptance of
the plans.
(7) Allowable bearing pressure on clays and clay soils. The bearing
capacity of medium and hard clays and clay soils shall be established on
the basis of the strength of such soils as determined by field or
laboratory tests and shall provide a factor of safety against failure of
the soil of not less than 2.0 computed on the basis of a recognized
procedure of soils analysis, shall consider probable settlements of the
building, and shall not exceed the tabulated maximum values.
(8) Increases in allowable bearing pressure due to embedment of the
foundation. (a) The basic allowable bearing values for rock of classes
1-65, 2-65 and 3-65 shall apply where the loaded area is on the surface
of sound rock. Where the loaded area is below the adjacent rock surface
and is fully confined by the adjacent rock mass and provided that the
rock mass has not been shattered by blasting or otherwise is or has been
rendered unsound, these values may be increased ten percent of the base
value for each foot of embedment below the surface of the adjacent rock
surface in excess of one foot, but shall not exceed twice the basic
values. (b) The basic allowable bearing values for soils of classes 5-65
through 8-65 determined in accordance with notes three, four and five
above, shall apply where the loaded area is embedded four feet or less
in the bearing stratum. Where the loaded area is embedded more than four
feet below the adjacent surface of the bearing stratum, and is fully
confined by the weight of the adjacent soil, these values may be
increased five percent of the base value for each foot of additional
embedment, but shall not exceed twice the basic values. Increases in
allowable bearing pressure due to embedment shall not apply to soils of
classes 4-65, 9-65, 10-65, or 11-65.
(9) Increase in allowable bearing pressure for limited depth of
bearing stratum: The allowable bearing values for soils of classes 6-65,
7-65 and 8-65 determined in accordance with this table and the notes
thereto (including note eight), may be increased up to one-third where
the density of the bearing stratum below the bottom of the footings or
the tips of the piles increases with depth provided that: (a) The
bearing stratum is not underlain by materials of a lower class. (b) The
allowable bearing value of the soil material underlying the bottom of
the footings or the tips of the piles increases at least fifty percent
within a depth below the footing or the tips of the piles which is not
greater than the width of the footing or the width of the polygon
circumscribing the pile group. (c) It shall be demonstrated by a
recognized means of analysis that the probable settlement of the
foundation due to compression, and/or consolidation do not exceed
acceptable limits for the proposed building.
(10) Combination of loads. The provisions of section 27-594 of article
two of subchapter ten of this chapter shall apply.
(11) Correction for foundations bearing on materials of varying
bearing capacities. Where it is shown by borings or otherwise that
materials of varying bearing value will be used for support of a
building: (1) Where the weakest material does not rank below class 5-65,
no modifications shall be required. (2) Where the weakest materials
rank as classes 6-65 through 8-65, if the difference in basic allowable
bearing values for the several materials does not exceed thirty percent
of the allowable value for the poorest material which is to support the
foundation, the foundations may be proportioned in direct conformance
with the allowable bearing pressures. Where the difference in basic
allowable bearing values exceeds thirty percent, appropriate measures
shall be taken to limit the differential settlements of the different
portions of the structure to tolerable values. (3) For materials of
classes 9-65 and 10-65, in all cases, appropriate measures shall be
taken to equalize the settlements of the different portions of the
structure.
(12) Inundated footings. The provisions of this section relating to
materials of classes 1-65 through 7-65, shall be deemed equally
applicable both to the dry and to the inundated condition of the soil
provided: (a) That the subgrade is undisturbed by the construction
operations, (b) The bearing area is in a confined condition. For such
cases, no reduction in allowable bearing value will be required where
the soil supporting the foundation is subject to a rising level of
inundation. However, the effects on settlement of a falling level of
inundation occurring after construction of the foundation shall be
considered in the design.
Section 27-679
§ 27-679 Bearing capacity of nominally unsatisfactory bearing
materials. Whenever soils exploration shows that the proposed
foundation would rest on, or be underlain by, nominally unsatisfactory
bearing materials, a report based on soil tests and foundation analysis
(including analysis of undisturbed samples) shall be submitted by an
architect or engineer, demonstrating, subject to the approval of the
commissioner, that the proposed construction, under a condition of one
hundred percent over load, is safe against failure of the soil
materials.
The report shall also show that the probable total magnitude and
distribution of settlement to be expected under design conditions will
not result in instability of the building or stresses in the structure
in excess of the allowable values established in subchapter ten of this
chapter. In addition, the following provisions shall apply:
(a) Fill materials.
(1) CONTROLLED FILLS. Fills shall be considered as satisfactory
bearing materials of class 6-65 or 7-65 when placed in accordance with
the following procedures, under the provisions for controlled
inspection.
a. Before placement of fill, the existing ground surface shall be
stripped of all organic growth, timber, rubbish, and debris. After
stripping, the ground surface shall be compacted to the density in
subparagraph d of this paragraph.
b. Materials for fill shall consist of sand, gravel, crushed stone,
crushed gravel, or a mixture of these, and shall contain no organic
matter. The fill materials shall contain no particles exceeding four
inches in the largest dimension. No more than thirty per cent of the
material shall be retained on a three-quarter inch sieve. The material
passing the three quarter inch sieve shall contain, by weight, no more
than forty percent passing the one hundred sieve, or twelve percent
passing the two hundred sieve.
c. The grading of the fill shall be determined in accordance with the
applicable procedures of reference standards RS 11-1 and RS 11-2.
d. Fill shall be placed and compacted at its optimum moisture content,
in uniform layers not more than twelve inches thick (after compaction)
and each layer shall be thoroughly compacted to a density not less than
ninety-five percent of the density prescribed in reference standard RS
11-3. The field density shall be verified by in-place density tests made
on each lift of the embankment. Fill shall not be placed when frozen or
placed on a frozen or wet sub-grade.
(2) UNCONTROLLED FILLS. Fill material, other than controlled fill, may
be used for the support of buildings, other than one- and two-family
dwellings, and may be considered as satisfactory bearing material of
applicable class, subject to the following:
a. The soil within the building area shall be explored using test
pits. At least one test pit, penetrating at least eight feet below the
level of the bottom of the proposed footings, shall be provided for
every twenty-five hundred square feet of building area. Where such test
pits consistently indicate that the fill is composed of material that is
free of voids and free of extensive inclusions of mud, organic materials
such as paper, garbage, cans, or metallic objects, and debris, the
provisions of subparagraphs b and c of this paragraph shall apply. Where
the test pits show such voids or inclusions, the additional provisions
of subparagraph d of this paragraph shall apply. Borings may be used in
lieu of test pits, provided that continuous samples at least four inches
in diameter are recovered.
b. The building area shall be additionally explored using one standard
boring under each column. These borings shall be carried to a depth
sufficient to penetrate into natural ground, but not less than twenty
feet below grade, and a sufficient number shall penetrate deeper than
twenty feet as required to meet the provisions of section 27-663 of
article two of this subchapter. Where such borings show voids or
inclusions, the provisions of subparagraph d of this paragraph shall
apply.
c. The allowable soil bearing pressure on the fill material shall not
exceed two tons per square foot.
d. Wherever the fill shows voids or inclusions as described in
subparagraphs a and b of this paragraph either the fill shall be treated
as having no presumptive bearing capacity, or the building shall
incorporate adequate strength and stiffness to bridge such voids or
inclusions or shall be articulated to prevent damage due to differential
or localized settlement of the fill.
(b) Organic silts, organic clays, soft inorganic clay, loose inorganic
silt, and varved silt.
(1) The allowable bearing pressure shall be determined independently
of table 11-2 subject to the following:
a. For varved silts, the soil bearing pressure produced by the
proposed building shall not exceed two tons per square foot, except that
for desiccated or preconsolidated soils, higher bearing pressures will
be allowed.
b. For organic silts or clays (groups OL and OH) or for soft or loose
soils of groups ML, CL, MH, and CH, the soil bearing pressure produced
by the proposed building shall not exceed one ton per square foot except
that a value of two tons per square foot will be permitted on soils that
are adequately preconsolidated or artificially treated.
(2) The report required in this section shall contain, as a minimum,
the following information:
a. Geological profiles through the area defining the stratigraphy.
b. Sufficient laboratory test data on the compressible material to
indicate the coefficient of consolidation, coefficient of
compressibility, permeability, secondary compression characteristics,
and Atterberg limits.
c. Where the design contemplates improvement of the natural bearing
capacity and/or reduction in settlements by virtue of preloading, cross
sections showing the amount of fill and surcharge to be placed on design
details showing the required time for surcharging shall be indicated,
and computations showing the amount of settlement to be expected during
surcharging. Records of settlement plate elevations and pore pressure
readings, before, during, and after surcharging, shall be filed with the
commissioner.
d. The estimated amount and rate of settlement expected to occur after
the structure has been completed, including the influence of dead and
live loads of the structure.
e. A detailed analysis showing that the anticipated future settlement
will not adversely affect the performance of the structure.
f. Where sand drains are to be used, computations showing the
diameter, spacing, and method of installation of such drains, shall be
provided.
(c) Artificially treated soils. Nominally unsatisfactory soil
materials that are artificially compacted, cemented, or preconsolidated
(including soils compacted by vibration, cemented by chemical injection,
or preconsolidated by use of electric current, but not including cases
where preconsolidation consists solely of the use of surcharge with or
without sand drains) may be used for the support of buildings, and
nominally satisfactory soil materials that are similarly treated may be
used to resist soil bearing pressures in excess of those indicated in
table 11-2 for the soil in its natural state, subject to the following:
(1) The vertical and lateral extent of the soil that is compacted,
cemented, or preconsolidated shall conform to the full extent of the
distribution of loading that is assumed for purposes of computing the
intensities of the soil bearing pressure. The actual soil bearing
pressure shall not exceed the limitations of subdivisions (a) and (b) of
this section for nominally unsatisfactory bearing materials or, for
satisfactory bearing materials, shall not exceed the limitations of
table 11-2.
(2) After the treatment procedure, a minimum of one boring shall be
made for every sixteen hundred square feet of that portion of the
building area that is supported on treated soil, and a sufficient number
of samples shall be recovered from the treated soil to demonstrate the
efficacy of the treatment.
Section 27-680
§ 27-680 Utility services. Where utility service lines are to be laid
in soil materials of class 11-65, provision shall be made to prevent
damage to such service lines as follows:
(a) Where the lines enter a structure, including a building, a
manhole, or a junction chamber, that is rigidly supported on piles or in
firm bearing material, the services shall be supported on piles or
bearing materials of adequate firmness to prevent differential
settlement of the service lines with respect to the structure;
otherwise, provisions, such as oversized sleeves, flexible connections,
utility tunnels, or other approved device, shall be made to permit the
anticipated differential movement to occur without damage to the service
lines.
(b) Where the lines enter a structure that is supported on soil
materials of class 11-65 or on soft clay or loose silt deposits, and
engineering analysis shall be made of the probable differential
settlement of the utility service line with respect to the structure,
and provision shall be made to accommodate such displacement, as
described in subdivision (a) of this section.
To the extent possible under law, Friends of Devin Balkind for Public Advocate has waived all copyright and related or neighboring rights to New York City Administrative Code. This work is published from: United States.
Special thanks to Benjarmin Kallos and Thom Neale who made this content publicly available as a bulk download.