Appendix E
Specifications
for Design Standards and Construction Methods
A. Private underground utilities shall be
constructed outside the pavement area except for necessary crossings.
B. Underground utilities to be dedicated
to the Village shall be constructed outside the pavement area wherever
practicable. All utilities to be located
within the pavement area must have Village Engineer’s approval during the
design process and before final plans are submitted for review.
C. Whenever possible utilities
crossing the roadway will be installed after the subgrade is prepared and
before the subbase is placed.
D. Utilities shall cross at perpendicular to the
centerline unless approved by the Village Engineer.
E. Where crossover trenches are
required for utility services, the trenches shall be backfilled with the
excavated material, if acceptable and approved by the Village, to 18-inches
below the pavement grade. If excavated
material does not meet Village approval the material must be remove from site
and replaced with bank-run gravel with no stones larger than 4-inches, to
18-inches below the pavement grade. The
remainder of the backfill shall be NYSDOT Type 2 or Type 4 (crushed not
screened). Material shall be compacted
in six (6) inch layers with vibrating tamping equipment.
A. Turnarounds shall have the dimensions as
shown in Figure 1[1]. The side portion shall be to the right as
shown unless approved by the Village Engineer.
B. The turnaround will be
constructed with the same materials and dimensions as the remainder of the road
as defined in Table 1 or Table 2.
(1)
When a ditch
line separates a proposed lot from the street driveway culverts must be sized
by the developer and approved by the Village.
(2)
The minimum
diameter is 15-inch.
(3)
The minimum
slope is 1.0%.
(4)
Driveway
culverts will be either reinforced concrete pipe (RCP) or high-density
polyethylene pipe (HDPE), double walled with smooth interior. Aluminized steel corrugated pipe may be used
with the approval of the Superintendent of Public Works for driveways crossing
ditch lines if there is insufficient cover for HDPE pipe.
(5)
Pipes shall be
bedded in a minimum of 4-inches of #1
stone. The remainder of the backfill
shall be NYSDOT Type 2 or Type 4 (crushed not screened). Material shall be compacted in six (6) inch
layers with vibrating tamping equipment.
(6)
All culverts
shall have flared end sections (
(1)
The minimum
slope is 1.0%.
(2)
The minimum
diameter is 18-inch.
(3)
Acceptable
materials are RCP or HDPE pipe with double wall with smooth interior.
(4)
Headwalls of
concrete or stone masonry shall be constructed at the inlet and discharge end
of the culvert pipe. Culverts shall extend beyond the toe of the embankment,
or, if carried in easements through or along lots, to a point of not less than
seventy-five (75) feet beyond the rear of proposed residences.
(5)
Guiderail is
required whenever the headwall or
(6)
Pipes shall be
bedded in a minimum of 4-inches of #1
stone.
(7)
Under the
pavement, culverts will have a minimum of 12-inches of subbase gravel.
A. The contractor shall excavate for the base,
pavement, and gutters to the designed subgrade elevation and six (6) inches
wider on each side than the designed pavement and gutter width as shown on the
“Typical Road Cross Section” and as indicated in the following specifications.
B. The excavation will follow the depth and
alignment of the stakes established by the developer’s licensed land surveyor
or Engineer for this purpose. These
stakes shall be at intervals of not more than fifty (50) feet and at
twenty-five (25) feet in areas on grades of less than 0.5%.
C. After being excavated to the proper depth,
the subgrade shall be graded and crowned one quarter (1/4) of an inch to each
foot of width on each side of centerline (for roads with concrete gutters,
allowing for extra three (3) feet x eight (8) inch wedge excavation as shown in
Figure 2 of Appendix D), and rolled thoroughly with a 10-ton 3-wheeled roller
or vibratory roller capable of producing a minimum dynamic vibration force of
27,000 lbs.
D. Any unsuitable material found below subgrade shall
be removed and replaced with approved material and compacted in six (6) inch
lifts. If the fine grade becomes rutted,
it shall be re-graded and rolled before the subbase material is installed.
E. No subbase material shall be put in over
unstable trenches or soft spots. If this
condition should arise, the unacceptable material shall be removed and replaced
with approved material and compacted in six (6) inch lifts.
F. Wherever sources of water,
such as a spring, are located in the subgrade, perforated underdrain pipe shall
be installed bedded with No. 1 or No. 2 stone.
The outfall of this pipe will be to an open ditch or roadside closed
drainage system.
G. The subgrade will be proof rolled, inspected, and
approved by the Village Engineer or Superintendent of Public Works before
subbase is placed.
H. Use bank-run gravel or on site select embankment
fill material as specified in No. 13 Road Material of this Appendix and
approved by the Village Engineer for embankment fill compacted 95 percent
maximum density. Place material in
maximum 8 inch horizontal lifts. Spread
wet embankment fill in 8 inch loose lift and disc to expedite air drying. Adjust moisture content of embankment fill
material to within 2 percent of optimum by either air-drying or addition of
water prior to compaction.
No. 6 Roadside Grading
A. The maximum slope of the ditch side slope or
grading away from concrete gutters shall be 1 on 3. Where this is not possible, the Village
Engineer will determine if a closed drainage system or guide rails are
necessary.
B. Roadside ditches shall be
lined with topsoil and seeded to establish grass or have sod placed.
C. The distance from the edge
of the shoulder to the centerline of the ditch, and the slopes of the side of
the ditch shall be constructed so that the grass can easily be maintained,
especially in residential areas.
D. The distance from the edge of the shoulder to
the center line of the ditch shall be a minimum of four (4) feet for secondary
roads and three and one half (3 ½) feet for the other road types located in
Table 1 of Appendix D.
E. The depth of the ditch shall
be at least the minimum necessary to drain the entire subbase (i.e. at or below
the subgrade) and to carry the calculated storm water runoff.
No. 7 Storm Drainage System.
(1)
Precast
concrete with interior dimensions of the largest pipe diameter plus 8-inches.
(2)
The minimum
size is 2 feet square with a Syracuse Casting 2815 frame and grate.
(3)
All drainage
inlets over 5-feet in depth shall be 4 foot diameter.
(4)
Grates shall be
the bicycle safe type.
(5)
Drainage inlets
shall be spaced at intervals of not over four hundred (400) feet at low points
and at intersections.
(1)
RCP or HDPE
pipe with double wall with smooth interior.
(2)
Strength
classification. The pipe shall be designed as to proper strength classification
by the developer's licensed professional engineer and shall be stated on the
plans. Heights of cover, nature of foundation soil, type of bedding and trench
width shall be considered in specifying the pipe. The developer shall be
responsible for providing extra strength bedding, cradle or encasement if the
design conditions cannot be met in the field. Whenever the storm sewer is under
the road, the Village requires that the developer's engineer specify the
correct class for H2O loading at sewer depth.
(3)
The joint
surfaces of all pipes and fittings shall be clean and shall fit together to
form a tight joint.
(1)
The manhole
shall be sized to accommodate the pipes to be installed with a minimum diameter
is 4-feet.
(2)
Manholes shall
be provided in drain lines not more than four hundred (400) feet apart and
wherever branches are connected or sizes are changed and wherever there is a
change in alignment or grade.
(3)
Alignment of
pipes shall be in a straight line between manholes.
(4)
A manhole can
also serve as a drainage inlet with bicycle safe grates.
(5)
Solid covers
marked storm shall be provided for all manholes not also serving as inlets.
(1)
Pipe
(a)
Corrugated
Polyethylene Plastic Pipe: ASTM D3350
with strength requirements of AASHTO M254; smooth interior; sizes 12 to 36 inch
diameter with coupling bands same material as pipe.
(b)
Underdrain Pipe
and Fittings: ASTM 3350 with strength
requirements of AASHTO M252; solid and perforated corrugated polyethylene
tubing, with synthetic filter wrap; heavy duty.
(c)
Reinforced
Concrete Pipe grade IV or V as specified in the NYSDOT Specifications
(2)
Structures
(a) Reinforced pre-cast concrete drainage inlets in accordance with ASTM C478. AASHTO HS-20-44 design loading. Shape and inside dimensions in accordance with requirements shown on Drawings. Base and riser sections to have a minimum 6 inch thickness and lengths as necessary to meet invert and rim elevations.
(b)
Reinforced
pre-cast concrete manholes in accordance with ASTM C478. Utilize rubber -O- rings for jointing between
sections. Copolymer polypropylene
encapsulated steel manhole steps, in accordance with ASTM C478, spaced at 12
inches on center and formed integral with manhole section. Align steps with eccentric riser section,
clear inside dimension 48 inches.
(c)
Frame and
Grate: Heavy duty cast iron. Grates to seat in any position without
rocking.
(3)
Installation
(a)
All storm pipe
and underdrain shall be bedded in NYSDOT No. 1 stone.
(b)
For storm sewer
pipe, place bedding material at trench bottom across entire width of trench in
such thickness that a minimum of 6 inches will be under the bottom of the pipe
and the bottom quadrant of the pipe will be below the level surface of the
bedding material each side of the pipe barrel.
Backfill to a minimum of 1-foot above the pipe shall be NYSDOT Item 4.
(c)
For underdrain
tubing, place a minimum of 4 inches of bedding material beneath the
invert. Place balance of aggregate
encasement for the entire trench width to depth of 6-inches above the pipe.
(d)
A rubber or
elastomeric sleeve and stainless steel band assembly fabricated to match
outside diameters of pipes to be joined will join all dissimilar pipes.
(e)
Coordinate work
with location and alignment of curbing.
(f)
All pipe shall
be laid true to line and grade with bells upstream and shall have a full, firm
and even bearing. Boulders or other natural obstructions shall not be
considered cause for varying from true line and grade.
(g)
The top of any
drainage pipe shall not be less than fifiteen (15) inches below the finished
grade of the pavement. Where soft, spongy or unsuitable soil is encountered, or
where rocks, boulders or ledges are present, such shall be removed and replaced
with suitable materials and in a manner as directed by the Village Engineer.
(h)
Drain lines
shall be placed between the center line of the road and the gutter line and
shall, as far as practical, be parallel the center line of the road.
(i)
Identify and
describe unexpected variations to subsoil conditions or discovery of uncharted
utilities. Accurately record actual
locations of pipe runs, fittings, connections, drainage inlets, and invert
elevations and provide record documents.
(j)
Place pre-cast
concrete drainage inlets and manholes on leveled bedding stone and at required
elevation to maintain pipe invert elevations shown on Drawings.
(k)
Install pipe
flush with the inside face of drainage inlet and manhole wall. Seal voids between pipe and knockout with
cement grout inside and outside of drainage inlet.
(l)
Do not begin
backfilling until cement grout seal is completely set.
(4)
Field Quality
Control
(a)
Maximum
Variation from Intended Elevation of Invert:
1/2 inch.
(b)
Maximum Offset
of Pipe from True Alignment: 3 inches.
(c)
Inspect
interior of pipe to determine whether line displacement or other damage has
occurred. Make inspection after pipe has
been installed and backfill is in place, and again at completion of work.
(d)
If inspection
indicates poor alignment, displaced or collapsed pipe, or other defect, correct
such defect and re-inspect.
A. The contractor shall furnish and place portland cement concrete gutters as shown on the plans and in accordance with the thickness and cross section as shown on Figure 2[2] and as stated in the following specifications.
B. Concrete materials and installation are specified in No. 12 Cast-In-Place Concrete of this Appendix.
C. The concrete gutters shall be constructed of the shape shown on Figure 2[3] and shall conform to the lines and grades shown on the plans and as approved by the Village.
D. Standard six-inch steel forms shall be used and set to the grade and alignment by stakes established by the project engineer for this purpose. These stakes shall be set at intervals of not more than fifty (50) feet and twenty-five (25) feet in flat areas on grades of less than eight-tenths percent (0.8%). The base that these forms are set upon shall be graded to obtain a full six- (6) inch of concrete particularly under the invert. This base material between forms shall be compacted by mechanical means.
E. Expansion joints with premolded resilient joint filler shall be installed every fifty- (50) feet with fracture (or dummy) joints every ten- (10) feet. An expansion joint shall be installed at the end of a day's work or wherever the pouring of concrete is stopped for any reason.
F. To ensure positive flow the gutter shall be screeded longitudinally with a suitable straight edge. The screed shall be worked laterally, i.e., parallel with the centerline of the gutter from the invert to the outer edges. This process shall be done at the appropriate time during the setting of the concrete. When gutters are installed by this hand method special attention should be paid to the spading of the concrete along the sides of the forms.
G. The gutter may also be installed by use of an approved gutter machine using the proper screed to form the invert shown on Figure 2[4] and equipped with a vibrator attachment.
H. At the appropriate time the concrete shall be broomed lightly with a fine-bristled broom and edged with a proper metal edging tool. This brooming is to fill small voids thus making it unnecessary to do an excessive amount or floating and troweling.
I. The forms shall not be removed until the concrete is sufficiently set to prevent chipping edges. The gutter shall be backfilled as soon as possible to prevent undermining of the gutter in case of precipitation. The gutters shall be protected from traffic for a sufficient length of time to avoid damage to them.
A. Granite, 5 inch wide by 16 inch deep, meeting the
requirements specified in N.Y.S.D.O.T. Standard Specifications, Section 714-01
for Type C curb.
B. Concrete Backing and Bedding: Portland cement concrete mix, 3,000 psi.
C. Layout curbing in accordance
with data shown on Drawings and coordinate with location, alignment and
elevation of roadways, sidewalks, curb cuts and drainage inlets.
D. Place curb on continuous concrete bedding and
install concrete backing in accordance with N.Y.S.D.O.T. Specifications
E. Set curb on true line and grade to provide a
6 inch reveal, unless noted otherwise, above finish pavement and fit sections
no closer than ¼ inch at the arris line.
F. Mortar all joints and clean
excess mortar from curb faces.
G. Backfill, after mortar and concrete backing is set,
with specified material and compact to required density.
H. Maintain materials and surrounding air temperature
to a minimum 50 degrees F prior to, during and 48 hours after completion of
masonry work.
A. The material shall conform to
the current edition of the State of
B. Apply tack coat to contact surfaces of previously constructed asphalt and surfaces abutting or projecting into asphalt concrete pavement. Distribute at rate of 0.03 to 0.07 gallon per square yard of surface. Allow to dry until at proper condition to receive paving.
C. The asphalt shall be applied in two (2) courses consisting of Type 3 binder course and Type 6 top course at the compacted thickness indicated in Tables 1 and 2 of Appendix D.
D. A self-propelled asphalt spreader manned by competent operators shall lay the pavement.
E. Each course will be compacted by rolling with a minimum of a ten-ton to twelve-ton tandem vibratory roller at the appropriate time by a competent operator.
F. All raking shall be done by skilled help to maintain a smooth and uniform finish at intersections, curves and around manholes, valve boxes, etc.
G. Perform work in accordance with New York State
Department of Transportation Standard Specification for Construction and
Materials, latest edition.
H. Mixing plant: shall conform to New York State
Department of Transportation Standard Specification for Construction and
Materials most recent edition.
I. Saw-cut existing pavements
in straight lines and tack coat the edge where connecting to existing pavement.
(1)
Do not place
hot-mix asphalt concrete when base surface temperature is less than 50 degrees
F, or surface is wet or frozen.
(2)
Do not apply
tack coat materials when surface temperatures are 45 degrees F or below. Do not apply to wet base surface.
(1)
Hot-mix Asphalt
Concrete to meet the requirements specified in N.Y.S.D.O.T. Standard
Specification for the material and composition of the following courses.
(a)
Asphalt
Concrete - Type 3 Binder.
(b)
Asphalt
Concrete - Type 6 Top.
(2)
Tack Coat to
meet the requirements specified in N.Y.S.D.O.T. Standard Specifications for
asphalt emulsion for tack coat, Material Designation 702-90.
(3)
Bituminous
Joint and Crack Filler to meet the requirements specified in N.Y.S.D.O.T.
Standard Specifications for miscellaneous asphalt cements.
(1)
Check for
unstable or loose areas of base. Do not
begin paving work until deficient areas have been corrected. Remove and replace unstable corrugated
areas. Areas requiring replacing,
patching or shaping in excess of 1 inch thickness to be constructed with base
course materials.
(2)
Verify
gradients and elevations of base are correct.
(3)
Verify that
Engineer has observed final proof rolling of base.
(1)
Apply to
finished joints between new and previously constructed asphalt pavements.
(2)
Apply to
finished longitudinal joints abutting curbing and at joints with storm sewer
drainage inlets.
(1)
Flatness: Maximum variation of 1/4 inch measured with
10 foot straight edge.
(2)
Thickness: In-place compacted thickness will not be
acceptable if exceeding the following allowable variations.
(3)
Binder Course -
Plus or minus 1/4 inch
(4)
Top Course -
Plus or minus 1/8 inch
(5)
Elevation: Within 1/2 inch of the established elevation.
No.11 Concrete
Sidewalks
A. The contractor shall furnish and place portland cement concrete sidewalks with a minimum width of 5-feet as shown on the plans and as stated in the following specifications.
B. Sidewalks are to be reinforced 6-inches thick in driveways and streets with the remainder 4-inches thick.
C. The materials are specified in No. 12 Cast-In-Place Concrete of this Appendix.
D. Expansion joints shall be installed every fifty- (25) feet and provide transverse tooled control joints, 1-1/2 inch deep every (5) feet of the walk. An expansion joint shall be installed at the end of a day's work or wherever the pouring of concrete is stopped for any reason.
E. Install premolded resilient joint filler in
expansion joints and between walks and structures or curbs.
F. Provide a light broom finish and tool all exposed edges.
G. The sidewalks shall conform to the lines and grades shown on the plans and as approved by the Village.
H. Standard four-inch and 6-inch steel forms shall be used.
No. 12
Cast-In-Place Concrete
A. Submittals
Concrete Mix Designs: Include cement content and type, aggregate
source and gradation, water content, unit weight, admixture content and type,
air content, slump and documentation of average strength by field experience or
laboratory prepared trial mixture in accordance with ACI 318. Submit at least 7 days before start of
placement.
(1)
Portland
Cement: ASTM C150, Type I or II, Minimum
28-day compressive strength of 4,000 psi.
(2)
Aggregates: ASTM C33 (normal weight), from same source.
(3)
Water: Clean and not detrimental to concrete.
(4)
Air
Entraining: ASTM C260.
(5)
Chemical: ASTM C494, Type A - Water Reducing; Type D -
Water Reducing Retarder; Type C or E - Noncorrosive, Nonchloride Accelerator;
Type F or G - High Range Water Reducing Admixture.
(6)
Curing Compound
– Non-yellowing
(1)
Non-shrink
Grout: In accordance with N.Y.S.D.O.T.,
701-05.
(2)
Premolded
Resilient Joint Filler: Meet the
requirements specified in N.Y.S.D.O.T. Standard Specifications, Section 705-07.
(4)
Deformed
Bars: ASTM A615, Grade 60.
(5)
Steel
Wire: ASTM A82, plain, cold-drawn steel.
(6)
Welded Wire
Fabric: ASTM A185. Flat sheets only.
(7)
Supports for
Reinforcement: Bolsters, chairs,
spacers, and other devices for spacing, supporting, and fastening reinforcing
bars and welded wire fabric in place.
Wire-bar type supports complying with CRSI.
(1)
Erect formwork,
shoring and bracing to achieve design requirements.
(2)
Provide bracing
to ensure stability of formwork. Shore
or strengthen formwork subject to over stressing by construction loads.
(3)
Arrange and
assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores.
(1)
Clean
reinforcement of loose rust, mill scale, earth, ice, and other materials, which
reduce or destroy bond with concrete.
(2)
Accurately
position, support, and secure reinforcement against displacement by formwork
construction, or concrete placement operations.
Locate and support reinforcement by metal chairs, runners, bolsters,
spacers, and hangers, as required.
(3)
Place
reinforcement to obtain at least the minimum coverage for concrete protection.
(4)
Set wire ties
so ends are directed into concrete, not toward exposed concrete surfaces.
(5)
Use of nails in
forms and using clay brick to support reinforcement are prohibited.
(6)
Do not splice
reinforcement at joints of maximum stress.
(1)
Mix, deliver,
and place concrete in accordance with ACI 304.
(2)
Deposit
concrete continuously or in layers of such thickness that no concrete shall be
placed on concrete which has hardened sufficiently to cause formation of seams
or planes of weakness within section.
Provide construction joints if section cannot be placed continuously.
(3)
Deposit
concrete as nearly as practicable to its final location to avoid segregation
caused by rehandling or flowing.
(4)
Do not retemper
concrete that has already begun to set.
(5)
Keep
excavations free of water. Do not
deposit concrete in water, mud, snow, nor on frozen ground.
(6)
Maintain
reinforcing in proper position during concrete placement.
(7)
Consolidate
placed concrete by mechanical vibrating equipment supplemented by hand spading,
rodding, or tamping.
(8)
Maintain
records of concrete placement and provide Engineer with a copy of all concrete
mix truck tickets.
(9) The concrete sidewalks and gutters shall be protected with an approved sprayed on curing compound. The spray shall be applied to the concrete within the time frame and at the coverage rate as specified by the manufacturer or provide 7 days of continuous wetting.
(1)
Provide field
sampling and testing, if determined necessary, by the Village during placement
of concrete will include the following:
(2)
Record time
concrete batched as shown on truck ticket, and record time truck is emptied.
(3)
Sampling Fresh
Concrete: ASTM C172, except modified for
slump to comply with ASTM C94.
(4)
Slump: ASTM C143 - one for each concrete truck,
measured at point of discharge from truck and at point of discharge from pump
line (if pumped).
(5)
Air
Content: ASTM C231, pressure method -
one for each truck load of ready-mixed air-entrained concrete.
(6)
Temperature: One test for each concrete truck load. Test in-place concrete temperature hourly
when ambient temperature is 40 degrees F and below, and when 80 degrees F and
above.
(7)
Concrete
compressive tests by Contractor will include the following:
(8) Compressive Test Specimen: ASTM C31, one set of six standard cylinders for each compressive strength test. Store undisturbed, and in an insulated box during cold weather. Deliver cylinders to lab between 16 and 32 hours after making.
(9)
Compressive
Strength Tests: ASTM C39, one set of six cylinders for each 100 cubic yards or
fraction thereof, of each concrete class
placed in any one day; two lab specimens tested at 7 days, two lab specimens
tested at 28 days, and two specimens retained in reserve for later testing if
required.
(10)
Provide and pay
for additional tests of in-place concrete when test results indicate specified
concrete strengths and other characteristics have not been attained in
structure.
|
Location |
Required 28-day Compressive Strength |
Maximum Water Cement Ratio |
Air Content |
Slump |
|
Sidewalks & Gutters |
4,000 |
0.46 |
6.5% |
2½ in. - 3½ in. |
|
|
|
|
|
|
No. 13 Road
Materials
A. Submit name and address of imported aggregate
materials suppliers. Provide materials
from same source throughout the Work.
Change of source requires the approval of the Village Engineer.
B. Materials
(1) Bank-Run Gravel: Natural
bank or screened gravel having durable particles graded from fine to coarse in
a reasonably uniform combination, with no boulders or stones larger than 4 inch
in size. Free from slag, cinders, ashes,
refuse or other deleterious or
objectionable materials. No more than
10
percent finer than No. 200 sieve.
(2) Crushed Gravel: Naturally or
artificially graded crushed bank-run gravel meeting the requirements of NYSDOT
Specifications Section 304 Type 4.
(3) Crushed Stone: Naturally or
artificially graded crusher-run stone meeting the requirements of NYSDOT
Specifications Section 304 Type 2.
(4) Cushion Sand: Clean, hard, durable, uncoated particles,
free from lumps of clay and all deleterious substances conforming to the
following limits of gradation when dry with 100% passing the ¼- inch sieve and
less than 10% passing the No. 100 sieve.:
(5) Select Embankment Fill: Sand, loam or clay material free from organic
material and debris. Unfrozen and
containing only small amounts of stones, pebbles and lumps not exceeding four
inches in the largest dimension.
(6) Rip-Rap: Sharp-angled fragments of rock of uniform
quality and conforming to NYSDOT Figure 620-1, Stone Filling Gradation
Requirements and Table 620-2. Nominal
spherical dimensions as shown on the Drawings.
(7) Soil Stabilization
Fabric: Provide a woven polypropylene
fabric with the following certifiable property values:
|
Property |
(8)
|
Value |
|
Puncture Strength (lb.) |
(9)
|
125 (min.) |
|
Mullen Burst Strength (psi) |
(10)
|
430 (min.) |
|
Grab Tensile Strength (lb.) |
(11)
|
220 (min.) |
|
Apparent Opening Size (sieve) |
(12)
|
#40 (max.) |
(8) Filter Fabric: Provide a non-woven polypropylene fabric with
the following certifiable property values:
|
Property |
(9)
|
Value |
|
Puncture Strength (lb.) |
(10)
|
70 (min.) |
|
Mullen Burst Strength (psi) |
(11)
|