19-13 - OTOWN OF PROSPER, TEXAS
ORDINANCE NO. 19-13
AN ORDINANCE OF THE TOWN COUNCIL OF THE TOWN OF PROSPER,
TEXAS, ADOPTING A NEW SECTION 5.00, "PAVEMENT AND SUBGRADE
DESIGN REQUIREMENTS," OF THE TOWN'S ENGINEERING DESIGN
MANUAL; PROVIDING FOR REPEALING, SAVINGS AND SEVERABILITY
CLAUSES; PROVIDING FOR A PENALTY FOR THE VIOLATION OF THIS
ORDINANCE; PROVIDING FOR AN EFFECTIVE DATE OF THIS
ORDINANCE; AND PROVIDING FOR THE PUBLICATION OF THE CAPTION
HEREOF.
WHEREAS, the Town of Prosper, Texas ("Town"), is a home -rule municipal corporation
duly organized under the laws of the State of Texas; and
WHEREAS, the Town Council of the Town has determined that it will be beneficial and
advantageous to the Town and its residents to adopt pavement and subgrade regulations, as set
forth herein.
NOW, THEREFORE, BE IT ORDAINED BY THE TOWN COUNCIL OF THE TOWN OF
PROSPER, TEXAS, THAT:
SECTION 1
The findings set forth above are incorporated into the body of this Ordinance as if fully set
forth herein.
SECTION 2
From and after the effective date of this Ordinance, the Town hereby adopts a new Section
5.00, "Pavement and Subgrade Design Requirements," to the Town's Engineering Design
Manual. A copy of said new Section 5.00, is attached hereto as Exhibit A, and incorporated by
reference.
SECTION 3
All provisions of any ordinance in conflict with this Ordinance are hereby repealed to the
extent they are in conflict; but such repeal shall not abate any pending prosecution for violation of
the repealed ordinance, nor shall the repeal prevent a prosecution from being commenced for
any violation if occurring prior to the repeal of the ordinance. Any remaining portion of conflicting
ordinances shall remain in full force and effect.
SECTION 4
If any section, subsection, sentence, clause or phrase of this Ordinance is for any reason,
held to be unconstitutional or invalid by a court of competent jurisdiction, such decision shall not
affect the validity of the remaining portions of this Ordinance. The Town of Prosper hereby
declares that it would have passed this Ordinance, and each section, subsection, clause or phrase
thereof, irrespective of the fact that any one or more sections, subsections, sentences, clauses,
and phrases be declared unconstitutional.
SECTION 5
Any person, firm or corporation violating any of the provisions or terms of this Ordinance
shall be deemed guilty of a misdemeanor and, upon conviction, shall be punished by fine not to
exceed the sum of five hundred dollars ($500.00) for each offense.
E.`l *1409T► .,
This Ordinance shall become effective after its passage and publication, as required by
law.
DULY PASSED AND APPROVED BY THE TOWN COUNCIL OF THE TOWN OF
PROSPER, TEXAS, ON THIS 26th DAY OF FEBRUARY, 2019.
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ATTEST:
Town
APPROVED AS TO FORM AND LEGALITY:
Terrence S. Welch, Town Attorney
Ordinance No. 19-13, Page 2
P SPER
ENGINEERING DESIGN STANDARDS
SECTION 5 - PAVING AND SUBGRADE DESIGN REQUIREMENTS
Ordinance No. 19-13, Page 3
ENGINEERING DESIGN STANDARDS
5.01. General
A. The following specifies minimum standards required for the pavement and subgrade design for roadways,
alleys, and fire lanes within the Town of Prosper. These minimum standards are not intended to replace
the professional judgement of the Geotechnical Engineer for any specific project. The standards may
need to be expanded or modified on a case by case basis as determined necessary and appropriate by
the Geotechnical Engineer, and as approved by the Deputy Director of Engineering Services.
B. Table 5.1 lists the Town's minimum pavement and subgrade thicknesses and dimensions. In no case
shall the pavement and subgrade be less than the minimums.
TABLE 5.1: Pavement and Subgrade Minimum Standards
Criteria
Thoroughfare Classification'
4/61-1)
411-111), 3L, 21-C
2LN12LRN
Alley
Eagle
Ford
Austin
Chalk
Eagle
Ford
Austin
Chalk
Eagle
Ford
Austin
Chalk
Eagle
Ford
Austin
Chalk
Concrete2 Thickness
9"
9"
7"
7'
6"
6"
6"
6"
Reinforcement
#4
On 18"
#4
On 18"
#4
On 18"
#4
On 18"
#4
On 24"
#4
On 24"
#4
On 24"
#4
On 24"
Lime Thickness
12"
6"
8"
6"
8"
6"
8"
6"
Lime Application Rate
8%
6%
8%
6%
8%
6%
8%
6%
MC Depth:
Avg. Swell <2%3
0-48"
N/A
0-48"
N/A
0-48"
N/A
0-48"
N/A
2%<Avg. Swell <6%
60"
N/A
60"
N/A
60"
N/A
60"
N/A
6%:5 Avg. Swell <8%
72"
N/A
72"
N/A
72"
N/A
72"
N/A
8%:5 Avg. Swell <10%
84"
N/A
84"
N/A
84"
N/A
84"
N/A
Avg. Swell >10%
96"
N/A
96"
N/A
96"
N/A
96"
N/A
SG Behind BOC
2ft
2ft
2ft
2ft
2ft
2ft
2ft
2ft
MB Behind BOC
6 ft
N/A
6 ft
N/A
6 ft
N/A
6 ft
N/A
5-2
Ordinance No. 19-13, Page 4
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PER
ENGINEERING DESIGN STANDARDS
1: See Thoroughfare Design Manual for classification definitions
2: All concrete shall be Class P1 or P2
3: Geotech report must support moisture conditioning less than 48"
MC = Moisture Conditioning
SG = Subgrade
BOC = Back of Curb
MB = Moisture Barrier
C. All roadways and alleys shall have a geotechnical investigation and pavement and subgrade design
performed. Results of the geotechnical investigations, engineering analysis, and recommendations shall
be presented in a Geotechnical Report for Roadways ("Report"), The Report and any subsequent
reevaluations or supplemental reports shall be signed and sealed by a Licensed Professional Engineer
in the State of Texas trained and qualified to provide geotechnical engineering analysis and pavement
and subgrade design recommendations.
D. The Report shall address all items listed in the Geotechnical Report for Roadways Checklist ("Checklist").
The Checklist shall be filled out completely and submitted with the Report, Any "N/A" response on the
Checklist shall include a written explanation and adequate justification as deemed necessary by the
Deputy Director of Engineering Services.
E. The Summary of Geotechnical Recommendations Form ("Form") shall be filled out completely and
submitted with the Report.
F. Town review of the Report will be conducted as a means to verify the pavement and subgrade design
has been performed in general conformance with the Town's requirements and shall not be considered
a detailed technical review of the pavement and subgrade design for adequacy, accuracy, or
completeness. The Geotechnical Engineer performing the pavement and subgrade design shall remain
responsible for the technical adequacy, accuracy, and completeness of the pavement and subgrade
design and shall not be relieved of any responsibility for such as a result of the Town's review.
G. The information and recommendations contained in the Report and any subsequent reevaluation and/or
supplemental reports shall be accepted by the Deputy Director of Engineering Services in writing prior to
Release of Construction.
H. Fire lane paving shall be designed in accordance with the standards below and the current Fire Code.
Six inches (6 in) of concrete, reinforced with No. 4 bars on 24" centers, and six inches (6 in) of lime
stabilization. Or,
Seven inches (7 in) of concrete, reinforced with No. 4 bars on 24" centers, and six inches (6 in) of
flexible base subgrade,
I. The Civil Engineer shall prepare a site -specific jointing plan for any roundabout. This includes, but is not
necessarily limited to, expansion and contraction/sawed joints. Refer to Chapter 4 — Thoroughfare Design
Requirements for more information on roundabouts.
J. Refer to the General Notes for additional specific requirements related to pavement and subgrade.
5-3
Ordinance No. 19-13, Page 5
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5.02. Existing Surface/Subsurface Investigation
A. Filed Investigation elements include:
ENGINEERING DESIGN STANDARDS
1. Borings shall be drilled on the center of the roadway at 250 ft spacing (or less), alternating between
each roadway direction or on a 200' grid throughout a subdivision to a depth of at least twenty feet
(20 ft) below finished subgrade.
2. Borings shall be sampled continuously to a depth of 10 feet (10 ft) in 2-foot increments, then every
five feet (5 ft) thereafter. In areas of cut, sampling should be continuous to 10-foot depth below the
final pavement elevation.
3. Bulk samples of each soil type encountered in the upper five feet (5 ft) shall be taken for Laboratory
Investigation.
B. Laboratory Investigation elements include:
1. Moisture Content Tests (ASTM D 2216) shall be performed. Average all swell test results to
determine the mean maximum swell percentage and the standard deviation.
a. For samples taken during the months of June through September, use the mean swell
percentage.
b. For samples taken during the months of October through May, use the mean plus one standard
deviation to determine the design swell percentage.
c, Re -sample the pavement subgrade soils within one month before subgrade preparation begins
to allow the findings to be incorporated into the final design.
2. Soil types in each boring shall be classified as follows:
a. Atterberg limits (ASTM D 4318)
b. Percent Passing the No. 200 sieve (ASTM D 1140)
c. Moisture/Density
C. Weathered Eagle Ford shale (classified as either shale, shaley clay, or clayey shale and not rock)
encountered within eight feet (8 ft) below finished subgrade shall be excavated to a depth of at least the
depth of the required moisture treatment and preplaced with on -site light brown or dark brown clays or
other approved material. Weathered Eagle Ford shale is not suitable for stabilization without appropriate
detailed design and acceptance by the Town.
5-4
Ordinance No. 19-13, Page 6
ENGINEERING DESIGN STANDARDS
D. A geotechnical reevaluation will be required if more than two (2) months occur between the end of
moisture conditioning and beginning of liming operations; when conditions have changed significantly
between moisture conditioning and liming operations; when Contractor and/or Owner have not properly
maintained moisture content; or as deemed necessary by the Town. The reevaluation shall include
additional field and laboratory testing to confirm moisture condition in still acceptable, or how to rectify
the substandard condition prior to liming operations as necessary. Borings for the reevaluation will be
required on center of roadway at 500 ft spacing (or less) or on a 400 ft grid throughout a subdivision to a
depth of at least then feet (10 ft) below finished grade in the Austin Chalk formation and twelve feet (12
ft) in the Eagle Ford.
5.03. Subsurface Design
A. Laboratory investigation elements for both Eagle Ford and Austin Chalk formations include determining
swell characteristics and movement potential using the Swell Test AND the calculated Potential Vertical
Rise (PVR) — TxDOT Tex-124-E methods for a sixteen -foot (16 ft) depth of moisture penetration. The
results of both tests shall be included in the Report. The Geotechnical Engineer shall use the more
conservative value in determining swell potential and depths of moisture treatment.
Swell Test: Test for swell potential in Austin Chalk soils using swell test (ASTM D 4546) at the
anticipated final overburden pressure at the top of the sample using 125 psf per foot of soil. Test at
least two (2) samples per boring at varying depths from zero feet (0 ft) to ten feet (10 ft) to determine
the average swell potential of the subgrade. In the Eagle Ford, test at least three (3) samples per
boring in similar fashion at varying depths from zero feet (0 ft) to twelve feet (12 ft). Use Table 5.1 to
determine the minimum depth of moisture treatment based on average swell potential.
2. PVR-TxDOT Tex-124-E: The procedure to calculate PVR shall consider materials to a depth of ten
feet (10 ft) in the Austin Chalk formation and to twelve feet (12 ft) in the Eagle Ford. In extreme
situations (e.g., recently cleared heavily wooded areas) PVR shall be calculated to sixteen feet (16
ft) depth as stated in Tex-124-E. The PVR shall be calculated and the design shall provide
recommendations for moisture treatment depth based on the more conservative of either Tex-124-
E or swell testing that is sufficient to limit PVR to 4.5 inches.
B. The Geotechnical Engineer shall address transitions between zones of varying depths of moisture
treatment. Zones shall remain at the most conservative depth 150 feet from the location of the boring
resulting in the greatest depth, prior to transitioning to a zone with less moisture conditioning depth. In no
case shall the transitions be greater than 1 H:1V.
C. If street trees are proposed and within the limits of the moisture treated subgrade and moisture barriers,
the Geotechnical Engineer shall address this condition in the Report and propose an alternate moisture
barrier for the Town's review.
D. All subsurface improvement shall be in accordance with the Town of Prosper technical specifications
unless otherwise approved by the Deputy Director of Engineering Services.
5-5
Ordinance No. 19-13, Page 7
ENGINEERING DESIGN STANDARDS
5.04. Subgrade Design
A. Laboratory Investigation elements for both Eagle Ford and Austin Chalk formations include:
1. Lime stabilization series for each soil type expected to be in the uppermost twelve inches (12 in) of
the final subgrade elevation. The Eades-Grimm method of pH testing (ASTM D 2976) may be used
to obtain a beginning point. Additional testing shall be performed for each soil type to determine lime
content (either Lime -PI or Lime -pH methods). Minimum acceptable design criteria are below:
■ Lime -PI performed in 1 % increments of lime content. Design lime content shall be the content
where the Plasticity Index (PI) first becomes <_ 15; or
• Lime -pH series performed in 1 % increments of lime content. Design lime content shall be the
content where the pH after mellowing >_ 12.4; or point where pH after mellowing becomes nearly
constant with increasing lime content. If this method is used for design, the Plasticity Index (PI)
of the 12.4 pH or constant pH mixture shall be determined and shall be <_ 15.
Swell potential < 1 % under the anticipated overburden stress test using an overburden pressure
of 125 psf per foot of overburden at the top of the sample (ASTM D 4546). As noted in our review
document, accuracy and repeatability of this test will be a challenge. If this requirement is to
remain, then the remolding should be explicitly stated and should conform to the compaction
and moisture requirements set forth in the project plans and specifications (e.g,; >_ 95% density
at a moisture content between zero and plus 3 percentage points of Optimum (0% to +3%)).
Please note that higher compaction and lower moisture contents both produce higher swells,
whereas wetter and less compacted specimens will produce the least.
• The minimum lime content shall be the percentage, by weight, of the hydrated lime as
determined by lime stabilization series plus 1 %, and in no case be less than the Town's minimum
requirements listed in Table 5.1.
2. Test for sulfates in the upper three feet (3 ft) of the subgrade in each boring using Tex-124-E with
10:1 dilution ratio. Provide testing to determine the levels of sulfate present in all soil types in the
upper three feet (3 ft).
B. Eagle Ford or Austin Chalk formations having over 5,000 ppm (0.5%) sulfates shall be lime stabilized
using a split application method. The application of lime shall follow the below method.
The design percentage by weight or pounds per square yard of lime to be added will be as
shown on the plans and may be varied by the Engineer if conditions warrant. Slurried hydrate
lime shall be the only method acceptable in the Town. The rate of application shall be verified
using the methods provided in ASTM D 3155.
Slurried quick lime shall be spread and mixed within one hour (1 hr). Slurry exposed to the air
over one hour (1 hr) shall not be accepted for payment.
5-6
Ordinance No. 19-13, Page 8
ENGINEERING DESIGN STANDARDS
Unless otherwise approved by the Engineer, the lime operation shall not be started with the air
temperature is below 40° F and falling but may be started when the air temperature is above
35' F and rising. The temperature will be taken in the shade and away from artificial heat. Lime
shall not be placed during periods of rain or when either conditions, in the opinion of the
Engineer, are not suitable.
Slurry Placement — Lime Slurry shall be delivered to the project in the slurry form at or above
the minimum lime concentration as listed in the approved mix design. The residue or "stones"
remaining in the tank from the slurring procedure shall be spread uniformly over the length of
the roadway currently being processed, or wasted, unless otherwise approved by the Engineer.
Slurry shall be of such consistency that it can be applied uniformly without difficulty.
C. Alternative subgrade options may be proposed by the Geotechnical Engineer and may be approved by
the Deputy Director of Engineering Services in writing.
D. If lime stabilization is not a feasible option, a flexible base alternative subgrade shall have a minimum
depth equal to the lime thickness as listed in Table 5.1 and shall extend a minimum of two feet (2 ft)
behind the back of curb. Flexible base shall be TxDOT Specifications, Item 247, Type D, Grade 1 or 2
with Triax TX 140 Geogrid (or approved equal) under the flexible base.
E. All subgrade improvements shall be in accordance with the following Technical Specifications and the
General Notes unless otherwise approved by the Deputy Director of Engineering Services.
Lime — The lime shall meet the requirements of ASTM C977 / AASHTO M216; contain at least 92%
calcium and magnesium oxide, and the rate of slaking test for moderate reactivity per ASTM C100
/ AASHTO T 232. All lime shall come from a single source, shall be the same source as used in the
design, and shall be subject to periodic testing to confirm properties. Each shipment of lime shall
be accompanied by a Certificate of Compliance stating the conformance of the product to these
specifications. Certificates shall be provided to the Engineer.
In the event the Contractor changes lime sources, no work shall be done until the Engineer accepts,
in writing, a new lime -soil mix design using the new lime source.
2. Water — Water used for slaking, mixing or curing shall be free of oil, salts, acid, alkali, sugar,
vegetable, or other deleterious substances which may cause damage to the finished product. All
water shall meet the material requirements in AASHTO T 26. Known potable water may be used
without testing.
3. Soil — Subgrade soils used in the stabilization shall be the same AASHTO or ASTM classification
and Plasticity Index range as used in the approved mix design. All organics, roots and deleterious
materials shall be removed from the area to be stabilized and shall be wasted. The condition of the
subgrade soils must be approved by the Engineer prior to beginning work. All imported soils shall
be tested using all appropriate methods as listed in previous sections.
5-7
Ordinance No. 19-13, Page 9
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!' N O F
P1 SPER
ENGINEERING DESIGN STANDARDS
4. Asphalt — Asphalt used to seal the surface of the lime stabilized subgrade shall be CSS1 h or other
approved asphalt as approved by the Engineer and shall conform to the requirements of TXDOT
Item 300, "Asphalts, Oils and Emulsions". Each shipment shall be accompanied by a Certificate of
Compliance stating the conformance of the product to these specifications which shall be provided
to the Engineer.
5.05. Pavement Design
A. All street, alley, and fire lane pavement design shall be in accordance with the following technical
specifications unless otherwise approved by the Deputy Director of Engineering Services.
• Minimum compressive strength of 3500 psi at twenty-eight (28) days with a minimum of 5.5 sacks of
cement as verified by an approved laboratory,
• Finish will be with a baker broom.
• All batch designs must be signed by the testing laboratory and include all documentation, such as
results of field trial testing.
A fly ash batch design may be submitted for approval on a specific job basis; fly ash up to twenty
percent (20%) by weight of cement replacement may be used in machine pours.
• If applicable, all batch designs shall specify an appropriate sulfate resistant cement or equivalent.
■ Slump shall be 1-3 inches for all machine work and 2-4 inches for all hand work.
• Streets (depending on classification) and fire lanes shall have a minimum thickness of six inches (6
in); alleys shall have a minimum thickness of 8"-Y-8".
■ Upon completion of construction, all streets and fire lanes shall be cored for thickness (2-inch
diameter cores) at a spacing of 300 ft maximum, alternating from left quarter point to center line to
right quarter point. Alleys shall be cored forthickness (2-inch diametercores) in an alternating pattern
at spacing of 300 ft maximum.
• Pavement of a thickness less than the thickness shown on the plans by more than one -quarter inch
(1/4 in) but less than three-quarter inch (3/4 in) will be considered deficient. The Contractor shall pay
to the Town two (2) times the unity bid price per square yard for the area determined to be deficient
in thickness as defined above. Pavement deficient in thickness by more than three-quarter inch (3/4
in) shall be removed and replaced completely. The deficient area shall be cored immediately on ten -
foot (10 ft) centers or two (2) per panel to be proved out.
5-8
Ordinance No. 19-13, Page 10
ENGINEERING DESIGN STANDARDS
All streets alleys, and fire lanes will require cylinders to be made for strength tests by the approved
laboratory. Samples for strength tests of each class of concrete placed each day shall be taken by
an approved laboratory not less than once per day, nor less than once for each 100-150 cu yd of
concrete. Four (4) cylinders shall be made; one shall be broken at 7 days, two (2) shall be broken at
twenty-eight (28) days, and one shall be held in case of damage to any of the other three. The
average strength of the two cylinders tested from the same sample, at twenty-eight (28) days is
required for each strength test; any strength test beyond twenty-eight days is unacceptable. If the
twenty -eight -day design strength is not reached upon strength testing the cylinders, the deficient
area shall be cored immediately on ten -foot (10 ft) centers or one per panel to be proved out. Cores
shall be extracted according to ASTM C 42, latest version, and conditioned in a moisture condition
most representative of the in -place service condition. For any areas deficient in strength by not more
than 500 psi, the Contractor shall bay to the Town one (1) times the unit bid price per square yard
for the area determined to be deficient in strength. For any areas deficient in strength by more than
500 psi shall be removed and replaced completely, No more than three — four -inch (4 in) diameter
cores shall be extracted per panel without prior Town approval. A rebar detector shall be used to
ensure that the cored areas are clear of any rebar. All coring and additional laboratory testing shall
be at the expense of the Contractor. The width to be considered for any deficiencies shall be the full
width of the pavement.
B. All sidewalks shall be concrete and designed to have a minimum compressive strength of 3000 psi at
twenty-eight (28) days. Concrete finish shall be with a camel hair broom. Minimum cementitious material
shall be five (5) sacks equivalent. If applicable, all batch designs shall specify an appropriate sulfate
resistant cement or equivalent based on local soil conditions.
C. The minimum pavement sections listed in Table 5.1 are based on the Pavement Design Input Values
contained in Table 5.2. it is the Geotechnical Engineer's responsibility to ensure those input values are
applicable. In no case shall the pavement sections be less than the Town's minimum. A pavement design
shall be required when any of the input values deviate from the Town's input values listed in Table 5.2,
When a pavement design is required, it shall be based on the AASHTO Guide for Design of Pavement
Structures, current edition, utilizing WinPAS, Pavement Analysis Software. A printout from the software
program will be required.
5-9
Ordinance No. 19-13, Page 11
I""
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ENGINEERING DESIGN STANDARDS
TABLE 5.2: Pavement Design Input Values
Input
Thoroughfare Classification
6LD
4LD
41-RD, 3L, 21-C
2LN/2LRN, Alley
Design Period
20 years
20 years
20 years
20 years
Initial Serviceability
4.5
4.5
4.5
4.5
Terminal Serviceability
2.5
2.3
2.3
2.0
Concrete MOR @ 28 days
620 psi
620 psi
620 psi
620 psi
Concrete E @ 28 days
5,000,000 psi
5,000,000 psi
5,000,000 psi
5,000,000 psi
Modulus of Subgrade
Reaction (Eagle Ford)
300 psi/in
300 psi/in
300 psi/in
300 psi/in
Modulus of Subgrade
Reaction (Austin Chalk)
420 psi/in
420 psi/in
420 psi/in
420 psi/in
Reliability
90%
90%
85%
85%
Standard Deviation
0.35
0.35
0.35
0.35
Load Transfer Coefficient
2.9
2.9
2.9
2.9
Drainage Coefficient
1.0
1.0
1.0
1.0
Design Average Daily Traffic
(ADT)
60,000
30,000
20,000
12,000
Traffic Growth Rate
2%
2%
2%
2%
Percent Trucks
2%
2%
1 %
1 %
Lanes
6
4
2/3
2
Lane Distribution Factor
0.7
1
1
1
5-10
Ordinance No. 19-13, Page 12
ENGINEERING DESIGN STANDARDS
Geotechnical Report for Roadways Checklist
Project Name:
Geotechnical Engineer/Firm:
Report Date; Date Received-
Note: Any N/A response shall include a written explanation with adequate justification, as deemed necessary by the
Deputy Director of Engineering Services.
COMPLETE
N/A
5.01 GENERAL
❑
❑
Include the Summary of Recommendations Form
❑
❑
Description of Project
❑
❑
Location of Project
❑
❑
Roadway type and classification
❑
❑
Grading plan and summary
❑
❑
Discussion of underground utilities within the Project Limits
COMPLETE
N/A
5.02 EXISTING SURFACE/SUBSURFACE
❑
❑
Discussion of existing surface/subsurface conditions that may affect subgrade
and pavement design or performance (i.e. vegetation, terrain, existing
structures, existing pavement, etc.)
❑
❑
Discussion of geological conditions that may impact subgrade and pavement
design or performance. Specify formation.
❑
❑
Surface/subsurface conditions with logs
- Sampling techniques
- Description of soil and rock encountered, including lab test details
- Discussion of water and groundwater conditions
- Discussion of seasonal variations in moisture content
- Atterberg limits (ASTM D 4318)
- Percent Passing the No. 200 sieve (ASTM 1140)
❑
❑
All standards used in field and laboratory testing shall be identified. Any
deviations to standard procedures shall be discussed.
5-11
Ordinance No. 19-13, Page 13
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P S PER ENGINEERING DESIGN STANDARDS
COMPLETE N/A 5.03 SUBSURFACE RECOMMENDATIONS
❑ ❑ Expansive Soils Evaluation
- Percent swell calculation and test results
- Effect of cut/fills (i.e. long-term soil uplift in cut areas; settlement overburden
pressure effects in fill areas)
- Identify soil movement estimates at each boring location
- Explanation of anomalous variations within the soil profile and between borings
(i.e. Atterberg limits, PI, sulfates, clay to rock, etc.)
❑
❑ Soil Moisture Conditioning
- Discussion of swell test results summary
- Recommended depth of moisture conditioning
- Address transition between zones of varying depth
- Discussion of possible variations during construction and mitigation thereof
- Discussion of techniques to maintain moisture in soil
- Discussion of methods to test soil moisture conditioning during construction
(i.e. a second geotechnical investigation/re-evaluation may be required to
specifically address soil moisture prior to lime operations)
- Address street trees
COMPLETE
N/A 5.04 SUBGRADE RECOMMENDATIONS
❑
❑ Subgrade Stabilization
- Typical subgrade type
- Explanation of anomalous soil conditions anticipated and discussion of
potential variations to consider
- Construction techniques to implement
- Effects of rock/rock fragments encountered during construction and
recommendations to abate
E.I
1-I Soluble Sulfates
- Identify soluble sulfate test results; summarize results and discuss variations
- Discussion of techniques during construction to mitigate sulfate induced
heaving
- Sulfate retesting during construction
COMPLETE
NIA 5.05 PAVEMENT RECOMMENDATIONS
❑
❑ Identify roadway type(s) and class ification(s)
❑
❑ Identify deviations from Pavement Design Input Values (Table 5.2)
❑
❑ Identify recommended pavement section
5-12
Ordinance No. 19-13, Page 14
•+ N O
P IZ ] PEFR ENGINEERING DESIGN STANDARDS
COMPLETE NIA APPENDIX
❑ ❑ Geological Map
❑ ❑ Boring Locations
❑ ❑ Boring Logs
❑ ❑ Grading Plan (for non -linear projects)
❑ ❑ Cut vs. fill by station number (for linear projects)
❑ ❑ Printout from WinPAS pavement design software program
❑ ❑ Proposed typical section with dimensions showing pavement thickness,
subgrade type and thickness, moisture conditioning depth, and location of
moisture barrier. If applicable, location of proposed trees and root barriers shall
be shown.
Geotechnical Engineer Signature:
5-13
Date:
Ordinance No. 19-13, Page 15