[Ord. No. 11-2I 118 §1, 5-12-2016]
A.
General. All walls built within City maintained
right-of-way shall be subject to the review of the Public Works Department.
Additionally, the following walls shall also be subject to the department's
design criteria and review:
1.
Retaining walls supporting the roadway fill of a City maintained
road, provided that the horizontal distance from the right-of-way
line to the fill face of wall is less than 1.75 times the vertical
grade difference between the ground elevation at the right-of-way
line and the bottom of footing (not bottom of shear key) elevation.
2.
All retaining walls built for the purpose of retaining roadway
fill shall be constructed of cast-in-place reinforced concrete unless
specifically authorized by the Director of Public Works. Retaining
walls built in roadway cuts may be either cast-in-place reinforced
concrete or mechanically stabilized earth (MSE).
B.
Cast-In-Place Reinforced Concrete Walls.
1.
Geotechnical information. All retaining wall
designs submitted for review by City shall include a geotechnical
report, which must contain the following information:
a.
The phi angle of the retained soil.
b.
The recommended equivalent fluid pressure to be used in the
design of the wall. Walls that will accommodate traffic live load
surcharge or dead load surcharge from buildings or other substantial
structures shall be designed to MoDOT retaining wall criteria for
Seismic Performance Category B. As such, the Mononabe-Okabe pseudo-static
approach shall be used for determining the design earth pressure.
The acceleration coefficient (a) is to be taken as 0.12. All other
walls may be designed to the MoDOT requirements for Seismic Performance
Category A, meaning the Rankine formula may be used to determine the
design lateral earth pressure.
c.
The frictional resistance of the soil beneath the wall footing
for use in sliding calculations.
d.
Recommendations as to the type and required compaction of the
backfill material as well as to the type of backfill drainage that
will be required.
e.
The allowable bearing pressure of the soil beneath the wall
footing.
2.
Design calculations. Design calculations must
be legible, signed and sealed by a registered professional engineer
in the State of Missouri and meet the following criteria:
a.
The dimensions of the retaining wall shall be such that slope
requirements are met at all locations, including the wrap-around slope
at the end of the wall.
b.
The factor of safety for overturning shall be 2.0 and the factor
of safety for sliding shall be 1.5. Safety factors may not be reduced
for seismic design loads.
c.
The location of the design fill height for passive pressure
shall be the wall toe, not the wall face. From this height, the top
one (1) foot shall be disregarded due to the possibility of erosion
and poor compaction at these areas.
d.
Minimum permissible wall thickness is ten (10) inches. Minimum
permissible footing thickness is twelve (12) inches. Sidewalk type
walls shall include a two (2) inch wearing surface on the footing.
e.
The minimum permissible twenty-eight (28) day concrete strength
to be used shall be three thousand (3,000) psi.
f.
All reinforcement shall be Grade 60 deformed bars. Minimum bar
size used shall be No. 4.
g.
Computer generated output submitted as design calculations must
be:
(1)
Signed and sealed by a Registered Engineer in the
State of Missouri on the cover sheet. The cover sheet must also indicate
the total number of sheets in the design calculation package.
(2)
Have the full name of the person who determined
the input data clearly listed.
(3)
Have the name of the software package clearly listed.
(4)
Have the name and business address of the software
producer clearly listed.
3.
Construction details. As a minimum, construction
plans for retaining walls shall contain the following information:
a.
The beginning and ending stations of the wall.
b.
Expansion and contraction joints.
c.
Elevations at the top of the wall at all joint locations and
at any break points.
d.
Top of footing elevations at all joint locations and at any
break points.
e.
Curve data and/or offsets at all changes in horizontal alignment.
f.
Wall sections representing the entire wall and showing all reinforcement
and construction joint details.
g.
All reinforcement shall be Grade 60 (Grade 420) epoxy coated
in the exposed face for walls subject to spraying from adjacent roadways.
For design purposes, all walls within twelve (12) feet of the curb
line shall be considered as subject to spraying from adjacent roadway.
h.
General notes shall be included outlining design loadings and
material requirements.
i.
For subdivision and permit projects, the "General Notes for
Retaining Wall Construction" included at the end of this Section shall
be incorporated into the plans. Material requirements, class of concrete
and minimum twenty-eight (28) day compressive strength shall also
be indicated.
j.
Drain details.
4.
Modular Block And MSE Retaining Walls.
a.
Geotechnical information. Shall be provided
for all wall construction exceeding six (6) feet in height.
b.
Design calculations. Design calculations must
be legible, signed and sealed by a registered professional engineer
in the State of Missouri and meet the following criteria:
(1)
The dimensions of the retaining wall shall be such
that slope requirements are met at all locations, including the wrap-around
slope at the end of the wall.
(2)
The factor of safety for overturning shall be 2.0,
the factor of safety for sliding shall be 1.5, and the factor of safety
for reinforced pullout shall be 1.5. Safety factors may not be reduced
for seismic design loads.
(3)
The location of the design fill height for passive
pressure shall be the wall toe, not the wall face. From this height,
the top one (1) foot shall be disregarded due to the possibility of
erosion and poor compaction at these areas.
(4)
Minimum permissible wall thickness is five and
one half (5 1/2) inches. Minimum permissible leveling pad thickness
is twelve (12) inches of compacted Type 5 aggregate or six (6) inches
of unreinforced concrete for modular walls and twelve (12) inches
of unreinforced concrete for MSE walls.
(5)
Design calculations must be shown for all components
of the wall.
(6)
Computer generated output submitted as design calculations
must be:
(a)
Signed and sealed by a registered engineer in the
State of Missouri on the cover sheet. The cover sheet must also indicate
the total number of sheets in the design calculation package.
(b)
Have the full name of the person who determined
the input data clearly listed.
(c)
Have the name of the software package clearly listed.
(d)
Accompanied by the name and business address of
the software producer.
5.
Construction details. As a minimum, construction
plans for modular block and MSE retaining walls shall contain the
following information:
a.
Beginning and ending stations of the wall.
b.
Elevations at the top of the wall at 25-foot intervals and at
any break points.
c.
Elevations at the bottom of the wall at 25-foot intervals and
at any break points.
d.
Curve date and/or offsets at all changes in horizontal alignment.
If battered wall systems are used on curved structures, show offsets
at ten (10) foot (max.) intervals from baseline.
e.
Give the phi angle of the soil to be retained by the reinforced
earth.
f.
Note stating the phi angle of the selected granular backfill
is greater than or equal to thirty-four (34).
g.
All concrete, except facing panels, shall be Class A1.
h.
Wall sections representing the entire wall and showing typical
soil reinforcements, select granular backfill, drain pipe and leveling
pad.
i.
Details of any architectural finishes.
j.
For walls greater than ten (10) feet in height, the maximum
vertical batter shall be one and five-tenths (1.5) inches per foot.
k.
General notes shall be included outlining design loadings and
material requirements.
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The above information, as well as any additional details and
requirements normally provided by the wall manufacturer shall be submitted
to the City for approval.
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[Ord. No. 11-2I 118 §1, 5-12-2016]
A.
Class A Concrete shall be used for all retaining walls with a f'c equal to three thousand five hundred (3,500) psi or
higher.
B.
All reinforcing steel shall conform to ASTM Specification A615, Grade
60.
C.
Pouring retaining wall footings without formwork will not be permitted.
Pouring retaining wall shear keys without formwork will be permitted
unless noted otherwise on the plans.
D.
Plastic protected bar supports are required wherever the concrete
surface is exposed. Bar supports for reinforcement are to be of the
earth-bearing base type. Bar supports used to support the upper mat
of steel in the footing shall be full height, providing the proper
clearances. Standees resting on the lower mat of bars will not be
permitted.
E.
Splices in longitudinal reinforcement shall be a minimum of twenty-four
(24) bar diameters, unless noted otherwise on the plans. Bar splices
will not be permitted on other bars unless explicitly shown on the
plans.
F.
Placing form oil or other release agent on the forms prior to placement
of the reinforcing steel is required.
G.
Triangular molding, having 0.75-inch width on each of the two (2)
form sides, shall be used to bevel all exposed edges on the structure.
H.
Curing of the concrete is required for seventy-two (72) hours after
placement of the concrete. Transparent membrane or wet burlap may
be used to cure wall surfaces. For wall footings, polyethylene sheeting
and white-pigmented membrane may also be used if the footing is not
exposed. Polyethylene sheeting may also be used to cure the top of
the wall while the forms are in place. If burlap is used, it is to
be kept continuously wet for seventy-two (72) hours. If forms are
removed from wall surfaces prior to seventy-two (72) hours, the tie
holes are to be patched immediately, and curing using transparent
membrane or wet burlap is to begin immediately after the tie hole
patching is completed.
I.
Where earth backfill is specified, it shall be placed in layers not
to exceed eight inches (loose measurement) and shall be compacted
to at least ninety-five percent (95%) of standard maximum density.
[Ord. No. 11-2I 118 §1, 5-12-2016]
A.
General. The items which follow are minimal requirements
for the development of construction plans for culverts and culvert
bridges and are not all inclusive. The design consultant shall supplement
this list with additional material suitable to the specific project
to achieve high quality plans. It is the responsibility of the design
consultant to see that there are no errors or omissions and possibilities
of misinterpretation by the contractor. The plans shall contain the
following details and are to be ordered as follows:
1.
Plan and elevation. The general plan and elevation
shall essentially be the T, S and L sheet with the following items
removed:
a.
Bridge exception.
b.
Cross-section, section thru abutment, pier sketch, etc.
c.
Roadway data.
d.
Include all applicable general notes. Typical general notes
are included at the end of this Section.
e.
Show slope protection limits and pertinent construction details.
f.
Affix professional engineer's seal and signature (all sheets).
g.
Limits of temporary sheet piling indicating top and bottom elevations
and lengths shall be shown in the plan. Add note stating that the
information shown is estimated.
h.
Stage construction line, if any.
2.
Footing layout, stage construction details, etc.
a.
For structures on curved alignment and other unusual situations,
a footing layout should be shown.
b.
Sketches showing the stage removal and stage construction of
the superstructure and limits of removal of the substructure should
be shown. Generally show four (4) elevations views (e.g., for two
(2) stage projects): Stage I Removal; Stage I Construction; Stage
II Removal; Stage II Construction. Additional elevation views will
be required for three (3) stage projects.
c.
Show location of temporary concrete barrier.
d.
Removal of bridge and removal of bridge (partial) shall be accounted
for as lump sum items. Removal of bridge (partial) shall apply to
deck replacements, deck widening's and replacement of prestressed
concrete deck beams.
e.
For rehabilitation projects, a plan view showing approximate
location and anticipated quantity of half-sole and full-sole deck
repairs shall be included. Details for the half-sole and full-sole
patching shall be incorporated into the plans, including all special
repair zones to protect negative moment reinforcement anchorage.
f.
The required sequence of construction shall be outlined on this
sheet.
3.
Deck elevations.
a.
A typical haunch detail is required.
b.
All information such as theoretical haunching, theoretical dead
load deflection and finished roadway grades shall be calculated at
tenth points along the girder.
c.
A table showing the plan finished roadway pavement grade above
each theoretical haunch location is required.
d.
A table showing the theoretical dead load deflection due to
the weight of the concrete deck slab shall be included.
e.
A table showing anticipated theoretical haunch heights shall
be included to aid contractors in bidding.
4.
5.
Bridge railing details.
a.
For New Jersey safety barrier, show the following:
(1)
Cross section showing all dimensions and reinforcement
and an elevation view showing all reinforcement.
(2)
Show barrier joint locations. Joints are required
ten (10) feet from the centerline of an intermediate bent on both
sides of the intermediate bent.
(3)
Show bevel detail of filled joint. This joint is
a one half (1/2) inch filled joint sealed with a backer rod and Dow
Corning 888 Silicone sealant or approved equal. Waterstops shall not
be used in barrier joints.
(4)
Details shall be included for the barrier end section
designed to accept a bridge anchor section. Barrier end sections designed
to accept the bridge anchor section shall be detailed as in the MoDOT
Bridge Design Manual.
b.
For thrie beam bridge railing, show the following:
(1)
An elevation view showing all post locations, thrie
beam transition section and guardrail terminal section or other approved
end treatment.
(2)
A cross-section view showing the rail, post and
top channel as well as connection device details.
(3)
Verify that all relevant Standard Drawings are
to be included in the plan set.
6.
Framing plan and beam/girder details.
b.
The moment table and reaction table should be shown. The tables
should, in general, follow the examples provided at the end of this
Section.
c.
Show weld size, flange transitions, shear stud requirements,
notch toughness or fracture critical notations, diaphragm/cross frame
details, splice design and locations.
d.
A table of top of web (or top of beam for wide-flange) elevations
must be provided. (Add note: "For Fabrication Use Only.")
e.
A camber diagram for girders is required.
f.
Show bearing stiffener details.
g.
Show intermediate or longitudinal stiffeners, if any.
h.
Show designation of notch toughness requirements for beams,
webs, plates and splice plates.
j.
For precast prestressed concrete beams, the following details
must be shown:
(1)
Show beam cross section with all dimensions.
(2)
Show strand layout, draping details, lifting loop
details, drain connection insert details.
(3)
Show bar list, bar details, notes and bill of material.
(4)
Show required concrete strength at strand release
and required twenty-eight (28) day concrete strength.
(5)
Show intermediate diaphragm details.
(6)
Show bearing details.
7.
Abutment details.
a.
Detailing shall be as per the MoDOT Bridge Design Manual.
b.
Step heights must be greater or equal to three-fourth (3/4)
inch, otherwise shim plates need to be specified.
c.
Steps four (4) inches or larger shall be reinforced.
d.
Show step and bottom of cap elevations. All elevations shall
be shown to the nearest one hundredth (1/100) of a foot.
e.
Show wingwall details.
f.
Bridge approach slab shall be connected to the bridge deck slab
by means of #5 bars thirty (30) inches long at eighteen (18) inch
spacing.
g.
A table showing proposed pile sizes, estimated required lengths,
design bearing, required hammer energy and note concerning practical
refusal.
h.
Details for drilled piers shall be indicated including dimensions,
reinforcement and anticipated bottom elevation.
i.
Quantity for structural excavation must be shown for each individual
abutment.
j.
All reinforcement protruding above or to be placed completely
above the bearing seat elevation shall be epoxy coated.
8.
Intermediate bent details.
a.
All intermediate bents shall be of the column and cap type and
shall be detailed (including seismic detailing requirements) as outlined
in the MoDOT Bridge Design Manual.
b.
Step requirements are the same as for abutments.
c.
Elevations for the footings, bottom of cap and steps must be
shown to the nearest one hundredth (1/100) of a foot.
d.
Show details for cofferdams or scal course requirements in stream
crossings or high water table situations (if necessary).
e.
Pile information and drilled pier information is required as
per abutments.
f.
Structural excavation quantities for each individual intermediate
bent are required.
9.
Box culvert details.
a.
The following drawings are required for box culverts:
(1)
Section through box culvert showing all dimensions
and reinforcement details.*
(2)
Half horizontal plan showing the top slab steel
and all dimensions is a minimal requirement. A full horizontal plan
view is preferable.*
(3)
Half horizontal section showing the bottom slab,
wall steel and all dimensions is a minimal requirement. A full horizontal
section is preferable.
(4)
An elevation of the box culvert showing the wall
steel, should these details be unclear in the horizontal section view.*
(5)
A section through wingwalls and apron for each
unique wingwall arrangement.
(6)
An elevation view of each unique wingwall.
(7)
A section through the upstream and downstream headwalls.
(Note: These will not be the same.)
(8)
A section through each unique toewall.
(9)
A plan view showing the layout of the proposed
precast concrete box culvert sections.**
(10)
Plan, elevation and sectional views showing reinforcement
and dimensions for skewed end sections or elbows in precast concrete
box culverts.**
(11)
Details for connecting the precast culvert sections
to cast-in-place work.**
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*
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Not required for precast concrete box culverts.
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**
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Not required for cast-in-place concrete box culverts.
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