SECTION 32 32 43
SOLDIER PILE RETAINING WALLS
PART 1
1.01
GENERAL
SUMMARY
Section includes labor, materials, and equipment required for excavation of soils and placement of
permanent soldier pile and concrete lagging retaining wall systems shown on drawings and specified
herein. This Section does not apply to temporary retaining structures to be designed, constructed, and
removed by the Contractor as part of its “means and methods.”
1.02
RELATED SECTIONS:
A. Work of the following Sections is related to the Work of this Section. It is the Contractor’s
responsibility to perform all Work required by the Contract Documents. Other Sections, not
referenced below, may also be related to the proper performance of this Work.
1. Section 01 43 00 – Quality Control
2. Section 03 30 00 – Concrete
3. Section 03 40 00 – Precast Concrete Lagging
4. Section 05 20 00 - Structural Steel For Retaining Walls
5. Section 31 23 00 – Earthwork
1.03
SUBMITTALS
A. Submit in accordance with 01 33 00 - Submittals.
B. Shop Drawings: Submit erection plans, wall elevations, and details of the shoring system to
the Construction Manager for review.
C. Submit a shaft installation plan not less than 30 calendar days prior to the beginning of shaft
construction. In preparing the submittal, the Contractor shall reference the available
subsurface data provided in the Geotechnical Report. The plan shall provide at least the
following information:
1. An overall construction operation sequence and the sequence of shaft construction.
2. List, description, and capacities of proposed equipment including but not limited to
cranes, drills, augers, bailing buckets, final cleaning equipment, and drilling units. The
narrative shall describe why the equipment was selected, and describe equipment
suitability to the site and subsurface conditions. The narrative shall include a project
history of the drilling equipment demonstrating the successful use of the equipment on
shafts of equal or greater size in similar soil/rock conditions.
3. Details of shaft excavation methods including proposed drilling methods, methods for
cleanout of the shafts, disposal plan for excavated material and drilling slurry (if
applicable) and a review of method suitability to the anticipated site and subsurface
conditions.
4. Details of the method(s) to be used ensure shaft stability (i.e., prevention of caving,
bottom heave, etc. using temporary casing, slurry, or other means) during excavation and
concrete placement. This shall include a review of method suitability to the anticipated
site and subsurface conditions. If temporary casings are proposed, casing dimensions
and detailed procedures for casing installation and removal shall be provided. If slurry is
proposed, detailed procedures for mixing, using, maintaining, and disposing of the slurry
shall be provided, including precautionary measures for preventing slurry from being
discharged to the beach or tidewater. A detailed mix design, and a discussion of its
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Soldier Pile Retaining Walls
suitability to the anticipated subsurface conditions shall also be provided for the proposed
slurry.
5. Details of soldier pile placement including internal support bracing and centralization
methods.
6. Details of concrete placement including proposed operational procedures for pumping
and/or tremie methods.
7. Details of the device used to prevent unauthorized entry into a shaft excavation.
8. The method to be used to form the horizontal construction joint at the top elevation of the
shaft concrete.
Work shall not begin until the Construction Manager has approved the appropriate submittals
in writing.
D. Concrete Mix Design: Submit concrete mix design for approval. See 03 30 00 Concrete.
E. Mill Tests: Submit certification of materials with copies of mill reports for each type of steel
used.
F. De-watering: Submit general procedures for de-watering drilled shafts, and de-watering site
from surface water, ground water and/or water from adjacent structures.
1.04
REFERENCES
A. Geotechnical Report; prepared by Aspect Consulting, dated March 2014.
B. 2012 International Building Code
C. American Institute of Steel Construction (AISC) Fabrication and Erection of Structural Steel
for Buildings, latest edition.
D. American Concrete Institute (ACI)
1. Building Code Requirements for Reinforced Concrete (latest edition).
2. 211.1 - Standard Practice for Selecting Proportions for Normal, Heavy-weight, and Mass
Concrete
E. American Society for Testing & Materials (ASTM):
1. A36 - Structural Steel
2. A615- Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
3. C33 - Specification for Concrete Aggregates
4. C94 - Specification for Ready-Mix Concrete
5. C150 - Specification for Portland Cement
6. C260 - Specification for Air-Entraining Admixtures for Concrete
7. C494 - Specification for Chemical Admixtures for Concrete
8. D1621 - Test Method for Compressive Properties of Rigid Cellular Plastics
F. American Institute of Steel Construction (AISC)
1. Code of Standard Practice - Manual of Steel Construction (latest edition)
G. American Welding Society (AWS):
1. D1.1 - Structural Welding Code
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1.05
QUALITY ASSURANCE
A. Installer must have a minimum of 5 years experience in the design and construction of a
soldier pile retaining walls similar to that required for this project; installer must submit his
qualifications to the Owner's Representative at the same times bids are received:
qualifications must be approved by the Construction Manager.
B. Preconstruction Conference: At least 10 business day prior to the beginning of installation.
The Contractor shall convene a preconstruction meeting in accordance with Section 01 30
00. The purpose of this meeting will be to review procedures, methods, schedule, equipment
requirements, quality control/monitoring, etc., with all necessary parties including but not
limited to the Contractor, Excavation/Shoring Subcontractor, Owner/Construction Manager.
C. Site Access
1. Cooperate with the Construction Manager at all times and provide them with free access
to all parts of the Work.
D. Inspection and Tests by the Contractor’s Material Testing Laboratory
1. Welding: The inspector shall inspect all field welds as specified under Section 05 20 00 Structural Steel For Retaining Walls.
2. Concrete Slump Tests: Tests will be conducted in accordance with IBC requirements.
1.06
PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Protect steel, cables, anchors, accessories, etc., from damage during shipping and storage.
Store in dry locations and protect from damage until installed.
1.07
PROJECT CONDITIONS
A. Subsurface Conditions: Results of explorations for this project are available from the Owner.
Such investigations are for the information of the Bidders only and neither the Owner nor the
Construction Manager will be responsible for variations in subsoil quality at locations other
than those investigated or for changes which may have occurred after the investigations were
made.
B. Because portions of the excavations will occur below sea level, and site is subject to some
groundwater drainage upslope of the seawall, the Contractor should expect to encounter
groundwater or seawater in the shaft excavations, resulting in potential heaving conditions.
C. Borings and construction records for the existing soldier pile seawall are also available for
review by the Contractor at the Owner’s office by appointment during normal business hours.
The Contractor is cautioned that the builder of the existing seawall encountered great
difficulty drilling through oversized material such as boulders and large masses of refuse,
such as engine parts and masses of fused waste,
D. Weather: Keep earth free from moisture. Should bearing surfaces become softened,
reexcavate to solid bearing and fill with concrete, of mix and strength as approved, to
elevations as indicated at Contractor's expense.
E. If excessive water is encountered and drilling operations must be halted, submit and review
with Construction Manager alternate methods of construction before proceeding.
1.08
CONSTRUCTION MONITORING
A. General: The Contractor shall cooperate with the Owner's Inspector at all times, and shall
provide him free access to all parts of the work.
1.09
SHAFT OBSTRUCTIONS
A. The Contractor shall be prepared for shaft operations within a shoreline environment. His
selection of equipment to penetrate to the design depth is a function of his Ways and Means.
When obstructions are encountered beyond what would be expected, the Contractor shall
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notify the Construction Manager promptly. An obstruction is defined as a specific object
(including but not limited to rock, logs, and manmade objects encountered during the shaft
excavation operation which prevents or hinders the advance of the shaft excavation). When
efforts to advance past the obstruction to the design shaft tip elevation result in a rate of
advance of the shaft drilling equipment being significantly reduced relative to the rate of
advance of the shaft drilling equipment in the geological unit that contains the obstruction,
then the Contractor shall remove, break up, or push aside the obstructions, and the
continuation of the excavation shall be as proposed by the Contractor and reviewed by the
Construction Manager.
B. Payment for removing, breaking up, or pushing aside obstructions, as defined in the
preceding paragraph, will be made for the changes in shaft construction methods necessary
to deal with the obstruction beyond what is reasonably anticipated for shoreline drilling. The
Contractor and the Construction Manager shall evaluate the effort made and reach
agreement on the equipment and employees utilized, and the number of hours involve for
each. Once these cost items and their duration have been agreed upon, the payment amount
will be determined using the rate and markup methods specified elsewhere in the Contract
Documents for time and materials or “force account” Work.
PART 2
2.01
PRODUCTS
CONCRETE MATERIALS
A. See Section 03 30 00 for Concrete Requirements
2.02
STEEL SOLDIER PILES
A. See Section 05 20 00 for Structural Steel Requirements
2.03
COAL TAR EPOXY COATING
A. See Section 05 20 00 for Coating Requirements.
2.04
PRECAST CONCRETE LAGGING
A. See Section 03 40 00 for Precast Concrete Lagging Requirements
PART 3
3.01
EXECUTION
SITE CONDITIONS
A. The locations of existing site features are shown for information only. Determine before
commencing Work the exact location of all existing features which may be disrupted by the
shoring wall. The Contractor shall be fully responsible for any and all damages which might
be caused by Contractor's failure to exactly locate and preserve existing site features.
B. Water and Caving Soil Conditions: Where caving conditions are encountered, no further
drilling or other excavation will be allowed until the Contractor implements measures to
prevent caving. Take immediate action as required to protect existing facilities.
3.02
INSTALLATION
A. Soldier Piles
1. General
a. Holes for the soldier piles shall be machine augered. Holes shall be excavated to the
elevations indicated on drawings and then deeper if authorized by Construction
Manager and required to achieve suitable soil capacities as determined by
Construction Manager.
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b. If deeper excavations are required due to soil disturbance caused by Contractor's
excavation methods, the extra costs shall be borne by Contractor. This includes
unauthorized deeper excavations.
2. Hole Tolerances: The maximum permissible variation of location of drilled holes at the top
of the excavation shall be ± 1 inch. The maximum out-of-plumb of the shaft of the holes
shall not exceed ± 3 inches. The sides of holes out-of-plumb may be shaved as required
to obtain the required tolerance.
3. Steel Soldier Piles
a. Steel soldier piles shall be set to within ± 1 inch of the required plan location at the
top of the hole and extend vertically to the bottom of the hole. The top of the hole
shall be at the bottom of excavation.
b. At locations where the drilled hole is out of plumb by the allowable tolerance, the
steel pile will have to be placed against the side of the hole at the bottom and slope
up to the required grid location at the top of the hole. The steel soldier pile shall not
be out-of-plumb by more than ± 3 inches at the bottom of excavation.
c.
Groundwater seepage may cause local caving and heaving. Provide temporary
casings as required to prevent loss of ground. After drilling to final depth, holes shall
be thoroughly cleaned of all slough and water prior to placing steel sections and
concrete.
d. After the soldier pile has been placed in the hole, the hole shall be backfilled with
concrete as specified, up to the bottom of the excavation. Above this location, the
hole shall be backfilled with a concrete mix. The steel soldier pile surfaces shall be
clean of oil, grease, loose rust, loose mill scale, and other foreign matter that would
impair the bond between the steel and concrete.
e. Place concrete continuously from the bottom to the top in one operation to develop
full lateral pressure of the fluid concrete column. Bring the concrete level up both
sides of the soldier pile at the same time to keep the pile plumb.
f.
Maintain a sufficient head of concrete to prevent reduction in diameter of hole by
earth pressure and to prevent extraneous material from mixing with fresh concrete.
g. The top of the soldier pile shall be as defined on the plans, unless otherwise noted.
h. Adjacent augered holes shall not be drilled closer than 10 feet center-to-center until
the concrete mix has set for a minimum of 24 hours.
B. Precast Concrete Lagging
1. Install lagging from bottom up. Lowest lagging plank will be placed on soil at elevation
shown on plans. Prior to installation, soil shall be compacted to 95% density. Uniform
soil bearing shall be required.
2. Adjacent lagging planks shall be in contact for complete bearing. Where necessary,
install shims to provide bearing.
3. For East Seawall, provide 3 inch high x 12 inch wide precast blocks to define opening
shown on wall elevation. One block on each end of plank will be needed.
C. Painting
1. Paint new steel items in accordance with Section 05 20 00Coating of Steel Pile
Structures.
END OF SECTION 32 32 43
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Port Angeles Landfill Cell Stabilization
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