HomeMy WebLinkAboutAdden 2 CAG-15-224, Adden #2-16
FORM: ADD-2015
(E1-2015)
ADDENDUM N0.2
ENGINEERING CONSULTANT AGREEMENT
FOR PROFESSIONAL SERVICES
for
Cedar River 205 Project Levee Certification, CAG-15-224
This Addendum is made and entered into this ��, day of G� , 2016, by and between the
City of Renton, hereinafter called the "City", and Tetra Tech, Inc.,whose address is 1420 Fifth
Avenue, Suite 550, Seattle, WA 98101, hereinafter called the "Consultant".
WITNESSETH THAT:
WHEREAS, the City engaged the services of the consultant under Engineering Consultant Agreement
CAG-15-224, dated December 7, 2015, to provide engineering services necessary for the Cedar River
205 Project Levee Certification; and
WHEREAS, the City desires to complete the work associated with the Cedar River 205 Project Levee
Certification, and the City does not have sufficient qualified engineering employees to perform the
work within a reasonable time; and
WHEREAS, the City and consultant have determined that additional services are required to complete
Phase II of the certification process;
NOW, THEREFORE, in accordance with Section VIII Extra Work of the Master Agreement CAG-15-224,
dated December 7, 2015, it is mutually agreed upon that Engineering Consultant Agreement CAG-15-
224, is amended to include the work and associated budget as follows:
1. The Scope of Work (Section I of the Master Agreement CAG-15-224) is modified to include the
additional services on the attached Attachment A.
2. The Payment (Section VI of the Master Agreement CAG-15-224) is modified to include payment
for the additional work items defined in Attachment A. The revised contract total payable for
work on this contract addendum is increased from $106,541, as previously modified by
Addendum No. 1,to $538,295, making a difference of$431,754. The maximum amount payable
for the additional work items defined in Attachment A of this contract addendum is $431,754,
without prior authorization from the City.
3. The Time of Completion (Section V of the Master Agreement CAG-15-224)for the above
referenced contract is extended until November 1, 2018.
All other provisions of Consultant Agreement CAG-15-224 dated December 7, 2015, shall apply to this
addendum.
EXECUTION
IN WITNESS WHEREOF, the parties have executed this Addendum No.2 to ENGINEERING
CONSULTANT AGREEMENT CAG-15-224 as of the day and year first above written.
CONSULTANT OF RENTO
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Recertification\1003 Phase 2 Scope and Contract�JLtp Page 2 of 2
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
ATTACHMENT A
CEDAR RIVER 205 PROJECT LEVEE CERTIFICATION
PHASE II - ENGINEERING ANALYSIS AND CERTIFICATION
SCOPE OF WORK
OVERVIEW �
The following scope of work is to provide professional engineering consulting services to evaluate and
certify the Cedar River 205 Levee in accordance with FEMA requirements as codified in 44 CFR Section
65.10.The levee system is located between Lake Washington and approximately the Williams Avenue
South Bridge, and is approximately 2.5 miles in length (1.25 miles on each side of the river).
The certification project is a multi-phase effort. Phase I,the Needs Assessment effort, has been
completed. Phase II (Engineering Analysis and Certification) represents the bulk of the work effort and
includes all of the technical analyses necessary to certify the levee.The final product of Phase II will be
the complete Levee Certification Report. Phases III (Engineering Design) and IV(Construction
Engineering Support), are optional phases that will only be necessary if structural improvements are
required of the levee system to meet FEMA certification standards.
PHASE II — Engineering Analysis and Certification
Phase II includes the technical engineering analysis required for certifying the levees and includes the
compilation of the certification report. Phase II is a continuation of Phase I and will expand upon the
preliminary analyses that were conducted for Phase I.The final product is the Levee Certification Report
and preparation of CLOMR application documents. If needed to meet certification requirements,
potential repairs or improvements will be identified and a technical memorandum developed that
describes these improvements.The design of improvements would be fall under Phase III of the levee
certification effort.
Task 1 - Project Management and Meetings
Four coordination meetings with the client will be held during Phase II. Each will be a 2-hour meeting at
the City of Renton.The first will be a kick off ineeting.The second and third meetings will occur during
the execution of the effort and will be used to discuss key issues as Phase II is executed.The fourth
meeting will occur after the draft certification report has been submitted to the City and will consist of
reviewing and discussing the findings of the certification report as well as any system upgrades
identified. Four staff from the consultant team will attend each meeting [the Tetra Tech PM,the lead
Geotechnical Engineer,the lead Hydraulic Engineer(Interior Drainage) and the lead Hydraulic Engineer
(Floodplain)].
Bi-weekly 30-minute calls to discuss project progress will be held between the Renton PM and the Tetra
Tech PM.Twelve (12) meetings are assumed for the duration of Phase II.Task leaders will attend those
meetings where there are specific issues that need to be discussed in detail for their task. Prior to these
meetings, internal staff progress and coordination meetings will be conducted.
FEMA coordination is also included in this task. It will involve discussions with FEMA on key technical
issues including the flood frequency values(100-year peak)to be adopted, application of Risk and
Uncertainty Analysis to possibly reduce freeboard to 2 feet, interior drainage modeling and concurrent
flooding approaches, high ground tie-ins and consideration of levee stability during seismic loading.
aTETRA TECH 1 September 2, 2016
CEDAR RNER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule 8�Fee Estimate—Phase 2 I
Assumptions:
• Coordination meetings are 2 hour duration
• Bi-weekly progress meetings are 30 minute duration
• Primary project execution period is approximately 6 months(excluding FEMA review period)
�eliverables
• Four coordination meetings at City of Renton
• Memo(s) summarizing discussions with FEMA
Task 2—Joint Sealing Repair
The Seattle District USACE had noted in the 2015 annual inspection report that the sealant in the
floodwall joints had deteriorated.This deterioration of the sealant in the joints was also observed and
noted by the certification project team during the March 2016 levee reconnaissance.The City needs to
prepare a package for bid for the repair of these joint seals. For this task,the consultant will provide one
drawing detailing typical joint sealant repair work with construction notes for this repair.
The consultant will provide field services when the construction starts, another visit early in construction
to check on implementation of the joint repair work,and a third time to develop a punch list.
Ass�arnp�ians:
• All floodwall joints will be repaired.
• Consultant's role will be to provide one sheet of construction details and notes,with no
separate specifications.
• City will take care of other aspects of the bid package.
• The first two site visits are 2 hours each. The third (punch list) site visit is 4 hours.
• The City will provide access coordination with the Renton Airport as needed.
Deliverables
• One drawing consisting of typical joint sealant repair details and construction notes.
• Three site visits(one at the start of construction, one during construction,one to develop a
punch list).
• Short e-mail with observations of joint repair work performed during the construction phase.
• Punch list of additional work required to complete the joint sealant repairs.
Task 3 — Freeboard Analysis and Floodplain Mapping
Based on the Phase I Needs Assessment Report,there are a number of locations along the right and left
bank levees with deficient freeboard for the standard 3-foot freeboard requirements (increased to 4
feet at bridges and 3.5 feet at the upstream tie-in). However,the Phase I effort also determined that
reduction in freeboard requirement by 1-foot using Risk and Uncertainty Analysis could potentially
increase the areas with sufficient freeboard. Further improvement in the freeboard situation could be
achieved by lowering the 100-year(base flood) discharge from the 12,000 cfs used by FEMA to on the
order of 10,800 cfs that a more recent analysis indicates is the 100-year flood peak.Another potential
means of complying with the freeboard requirement is to decrease the average allowable bed
elevations identified for initiation of the next dredging cycle. This latter option will only be considered
after all other options are exhausted and the City indicates it would like to explore selective changes in
the average allowable bed elevation.There is hesitation to decrease the average allowable bed
elevation because it would increase the frequency of dredging.
OTETRA TECH 2 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
As part of this effort,the HEC-RAS hydraulic model will be updated and tied to the FEMA effective
models as necessary.This is particularly important if the 100-year discharge is modified from the 12,000
cfs. Coordination with the City on other strategies to address freeboard deficiencies including
sandbagging are included.Though the subtasks below are in a sequence, there may be some iteration
between them as various options to address freeboard are analyzed and discussed with the City. In
addition to the freeboard related work,this task includes tasks to map the floodplain resulting from the
hydraulic analysis and conditions identified for the certification submittal.
Subtask 3.1 - Flood Frequency Analysis
For the flood frequency analysis,Tetra Tech will use HEC-SSP (HEC, 2010)to fit the record of peak flow
data from 1946-2015 to a Log-Pierson Type III distribution to determine the 100-year discharge. The
uncertainty associated with the analysis will also be determined for use in the Risk and Uncertainty
Analysis as discussed in Subtask 3.3.The acceptability of this effort will be coordinated with FEMA as
part of Phase II,Task 1.
Subtask 3.2 - Development of Initial Effective Hydraulic Model
For the freeboard assessment,Tetra Tech will first tie the Phase I project average allowable bed
elevation HEC-RAS model (HEC, 2016)to the FEMA effective base flood elevations(BFE) at the upstream
and downstream ends of the model.The project model must be tied-in to the effective BFEs within +/-
0.5 feet. Using this model,the 100-yr water surface elevation will be compared to the top of levee
profile to determine the existing freeboard. The allowable average bed elevation model will define the
highest water surface elevation conditions expected within the system. The model based on allowable
average bed elevation tied in to the BFE will be the initial effective hydraulic model, and will serve as the
basis for subsequent analyses. Further refinement of the effective hydraulic model may be necessary as
potential changes are identified to achieve required freeboard as discussed in Subtask 3.4. The dredged
HEC-RAS model used in Phase I will also be used to define the lowest water surface elevation conditions
in the system,which will be necessary in the R&U and embankment protection analyses.
Subtask 3.3 - Risk and Uncertainty Analysis
The Consultant will conduct the R&U analysis as part of this subtask.The R&U analysis will quantify the
uncertainty in the estimated BFE profile by assessing the confidence limits of the 100-yr discharge and
by accounting for changes in the stage discharge relationship due to scour or aggradation. If
coordination with FEMA indicates the acceptability of an updated 100-year base flood (see subtask 3.1),
the updated 100-year discharge will be used in this analysis.The analysis will use the allowable average
bed elevation HEC-RAS model,the dredged HEC-RAS model, several HEC-RAS models representing the
progression of sedimentation between the dredged and allowable condition, and the USACE Flood
Damage Reduction Analysis software HEC-FDA(HEC, 2008).The minimum freeboard required by FEMA
requires at least a 90%conditional non-exceedance probability(CNP)for the 1 percent annual chance of
exceedance flood. For a CNP of greater the 95%,the minimum freeboard required may be reduced to
less than three feet, but not below 2 feet. The results of the R&U analysis will provide conditional non-
exceedance probabilities for a range of reduced freeboard target value(i.e. 2.50 feet, 2.00 feet) at
representative index cross sections along the levee system.
The historical information on sedimentation within the Cedar River Section 205 Levee Project(NHC,
2014)will be used to develop two or three intermediate bed elevation profiles for hydraulic models that
�TETRA TECH 3 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2 �
fall between the dredged condition model and the average allowable bed elevation model. These ,
models will represent potential intermediate states of the system that will each be assigned a
probability, along with probabilities for the two envelope models in order to allow the R&U analysis to
be performed. Uncertainty associated with stage will be determined using the uncertainty determined
from the Flood Frequency Analysis. Water surface elevation profiles from the RAS geometries will then
be entered into HEC-FDA along with the surveyed top of levee elevations to obtain CNP values for the 1
percent annual chance of exceedance flood.
Subtask 3.4— Finalization of Freeboard Determination
After adjustment of freeboard requirements for modification to the 100-year flood discharge and the
R&U analysis, at locations in the levee system without adequate freeboard,the Consultant will
determine the magnitude and spatial extent of proposed reduction in the allowable average bed
elevation to achieve freeboard requirements. Prior to finalizing these areas for allowable freeboard
reduction,the Consultant will coordinate with the City on the areas proposed for allowable average bed
elevation reduction. Sandbags or other flood fighting measures may be used to make up freeboard
deficiencies in areas that are acceptable to the City.
In conducting this analysis,the average bed elevation at cross sections near freeboard deficiencies will
be lowered in an attempt to meet required freeboard at the desired locations throughout the system.
The location and magnitude of the modifications of the allowable average bed elevations will be
coordinated with the City of Renton as there is a tradeoff between decreasing the allowable dredge
elevation and frequency of dredging. The decisions on changing any of the allowable average bed
elevations will be made by the City of Renton. After accounting for potential reduced freeboard
requirements resulting from the R&U analysis and modifying the allowable average bed elevation,all
segments of the levee system which still do not meet the FEMA freeboard requirements will be
identified and described as deficiencies that may be targeted for a capital project improvement in Phase
III.
It is expected that the determination of the best combination of reduction in allowable average bed
elevation and structural improvements to levees and floodwall will be an iterative process in which the
City and the Consultant work together to develop a combination of potential changes in average
allowable bed elevation,structural changes to the levees/floodwalls(raises) and possibly floodfighting
practices such as additional sandbagging. Other possibilities include moving the high ground tie-in and
only certifying part of the levee.
Subtask 3.5 - With and Without Levee Analysis and Mapping
The finalized hydraulic model, including the adopted 100-year discharge and freeboard requirements
from the R&U analysis along with any changes in cross section geometry to represent sandbagging or
changes in the average allowable bed elevation will be used to perform "with levees' and "without
levees" mapping of the base flood extents. The"without levees" extents define the area protected by
the levee and are based on ignoring the levees and floodwalls. Mapping of both the "with levees"and
"without"levees" extents will be performed in ArcGIS per FEMA standards.
Ass�ar�aptions:
• The effective hydraulic model geometry will be based on the most recent(2015) surveyed cross
sections modified to reflect the allowable average bed elevation.
OTETRA TECH 4 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule 8�Fee Estimate—Phase 2
• Sediment deposition for the R&U analysis will be based on the historical rates from the cross
section data and no sediment transport modeling will be performed.
Defiv�rables:
• Updated 100-year discharge
• Effective, dredged, and intermediate HEC-RAS hydraulic models
• Maps of"with levees" and "without levees"flood extents
• Technical appendices describing the flood frequency, R&U, and hydraulic analysis including
discussion of the various freeboard results and issues. Documentation of interaction with FEMA
on various issues prepared in Task 1 will be included.
Task 4— Embankment Protection Assessment
The embankment protection analysis must be conducted to demonstrate no appreciable erosion of the
levee can be expected during the base flood event.This requirement is codified in 44 CFR 65.10(b)(3).
Under Phase I,Tetra Tech performed an initial assessment of the embankment protection repairs,
maintenance and new installations proposed in the Cedar River dredging project plan and determined
that it appeared that all areas of deficient protection had been addressed (See Appendix C of the Needs
Assessment Report). In the information reviewed, it was indicated that the basis of design followed
USACE methodologies, but no actual calculations for riprap sizing or scour depth were provided.
Therefore,this task involves Tetra Tech performing the design calculations to submit as part of the
certification report.
To perform these calculations Tetra Tech will determine hydraulic conditions from the two "envelope"
models(dredged condition and allowable average bed elevation condition).These hydraulic conditions
will be used to determine riprap sizing and embankment scour potential based on USACE
methodologies.
A field reconnaissance will verify the installation of the embankment protection and the condition of the
embankment protection.The field survey will occur after the bank protection improvements associated
with the dredging project are completed and when the discharge is low enough to allow for observation
of the embankment protection. As part of this field survey,Tetra Tech will confirm that the gradation
of the bank protection conform to the design plans.
Though not anticipated based on review of the information provided on embankment protection
associated with the 2016 dredging project, if there are reaches of the system that have unsuitable
embankment protection they will be identified and described as deficiencies that may be targeted for a
capital project improvement in Phase III.
Ass�mptions:
• The hydraulic models developed in Task 3 will to support this analysis.
• River levels will be sufficiently low to observe the newly placed riprap.
Deliverables;
• Short memo providing results of the field reconnaissance and the bank protection stability
calculations(scour and sizing).
OTETRA TECH 5 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
Task 5—interior Drainage Analysis
The interior drainage analysis (IDA) is necessary to identify flooding sources and the potential for
ponding on the landward side of the levee system.This requirement is codified in CFR 65.10.b.6,which
requires that the IDA be based on the joint probability of interior and exterior flooding.The interior
drainage analysis will need to be performed for two discrete ponding areas landward of the Cedar River I
levees.These study areas are located at the Renton Municipal Airport on the left bank of the Cedar River I
(Renton Airport East/Logan Avenue S Study Area)and at N 6th Street on the right bank levee(Logan �
Avenue N Study Area).The Logan Avenue E study area also incorporates the Boeing Plant drainage basin
in order to analyze the capacity of the conveyance during a potential overflow condition. Figure 1 shows
the interior drainage study areas, outfalls and primary conveyance pipelines.
As determined in Phase I,the continuous record analysis method will be used to conduct the interior
drainage analysis. In order to use this methodology,the hydrologic and hydraulic modeling approach will
rely on long-term continuous simulation stormwater runoff and routing models coupled with long-term
observed flow data from the Cedar River to directly compute stage frequency at ponding locations.
Because this method uses the long-term river flow condition as a boundary condition,the joint
probability of interior stage and runoff conditions is implicit in the analysis.
Subtask 5.1 - Hydrologic Model
As the first step in the hydrologic analysis,the Consultant will delineate the areas tributary to each
outfall using available LiDAR data.The Consultant will also identify the major components of the pipe
network upstream of each outfall that will be included in the analysis.This will be determined from the
City's GIS database.
A continuous simulation HSPF model will be developed to estimate the long-term runoff conditions for
the two interior drainage areas. Rainfall inputs for the model will be developed from the historical
hourly rainfall record at SeaTac Airport where rainfall has been recorded continuously since 1949,
providing a 66-year simulation period (Note: Cedar River flow records cover a similar period dating back
to 1946). Hourly rainfall is typically used for these types of analyses that focus on the volume of runoff
rather than the magnitude of peak runoff rate.
The HSPF model will use the regional runoff parameters developed by Dinacola (1990)for the Puget
Sound area and adopted by Washington State Department of Ecology in the Western Washington
Hydrology Model (Clear Creek Solutions, 2006). Impervious area will be measured from current aerial
photography for roads, commercial areas and industrial areas. For residential areas, impervious area will
be sampled a two or three locations to estimate a representative impervious fraction to apply to the
larger residential area.
The long-term runoff time-series from HSPF will be exported to data files for to the hydraulics model.
OTETRA TECH 6 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule 8�Fee Estimate—Phase 2
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OTETRA TECH 7 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work, Schedule&Fee Estimate—Phase 2
Subtask 5.2- Preliminary Hydraulic Model �'
A preliminary EPA-SWMM model of the drainage system will be developed for the two interior drainage 'I
study areas.The primary purpose of this model is to provide a representative drainage pathway to the ',
ponding locations so the model network will be limited primarily to the central trunk of the storm drain
system.The model network will include the hydraulic structures that control flow conditions at the
outfalls. '
One day of RTK GPS survey work is included in this subtask to collect more accurate elevations on critical
flow control areas. This survey will help identify areas that may be excluded from further modeling.
Subtask 5.3 - Exploratory 2-D Hydraulic Model
The preliminary EPA-SWMM model will be expanded to include 2-dimensional overland flow routing.
The interconnections between the storm drain system and the overland flow pathways for both interior
drainage study areas are relatively complex and not intuitively obvious from a review of the topography.
To address this uncertainty, a simplified 2-dimentional hydraulic model will be developed that clearly
shows the overland flow paths between networks.A flow mesh of the ground surface will be created
from the LiDAR surface using the pre-processing capabilities of the PC-SWMM software (CHI,2016)and
merged with the EPA-SWMM network of the storm drain system.A long duration, large volume runoff
hydrograph will be routed through the model assuming a high tailwater condition at the outfalls to force
an overflow.The results of this analysis will clearly show the overflow paths between the discrete storm
drain systems.
The 2-D model will be used to evaluate inundation at the airport and the potential for overflow to Lake
Washington before ponding depth exceeds one foot in the left bank with less than one foot of ponding
in the Renton Airport East/Logan Avenue South Study Area. Similarly,the 2-D model will also be used to
evaluate inundation in the Logan Avenue North Study Area to determine whether the Boeing Storm
trunk storm drain has sufficient capacity to convey large event volume to Lake Washington while
maintaining flood depths to be less than one foot.Should the 2-D analysis show that flood depths are
less than one foot under extreme event conditions, no long-term coincident peak analysis will be
performed and the reason will be documented in the report.
Subtask 5.4- Compute Cedar River Stage
The Cedar River HEC-RAS model will be used to estimate the boundary conditions at the outfalls. A
series of water surface profiles would be computed for varying flow rates to develop elevation-discharge
rating curves at each of the outfall locations. Hourly data have been collected at the USGS gage
12119000, Cedar River at Renton since 1946.The rating curves are applied to the long-term Cedar River
flow record to create a long-term stage time-series unique to each outfall.
Subtask 5.5 - Long-Term Hydraulic Model
Simplified channel elements will be developed to represent the overflow pathways identified with the 2-
D model and incorporated into the initial EPA-SWMM model to create the long-term EPA-SWMM
hydraulic model. Ponding areas will be modeled as storage nodes represented by LiDAR derived depth-
volume characteristics.The long-term runoff time-series computed by HSPF will be connected as inflow
to the model at discrete nodes and routed though the network. Discharge at the outfalls would be
controlled by the long-term Cedar River stage time-series data set assigned as the boundary condition at
each outfall.
O7ETRA TECH 8 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
Subtask 5.6- Stage-Frequency Analysis
The long-term hydraulic model will be run for the entire 66-year simulation period. For each of the
ponding areas, peak annual flood depths will be extracted from the long-term depth data set and a
stage-frequency analysis performed on the extracted data to determine inundation depth for the 1%
annual-chance event. The 1%annual-chance ponding elevations on the landward side of the levee will
be mapped in ArcGIS.
Assumptions:
• Land cover will be represented using the regional runoff parameters exported from the WWHM
model. No calibration will be performed.
• Model network will include storm drains,catch basins,and outfalls for the conduit network
shown in Figure 1.
• Minimum diameter pipe analyzed will be 12 inches, however not all 12 inch diameter pipes will
be included in the model.
• The 2-D model will be developed using PCSWMM and LiDAR.The 2-D model will be run for a
single event with the purpose of identifying overflow pathways between storm drain networks
during a flood condition.
• Missing invert data conduits and nodes in the modeled network will be provided by the City.
• Topography used to develop the stage-storage rating for the storage nodes will be obtained
from Lidar.
• Stage-discharge rating curves at each outfall location.
• The City of Renton can provide a letter verifying that all repairs identified in the interior drainage
inspection videos are complete or will be complete by the completion of the project
Deliverables:
• HSPF model of the interior drainage study areas.
• Findings of the preliminary and exploratory hydraulic models.
• Long-term hydraulic model.
• 2-D model showing overflow between storm drain networks.
• Ponding elevations mapped at 10 locations.
• Appendices documenting the results of the hydrologic, hydraulic and coincident flooding
analyses.
Task 6— Embankment and Foundation Stability Anaiysis
The Embankment and Foundation Stability Analysis includes an evaluation of seepage and seismic forces
on the levee and floodwalls. Specific tasks that will be required as part of this analysis include:
• Coordinating and executing the subsurface investigation plan developed in Phase I. The
proposed subsurface exploration program includes five soil borings, nine cone penetrometer
tests,and laboratory analyses. Laboratory analyses will include index tests such as soil
gradation, moisture content determinations, and Atterberg limit tests.
• Tier 1 Analysis. A subsurface design profile based on existing data and the results of the
subsurface exploration program will be developed. Foundation stability and seepage analyses
for earthen levee and global stability analyses for structural floodwalls using the Seep/W and
Slope/W(Geo-Slope International, 2012) computer programs will be performed. Cross sections
under the conditions outlined in USACE Engineering Manual EM 1110-2-1913 "Design and
Construction of Levees" and USACE Engineering Circular EC 1110-2-6067 "USACE Process for the
OTETRA TECH 9 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work, Schedule&Fee Estimate—Phase 2 I
National Flood Insurance Pro ram (NFIP) Levee S stem Evaluation"will be evaluated. The I
g Y
design cases that will be evaluated include End of Construction,Steady State Seepage during Full
Flood Stage, Sudden Drawdown, and Seismic. Stability and seepage analysis will include an
evaluation of 14 to 16 cross-sections depending on the results of the subsurface investigations.
• Tier 2 Analysis. A seismic deformation analysis of the levee system will be performed. A site
specific seismic analysis will be performed to better define seismic loading for the 100 year
design seismic event. Evaluate potential seismic deformations of the levee and floodwall system
based on the results of the stability analysis, site specific seismic analysis, and using a simplified
Newmark displacement analysis.
• Tier 3 Analysis(Optional Future Subtask). Provide a detailed analysis of slope deformations
during seismic loading using a dynamic numerical finite difference model. The model will be
developed in FLAC 2D (Itasca, 2016). One design cross section with two earthquake time
histories will be analyzed, representing the two major earthquake sources for a 100-year return
period event. This Tier 3 analysis requires prior authorization from the City before proceeding
with the work and is not intluded in the Phase 11 costs.
Assurnptions:
• The drilling plan will be reviewed and approved by the local USACE Seattle district office and will
not be subject to review or comments by the USACE Risk Management Center(RMC).
• City of Renton will help coordinate access to the Renton airport and provide City right-of-way
permits as required for explorations.
• Traffic control will not be required for explorations.
C�e9iv�rabies.
• Documentation of the boring and laboratory analysis
• Appendices presenting the results of the analysis performed (Tier1 and Tier 2,and Tier 3 if this
optional effort is performed)
Task 7 —Settlement Analysis
A settlement analysis will be conducted of the levee embankment that assesses the potential for
settlement of the levee to reduce freeboard over time. The settlement analysis will be based on
methods from the USACE Engineering Manual 1110-1-1904"Settlement Analysis"and standard
engineering practice.
Assumptions:
• None
l�eliverables:
• Settlement Analysis will be incorporated into Geotechnical Levee Analysis and Certification
Report. No separate deliverable will be provided.
OTETRA TECH 10 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
Task 8—Structural Evaluation
A structural analysis and evaluation will be performed for the floodwall sections in accordance with
FEMA and USACE requirements for floodwall design, using the USACE computer program "CWALSHT"
(or acceptable equivalent)to analyze the different I-wall sections for stability(USACE, 2007) in
accordance with USACE ETL 1110-2-575 "Evaluation of I Walls."
The closure gates at the South Boeing Bridge will be evaluated based on USACE EM 1110-2-2705
Structural Design of Closure Structures for Local Flood Protection projects.The structural strength of the
reinforced concrete gate pocket wall elements will also be checked for adequacy in accordance with
USACE EM 1110-2-2104,Strength Design for Reinforced Concrete Hydraulic Structures. Earthquake
analyses will be based on guidance in ASCE-7 and applicable USACE requirements.
Assumptie�ns:
• None
Deliverabies:
• Technical appendices documenting the results of the Structural Evaluation
Task 9—Operations and Maintenance Manual Review
The existing Operations and Maintenance Manual, dated January 6, 2003,was reviewed in Phase I to
ensure that it meets FEMA requirements as codified in 44CFR65.10(c) and 44CFR65.10(d).Tetra Tech
will edit the existing manual as necessary to comply with these requirements.The edited manual will be
submitted to the City for internal review followed by a meeting to discuss the suggested edits.Tetra
Tech will then produce a final Operations and Maintenance Manual for submittal to FEMA. In general, all
operations and maintenance activities outlined in the O&M manual must be under the jurisdiction of a
Federal or State agency, an agency created by Federal or State Law, or an agency of a community
participating in the National Flood Insurance Program that must assume ultimate responsibility for
O&M. '
The current Operations and Maintenance manual used for the Cedar River Section 205 levee system is '
thorough and will only require updating to account for sedimentation and other identified deficiencies. '
The O&M manual is not clear on what responsibilities are assigned to Boeing nor what maintenance �
schedule is used regarding operation and maintenance of the South Boeing Bridge, and will be clarified. ��
This will include language defining a need to ensure that the truck used to operate the lift mechanism at
the South Boeing Bridge is fueled and has additional fuel to complete the lift operation as needed
The current flood warning system used by the O&M manual initiates flood protection measures based
upon fixed discharges at the USGS Cedar River gage at Landsburg and is not updated at any interval to
account for reduced channel capacity due to sedimentation between dredging efforts,with the
exception of the "bridge flow" used to determine when to begin lifting the South Boeing Bridge. The
"bridge flow" methodology will be reassessed to ensure that sufficient warning is available to have the
bridge lifted before the water surface is in contact with the bridge, and the 0&M Manual will be
updated to account for periodic assessments of critical discharges used to assess when to initiate flood
protection measures for the remainder of the levee system.
�TETRA TECN 11 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
Assumptior�s:
• Based on the review in the Phase Needs Assessment only minor revisions to the O&M manual
are required.
• This City will review the edits to the O&M manual proposed in the Draft version
De9iverables:
• Draft version of the revised O&M Manual
• Final version of the revised O&M Manual
Task 10— Identify Improvement Needs
The results of the technical analyses may identify specific structural improvements necessary to allow
certification of the levee system.These improvements will be described and summarized in a technical
memorandum.The improvements will be categorized into one of two categories:
1. Small Scale Improvement Projects. These include projects that do not require extensive permit
acquisition or that do not require in-water construction activities.These projects will likely not require
an alternatives evaluation if an obvious and cost-effective solution is apparent. The Project Manager
and the City will meet to perform an informal alternatives analysis if multiple options exist to address
a specific issue.
2. Large Capital Improvement Projects. These include more costly structural improvements and may
require extensive permitting and in-water construction activities. The Project Manager and the City
will meet to perform an informal alternatives analysis if multiple options exist to address a specific
issue.
Assurraptis�ns:
• The design of the improvement is not performed in Phase II, but will be the focus of Phase III.
• The Project Manager will meet with the City prior to producing the Technical Memorandum to
screen and the select the improvements.
Deliverables:
• Technical Memorandum describing the improvements identified necessary to allow certification
of the levees
Task 11—Certification Report
If the levee appears to meet FEMA Certification criteria,Tetra Tech will prepare a FEMA Levee
Certification Report package. If improvement needs were identified as being necessary,then this report
will be considered a Conditional Letter of Map Revision (CLOMR)and the report will include the
preliminary design sheets for the improvements. If there were no improvements necessary for the
levee,then this report will be considered a Letter of Map Revision (LOMR).
This package will include the levee forms(the MT-2 FEMA Form 1—"Overview&Concurrence", Form 2
—"Riverine Hydrology& Hydraulic", and Form 3—"Riverine Structures') and all other supporting
information.The format will follow the requirements established by FEMA, particularly Procedural
Memorandum No. 63.Tetra Tech will submit the package to the City of Renton for review and comment
prior to submitting to FEMA for their review and approval.The body of the report will summarize the
results of the technical analyses and the report appendices will include all of the supporting information.
OTETRa TECH 12 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
Appendices may include:
• As-built plans
• Preliminary Design Plans of Improvements(if necessary)
• MT-2 Forms
• Previous Inspection Reports
• Operations and Maintenance Manual
• Hydrologic/Hydraulic Reports
• Geotechnical Report
• Work Map and Annotated FIRM
Assumptions;
• Completion of this task may be delayed until Phase III if it is determined that improvements are
required to certify the levee.
• Addressing FEMA comments on the certification package is covered in Task 12
Deliverables:
• Submittal will include a draft and final certification report.The draft will be reviewed by the City
and the final report will represent the Consultant's revisions to the report to address the City's
comments.
Task 12—Respond to FEMA Comments
Tetra Tech and GeoEngineers will respond to comments provided by FEMA.The number of comments
expected and the level of effort necessary to address them will be unknown. The actual level of effort to
address the comments will depend upon the nature and number of the comments. Therefore, a reserve
pool of hours will be established to address the comments.This task will include the following work
items:
• Review FEMA comments and participate in a phone call meeting with City staff to discuss
approach to addressing the comments.Appropriate staff inember from Tetra Tech and
GeoEngineers and will participate in this phone call meeting. The consultant team will provide a
brief written document to the City that outlines the approach to addressing the comments and
the expected level of effort necessary to address the comments.
• If necessary,Tetra Tech and GeoEngineers will participate in a phone call meeting with the
FEMA reviewers and/or FEMA regional engineers to present our approach for addressing the
comments.
• Tetra Tech and GeoEngineers will address the FEMA comments.
• The consultant team will issue an addendum to the (C)LOMR report that describes how the
comments were addressed. It will be assumed that the original (C)LOMR Report will not be
reissued.
Assumptiorrs;
• One round of comments will be all that is necessary to satisfy FEMA.
• This task may be delayed until Phase III if it is determined that improvements are required to
certify the levee.
Deliverables:
OTETRA TECH 13 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2 '
• Revised certification submittal package including MT-2 forms, certification report and
appendices.
aTETRA TECH 14 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
References
Clear Creek Solutions. 2006. Western Washington Hydrology Model Version 3 User's Manual, Olympia,
Washington.
Computational Hydraulics Int. (CHI). 2016. PCSWMM Professional 2-D v6.2.Guelph, Ontario Canada.
Dinicola, R.S. 1990. Characterization and Simulation of Rainfall-Runoff Relations for Headwater Basins in
Western King and Snohomish Counties, Washington.Water-Resources Investigations Report 89-
4052. U.S. Geological Survey.Tacoma,Washington.
Federal Emergency Management Agency(FEMA). 2005. Flood Insurance Study for King County and
Incorporated Areas. Revised April 19, 2005.
Geo-Slope International, Ltd. 2012.Stability Modeling with SLOPE/W.An Engineering
Methodology. July.
Itasca Consulting Group, Inc. 2016. FLAC Version 8.0 Explicit Continuum Modeling of Non-Linear
Material Behavior in 2D. Minneapolis, Minnesota
Northwest Hydraulic Consultants(NHC). 2014. Hydraulic Analysis—Cedar River Gravel Removal Project.
Final Technical Memorandum dated October 20, 2014.
United States Army Corps of Engineers(USACE). 1987. Hydrologic Analysis of Interior Areas. EM 1110-2-
1413.January 15, 1987.
USACE. 1994. Design of Sheet Pile Walls. Engineering Manual 1110-2-6067. March.
USACE. 2007. CASE/GCASE Program CWALSHT Design/Analysis of Sheetpile Walls by Classical Methods.
U.S. Army Corps of Engineers Waterways Experiment Station Information Technology
Laboratory, Program#X0031,Version Date November 9.
USACE. 2000. Design and Construction of Levees. Engineering Manual 1110-2-1913,April.
USACE. 2010. USACE Process for National Flood Insurance Program(NFIP)Levee System
Evaluation. Engineering Circular 1110-2-6067,August. '�
USACE. 2011. Design of I-Walls. Engineering Technical Letter 1110-2-575,April.
U.S.Army Corps of Engineers Hydrologic Engineering Center(HEC), 2008. HEC-FDA Flood Damage
Reduction Analysis User's Manual Version 1.2.4 November, 2008.
U.S.Army Corps of Engineers Hydrologic Engineering Center(HEC), 2010. HEC-SSP Statistical Software
Package User's Manual. October, 2010.
U.S. Army Corps of Engineers Hydrologic Engineering Center(HEC), 2016. HEC-RAS River Analysis
System Version 5.0 User's Manual. February, 2016.
OTETRA TECH 15 September 2, 2016
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scopa of Work,Schetl�b 8 Faa Eslimate—Phane P
CEDAR RIVER 205 PROJECT LEVEE CERTIFICATION
PHASE!!SCHF;DC�GE
The schedule for Phase II is shown below.The schedule is based on the period starting after a notice to proceed is provided.
CEDAR RIVER 2U5 LEVEE CERTiFICATION-PHQSE II
REVISED PRWECTSCHEDULE(��zsne) �.arnn+ aaomnz raoMn3 r.�ni mm�5 r�mns nw„m� nto�na wm9 r.w�n�o rao�m�t namm�z r.w'm�3 r.a�sn�a
TASKS
PHASE II-Engtneering Analysis and Cert€Ficafton
1-P ro}ert A1 anage mer.t and Meetings -�:ppea�rea a+«s��qs,,,e am a�,q r ema,e;�e�e �.
2-JmMSealingRepairSuppport � � �� ry� � ' '��
3-Free6oard Anatysis and Fbodplain Mapping � .
4-Embankment Protectwn Assessment � � � �
5-Interior Dramage Analysls � . '
8-Embankment and FoundaGon 5tabilrty Analysis � �
7-SettiementAnatysis � �' ' .� . . � . . , �.
&-StructuralAnalysis � �, ���.
9-Operatans and Ma�Menance Manual . � � '
10�Ide�Mify Improvement Needs(Small Scale and Large CIP) �� �. �� �.
11-CertrfKatwn RepoR �
FEMA RewewPenod 1 � ' '� �
12-Respond to FEPdA Comments '� � � '�. � �
FEh1A ReuiewPenad 2 � � �� �
OTETRA TECN 76 Sep�embBr 2,2076
CEDAR RIVER 205 PROJECT LEVEES CERTIFICATION Scope of Work,Schedule&Fee Estimate—Phase 2
CEDAR RIVER 205 PROJECT LEVEE CERTIFICATION
COST ESTIMA TE
IT�.1 TETRA TECH 17 September 2, 2016
�_��
CEDAR RIVER 205 PROJECT LEVEES CERTIFICA7TION Scopa of Work and fae Estimate-Phase Y
Fee Estimate:Tetra Tech with Subcontractor Roll-up
FEMA Levee CeR�cation-Cedar River 205 Levee-Phase II
Hourly Rates' §e�o0 59J o0 513 B9 565.40 51B 25 5]5.58 E]5.88 555 2s p5 65 S3'�14 532.90 SJ]EO SJ2.B1
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Climl Mce�ings 6 12 8 8 S 100 S J e]0
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RafinemeMofheebcartlb�PdeMialcM1angw IB f 5 Y,9J4
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TOTAL GOST;
aTETRA TECH �8 September 2,2016
CEDAR RNER 205 PROJECT LEYEES CERTIFlCATTION Scopa ot Work aM fee Ea�imafe—Phase 2
Fee Estimate:GeoEngineers
FEMA Levee Certification-Cedar River 205 Levee-Phase II
Hourl Rates': $74.64 $BB.SB $51.10 $44.63 $38.82 $38.B] $32.AB $28.87 $33.74 $28.25 y20.00
TolalCo>��Labor
�CO edTasks Principal principal 9r.GeotecM. A.GaolecM1. Geotec� Geo�ecM1 GeolecM1 GeofecM1 CA�'GI9 Atlmin AAmin TotalODCs Only)
.i � �. , , .... i�.
$d . ..... . .:f.2dL'. f�. ?5, O. /
P ject management 8 30 �13 h �40�
�Sµ� $ 3155
FEMA Coorainal:on
S - 8
Gllent Mee�ings 9g q
S �22 S ba7
Cooralnation Meatings�Intemal b Ettemal 12 4 6 $ - S B21
2���..toint.8sai'rngHaPair � ....... .....
Joinl Sealing Repair Suppoh $ _ E .
S Preeboard Amemment ,
F�eeboard Assessmenl
E - 8
.� 4 Embankment Probetion Amemnont , ��
Embankment Protection Assessmenl y s
���ek 5 interwr Orai�uge Anaiysis ,
Intenor Dralnage Analys�is
$ S
'wtlt e Embankm�nt and Foundation SLblligr ''�^�'. " �./ a�"s' 10 C:F
Coortlina;e F.xplorat�.ons wiln Gty of Ranton and Ulili�ies 4 26 4 10 $ 110 $ 1,288
Ferbnn Suos�rface Exploranons and leboretory Testlng 2 8 18 48 $ 34,881 $ 2,44�
Tier I Analysls of Exlsting Le�ees and FloodWalls 20 48 120 120 10 E $ 11,482
Tier II Seismic Anatysis Slmpllfied Debrtnation Analysls 12 4 12 g0 20 4 S b 5.421 ,
Ter�II Se sm�c Analys s. Detailed Deforma�lon A ly (nol incl detl g §
A.Uk7 S�ttl�mantAnalyxs �� N . '�,��r,�%?';"�' j
-f
Settlement Analysls 4 a 12 2 g E 972
aek 8 Structurai Evaluation ... S
SVUCWr31 E�aluation
#dc9 Operationsand MainYna�co Nanuai Revi•w y ��$
Re.iew and Uptlale 08M Manual g g � g qpg
'�to Iaa�ylmprowmeM�WeM
2 S
De�elop�eslgn Recommendalions 8 24 24 4 2 $ ���$ 2,858
'..N GllificalianRapwt .
5'
Gertlficauon Report-Drafl 2 12 JO B 20 1B 40 15 ¢ $ $ 5,798
GertlficationReport-F�inal 8 12 10 4 10 $ E 1,735
.. 7R RsM+ond to fEMA CnmM*nb� ,�:.. '�.'h , .3.
y,.
Ras ond to FEMA Gomments 3 4 1B 3 4 B �15 3 E $ 2.580
Summary of Tash 6 ODGs all other ODCs are Mllea e GeoEn ineers Labor $ 3B,]83
Outs�iae ODCs puanlity Cost To�al GeoEnginears ODCs $ 35,123
SubconhactedDnll�ing—HoloceneDnlling.Inc.�Bonngs) 1 $21,254.00 $21,254.00 GeoEnln rs0�erheatlonLabor-213.iB% $ 8A,835
Subcon�racted�nll�ing—In-SiW Engineenng,Inc.(CPTs) 1 $B.B45.00 $B.B45.00 GeoEn Ineers Fee on Labor-12°�0 $ tA,B55
Pn�ete U�'il'ity Lacatar—APS 1 $1.000.00 $1.000.00 ��COST:
GeoEn in rs Labo2to puantit Cost Total
Mois�ure Gontent(ASTM D 2218) 12 $78.00 $228.00
Percent Passing No.200(ASTM D 1740) 8 $80.00 $480.00
Sie�e(ASTM 0 A22) 8 5100.00 $800 00
Al�erberg Limils(ASTM D 4318) 4 $135.00 $540.00
Consolitlation(ASTM D 4548) 1 $550 00 $550 00
M'ileage 544 $0.54 $283.18
Tatal $34,890.76
OTETRA TECH �g September 2,2016