Drainage Imp 9th & Claflin
CONCEPT DESIGN STUDY
for
DRAINAGE IMPROVEMENTS
AT THE INTERSECTION OF
NINTH STREET AND CLAFLIN AVENUE
prepared for
CITY OF SALINA
SALINE COUNTY, KANSAS
April 18, 1994
....... BUCHER, WilLIS & RATLIFF
......Illl.. ENGINEERS. PLANNERS. ARCHITECTS
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TABLE OF CONTENTS
Background
1
Preliminary Investigations
1
Field Observations During a Rainfall with Flooding Conditions
1
Field Observations and Surveys
2
Evaluation of Existing Conditions
Ninth Street and Claflin A venue
5
Cloud Street
6
Discussion of Alternate Drainage Improvements
6
Addition of inlets to the west along Claflin A venue
6
Installation of a new storm sewer from the intersection of Ninth Street
and Claflin Avenue to the existing 30 inch line on Cloud Street
6
Installation of a new storm sewer from the intersection of Woodlawn Avenue
and Ninth Street to the existing 30 inch line on Cloud Street
6
Installation of an inlet at the northeast comer of
Ninth Street and Cloud Street
7
Divert the flow to the north from Claflin Avenue
7
Installation of a new storm sewer from the intersection of Ninth Street
and Claflin Avenue, east along Claflin Avenue to the existing drainage
ditch between Osborne Street and Quincy Street
7
Detention storage and discharge through the existing 18 inch line
8
Do nothing
8
Recommendations
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LIST OF FIGURES
FIGURE 1. CLOUD AVENUE DRAINAGE BASIN MAP
FIGURE 2. CLAFLIN AVENUE DRAINAGE BASIN MAP
FIGURE 3A. PLAN AND PROFILE OF PROPOSED 42 INCH STORM SEWER
FIGURE 3B. PLAN AND PROFILE OF PROPOSED 42 INCH STORM SEWER
FIGURE 4. INFLOWI OUTFLOW HYDROGRAPH FOR EXISTING CONDITIONS
FIGURE 5. LOCATION OF PROPOSED STORAGE BASIN
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LIST OF TABLES
TABLE 1. ECONOMIC ESTIMATE FOR PROPOSED 42 INCH STORM SEWER
TABLE 2. ECONOMIC ESTIMATE FOR PROPOSED STORAGE BASIN
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CONCEPT DESIGN STUDY
for
DRAINAGE IMPROVEMENTS
AT THE INTERSECTION OF
NINTH STREET AND CLAFLIN AVENUE
SALINA, KANSAS
BACKGROUND
The City of Salina has identified street flooding at the intersection of Ninth Street and Claflin
A venue as unacceptable for a major arterial street. The intersection floods annually and requires
city street crews to set barricades and divert traffic. This is to prevent cars from both stalling
in the water and creating wave action which may cause damage to adjoining properties. The
crews are quite often called in after hours at overtime rates to barricade the street. This also
requires city police to direct traffic and monitor the area which takes them away from their other
duties.
This study is to investigate possible solutions to the street flooding and evaluate alternatives
with projected probable costs to determine if the water can be drained off the intersection.
PRELIMINARY INVESTIGATIONS
From the City of Salina storm sewer maps it was noted that the storm system on Cloud Street
has multiple lines for much of the distance between Ninth Street and the drainage ditch between
Osborne Street and Quincy Street. One is a 30 inch line and the other starts at 18 inches and
increases in size to 30 inches. This is a fairly small self-contained drainage basin. It was
evaluated to see if additional capacity is available to carry additional flow from Claflin Avenue.
The storm sewer at Ninth and Claflin is an 18 inch line and is at the upper end of an extensive
system which discharges north of Crawford Street into the drainage ditch west of Broadway.
FIELD OBSERVATIONS DURING A RAINFALL WITH FLOODING CONDITIONS
The drainage basins, on Cloud Street from Ninth Street to the drainage ditch, and on Oaflin
Avenue from Ninth to Pershing, were observed during a moderate to heavy rainfall which was
sufficient to cause street flooding at the intersection of Ninth Street and Claflin Avenue and to
have the intersection closed to traffic by city crews. The drainage areas for the two basins were
traced by observing water flow in the gutters. It was noted that as water floods the intersection,
it overflows to the north in the east gutter on Ninth Street before it gets to the adjacent
buildings. However wave action from traffic driving through the water may reach the business.
During this same rainfall, inlets at the intersection of Pershing Street and Claflin Avenue were
observed. There was no overtopping of the inlets and no street flooding at this intersection.
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The drainage basin on Cloud Street was observed and the following conditions were noted.
The A1co parking lot was flooded to a depth of approximately 8 to 12 inches at the inlets
thereby acting as a detention basin with controlled discharge. This drainage basin
emptied into the Cloud Avenue storm system through a 15 inch pipe.
The side streets on the south side of Cloud Street had substantial drainage areas which
discharge into 12 inch lines. These side streets are Highland Avenue, Simmons A venue,
Larson Avenue, Gebhart A venue and Fourth Street. It is anticipated that during heavy
rainfalls these streets will all have street flooding. During this particular rainfall,
flooding was observed only on Fourth Street.
From these observations it was determined that the amount of water entering the Cloud
Street system is controlled by the pipe sizes and there is a substantial amount of surface
detention during heavy rains.
Field observation of pipe flow during a moderate to heavy rain was not possible as the flooding
did not occur during a time frame when crews could get the equipment to open the manholes
before the water had receded. Most of the flooding was at night or in the very early morning
hours.
FIELD OBSERVATIONS AND SURVEYS
The storm systems, on Cloud Street from Ninth to Osborne Street and on Claflin Avenue from
Ninth to Pershing Street, were verified in the field and the drainage areas for each inlet were
traced out by observing water flow in the gutter during a rainfall. These are shown in Figure
1 for Cloud Street and Figure 2 for Claflin Avenue.
On Cloud Street the manholes and inlets were located and elevations were shot for flowline for
inflow and outflow lines as well as top of manholes, top of inlets, and flowline of curbs.
The pipe sizes were measured in the field to verify the city storm sewer maps. The inlet
openings were measured, and the types of inlet (sump, depressed inlet, gutter inlet, grate inlet,
etc.) were noted.
The storm sewer lines on Claflin A venue from Ninth Street to Pershing Street were lamped.
Lamping a line consists of placing a light source, such as a flashlight, at one end of a gravity line
and observing the light at the conduit's other end. If there are no obstructions in the line, the
light should be clearly visible. Any debris or breakage in the line will obstruct the light source.
Note:
The 18 inch line between 11th Street and Pershing Street had a large
obstruction diagonally across the pipe near the manhole on 11th Street.
There was also a substantial amount of gravel and dirt in the line at the
manhole at Pershing Street which may indicate a possible broken line.
The obstruction could not be identified from the manhole and we notified
the City with recommendations to view the line with their video camera
to determine the extent of the problem.
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The city has checked the line with the video camera and found the obstruction
in the line to be debris. The line was cleared and found to be in good condition with no
break.
After the initial data had been evaluated, the study area was extended to evaluate the possibility
of installing a storm sewer line along Claflin A venue from Ninth Street to the drainage ditch east
of Osborne Street. A quick preliminary ground profile was achieved by shooting elevations on
the back of curb at the curb returns for each of the side streets, shooting in the railroad track and
elevations on the drainage ditch east of Osborne A venue. This was done to see if it was feasible
to install a pipe and drain it in this direction. After this was verified, a preliminary utility
survey was conducted with the primary area of focus being the possible conflict locations with
gravity sewer lines and telephone lines. The sanitary sewer and storm sewer lines were
surveyed to get flowline elevations in the areas where the proposed storm sewer would cross.
Sanitary sewer and storm sewer lines will have to be maintained and special consideration will
be required if they conflict with the proposed storm sewer.
A telephone conduit was identified in the alley between Ninth Street and Highland A venue.
Southwestern Bell Telephone was contacted to identify the line and find out if a storm sewer
could pass through the area. The conduit carries 8 major telephone cables and one fiber optics
cable which serves south Salina, the South Industrial Area and the Airport Industrial Area. A
preliminary estimate of the costs of relocating the phone line indicated the cost could be as high
as $400,000. Southwestern Bell sent a crew out at their expense to expose the conduit so that
the survey crews could shoot elevations on the top and bottom of the conduit to see if it is
possible to carry the telephone line through a storm sewer manhole.
Note:
During the preliminary utility survey, a storm sewer manhole at the
intersection of Claflin Avenue and Fourth Street was observed with a
sanitary sewer line crossing through it. The sanitary sewer has a broken
bell which makes about a 6 to 10 inch diameter hole in the top of the pipe.
A second sanitary sewer manhole on the west side of the drainage ditch,
west of Osborne Street (between Claflin Avenue and Cloud Avenue) was
observed to be leaking into the drainage ditch with a substantial flow.
EVALUATION OF EXISTING CONDITIONS
Ninth Street and Claflin Avenue
The inlets at the intersection were evaluated and determined to have a flow capacity of
approximately 2 cubic feet per second (cfs) each for a total of 8 cfs when the gutters are
flowing full. This will increase to approximately 3 cfs each for a total of 12 cfs when the
intersection is flooded and they have one foot or more of headwater on top of the inlets.
The 18 inch line from Ninth Street to Pershing Street (approximately 1305 lin. ft.) drops
a total of 1.8 ft. for a grade of 0.14%. In gravity conditions, the 18 inch line will carry
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approximately 3 cis of discharge from the intersection. When the manhole becomes
surcharged, to the top of the manhole, the line has a capacity of 5 to 8 cis, depending on
the amount of surcharge head in the manhole.
Overall drainage into the intersection of Ninth Street and Claflin is 23.3 acres with a 10
year design discharge flow rate of 53 cfs.
Cloud Street
The Cloud Street system was evaluated assuming the flow would be limited by the
maximum flow for the size of inlet pipes which were entering from each individual
drainage basin. This assumes a substantial amount of surface storage during heavy
rainfall conditions. With these assumptions it was determined that the 30 inch line on
Cloud Street at the intersection of Ninth Street would have available capacity to carry an
additional 20 cfs. The second existing line on Cloud Avenue would also have additional
capacity available, however the elevation difference and location of the line would make
it impractical to tie to the second line.
DISCUSSION OF ALTERNATE DRAINAGE IMPROVEMENTS
Several possible solutions were evaluated to determine if one improvement or a combination of
several improvements to the drainage could relieve the street flooding at the intersection. These
are discussed below with the potential benefit for each solution.
1. Addition of inlets to the west along Claflin Avenue
The addition of inlets along Claflin A venue to intercept some of the flow before it reaches
the intersection was evaluated. Since the inlets were connected to the same 18 inch storm
sewer, it was determined that the inlets would have no effect on the amount of water in
the intersection. As soon as the 18 inch line reached full flow, the inlet would fill with
water and the flow would bypass the storm sewer to the intersection.
2. Installation of a new storm sewer from the intersection of Ninth Street and Claflin
Avenue to the existing 30 inch line on Cloud Street
There was not enough elevation difference between the inlets on Claflin and the 30 inch
line on Cloud Street to drain the water in this direction.
3. Installation of a new storm sewer from the intersection of Woodlawn Avenue and
Ninth Street to the existing 30 inch line on Cloud Street
The elevation difference would allow the installation of a 30 inch line on very flat grade
from Woodlawn Avenue south to the existing 30 inch line on Cloud Street. The grade
would be very flat and would allow a maximum flow of approximately 10 cfs to be
diverted away from the intersection of Ninth and Claflin. In the event the flow in the
existing 30 inch line were to be greater than anticipated, the potential flow which would
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be diverted would be substantially decreased. It is also possible that, in the event the 30
inch line on Cloud would become surcharged and flow full, additional water from Cloud
could back up through this proposed line and add to the problem instead of relieving it.
4.
Installation of an inlet at the northeast corner of Ninth Street and Cloud Street
The installation of an inlet at the northeast corner of Ninth and Cloud would allow for
the interception of approximately 6 cfs which will be diverted to the Cloud Street system.
While this is relatively inexpensive, it is only a partial solution and will not solve the
street flooding by itself.
5.
Divert the flow to the north from Claflin Avenue
The closest storm system of any size to the north of Claflin Avenue is at the intersection
of Ninth Street and Crawford Street. This would require one mile of new sewer along
a major arterial which would be very costly assuming the elevation differences would be
adequate to drain the intersection to the north. The elevations were not verified due to
the apparent costs and disruptions to traffic which would result from this alternative.
6.
Installation of a new storm sewer from the intersection of Ninth Street and Claflin
Avenue, east along Claflin Avenue to the existing drainage ditch between Osborne
Street and Quincy Street
This alternative will require the installation of approximately 2550 feet of new storm
sewer along Claflin Avenue south of the existing curb line as shown in Figures 3A and
3B. This option was evaluated with both a 36 inch line which would have the capacity
of approximately 26 cfs and a 42 inch line at 38 cfs. The difference in cost between the
two pipes is approximately $21 per linear foot or $53,550 for the line.
The 36 inch line when combined with the existing 18 inch line to the west (at 7 cfs) and
the addition of the inlet in alternate 3 (at 6 cfs) will have a total capacity of 39 cfs which
is 14 cfs short of the 53 cfs design capacity.
The 42 inch line when combined with the existing 18 inch line (7 cfs) and the addition
of the inlet in alternate 3 (5 cfs) will have a total capacity of 50 cfs or equal the 10 year
design runoff.
Several utility conflicts will have to be resolved in order to install the storm sewer to the
east.
A telephone conduit for Southwestern Bell was identified in the alley between
Ninth Street and Highland Avenue. Southwestern Bell assisted by excavating the
conduit so that elevations could be checked. The elevations of the conduit can be
made to work with the storm sewer, however, the conduit will have to be carried
through a special manhole vault and will require reinforcing or encasement of the
conduit. Dub Addams with Southwestern Bell has discussed this with the
maintenance personnel at the company and they have agreed that the line could
be reinforced and carried through the storm system.
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Two sanitary sewer lines will have to be carried through the storm sewer
manholes. This will require replacing a section of each sanitary line with ductile
iron or plastic support across the span.
Three water lines plus possible service connections will need to be lowered to
miss the storm sewer. Gas lines and underground television cables which are in
the way of the proposed storm sewer line will need to be adjusted. These gas
lines and television cables were not located for this report.
This option will also require that approximately 100 feet of line be augured and jacked
under the railroad tracks at Fourth Street.
The inlets at Ninth and Claflin will also need to be improved along with the inlet pipes
as shown in Figures 3A and 3B. An additional inlet will need to be installed
approximately 50 feet south of the southwest comer of Claflin Avenue and Ninth Street.
This additional inlet will reduce the amount of discharge flowing into the intersection.
This captured flow would be carried to the Claflin Avenue drainage system.
A preliminary projection of probable costs for this alternate is $417,930 as shown in Table
1.
7.
Detention storage and discharge through the existing 18 inch line
This alternate examines the potential for using a detention storage pond on the southeast
comer of the intersection at Ninth and Claflin. A storage area of approximately 150 feet
by 150 feet will be required to hold an estimated 0.9 acre-feet of water at the 10 year
design flow. This will then discharge through the existing 18 inch line to the west.
A detention storage hydrograph for this option is included in this report, Figure 4, which
shows the estimated peak storage requirements and the estimated time to drain the pond.
This option will require the purchase of five homes in the southeast comer of the
intersection. These homes are at a location which could develop into prime commercial
property. Figure 5 shows an aerial photograph with the outline of the proposed storage
basin shown.
A detention pond in this area may pose a maintenance problem and be unattractive.
However, it could be landscaped and/or fenced to make it more appealing.
A preliminary projection of probable costs for this option is $477,745 as shown in Table
2.
8.
Do nothing
It is always an option to leave the intersection as it is and live with the street flooding.
This will require the continued use of street crews to close the intersection and the police
department to provide traffic control. It may also open the city to potential lawsuits due
to property damage from the ponding water.
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INFLOW/OUTFLOW HYDROGRAPH
Claflin and Ninth St Intersection
./ Inflow Hydrograph
./ 10 Vo", Do,;.. Stonn
Storage Capacity 0.9 acre-feet
Outflow Hydrograph
using existing 18 inch Storm Sewer
1 .00 1 .50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Time (Hours)
FIGURE 4. INFLOWI OUTFLOW HYDROGRAPH FOR EXISTING CONDmONS
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FIGURE 5. LOCATION OF PROPOSED STORAGE BASIN
I Preiirmnarv Prohable Costs
for DATE ll-Feb-94
I CLAFLIN A VENUE AND NINTH STREET
INTERSECTION DRAINAGE STUDY
BUCI-IER. WILLIS & RATLIFF PROJECT NO 93-404
I -1-2" RCP from the Intersection of Ninth and Claflin.
I East along Claflin. to the Existing Drainage Ditch
Unit
Item Unit Quantitv Price Extension
I RIGIIT OF WAY ACQUISmON L.S. 20.000.00 20.000.00
I CLEARING AND GRUBBING L.S. 2.000.00 2.000.00
COMMON EXCA V A TION CU. YDS. 8 12.00 96.00
I CONTRACTOR RJRNISHED CU. YDS.
PAVEMENT REMOVAL SQ. YDS. 350 6.50 2.275.00
I REMOV AL OF EXIST. STRUCTIJRES L.S. 2.500.00 2.500.00
CONTRACTORSTAKlNG L.S. 3.000.00 3.000.00
I AUGER & JACK 42" RAll..ROAD BORE LIN. Fr. 100 240.00 24.000.00
I 15" STORM SEWER (RCP) LIN. Fr. 110 32.00 3.520.00
18" STORM SEWER (RCP) LIN. Fr. 51 38.00 1.938.00
24" STORM SEWER (RCP) LIN. Fr. 54 45.00 2.430.00
I 42" STORM SEWER (RCP) LIN. Fr. 2550 75.00 191,250.00
42" END SECTION (EP) EACH 1 1.850.00 1.850.00
I INLETS (CURB AND GUITER) EACH 11 3.000.00 33.000.00
I MANHOLES (STANDARD) EACH 6 3.000.00 18.000.00
MANHOLES (SPECIAL V AUL TS) EACH 2 6.000.00 12.000.00
I WATERLINE RELOCATION L.S. 1 8.360.00 8.360.00
15" DUCTll.E IRON ENCASEMENT LIN. Fr. 30 80.00 2.400.00
12" SANITARY SEWER (PVC) LIN. Fr. 30 25.00 750.00
I 8' CONCRETE PAVEMENT SQ. YDS. 340 32.00 10.880.00
SIDEWALK INST ALL A TION SQ. YDS. 835 23.00 19.205.00
I CURB AND GUITER LIN. Fr. 182 10.00 1.820.00
CONCRElE DITCH LINING LIN. Fr. 50 40.00 2.000.00
I SEEDING L.S. 1 145.00 145.00
15% CONTINGENCY L.S. 1 54.512.85
I TOTAL COST 417.931.85
I TABLE 1. ECONOMIC ESTIMATE FOR PROPOSED 42 INCH STORM SEWER
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?reiuninary Probable Costs
For DATE ll-Fc:b-94
CLAFLIN A VENUE AND NINTH STREET
IYfERSECTION DRAINAGE STUDY
BUCHER. WILLIS & RA TUFF PROJECT NO 93-404
Detention Storage at Southeast Corner
of Ninth and Claflin
Unit
Item Unit Quantity Price Extension
RIGHT OF WAY ACQUISmON L.S. 300.000.00 300,000.00
(5 Homes and various out buildings)
CLEARING AND GRUBBING L.S. 2,000.00 2,000.00
COMMON EXCAVATION CU. YDS. 2080 12.00 24,960.00
CON1RACTOR RJRNISHED CD. YDS. 200 2.50 500.00
PA VEMENT REMOVAL SQ. YDS. 95 6.50 617.50
REMOV AL OF EXIST. STRUCTURES L.S. 20,000.00 20,000.00
CONTRACTORSTAKlNG L.S. 1,500.00 1,500.00
15" STORM SEWER (RCP) LIN. Fr. 110 32.00 3,520.00
18" STORM SEWERE (RCP) LIN. Fr. 51 38.00 1,938.00
24" STORM SEWER (RCP) LIN. Fr. 54 45.00 2,430.00
36" STORM SEWER (RCP) LIN. Fr. 180 54.00 9,720,00
INLETS (CURB AND GUTIER) EACH 11 3,000.00 33,000,00
INLETS (STORAGE BASIN) EACH 1 850.00 850.00
8' CONCRElEPAVEMENT SQ. YDS. 160 32.00 5.120.00
SIDEWALK INST ALL A TION SQ. YDS. 17 23.00 391.00
CURB AND GUTIER LIN. Fr. 80 .10.00 800.00
FENCING (6' CEDAR) LIN. Fr. 600 13.00 7,800,00
SEEDING L.S. 1 284.00 284.00
15% CONTINGENCY L.S. 1 62,314.58
TOTAL COST 477,745.08
TABLE 2. ECONOMIC ESTIMATE FOR PROPOSED STORAGE BASIN
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RECOMMENDATIONS
Based on the results of this study, Bucher, Willis & Ratliff recommends the following actions to
address the flooding problem at the intersection of Ninth Street and Claflin Avenue:
Install the additional inlet at the northeast comer of Ninth Street and Cloud Avenue to intercept
partial flow and provide for the 10 year design.
Install the 42 inch storm sewer line to the east along Claflin A venue as described in alternate 6
with the inlet improvements at the intersection of Ninth Street and Oaflin Avenue.
Projected costs for the improvements are approximately $417,930 as itemized in Table 1.