Section 1: Capital Improvement Plan
1.5 Other Recommendations
1.5.3 Master Plan Update
This is an interim Master Plan update. The Master Plan should be updated again in five years (c. 2019) as TOH completes improvements and RDI/I reduction projects, and as updated flow monitoring information becomes available. The existing hydraulic model should be updated periodically to reflect changes in the collection system, including collection system rehabilitation and sewer upsizing projects.
!
Source: Town of Hillsborough GIS
Legend
Other Hillsborough SS Mains CIP Location
4B-Floribunda 5A-Sanchez 5B-Newhall 12-Flow Meter Removed from Updated CIP
Pipe Project MH Project No Project
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0 750 1,500
Feet
±
Figure 4-2
Capital Improvement Projects
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Table 4-2. Completed Capital Improvement Project Summarya Project
(Phase) Reach Location Project Description Existing Size
(in)
Design Future Size
(in) Quantity
(LF) Reach USMH Reach DSMH Capacity Improvement Projects
1 1 Hillsborough Boulevard Pipe upsize 12 18 291 8I15 7H7
3 4 Ralston and Pepper Avenue Pipe upsize 15 18 1,035 4I6 3I7
3 5 Ralston and Pepper Avenue CIPP 12 12 1,773 5H10 3I7
4A 6 Pepper Avenue Pipe upsize 15 21
21
953 477
3I7 3H1
3H1 3H12
aProjects completed or currently in design.
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Table 4-3. Pending Capital Improvement Project Summary Project
(Phase) Reach Location Project Description Existing Size
(in) Future Size
(in) Quantity
(LF) Construction Cost Engineering,
Admin, Etc. Total Project Cost Capacity Improvement Projects
2 2 and 3 Hillsborough Boulevard Manhole flow split. Pipe upsize 10 15 25 $44,670 $15,630 $60,300
(Phase 1) NA Newhall/Sanchez Avenue Permanent Flow Monitoring Site NA NA NA $72,230 $25,280 $97,510
Burlingame
Subtotal – Capacity Improvement Projects $2,505,210 $876,830 $3,922,670
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Table 4-3. Pending Capital Improvement Project Summary (Continued) Project
(Phase) Reach Location Project Description Existing Size
(in) Future Size
(in) Quantity
(LF) Construction Cost Engineering,
Admin, Etc. Total Project Cost Basin-Wide Collection System Rehabilitation Projects
6
(Phase 2) NA Basin 3 Rehabilitate or replace mains,
manholes, and laterals. 4 and 6 8 24,200 $7,184,230 $2,514,480 $9,698,710
7A
(Phase 1) NA Basin 5 Rehabilitate or replace unlined
mains, manholes, and laterals. 4, 6 and 8 8 13,100 $4,024,700 $1,408,650 $5,433,350 7B
(Phase 3) NA Basin 5 Rehabilitate or replace lined
mains, manholes, and laterals. 4, 6 and 8 8 8,100 $2,246,480 $786,270 $3,032,750 8A
(Phase 2) NA Basin Floribunda Rehabilitate or replace unlined
mains, manholes, and laterals. 4, 6, 10, 12
and 15 8, 10, 12 and
15 28,700 $9,928,640 $3,475,020 $13,403,660
8B
(Phase 3) NA Basin Floribunda Rehabilitate or replace lined
mains, manholes, and laterals. 4, 6, 10, 12
and 15 8, 10, 12 and
15 9,200 $2,890,160 $1,011,560 $3,901,720
9A
(Phase 1) NA Basin B-9 Rehabilitate or replace unlined
mains, manholes, and laterals. 6 and 8 8 4,400 $1,395,820 $488,510 $1,884,360
9B
(Phase 3) NA Basin B-9 Rehabilitate or replace lined
mains, manholes, and laterals. 6 and 8 8 2,300 $637,890 $223,260 $861,150
10A
(Phase 2) NA Basin B-17 Rehabilitate or replace unlined
mains, manholes, and laterals. 6 8 2,000 $703,190 $246,120 $949,310
10B
(Phase 3) NA Basin B-17 Rehabilitate or replace lined
mains, manholes, and laterals. 6 8 3,900 $1,081,650 $378,580 $1,460,230
11A
(Phase 2) NA Basin B-8 Rehabilitate or replace unlined
mains, manholes, and laterals. 6 and 8 8 24,600 $7,551,660 $2,643,080 $10,194,740 11B
(Phase 3) NA Basin B-8 Rehabilitate or replace lined
mains, manholes, and laterals. 6 and 8 8 1,100 $305,070 $106,770 $411,840
Subtotal - Basin-Wide Collection System Rehabilitation Projects $37,949,490 $13,282,330 $51,231,820
Total $40,454,700 $14,159,160 $55,154,490
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Table 4-4. 30-Year Capital Improvement Plan Schedule Project
(Phase) Cost No. Years Annual Cost Start End
1 $8,792,180 5 $1,758,440 2015 2019a
2 $36,694,620 20 $1,834,730 2020 2039
3 $9,667,690 5 $1,933,540 2040 2044
Total $55,154,490 30 $1,838,480
a2019 or prior to termination of Baykeeper Settlement Agreement; whichever is sooner.
Technical Memorandum No. 4 Capital Improvement Plan
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Attachment A: Detailed Project Cost Summary
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Capital Improvement Plan Detailed Sanitary Sewer Improvement Project Costs
Date: April 16, 2014 ENR CCI Oct, 2011 10,199.29 2011 MP
Client: Town of Hillsborough Dec, 2013 10,898.84 Update
Project: Collection System Master Plan Cost Escalation Factor: 1.07 Project No.: 137152
Phase Project No.:
Location:
Reach:
Unit $/Unit Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Quantity Total Grand Total
Open Cut Sanitary Sewer Replacement
8-inch LF $300 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Sewer Rehabilitation: Pipe Bursting
8-inch LF $205 $0 $0 $0 $0 24,200 $4,971,648 13,100 $2,691,264 8,100 $1,664,064 20,500 $4,211,520 6,300 $1,294,272 4,400 $903,936 2,300 $472,512 2,000 $410,880 3,900 $801,216 24,600 $5,053,824 1,100 $225,984 $0 $22,701,120
10-inch LF $246 $0 $0 $0 $0 $0 $0 $0 3,000 $738,300 200 $49,220 $0 $0 $0 $0 $0 $0 $0 $787,520
12-inch LF $295 $0 $0 $0 $0 $0 $0 $0 4,400 $1,299,408 2,700 $797,364 $0 $0 $0 $0 $0 $0 $0 $2,096,772
15-inch LF $369 $0 $0 $0 $0 $0 $0 $0 800 $295,320 $0 $0 $0 $0 $0 $0 $0 $0 $295,320
Other
Manhole Modification EA $21,400 1 $21,400 0 $0 0 $0 0 $0 0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $21,400
Lower Lateral Replacement EA $2,000 0 $0 0 $0 0 $0 0 $0 175 $350,000 145 $290,000 $0 405 $810,000 $0 65 $130,000 $0 55 $110,000 $0 270 $540,000 $0 0 $0 $2,230,000
Permanent Flow Monitor EA $53,500 0 $0 0 $0 0 $0 0 $0 0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $0 1 $53,500 $53,500
CCTV (NO ESCALATION) LF $2 25 $50 0 $0 1,362 $2,724 2,287 $4,574 0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $0 0 $0 $7,348
Totals
Subtotal $33,086 $276,291 $636,667 $856,161 $5,321,648 $2,981,264 $1,664,064 $7,354,548 $2,140,856 $1,033,936 $472,512 $520,880 $801,216 $5,593,824 $225,984 $53,500 $29,966,438
Contingency % 35% $11,580 $96,700 $222,830 $299,660 $1,862,580 $1,043,440 $582,420 $2,574,090 $749,300 $361,880 $165,380 $182,310 $280,430 $1,957,840 $79,090 $18,730 $10,488,260
Construction Cost $44,670 $372,990 $859,500 $1,155,820 $7,184,230 $4,024,700 $2,246,480 $9,928,640 $2,890,160 $1,395,820 $637,890 $703,190 $1,081,650 $7,551,660 $305,070 $72,230 $40,454,700
Engineering, Admin, Legal % 35% $15,630 $130,550 $300,830 $404,540 $2,514,480 $1,408,650 $786,270 $3,475,020 $1,011,560 $488,540 $223,260 $246,120 $378,580 $2,643,080 $106,770 $25,280 $14,159,160
Total Project Cost $60,300 $503,540 $1,160,330 $1,560,360 $9,698,710 $5,433,350 $3,032,750 $13,403,660 $3,901,720 $1,884,360 $861,150 $949,310 $1,460,230 $10,194,740 $411,840 $97,510 $54,613,860
30-Year CIP
Phase Cost No. years Yearly Start End
1 $8,792,180 5 $1,758,440 2015 2019
2 $36,694,620 20 $1,834,730 2020 2039
3 $9,667,690 5 $1,933,540 2040 2044
Total $55,154,490 30 $1,838,480
Note: the 30-Year CIP also includes costs for two Burlingame projects not shown above.
2 3 1
Basin 5 Rehabilitation Basin Floribunda Rehabiliation Basin B-9 Rehabiliation Lined
Burlingame Sanchez 5A Avenue
Basin B-17 Rehabiliation Basin B-8 Rehabiliation
Lined Lined
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Attachment B: Letter Report Dated October 31, 2012
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201 North Civic Drive, Suite 115 Walnut Creek, CA 94596 Tel: 925-937-9010 Fax: 925-937-9026 www.brownandcaldwell.com
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October 31, 2012
Mr. David Bishop, P.E.
Assistant City Engineer Town of Hillsborough 1600 Floribunda Avenue
Hillsborough, CA 94010-6418 Project No. 137152
Subject: Final Letter Report – Additional Sanchez-Newhall Basin Modeling Dear Mr. Bishop:
At the Town of Hillsborough’s request, Brown and Caldwell (BC) performed additional hydraulic model runs in the Sanchez-Newhall Basin using the two 10-year design storm events described in the Master Plan. The Hillsborough model pipe network was updated to include additional pipes in Forestview Avenue up to the corner of Eucalyptus Avenue.
The downstream City of Burlingame model pipe network was updated to include the newly-constructed Chula Vista bypass pipe (Phase 1) and the proposed improvements along Sanchez Avenue including the flow re-route of some Burlingame parcels (Phase 2).
These pipe network updates were provided by the City. Also, at the Town’s direction, the existing flow bypass at manhole E5-21059 (Newhall Avenue and Sanchez Avenue) was assumed to be closed. A map of the study area is provided in Figure 1 provided in Attachment A.
Specific goals of this additional modeling include establishing a design flow for the Phase 3 Burlingame Sanchez Avenue Sewer Rehabilitation projects and evaluating the capacity of the existing pipe crossing at El Camino Real assuming that both pipes are operational.
Following the Town pipe network updates, the existing condition model was recalibrated because an earlier version of the Town’s geographic information system (GIS) routed a portion of the flow from Forestview Avenue to Sanchez Avenue, bypassing the Newhall permanent flow meter. Town investigations determined that this earlier routing was outdated (a pipe had been abandoned) and that all flow continues down Forestview Avenue through the Newhall flow meter, with the exception of the wet weather flow bypass at Denham Court. Updated hydraulic model calibration parameters are shown in Table 1. Updated basin boundaries are illustrated in Figure 2 provided in Attachment A.
Of note, the R-factor for Basin B-10 was increased significantly to account for the reduction in basin size due to the flow routing change discussed above.
Mr. David Bishop, P.E.
Town of Hillsborough October 31, 2012 Page 2
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Table 1. Updated Hydraulic Model Calibration Parameters Basin Wet Weather GWI
(mgd) R-Factor
(percent) Wet Weather Peaking
Factor – SCS Type IA Storm Wet Weather Peaking Factor – Design Storm
2 0.00 0.30 5 5
3 0.00 6.60 24 25
4 0.00 1.60 11 12
B-10 0.00 9.75 6 6
Following model recalibration, six model runs were performed as part of this analysis.
The model runs are listed and described below.
Model Run 1
Model Run 1 was developed to determine if the existing El Camino Real crossing had sufficient capacity. First, the Burlingame Phase 1 and Phase 2 pipe improvements were input into the model. The existing Burlingame and Hillsborough 8-inch diameter parallel pipe crossings at El Camino Real were retained in the model to determine if the existing crossings had adequate capacity. A simulated flow bypass from manhole E5-21062 to manhole E5-21063 (Sanchez Avenue and El Camino Real) was added to the model to facilitate flow equalization in the parallel pipe system.
For Model Run 1, the Hillsborough pipe in the two-pipe parallel crossing system at El Camino Real was deficient (less than five feet of freeboard). This is due partly to the fact that the Burlingame pipe crossing was significantly higher in elevation than the Hillsborough pipe crossing and the Hillsborough pipe did not surcharge high enough to trigger a flow diversion to the Burlingame pipe.
Model Runs 2 and 3
The current condition (0 percent rainfall dependent infiltration/inflow [RDI/I] removal) scenario (with the Burlingame Phase 1 and Phase 2 improvements) was run with both the Design (Model Run 2) and Soil Conservation Service (SCS) Type IA (Model Run 3) storm events. Hydraulic profiles for these model runs are provided in Attachment B.
For Model Run 2, surcharging was observed (less than five feet of freeboard) in Forestview Avenue upstream of Denham Court and in Sanchez Avenue upstream of Newhall Avenue. This is consistent with historical sanitary sewer overflow (SSO) information provided by the Town. The surcharging was caused by deficiencies in the Hillsborough pipes in Forestview Avenue, Newhall Avenue and Sanchez Avenue (downstream of Newhall Avenue).
For Model Run 3, surcharging was observed (less than five feet of freeboard) in Forestview Avenue upstream of Denham Court and in Sanchez Avenue upstream of Newhall Avenue. This is consistent with historical SSO information provided by the Town. The surcharging was caused by deficiencies in the Hillsborough pipes in Forestview Avenue, Newhall Avenue and Sanchez Avenue (downstream of Newhall Avenue).
Mr. David Bishop, P.E.
Town of Hillsborough October 31, 2012 Page 3
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Model Run 4
Multiple model runs were made (30, 50, 90 and 100 percent RDI/I removal) with the SCS Type IA storm to determine the optimum RDI/I reduction level for Basin 3 that would eliminate proposed improvements in Forestview Avenue and Sanchez Avenue upstream of El Camino Real. Model results showed that the deficiencies at Forestview Avenue and Sanchez Avenue (previously identified in Model Run 3) could not be eliminated with RDI/I reduction in Basin 3, even if 100 percent reduction levels were achieved. Hydraulic profiles for this model run (Model Run 4) are provided in
Attachment C.
Model Run 5
Model Run 5 was made with the Design storm to size improvements needed to correct deficiencies identified in Forestview Avenue and Sanchez Avenue from Model Run 3.
Hydraulic profiles for this model run are provided in Attachment D. The following improvements are needed:
• In Forestview Avenue and Newhall Road, approximately 2,287 lineal feet (lf) of pipe upsize from 6/8-inches in diameter to 12-inches in diameter is required from manhole SSMH3F12 to manhole E5-21059. The design flow (10-year Design storm peak hour flow) for this pipe is 1.30 million gallons per day (mgd). An alternate alignment would be to upsize the Denham Court bypass line from through the easement to Sanchez Avenue for approximately 1,400 lf.
• In Sanchez Avenue, downstream of Newhall Road, approximately 1,362 lf of pipe upsize to 15-inches in diameter is required from manhole E5-21059 to manhole D5-21040. The design flow (10-year Design storm peak hour flow) for this pipe is 2.17 mgd.
Model Run 6
Model Run 6 was made to determine if there were any potential improvement scenarios that would eliminate the need for an improvement project that crossed El Camino Real.
This model run was made using the SCS Type IA storm. This is a complicated scenario because the existing undersized crossing at El Camino Real backwaters and causes potential SSOs in the manholes E5-21075 and E5-21076 in Sanchez Avenue (upstream of Newhall Avenue). One possible scenario is described below. This scenario still allows surcharging in the Hillsborough system with approximately five feet of freeboard at manhole E5-21062. Hydraulic profiles for this model run are provided in Attachment E.
The following improvements are needed:
• In Forestview Avenue, Newhall Road and Sanchez Avenue, approximately 2,894 lf of pipe upsize from 6/8-inches in diameter to 12-inches in diameter is required from manhole SSMH3F12 to manhole E5-21062. The design flow (10-year SCS Type IA storm peak hour flow) for this pipe is 1.30 mgd.
• Plug and abandon the existing flow bypass at manhole 2F9 at Forestview Avenue and Denham Court.
Mr. David Bishop, P.E.
Town of Hillsborough October 31, 2012 Page 4
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• Construct a flow bypass from manhole E5-21062 to manhole E5-21063 (Sanchez Avenue and El Camino Real) to facilitate flow equalization in the parallel pipe system.
• Re-route flow from the existing Hillsborough pipe E5-21075/E5-21059 to Burlingame manhole E5-21058. Also, the existing Hillsborough/Burlingame flow bypass at manhole E5-21059 should be plugged and abandoned.
• In Sanchez Avenue, approximately 747 lf of pipe upsize from 6-inches in diameter to 8/10-inches in diameter is required from manhole E5-21058 to manhole E5-21064 (Burlingame pipe). The design flow (10-year SCS Type IA storm peak hour flow) for this pipe is 0.77 mgd.
In light of the alternative presented with Model Run 6 that introduces some additional risk over other the alternatives, we would like to remind the Town that each of these model runs has been made using model features to simulate and approximate the collection system storage that is occurring upstream of the modeled Newhall/Sanchez system. Ideally, this storage simulation would be accomplished by modeling all of the pipes in the basin. The Town should consider developing a model of the entire basin prior to embarking on potential improvement projects.
Please let us know if you need any additional supporting information in preparation for your upcoming design project.
Very truly yours, Brown and Caldwell
Christopher M. Peters, Project Manager California License No. C69669
CMP:dt
cc: Colin Dudley, Brown and Caldwell Attachment: A. Figure 1 and Figure 2
Attachment: B. Model Run 2 and 3 Hydraulic Model Profiles Attachment: C. Model Run 4 Hydraulic Model Profile
Attachment: D. Model Run 5 Hydraulic Model Profile Attachment: E. Model Run 6 Hydraulic Model Profile
A
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Attachment A: Figure 1 and Figure 2
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Crossing of
Phase I & II Sanchez Improvements Proposed Improvement Projects Chula Vista Bypass
Town of Hillsborought Pipes City of Burlingame Pipes Burlingame City Limits
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# *
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B
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Attachment B: Model Run 2 and 3 Hydraulic Model
Profiles
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Model Run 2
No RDI/I Reduction – Sanchez Improvements Phases I & II Only (Design Storm)
DENHAM CT
EL CAMINO REAL
FORESTVIEW AVE NEWHALL RD
2F9 E5-21059 E5-21075
E5-21076
2F8
2f100
E5-21061 E5-21066
E5-21068 D5-21039
D5-21040
E5-21062
CAPUCHINO AVE
Model Run 2
No RDI/I Reduction – Sanchez Improvements Phases I & II Only (Design Storm)
2G19 2G18 2G29 2G17
1G6
2G16
2F14 2F9
2F13
3F12
1G7
MTR 1G5 1G5 E5-21059
DENHAM CT
NEWHALL RD
DENHAM CT IRWIN DR SHARON AVE SANCHEZ AVE
Model Run 3
No RDI/I Reduction – Sanchez Improvements Phases I & II Only (SCS Type 1A Storm)
DENHAM CT 2F9
E5-21059 E5-21075
E5-21076
2F8
2f100
E5-21061 E5-21066
E5-21068 D5-21039
D5-21040
E5-21062
EL CAMINO REAL
FORESTVIEW AVE NEWHALL RD CAPUCHINO AVE
Model Run 3
No RDI/I Reduction – Sanchez Improvements Phases I & II Only (SCS Type 1A Storm)
2G19 2G18 2G29 2G17
1G6
2G16
2F14 2F9
2F13
3F12
1G7
MTR 1G5 1G5 E5-21059
DENHAM CT
NEWHALL RD
DENHAM CT IRWIN DR SHARON AVE SANCHEZ AVE
C
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Attachment C: Model Run 4 Hydraulic Model Profile
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Model Run 4
100% RDI/I Reduction in FM Basin 3 – Sanchez Improvements Phases I & II Only (SCS Type 1A Storm)
DENHAM CT
2F9 E5-21059 E5-21075
E5-21076
2F8
2f100
E5-21061 E5-21066
E5-21068 D5-21039
D5-21040
E5-21062
EL CAMINO REAL
FORESTVIEW AVE NEWHALL RD CAPUCHINO AVE
Model Run 4
100% RDI/I Reduction in FM Basin 3 – Sanchez Improvements Phases I & II Only (SCS Type 1A Storm)
NEWHALL RD
DENHAM CT IRWIN DR SHARON AVE SANCHEZ AVE
2G19 2G18 2G29 2G17
1G6
2G16
2F14 2F9
2F13
3F12
1G7
MTR 1G5 1G5 E5-21059
DENHAM CT
D
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Attachment D: Model Run 5 Hydraulic Model Profile
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Model Run 5 Sanchez Ave – Pipes Sized for Design Storm
E5-21059 E5-21061
E5-21066 E5-21068
D5-21039 D5-21040
E5-21062
EL CAMINO REAL
NEWHALL RD CAPUCHINO AVE
Model Run 5 Forestview Ave – Pipes Sized for Design Storm
2G19 2G18 2G29 2G17
1G6
2G16
2F14 2F9
2F13
3F12
1G7
MTR 1G5 1G5 E5-21059
DENHAM CT
NEWHALL RD
DENHAM CT IRWIN DR SHARON AVE SANCHEZ AVE
E
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Attachment E: Model Run 6 Hydraulic Model Profile
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Model Run 6 Forest View Ave – Pipes Sized for SCS Type IA Storm
2G19 2G18 2G29
2G17 1G6
2G16
2F14 2F9
2F13
3F12
1G7
1G5 E5-21059
DENHAM CT
MTR 1G5
NEWHALL RD
DENHAM CT IRWIN DR SHARON AVE SANCHEZ AVE
Model Run 6 Sanchez Ave – Hillsborough Pipes Sized for SCS Type IA Storm
SANCHEZ AVE
E5-21059 E5-21061
E5-21066 E5-21068
D5-21039 D5-21040
E5-21062
EL CAMINO REAL
NEWHALL RD CAPUCHINO AVE
DENHAM CT
2F9
E5-21058 E5-21075
E5-21076
2F8
2f100
FORESTVIEW AVE NEWHALL RD
Model Run 6 Denham Ct & Sanchez Ave – Hillsborough Pipes Sized for SCS Type IA Storm
CONNECT TO BURLINGAME SYSTEM AT MH E5-21058
Model Run 6 Sanchez Ave – Burlingame Pipes Sized for SCS Type IA Storm
E5-21058
E5-21060 E5-21064
E5-21067
D5-21040
E5-21063
EL CAMINO REAL
NEWHALL RD CAPUCHINO AVE