amendment 2017 04 01 · 2017. 4. 3. · bickford unsteady 2017 plan: 1) pre-100 2/22/2017 2)...

590 E Street

Lincoln Ca. 95648916.645-5700

Fax: 916.645-5706

CIVIL ENGINEERING SOLUTIONS, INC.

Technical Memorandum To: Mackay and Somps Attn: Rick Jordan Westland Capital Partners 3907 Park Drive, Suite 235 El Dorado Hills, CA 95762 Date: April 3, 2017 Regarding: Bickford Ranch: Drainage Study Supplemental Amendment - Phase 1 per Comments Dear Rick; Per your request we have prepared the included calculations and summary of results for the Bickford Ranch project Drainage Analysis. This Memorandum includes amendments to the Master Plan analysis for the Following Items:

Project Wide : Analysis of Low Impact Development Measures and Post Construction Stormwater Quality Treatment Measures. New Placer County Templates are provided.

For the Phase 1 Project Area, and the Meadows Area: Unsteady State analysis of the AR6, AR7, Ingram Slough and Clover Valley watersheds for the following events: 2-yr(with and without LID/hydromod), 10-yr, 50-yr, 100-yr, 200-yr, 500-yr. The updated unsteady state analysis include optimized detention facilities for the post project conditions.

Updated Storm Drainage analysis. Revised location of Meadows Area detention basin Added detail to analysis for the existing English Colony area, upstream of Sierra College.

The included analysis and results meet the requirements of the Placer County Stormwater Management Manual. The updated Post-construction Stormwater Quality Analysis was performed using the new Placer County Templates.

The background data and analysis used to prepare this analysis can be downloaded from the following link: http://www.civilsolutions.com/workspaces/Bickford_2017_Amendment/

Description of Updated Hydraulic Modeling Analysis: This analysis updates the master plan hydraulic analysis for the following streams: AR6, AR7A, AR7B, Ingram Slough, and Clover Valley. The Extents of the new unsteady state modeling are shown by the cross sections in Figure 1. Comments were received that there were concerns over the 0.07’ impact represented at English Colony Road crossing of Clover Valley, as flooding concerns at this location are already known. It was resolved that the Master Plan’s Steady State analysis could not adequately represent the true water surface profiles for this watershed, in this area, and that an unsteady state analysis was needed. It was also decided that the re-inclusion of the previously planned detention basin on the CV2 watershed would alleviate any flooding impact concerns at English Colony Road and Sierra College Boulevard. Additionally, this amendment includes verification of detention requirements for the Ingram Slough, AR6 and AR7 watersheds using the unsteady state modeling. The unsteady state analysis would also be used to verify that hydrograph modification concerns in these watersheds are meeting the permit requirements. Figure 1 : Unsteady State Modeling Reaches

(See Also Oversized Exhibit SH-1, FP-1, FP-2 and SD-1) HEC-RAS version 4.1 was used to perform the unsteady state modeling included herein. Clover Valley Watershed Analysis: Clover Valley includes two main streams within the project. The long stream projecting from

Sierra College Boulevard to the east side of the project is labeled CV1 in the analysis. The shorter segment projecting northeast towards Phase 1 of the project is labeled CV2 in this analysis. The two stream segment join, downstream of English Colony Road, and upstream of Sierra College Boulevard. The reach downstream of the junction is labeled CV3 in this analysis. Because of the steep longitudinal slopes of the streams analyzed here, some ‘n’-values were estimated overly conservative in order to maintain sub-critical flow, and model stability. All Cross sections included in these models were re-cut using LiDAR data. Two Detention Basins are proposed in the Clover Valley Watershed. Each near the upstream limits of the CV1 and CV2 watersheds respectively. The detention basins mitigate peak flow impacts for the 100-year event, but also help to perform hydrograph modification mitigation for the 2-year event, along with the LID measures proposed (See Post-Construction Stormwater Quality section of this report). CV1 Detention: The CV1 Detention will be made by building an earthen embankment across the natural stream at station 544.5 of the CV1 Tributary. A 3 feet diameter culvert will be placed through the embankment to allow floodwaters to discharge down the CV1 stream. It’s estimated that for the 100-year event, approximately 10 feet of depth will be necessary. Peak discharges are significantly routed through the storage reservoir created upstream of the embankment, however pooling effects only extend about 300 feet upstream of the embankment (due to the slope of the stream). Figure 2 shows the embankment cross section and discharge pipe. Figure 3 shows a comparison of the pre-project to post-project 100-year flows exiting this detention basin.

Figure 2 – CV1 Detention Embankment Section:

190 200 210 220 230 240 250 260

775

780

785

790

Bickford Unsteady 2017 Plan: 1) Pre-100 2/22/2017 2) UnstPre_2 2/22/2017 3) Unst_Pre_10 2/22/2017 4) Unst_Pre_50 2/22/2017 5) Unst_Pre_200 2/22/2017 6) Unst_Pre_500 2/22/2017 7) Mit_100 2/24/2017 8) Mit_10 2/24/2017 9) Mit_2 2/24/2017 10) Mit_2 LID 2/24/2017 11) Mit_50 2/24/2017 12) Mit_200 2/24/2017 13) Mit_500 2/24/2017

RS = 544.5 Culv Detention Embankment

Station (ft)

Ele

vatio

n (ft

)

Legend

WS Max WS - Mit_500

WS Max WS - Mit_200

WS Max WS - Mit_100

WS Max WS - Mit_50

WS Max WS - Mit_10

WS Max WS - Mit_2

WS Max WS - Mit_2 LID

Ground

Bank Sta

.06 .08 .06

Figure 3- CV1 Detention 100-year Hydrographs:

1100 1200 1300 14001/1/1997

0

50

100

150

River: CLOVER VALLEY Reach: CV1 RS: 544.0000

Time

Flo

w (

cfs)

Legend

Flow - Pre-100

Flow - Mit_100

CV2 Detention: The CV2 Detention will be made by building an earthen embankment across the natural stream at station 413.5 of the CV2 Tributary. A 12 inch culvert and a 21 inch culvert will be placed through the embankment to allow floodwaters to discharge down the CV2 stream. The 12 inch culvert restricts discharges for the 2-year event (hydrograph modification), while the 21 inch culvert will discharge the flood flows in greater events: It’s estimated that for the 100-year event, approximately 12 feet of depth will be necessary. Peak discharges are significantly routed through the storage reservoir created upstream of the embankment, however pooling effects only extend about 250 feet upstream of the embankment (due to the slope of the stream). Figure 4 shows the embankment cross section and discharge pipe. Figure 5 shows a comparison of the pre-project to post-project 100-year flows exiting this detention basin. Figure 4 – CV2 Detention Embankment Section:

220 240 260 280 300 320

595

600

605

610

615

Bickford Unsteady 2017 Plan: 1) Pre-100 2/22/2017 2) UnstPre_2 2/24/2017 RS = 413.5 Culv CV2_Detention

Station (ft)

Ele

vatio

n (ft

)

Legend

WS Max WS - Mit_500

WS Max WS - Mit_200

WS Max WS - Mit_100

WS Max WS - Mit_50

WS Max WS - Mit_10

WS Max WS - Mit_2


Ground

Ineff

Bank Sta

.06 .08 .06

11000 11200 11400 11600 11800

760

770

780

790

800

Bickford Unsteady 2017 Plan: 1) Pre-100 2/22/2017 2) Mit_100 2/24/2017

Main Channel Distance (ft)

Ele

vatio

n (ft

)

Legend

WS Max WS - Pre-100

WS Max WS - Mit_100

Ground

544.

0000

544.

5

544.

9

545.

0000

546.

0000

546.

5*

CLOVER VALLEY CV1

Figure 5- CV2 Detention 100-year Hydrographs:

2400 0200 0400 0600 0800 1000 1200 1400 1600 1800 2000 220001Jan97

0

50

100

150

200


Time

Flo

w (

cfs)

Legend

Flow - Mit_100

Flow - Pre-100

English Colony Area Impacts: This amendment includes a more detailed analysis of the existing English Colony Culverts, and the flooding in this area as well as analysis of the project impacts. The project will reduce peak flows and stages at both crossings of English Colony Road and Downstream through the Sierra College Boulevard Culverts. Figure 6 compares the peak flow hydrographs and stages for the 100-year event at the CV1 tributary crossing (mainstem) of English Colony Road. Figure 7 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1. The existing Culverts crossing English Colony Road at CV1 were documented to us by Mackay and Somps as including a 42 inch and 33 inch pipe culvert. Roadway elevations were determined using LiDAR. Figure 6 – Comparison of Peak Stages and Flow Rates at English Colony Road Crossing of CV1 100-year Event:

Figure 7 – Comparison of Peak Stages and Flow Rates at English Colony Road Crossing of CV1 10-year event:

Figure 8 compares the peak flow hydrographs and stages for the 100-year event at the CV2 tributary crossing (mainstem) of English Colony Road. Figure 9 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1. The existing Culvert crossing English Colony Road at CV2 were documented to us by Mackay and Somps as including a 18 inch pipe culvert. Roadway elevations were determined using LiDAR.

Figure 8 – Comparison of Peak Stages and Flow Rates at English Colony Road Crossing of CV2 100-year Event:

1200 1300 1400 15001/1/1997

516

518

520

522

524

100

200

300


Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Mit_100

Stage - Pre-100

Figure 9 – Comparison of Peak Stages and Flow Rates at English Colony Road Crossing of CV2 10-year event:

1100 1200 1300 1400 1500 16001/1/1997

514

516

518

520

522

524

0

50

100

150

200


Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Mit_10

Stage - Unst_Pre_10

Figure 10 compares the peak flow hydrographs and stages for the 100-year event at the CV3 tributary crossing (mainstem) of Sierra College Boulevard. Figure 11 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1.

Figure 10 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of CV3 100-year Event:

1200 1300 1400 15001/1/1997

500

505

510

515

0

100

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300

400

500


Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Pre-100

Stage - Mit_100

Figure 11 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of CV3 10-year event:

1100 1200 1300 1400 1500 16001/1/1997

500

502

504

506

100

200

300

400


Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Mit_10

Stage - Unst_Pre_10

Ingram Slough Impacts: This amendment includes a more detailed analysis of the existing onsight areas of Ingram Slough through the Sierra College Boulevard Culverts. Ingram Slough (labeled 14B in hydrology and SC in hydraulic analysis) includes a proposed detention basin. Figure 12 shows a cross section of the proposed embankment berm.

Figure 12, Ingram Slough Proposed Detention at Station 213.5.

380 400 420 440 460 480

462

464

466

468

470

472

474

476

Bickford Unsteady 2017 Plan: 1) Pre-100 2/22/2017 2) UnstPre_2 2/24/2017 RS = 213.5 Culv Detention Basin Embankment/Culvert

Station (ft)

Ele

vatio

n (ft

)

Legend

WS Max WS - Mit_500

WS Max WS - Mit_200

WS Max WS - Mit_50

WS Max WS - Mit_10

WS Max WS - Mit_2


WS Max WS - Mit_100

Ground

Bank Sta

.06 .1 .06

The proposed culvert is 36 inch in diameter. In Figure 12, the emergency spillway is also shown. near the 100-year water surface elevation. Figure 13 compares the peak flow hydrographs and stages at Sierra College for the 100-year event at the Ingram Slough crossing. Figure 14 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1.

Figure 13 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of Ingram Slough 100-year Event:

1200 1300 14001/1/1997

344

346

348

350

352

100

200

300

400

500

600

River: INGRAM SLOUGH Reach: SC RS: 206.0000

Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Pre-100

Stage - Mit_100

Figure 14 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of Ingram Slough 10-year event:

1200 1300 14001/1/1997

342

344

346

348

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352

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50

100

150

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250

300


Time

Sta

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Flo

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cfs)

Legend

Stage - Unst_Pre_10

Stage - Mit_10

AR7B: This amendment includes a more detailed analysis of the existing onsight areas of AR7 watershed

through the Sierra College Boulevard Culverts. Auburn Ravine 7B includes a small detention basin near sierra college. The detention will be achieved by either removing some flooplain embankment to increase storage within the floodplain, or the excavation of a small detention basin. This analysis includes the floodplain widening version. Figure 15 compares the peak flow hydrographs and stages at Sierra College for the 100-year event at the AR7B crossing. Figure 16 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1. Figure 15 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of AR7B 100-year Event:

1100 1200 1300 1400 15001/1/1997

304.5

305.0

305.5

306.0

306.5

0

5

10

15

20

25

River: AR7 Reach: AR7B RS: 155.0000

Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Pre-100

Stage - Mit_100

Figure 16 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of AR7B 10-year event:

1200 1300 1400 15001/1/1997

305.0

305.2

305.4

305.6

305.8

306.0

2

4

6

8

10

12

14

River: AR7 Reach: AR7B RS: 155.0000

Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Unst_Pre_10

Stage - Mit_10

AR7A: This amendment includes a more detailed analysis of the existing onsight areas of AR7A stream through the Sierra College Boulevard Culverts. Auburn Ravine 7A includes a culvert restriction based detention basin upstream of the School Ranch Roadway Crossing. The detention mitigation for the meadows areas of the project is provided at this location. Approximately 9 AF of storage will occur at this restriction in the 100-year event. The culvert at this location is proposed as a 36 inch pipe culvert. Figure 17 compares the peak flow hydrographs and stages at School Ranch Road for the 100-year event at the AR7A crossing. Figure 18 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1.

Figure 17 – Comparison of Peak Stages and Flow Rates at School Ranch Road of AR7A 100-year Event:

1200 1300 1400 15001/1/1997

340.6

340.8

341.0

341.2

0

50

100

150

200

250

River: AR7 Reach: AR7A RS: 113.0000

Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Mit_100

Stage - Pre-100

Figure 18 – Comparison of Peak Stages and Flow Rates at School Ranch Road Crossing of AR7A 10-year event:

1200 1300 1400 15001/1/1997

340.6

340.7

340.8

340.9

341.0

341.1

0

20

40

60

80

100

120


Time

Sta

ge (

ft)

Flo

w (

cfs)

Legend

Stage - Mit_10

Stage - Unst_Pre_10

Figure 19 compares the peak flow hydrographs and stages at Sierra College for the 100-year event at the AR7A crossing. Figure 20 does the same comparison for the 10-year event. Floodplains are included on oversized exhibit FP-1.

Figure 19 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of AR7A 100-year Event:

1100 1200 1300 1400 15001/1/1997

273

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279

0

100

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300

400


Time

Sta

ge (

ft)

Flo

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cfs)

Legend

Stage - Mit_100

Stage - Pre-100

Figure 20 – Comparison of Peak Stages and Flow Rates at Sierra College Crossing of AR7A 10-year event:

1200 1300 1400 15001/1/1997

273

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0

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Time

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Legend

Stage - Mit_10

Stage - Unst_Pre_10

AR6: The included information for the AR6 watershed is preliminary as shown here. Phase I of the project does not cover any areas of the AR6 watershed. A future amendment will need to be provided to include more detailed modeling of the AR6 watershed and demonstrating that adequate peak flow mitigation is occurring in this watershed, in the northern meadows area.

Storm Drain Sizing: Proposed Storm Drain Trunk facilities have been re-aligned and in some cases their sizing has been modified as a result of watershed redirections proposed with this plan. Calculations for the Storm Drain Analysis are provided at the end of this memorandum. The updated “SD-1” exhibit is also provided with this memorandum, which identifies the storm drain improvements proposed with the project.

Peak Flow Mitigation: TABLE 1A, 1B, and 1C summarize the Peak Flow Comparisons for all points discharging the project and crossing Sierra College Boulevard. Oversized Exhibit FP-1 shows the watersheds, landuse and HEC-RAS cross sections for the ultimate conditions. TABLE 1A : Summary of 2-year Peak Flood Flows Comparison by Exit Point (cfs) (LID IS NOT INCLUDED IN THIS COMPARISON) Section Location Description Pre

2-year (cfs)

Proposed Plan Post

2-year

Net Increase in Flow

(cfs) CV1-504 Clover Valley 1 – Project Bndy 146.59 136.39 -10.20 CV2-409 Clover Valley 2 – Project Bndy 54.75 36.11 -18.64 CV3 - 304 Clover Valley – Downstream 169.70 178.28 * 8.58 SC-205 Ingram Slough - Downstream 141.1 123.2 -17.9 AR7A-104 AR7A – Downstream SC 55.6 49.9 -5.7 AR7B-154 AR7B – Downstream SC 5.7 5.69 -.01 AR6-4 AR6 – Downstream of SC 125.2 106.8 -18.4 * See LID – shows reduction, detention optimized for larger events.

TABLE 1B : Summary of 10-year Peak Flood Flows Comparison by Exit Point (cfs) Section Location Description Pre

10-year (cfs)

Proposed Plan Post

10-year


(cfs) CV1-504 Clover Valley 1 – Project Bndy 359.51 332.77 -26.74 CV2-409 Clover Valley 2 – Project Bndy 130.28 68.61 -61.67 CV3 - 304 Clover Valley – Downstream 408.6 400.0 -8.6 SC-205 Ingram Slough - Downstream 289.3 229.8 -59.5 AR7A-104 AR7A – Downstream SC 142.0 90.5 -51.5 AR7B-154 AR7B – Downstream SC 14.3 12.6 -1.7 AR6-4 AR6 – Downstream of SC 255.1 237.6 -17.5 TABLE 1C : Summary of 100-year Peak Flood Flows Comparison by Exit Point (cfs) Section Location Description Pre

100-year (cfs)

Proposed Plan Post

100-year


(cfs) CV1-504 Clover Valley 1 – Project Bndy 657.59 628.74 -28.85 CV2-409 Clover Valley 2 – Project Bndy 243.69 115.54 -128.15 CV3 - 304 Clover Valley – Downstream 561.8 557.6 -4.2 SC-205 Ingram Slough - Downstream 676.43 483.64 -197.79 AR7A-104 AR7A – Downstream SC 357.80 151.68 -206.12 AR7B-154 AR7B – Downstream SC 25.2 21.5 -3.7 AR6-4 AR6 – Downstream of SC 631.3 266.8 -365.5

Post Construction Stormwater Quality: Oversized Exhibit SWQ shows the locations of the Stormwater Quality Features of the proposed project construction items. Since the development of the project Master Drainage Plan, the County has adopted new criteria for the evaluation of Stormwater Quality Elements. The “West Placer Storm Water Quality Design Manual, Final Draft” outlines the new procedures. The County provides a stormwater quality analysis template (spreadsheet) with this new guidance. CESI was involved as a technical advisor to the preparation of these items. After these items were CESI through our work with the City of Lincoln, has found and corrected several issues with the templates, on behalf of the City. In addition, the City has requested some minor formatting changes to the templates which we have provided. The City of Lincoln modified, January 2017 version of the templates was used with this project and is provided with this memorandum for review. The adoption of the new criteria requires modification of the proposed Master Plan Stormwater Quality analysis to be consistent with the new requirements. The Master Plan did envision the use of Low Impact Development measures in combination with stormwater quality treatment and hydrograph modification measures. The Master Drainage Plan intended that Low Impact Development measures (LID) would be performed within the individual developments to provide Impervious Area reductions to a maximum amount of impervious surface based on land use classification. Bickford Ranch development will occur at two elevation thresholds for the Stormwater Quality calculations. Therefore computations are made separately for systems below 500 feet elevations and for the systems above that elevation.

TABLE 3A: SWQ Land Use Analysis for Bickford Ranch <500’

TABLE 3B: SWQ Land Use Analysis for Bickford Ranch >500’

Table 3 evaluates 1 acre of land use of each type to identify a potential LID improvement scenario that achieves the required Impervious area reduction from the estimated value by landuse type, to the “MAX Impervious % after LID” amounts. This shows a scenario that would achieve the LID quotas per acre of development. For the Bickford Ranch development areas, all lands in are assumed in Type “D” hydrologic soils. The final development submittals shall include calculations for the final actual impervious area proposed, and use the Templates to develop a final LID strategy that will achieve the Maximum allowed values for the post- local LID imperviousness, or something less. To achieve the criteria for treatment, LID, and hydrograph modification it is recognized that

additional improvements are needed “on-site” to Bickford Ranch, and upstream of discharge to any waters of the US. Table 4 identifies the proposed Ultimate Bickford Ranch land uses tributary to all SWQ outfall locations which would be impacted by the improvements. TABLE 4A: Watershed Land Use Factors <500’ Elevation

TABLE 4B: Watershed Land Use Factors >500’ Elevation

Exhibit SD-1 shows the stormwater quality features that will be constructed with the Bickford Ranch project. Stormwater Quality at all locations proposed by the Bickford Ranch plan are sized based on the ultimate development drainage to that outfall location and built to those factors as described in the new manual and templates. Regional Hydrograph Modification Summary: Hydrograph Modification comparison of 2-year analysis peak flow rates is shown in the templates Section 4 forms. Hydrograph comparisons are shown that for the stream locations where development waters enter. The 2-year with LID version of the post-project analysis is used in these comparisons. If you have any questions or comments, please contact me at (916) 645-5700. Sincerely, ___________________________________________ Thomas S. Plummer, P.E., CFM

APPENDIX A

POST-CONSTRUCTION STORMWATER QUALITY

TEMPLATE FORMS For < 500’ Elevation

DMA ID No.

Runoff Reduction Parameters

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

impervious drainage area 0 0 0 0 0 0 0

runoff volume from 85th

percentile impervious areas, 24‐

hour storm (C * i) (C=0.9)

0.810 0.810 0.810 0.810 0.810 0.810 0.810 0.810

ponding area 0 0 0 0 0 0 0ponding depth 0 0 0 0 0 0 0soil amendment area 276 684 774 0 532 0 309depth of amended soil 1 1 1 1 1 1 1porosity of amended soil 0 0 0 0 0 0 0.350number of new evergreen trees 23 100 91 0 59 0 4

number of new deciduous trees 23 100 91 0 59 0 4canopy area of existing trees to

remain on the property




0.810 0.810 0.810 0.810 0.810 0.810 0.810 0.810

impervious drainage area 5741 154260 20351 0 89929 0 2831runoff volume from 85th


hour storm (C * i) (C=0 9)

0.810 0.810 0.810 0.810 0.810 0.810 0.810 0.810

area of gravel storage layer 0 0 0 0 0 0 0

depth of gravel storage layer 0 0 0 0 0 0 0

porosity of aggregate 0 0 0 0 0 0 0efficiency factor 0 0 0 0 0 0 0

impervious drainage area 0 0 0 0 0 0 0runoff volume from 85th

percentile impervious areas, 24‐ 0.810 0.810 0.810 0.810 0.810 0.810 0.810 0.810

number of rain barrels and/or

cisterns

volume of each rain barrel and/or

cistern 0 0 0 0 0 0 0

Total Volume Reduction

Effective Treated Impervious Area

12115 86 7 9

Form 3‐4 Runoff Reduction Calculator for Site Design Measures on Regulated Projects

10

0

0

0

7564

0

0

0

0

0

0

0

0

0

00

0

6070 0

0

100847

12859

171453 4868113269

995 3651

0

0

0

511

0 0

0

239

1374

20062207

0

0

0

0

0

0

0

186

1307

096

0

0

0

0

0

10413388

271

0

00

0

385

0

0

00

191

86

108

0

5137

0

0

DMA ID No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22

1Total impervious area requiring

treatment88884.18 172706.7 16618.14 27312.12 28096 374790 85987 4478 286808 2831 25483

2 Impervious area untreated by Site Design Measures (ft2)

Item 1 – Form 3‐4 Item 1153645 118450 0 0 14827 203338 37306 4478 185961 2831 20346 0 0 0 0 0 0 0 0 0 0 0

3Additional pervious area draining to BMP (ft2) 2021118 657938 350984 428281 139565 519017 461953 254660 3251962 173978 38071

4 Composite DMA Runoff Coefficient (Rc)

Enter area weighted composite runoff coefficient

representing entire DMA

0.060 0.141 0.015 0.026 0.118 0.191 0.093 0.055 0.079 0.055 0.512

5 Water Quality Volume (WQV) (ft3)

WQV = 1/12 * [Item 2 + Item 3) *Item 4] * Unit WQV 7716 6832 333 694 1140 8621 2887 894 16978 610 1868 0 0 0 0 0 0 0 0 0 0 0

6 Water Quality Flow (WQF) (cfs)

WQF = 1/43,200 * [0.2* (Item 2 + Item 3) * Item4] 0.572 0.506 0.025 0.051 0.084 0.639 0.214 0.066 1.258 0.045 0.138 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Form 3‐5 Computation of Water Quality Design Criteria for Stormwater Treatment and Baseline Hydromodification Measures

1DMA ID No.

If combining multiple DMAs from Form 3‐5, enter a

new unique DMA ID No.

POC5 POC6 POC7 POC8

2WQV (ft3) Item 5 in Form 3‐5

If combining multiple DMAs from Form 3‐5, enter the sum of their respective

WQVs.

1140 8621 2887 894

3 Surface Loading Rate Maximum 5.0 in/hr (5in/hr only when subdrains are

used, otherwise use native soil rate) 5.00 5.00 5.00 5.004BMP Surface Area (ft2)

Top of BMP1400 10405 3500 1080

5Infiltration rate of underlying soils (in/hr) 0.07 0.07 0.07 0.07

6Maximum ponding depth (ft)

BMP specific, see BMP design details0.5 0.5 0.5 0.5

7Ponding Depth (ft)

dBMP = Minimum of (1/12 * Item 5 * 48 hrs) or Item 6 0.280 0.280 0.280 0.280

8Infiltrating surface area, SABMP (ft2)

Bottom of BMP1050 7804 2625 810

9Planting media depth, dmedia (ft)

1.5 1.5 1.5 1.5

10Planting media porosity 0.35 0.35 0.35 0.3511Gravel depth, dmedia (ft)

Only included in certain BMP types 1.0 1.0 1.0 1.0

12Gravel porosity 0.30 0.30 0.30 0.3013Retention Volume (ft3)

Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (1.5*

(Item 5 / 12))]

1,160.3 8,623.2 2,900.6 895.1

14Untreated Volume (ft3)

Vuntreated = Item 2 – Item 13

If greater than zero, adjust BMP sizing variables and re‐compute retention

volume

0 0 0 0

15 Treated Flow Rate (ft3/s)

Qtreated = (Item 3 * Item 4)/43,2000.1620 1.2043 0.4051 0.1250

15A) Time to Empty in hours: (Must be less than 48 hours) 1.9890 1.9890 1.9890 1.9890

Form 3‐6 Volume‐Based Infiltrating Bioretention Measures

1DMA ID No.



POC9 POC10 POC11



WQVs.

16978 610 1868


used, otherwise use native soil rate) 5.00 5.00 5.004BMP Surface Area (ft2)

Top of BMP20500 750 2260

5Infiltration rate of underlying soils (in/hr) 0.07 0.07 0.07


BMP specific, see BMP design details0.5 0.5 0.5

7Ponding Depth (ft)

dBMP = Minimum of (1/12 * Item 5 * 48 hrs) or Item 6 0.280 0.280 0.280 ‐


Bottom of BMP15375 563 1695


1.5 1.5 1.5

10Planting media porosity 0.35 0.35 0.3511Gravel depth, dmedia (ft)

Only included in certain BMP types 1.0 1.0 1.0

12Gravel porosity 0.30 0.30 0.3013Retention Volume (ft3)


(Item 5 / 12))]

16,989.4 621.6 1,873.0 ‐




volume

0 0 0 0



15A) Time to Empty in hours: (Must be less than 48 hours) 1.9890 1.9890 1.9890 #DIV/0!


8 Is the total post‐project peak runoff

equal to or less than the total pre‐project

peak runoff?

Yes, if Item 7B is less than item 7A. (Post

YES

122.59

7A Summarize the Total 2‐year Pre‐

Project Peak Runof (ft3/s)

7B Total 2‐year Post‐Project Peak Runof

(ft3/s)



peak runoff?


You Can Paste in a Graphic of

Hydrographs Comparison if Unsteady

State Method is Used or provide

additional description here if needed.

7i Input a NAME of each POINT OF

CONNECTION (POC)


(ft3/s)

133.03







POC4

5.70

97.27

Source of Hydrograph Modification Peak

Flows (ex. Form 3‐6 or HEC‐RAS)

HEC‐RAS, COMPARE STREAM FLOWS DS of OUTFALL

AT EXISTING WAUS, SHED:AR7L_3_O RIVER

STA::AR7A_109

Form 4.2B: Hydrograph Modification Results below:




AT EXISTING WAUS, SHED:AR7P_3_O RIVER

STA::AR6A_21


AT EXISTING WAUS, SHED:AR7N_3_O RIVER

STA::AR6A_24

POC2


CONNECTION (POC) POC1

42.00

YES

127.99

YES

POC3

51.62


AT EXISTING WAUS, SHED:AR7M_2_O RIVER

STA::AR7B_156

5.69

YES

1300 1400 15001/1 /1997

20

40

60

80

100

120

R iver: A R6 Reach: AR6A RS : 21. 0000

Time

Flo

w (

cfs

)

Legend

Flow - Uns tPre_2

Flow - Mit_2 L ID

1200 1300 1400 1500 1600 17001/1/1997

20

40

60

80

100

120

River: A R6 Reach: AR6A RS: 24. 0000

Time

Flo

w (

cfs)

Lege nd

Flow - Uns tPre_2

Flow - Mit_2 LID

1200 1300 1400 1500 16001/1/1997

10

20

30

40

50

River: AR7 Reach: A R7A RS: 109.0000

Time

Flo

w (

cfs

)

Legend

Flow - Mi t_2 LID

Flow - UnstPre_2

1200 1300 1400 15001/1/1997

1

2

3

4

5

6

River: A R7 Reach: AR7B RS : 1 55. 0000

Time

Flo

w (

cfs

)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID



peak runoff?


YES YES






Qtotal = Sum of Item 6 for all Pre‐ 44.84 44.81y j

(ft3/s)

Qtotal = Sum of Item 6D for all Post‐ 32.07 30.00


CONNECTION (POC) POC7 POC8




AT EXISTING WAUS, SHED:AR7H_1_O RIVER

STA::AR7A_111


AT EXISTING WAUS, SHED:AR7G_1_O RIVER

STA::AR7A_112

YES



peak runoff?


42.00

YES


(ft3/s)







32.90


CONNECTION (POC)



POC5

51.62


AT EXISTING WAUS, SHED:AR7I_1_O RIVER

STA::AR7A_109


AT EXISTING WAUS, SHED:AR7K_2_O RIVER

STA::AR7A_110

POC6

44.50

1100 1200 1300 1400 1500 16001/1/1997

10

20

30

40

50

R iver: AR7 Rea ch: AR7A RS: 109.0000

Time

Flo

w (

cfs

)Legend

Flow - Mit_2 LID

Flow - Uns tPre_2

1100 1200 1300 1400 1500 16001/1/1997

10

20

30

40

R iver: A R7 Rea ch: AR7A RS : 1 10. 0000

Time

Flo

w (

cfs

)

Legend

Flow - Mit_2 LID

Flow - Uns tPr e_2

1200 1300 1400 1500 16001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - Uns tPre_2

1200 1300 1400 15001/1/1997

10

20

30

40

River: AR7 Re ach: A R7A RS: 112. 0000

Time

Flo

w (

cfs

)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2


equal to or less than the total pre‐project YES NOT COMPLETE






Project Peak Runof (ft3/s) 47.96 0.00


(ft3/s) 36.55 0.00


CONNECTION (POC) POC11 0.00




AT EXISTING WAUS, SHED:AR7D_3_O RIVER

STA::AR7A_115


AT EXISTING WAUS, SHED: RIVER STA::



peak runoff?


YES YES








(ft3/s) 30.00 36.55






AT EXISTING WAUS, SHED:AR7F_5_O RIVER

STA::AR7A_112



STA::AR7A_114

1200 1300 1400 15001/1/1997

10

20

30

40

River: AR7 Reach: A R7A RS: 112. 0000

Time

Flo

w (

cfs

)

Legend

Flow - Mit_2 LID

Flow - Uns tPre_2

1200 1300 1400 15001/1/1997

10

20

30

40

River: AR7 Re ach: A R7A RS: 112. 0000

Time

Flo

w (

cfs

)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1200 1300 1400 15001/1/1997

10

20

30

40

River : AR7 Reach: AR7A RS: 112.0000

Time

Flo

w (c

fs)

Legend

Flow - Mit_2 L ID

Flow - UnstPr e_2

APPENDIX B

POST-CONSTRUCTION STORMWATER QUALITY

TEMPLATE FORMS For > 500’ Elevation

Post‐Construction

Storm Water Quality Plan

For:

BICKFORD RANCH‐Trib. Over 500' Elev

Placer CountyWhere applicable, insert Planning Permit No., Improvement Plan No., Grading Permit No., Building

Permit No., Subdivision Number

Specify Lot Numbers if site is a portion of a Land Division (Subdivision or Parcel Map)

Prepared for:

Bickford Ranch

Insert Title

Insert Company Name

Insert Address

Insert City, State, ZIP

Insert Telephone No.

Prepared by:

Civil Engineering Solutions, Inc.

590 E Street

Lincoln, CA 95648

916 645 5700

Modified for City of Lincoln ‐ January 23, 2017

20‐Feb‐17

Approval Date:_____________________

Project Site Address:

Owner Name:

Title

Company

Address

City, State, Zip Code

Email

Telephone #

Signature Date

Engineer:*PE Stamp*

Title

Company

Address

City, State, Zip Code

Email

Telephone #

Signature

Brief Description of

Project:

(Attach additional sheets

as necessary)

Insert Title

Section 1 General Project Information

Bickford Ranch

Bickford Ranch ‐ Development Tributaries over 500' Elevation

The undersigned owner of the subject property, is responsible for the implementation of the provisions of this plan,

including ongoing operations and maintenance (O&M), consistent with the requirements of the West Placer Storm

Water Quality Design Manual and the State of California Phase II Small MS4 General Permit (Order No: 2013‐0001‐

DWQ). If the undersigned transfers its interest in the property, its successors‐in‐interest shall bear the aforementioned

responsibility to implement the SWQP.

For all Regulated Projects (As identified in Form 1‐2 below), the undersigned owner hereby grants access to all

representatives of the Jurisdictional Agency for the sole purpose of performing O&M inspections of the installed

treatment system(s) and hydromodification control(s) if any.

A copy of the final signed and fully approved SWQP shall be available on the subject site for the duration of

construction and then stored with the project approval documentation and improvement plans in perpetuity.

Form 1‐1 Project Identification and Owner’s Certification

Insert Company Name

Insert Address

Insert Telephone No.

Principle

Insert City, State, ZIP

Thomas Plummer

(Required for all Regulated Projects)

Civil Engineering Solutions, Inc.

[email protected]

* Not required for Small Projects as determined in Form 1‐2 below. Project owners are responsible for ensuring that all

storm water facilities are designed by an appropriately licensed and qualified professional.

[email protected]

590 E Street

916 645 5700

Bickford Ranch Development tributaries over 500'elevation

Lincoln, CA 95648

1Small Project – All projects, except LUPs, that create and/or replace between 2,500‐5,000 ft2 of

impervious surface or detached single family homes that create and/or replace 2,500 ft2 or more of

impervious surface and are not part of a larger plan of development.

2Enter total new and/or replaced impervious surface (ft2)3Regulated Project – All projects that create and/or replace 5,000 ft2 or more of impervious surface.

4Regulated Redevelopment Project with equal to, or greater than 50

percent increase in impervious area

5Regulated Redevelopment Project with less than 50 percent

increase in impervious area

6Enter total pre‐project impervious surface (ft2)

7Enter total new and/or replaced impervious surface (ft2)

8Regulated Road or linear underground/overhead project (LUP) creating 5,000 ft2 or more of newly

constructed contiguous impervious surface.

9Enter total new and/or replaced impervious surface (ft2)10Regulated Hydromodification Management Project – Regulated projects that create and/or replace 1

acre or more of impervious surface. A project that does not increase impervious surface area over the pre‐

project condition is not a hydromodification management project. X

11Enter total new and/or replaced impervious surface (ft2) 11911956

Form 1‐2 Project CategoryDevelopment Category (Select all that apply)

YesNot Applicable

(Include brief explaination)

Define the development envelope and protected areas, identifying areas that are

most suitable for development and areas to be landscaped , or left undisturbed,

and used for infiltration.X

Minimize overall impervious coverage (paving and roofs) of the site. X

Set back development from creeks, wetlands, and riparian habitats in accordance

with local ordinances.X

Preserve significant trees and native vegetation. X

Conform site layout along natural landforms. X

Avoid excessive grading and disturbance of vegetation and soils and stabilize

disturbed areas.X

Replicate the site's natural drainage patterns. X

Attach a Site Plan that incorporates the applicable considerations above. Ensure that the following items are included in the Site

Plan:

Section 2 Small Projects

Form 2‐1 Site Assessment and Layout Documentation

Has this Item been considered in the Site Layout

and depicted in the Site Plan?

3 Elevation

(ft. above sea level)

4 85th Percentile, 24 Hour Design

Storm Depth (in):

Yes ‐ however, SWQ is being sized

for ultimate development and

includes all tributary development

areas

900 1.0‐174.73927

Section 3 Regulated Projects Section 3 forms are to be completed for all Regulated Projects.

Site coordinates:

Take GPS measurement at

approximate center of site

Form 3‐1 Site Location and Hydrologic Features

2 Longitude1 Latitude

76.05667

This is the Site Layout for ULTIMATE PVSP CONTRIBUTIONS TO THE P19A SWQ ELEMENTS (D2C and D1M are solely for future offsite

items, but need to be constructed with channel improvements)

8Use this form to show a conceptual schematic depicting DMAs and conveyance features connecting DMAs to the site outlet(s). An

example is provided below that can be modified for the proposed project or a drawing clearly showing DMAs and flow routing may be

7Is Project going to be phased?

If yes, ensure that the SWQP evaluates each phase with distinct DMAs, requiring LID BMPs to

address runoff at time of completion.

Sacramento River, Natomas Cross Canal

Mercury

6303(d) listed pollutants of concern

www.waterboards.ca.gov/water_issues/programs/wate

r quality assessment/#impaired

Refer to State Water Resources Control Board

5 Receiving waters

Name of stream, lake or other downstream

waterbody to which the site runoff eventually

drains

TOO MANY TO DRAW HERE.

SEE SWQ‐1 Exhibit.

YesNot Applicable

(Include brief explanation)

Define the development envelope and protected areas, identifying areas that are

most suitable for development areas to be left undisturbed.X

Concentrate development on portions of the site with less permeable soils and

preserve areas that can promote infiltration.X

Limit overall impervious coverage of the site with paving and roofs. X

Set back development from creeks, wetlands, and riparian habitats. x

Preserve significant trees. X

Conform site layout along natural landforms. X

Avoid excessive grading and disturbance of vegetation and soils. X

Replicate the site's natural drainage patterns. X

Detain and retain runoff throughout the site. X

Soil types and areal extents, test pit and infiltration test locations

Attach a Site Plan that incorporates the applicable considerations above. Ensure that the following items are included in the Site

Plan:

Has this Item been considered in the Site Layout

and depicted in the Site Plan?

Form 3‐2 Site Assessment and Layout Documentation

Site Boundary

Site Design Measure

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Aimp

(ft2)impervious drainage area 0 0 0 0

V85 (in)

runoff volume from 85th percentile

impervious areas, 24‐hour storm (C

* i) (C=0.9)

0.900 0.900 0.900 0.900

Apond ponding area 0 0 0 0

Dpond ponding depth 0.0 0 0 0

Asa (ft2) soil amendment area 0 0 280 323

Dsa (ft) depth of amended soil 1.000 1 1 1

n porosity of amended soil 0.350 0.350 0.350 0.350

ne number of new evergreen trees 17 12 4 4

nd number of new deciduous trees 17 12 4 4

Atc (ft2)canopy area of existing trees to


V85 (in)



* i) (C=0.9)

0.900 0.900 0.900 0.900

Aimp impervious drainage area 26973 20088 2570 2962

V85 (in)



* i) (C=0 9)

0.900 0.900 0.900 0.900

Ares area of gravel storage layer 0 0 0 0

Dres (ft)depth of gravel storage layer

0.0 0 0 0

nagg porosity of aggregate 0.0 0 0 0

C efficiency factor 0.0 0 0 0

Aimp impervious drainage area 0 0 0 0

V85 (in)runoff volume from 85th percentile

impervious areas, 24‐hour storm (C 0.900 0.900 0.900 0.900

N number of rain barrels and/or cisterns0 0

Va (ft3)volume of each rain barrel and/or ciste

0 0 0 0

Yes X No

10087

193 222

00

11398

00

2023

3 Soil Quality Improvement and

Maintenance

2 Adjacent/On‐Site Stream Setbacks

and Buffers

5 Rooftop and Impervious Area

Disconnection

00

6 Porous Pavement

3044 Tree Planting and Preservation 408

1507

00

00

0

0

2431 1811

29176 4532

0

21729

0

8 Rain Barrels and Cisterns

10 Total Volume Reduction (ft3)

0 0

0

9 Do all Site Design Measures meet the design requirements outlined in the Fact Sheets?

435378

11 Effective Treated Impervious Area (ft2)

0

7 Vegetated Swales

5223



13 14 15121DMA ID No.

DMA ID No.


Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

impervious drainage area 0 0 0 0 0 0 0 0




0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

ponding area 0 0 0 0 0 0 0 0ponding depth 0 0 0 0 0 0 0 0soil amendment area 0 337 0 0 0 0 333 0depth of amended soil 1 1 1 1 1 1 1 1porosity of amended soil 0 0 0 0 0 0 0.350 0.350number of new evergreen trees 29 4 4 54 93 51 4 107number of new deciduous trees 29 4 4 54 93 51 4 107canopy area of existing trees to





0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

impervious drainage area 46251 3093 575 86670 150498 108108 3049 172935runoff volume from 85th



0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

area of gravel storage layer 0 0 0 0 0 0 0 0

depth of gravel storage layer 0 0 0 0 0 0 0 0.0

porosity of aggregate 0 0 0 0 0 0 0 0.0efficiency factor 0 0 0 0 0 0 0 0.0




cisterns


cistern 0 0 0 0 0 0 0 0



0

0

0

187058

155889371

0

448

112448 5377

0 00

229

103

116

2618

0

0

0

6500

0

0

700

0

0

162789

13566

0

0

93748

0

7812129

0

0

0

118

43

86104

0

4169

2323469

0

0

0

0

0

0

0

454

5454 1553

0

50028

0

0

0

11287 8108

0 0

2278

0

12631312

0

12970

0

0

2321 2216 1917 18 20


DMA ID No.


Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)





0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

ponding area 0 0 0 0 0 0 0 0ponding depth 0 0 0 0 0 0 0 0soil amendment area 0 0 0 504 1055 399 0 0depth of amended soil 1 1 1 1 1 1 1 1porosity of amended soil 0 0 0 0 0 0 0 0number of new evergreen trees 39 120 22 200 107 5 0 40number of new deciduous trees 39 120 22 200 107 5 0 40canopy area of existing trees to



impervious areas, 24‐hour storm

(C * i) (C=0.9)

0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

impervious drainage area 59668 190510 36207 316245 92750 3659 0 58216runoff volume from 85th percentile

impervious areas, 24‐hour storm

(C * i) (C=0 9)

0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900


depth of gravel storage layer 0 0 0 0 0 0 0 0

porosity of aggregate 0 0 0 0 0 0 0 0efficiency factor 0 0 0 0 0 0 0 0

impervious drainage area 0 0 0 0 0 0 0 0runoff volume from 85th percentile

impervious areas, 24‐hour storm 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900


cisterns


cistern 0 0 0 0 0 0 0 0



2949

39164

5440 17238

0 0

0

965

0

0 0

3264

119470

4475

0

0

0

65282 206851

0

0

0

0

6452

0

0

28793 5389956

345516

0 0

0

5343

0

0

0

64113

0

548 4898

14288

0

43660

0

977

0

0 369

274

140

124

69562716

176 0

23718

0

2631

0

0

00

0 0

24

0

27

0


28 29 3126 3025

0 00 0

DMA ID No.


Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)





0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900






0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900




0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900







cisterns


cistern 0 0 0 0 0 0 0 0


Effective Treated Impervious Area 0

0

0

39405 117868

0

1394932676

304568 35396167392 330038

0

0

0 0 0

0

3284 9822

0

392111

0

2750325381

0 0

0

2950

0

0

0

0

00

0

0

2454

0

1676

5548 755

251

0

26877

5004

215988124

901

20114

4932

334 0

495

0

0

11539

1698 2410

0

0

853

3936 37 38

0 0 000

353432 33


0 0 0

0 0

DMA ID No.


Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)





0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900






0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900




0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900







cisterns


cistern 0 0 0 0 0 0 0 0


Effective Treated Impervious Area 5207313931

0

0

0 0

1161 4339

0

0

0 00

00

0

0

209473 025934

0

580817456 2161

00

0

9213269693

0

0

0 0

4244

127796

767810650

00

3014 179814121966

3009

0

326185

195

0

1140

0

1564

0 2560

363

441

4140

000 00


42 47

0 0

4643 44 45

0

84470

1947 16100

0

5627

DMA ID No.


Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)





0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900






0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900




0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900







cisterns


cistern 0 0 0 0 0 0 0 0



0

0

8396

0

0

6754

0 00

0

0 0

131929

0 0

22236 10994

0

266832

0

81047 100757255895

0

281421325

0

33772

0

0 0

2082

0

0

0

271782117579

9798 22648

18845

00

1410

0 0 209

000 0

5452 53504948

0 0 00


5551

0

7866

3128523 3823

0

17244

1231

0

18042

16464080

8153

371

3804

69865119

404

DMA ID No.


Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

Runoff

Reduction

(ft3)

impervious drainage area 0 0


impervious areas, 24‐hour storm (C * i)

(C=0.9)

0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

ponding area 0 0ponding depth 0 0soil amendment area 1948 0depth of amended soil 1 1porosity of amended soil 0 0number of new evergreen trees 397 47number of new deciduous trees 397 47canopy area of existing trees to remain on

the property



(C=0.9)

0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

impervious drainage area 606581 74024runoff volume from 85th percentile


(C=0 9)

0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

area of gravel storage layer 0 0

depth of gravel storage layer 0 0

porosity of aggregate 0 0efficiency factor 0 0

impervious drainage area 0 0runoff volume from 85th percentile

impervious areas, 24‐hour storm (C * i) 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900

number of rain barrels and/or cisterns

volume of each rain barrel and/or cistern 0 0


Effective Treated Impervious Area 0 0 0 0670940 80577 0 0

0 0 0 055912 6715 0 0

0 0 0 00 0 0 0

0 0 0 00 0 0 0

0 0 0 00 0 0 0

0 0 0 045494 5552 0 0

0 0 0 09736 1163 0 0

0 0 0 0682 0 0 0

0 0 0 00 0 0 0


56 57 58 59 60 61 62 63

DMA ID No. 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34


treatment58021.92 43211.52 23130.36 26658.72 99491 27835 10498 192718 325838 280309 27443 372002 128132 409573 77885 711814 265642 32931 5079 124887 816262 218183 232806


Item 1 – Form 3‐4 Item 11 28846 21483 18598 21436 49463 22381 8945 98970 163049 167861 22066 184944 62849 202722 38721 366298 146172 26479 5079 60773 424152 218183 193402

3Additional pervious area draining to BMP (ft2) 116209 86546 7102 8185 199265 8546 487204 681189 751276 392756 8426 745062 270820 835313 155992 1360856 796467 10111 248876 272025 1550423 858620 401192




0.170 0.170 0.512 0.512 0.170 0.512 0.054 0.127 0.158 0.225 0.512 0.170 0.16 0.17 0.17 0.18 0.14 0.51 0.06 0.16 0.18 0.15 0.17


WQV = 1/12 * [Item 2 + Item 3) *Item 4] * Unit WQV 1540 1147 822 947 2640 989 1665 6211 9034 7879 975 9871 3417 10886 2067 19126 8493 1170 876 3340 22051 10116 6194


WQF = 1/43,200 * [0.2* (Item 2 + Item 3) * Item4] 0.114 0.085 0.061 0.070 0.196 0.073 0.123 0.460 0.669 0.584 0.072 0.731 0.253 0.806 0.153 1.417 0.629 0.087 0.065 0.247 1.633 0.749 0.459

DMA ID No. 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57


treatment1855.656 330664 636794.9 783270 70393 27704 130288 463478 51575 138869 11901 293150 242904 509129 233830 540492 98646 219325 200376

589741 228930 1439209 159081.1


Item 1 – Form 3‐4 Item 11 1856 163272 332227 453232 34997 13773 78215 254006 25641 69176 11901 165354 150771 253234 116251 268711 64874 138277 99619 322910 228930 1307280 159081

3Additional pervious area draining to BMP (ft2) 90927 680920 1421063 1389356 140986 55487 403994 797968 103297 625170 583129 762909 529200 1314055 468324 708850 176449 277721 401321 1302314 1096166 2725940 247769




0.06 0.17 0.16 0.20 0.17 0.17 0.15 0.19 0.17 0.11 0.00 0.16 0.18 0.15 0.17 0.17 0.21 0.24 0.17 0.17 0.09 0.16 0.17


WQV = 1/12 * [Item 2 + Item 3) *Item 4] * Unit WQV 320 8797 18010 22526 1868 735 4472 12707 1369 4783 0 9153 7741 14528 6205 10376 3133 6290 5317 17222 7687 41576 4233


WQF = 1/43,200 * [0.2* (Item 2 + Item 3) * Item4] 0.024 0.652 1.334 1.669 0.138 0.054 0.331 0.941 0.101 0.354 0.000 0.678 0.573 1.076 0.460 0.769 0.232 0.466 0.394 1.276 0.569 3.080 0.314

Form 3‐5 Computation of Water Quality Design Criteria for Stormwater Treatment and Baseline Hydromodification Measures

1DMA ID No.



POC12 POC13 POC14 POC15



WQVs.

1540 1147 822 947


used, otherwise use native soil rate)5.00 5.00 5.00 5.00

4BMP Surface Area (ft2)

Top of BMP1860 1390 1000 1150




7Ponding Depth (ft)



Bottom of BMP 1395 1043 750 863


1.5 1.5 1.5 1.5





(Item 5 / 12))]

1,541.5 1,152.0 828.8 953.1




volume

0 0 0 0




16Total Treated Flow Rate for Project (ft3/s)

Qtotal = Sum of Item 15 for all DMAs

17Is WQV for each DMA treated on‐site? Yes No


1DMA ID No.






WQVs.

2640 989 1665 6211




Top of BMP3200 1200 2000 7500




7Ponding Depth (ft)



Bottom of BMP2400 900 1500 5625


1.5 1.5 1.5 1.5





(Item 5 / 12))]

2,652.0 994.5 1,657.5 6,215.6




volume

0 0 8 0





1DMA ID No.






WQVs.

9034 7879 975 9871




Top of BMP10910 9510 1180 11915




7Ponding Depth (ft)



Bottom of BMP8183 7133 885 8936


1.5 1.5 1.5 1.5





(Item 5 / 12))]

9,041.7 7,881.4 977.9 9,874.6




volume

0 0 0 0





1DMA ID No.






WQVs.

3417 10886 2067 19126




Top of BMP4520 13150 2500 23100




7Ponding Depth (ft)



Bottom of BMP3390 9863 1875 17325


1.5 1.5 1.5 1.5





(Item 5 / 12))]

3,746.0 10,898.1 2,071.9 19,144.1




volume

0 0 0 0





1DMA ID No.






WQVs.

8493 1170 876 3340




Top of BMP10250 1420 1060 4050




7Ponding Depth (ft)



Bottom of BMP7688 1065 795 3038


1.5 1.5 1.5 1.5





(Item 5 / 12))]

8,494.7 1,176.8 878.5 3,356.4




volume

0 0 0 0





1DMA ID No.






WQVs.

22051 10116 6194 320




Top of BMP26620 12210 7500 390




7Ponding Depth (ft)



Bottom of BMP19965 9158 5625 293


1.5 1.5 1.5 1.5





(Item 5 / 12))]

22,061.3 10,119.0 6,215.6 323.2




volume

0 0 0 0





1DMA ID No.






WQVs.

8797 18010 22526 1868




Top of BMP10700 21750 27200 2300




7Ponding Depth (ft)



Bottom of BMP8025 16313 20400 1725


1.5 1.5 1.5 1.5





(Item 5 / 12))]

8,867.6 18,025.3 22,542.0 1,906.1




volume

0 0 0 0





1DMA ID No.






WQVs.

735 4472 12707 1369




Top of BMP900 5400 15350 1660




7Ponding Depth (ft)



Bottom of BMP675 4050 11513 1245


1.5 1.5 1.5 1.5





(Item 5 / 12))]

745.9 4,475.3 12,721.3 1,375.7




volume

0 0 0 0





1DMA ID No.






WQVs.

4783 0 9153 7741




Top of BMP5800 0 11050 9350




7Ponding Depth (ft)



Bottom of BMP4350 0 8288 7013


1.5 1.5 1.5 1.5





(Item 5 / 12))]

4,806.8 0.0 9,157.7 7,748.8




volume

0 0 0 0



15A) Time to Empty in hours: (Must be less than 48 hours) 1.9890 #DIV/0! 1.9890 1.9890


1DMA ID No.






WQVs.

14528 6205 10376 3133




Top of BMP17550 7500 12550 3800




7Ponding Depth (ft)



Bottom of BMP13163 5625 9413 2850


1.5 1.5 1.5 1.5





(Item 5 / 12))]

14,544.6 6,215.6 10,400.8 3,149.3




volume

0 0 0 0





1DMA ID No.






WQVs.

6290 5317 17222 7687




Top of BMP7600 6420 20800 9300




7Ponding Depth (ft)



Bottom of BMP5700 4815 15600 6975


1.5 1.5 1.5 1.5





(Item 5 / 12))]

6,298.5 5,320.6 17,238.0 7,707.4




volume

0 0 0 0





1DMA ID No.

If combining multiple DMAs from Form 3‐5, enter

a new unique DMA ID No.

POC56 POC57



WQVs.

41576 4233


used, otherwise use native soil rate) 5.00 5.004BMP Surface Area (ft2)

Top of BMP 50200 5110

5Infiltration rate of underlying soils (in/hr) 0.07 0.07


BMP specific, see BMP design details 0.5 0.5

7Ponding Depth (ft)

dBMP = Minimum of (1/12 * Item 5 * 48 hrs) or Item 6 0.280 0.280 ‐ ‐


Bottom of BMP 37650 3833 0 0


1.5 1.5 1.5 1.5




Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) +

(1.5* (Item 5 / 12))]

41,603.3 4,234.9 ‐ ‐




volume

0 0 0 0


Qtreated = (Item 3 * Item 4)/43,200 5.8102 0.5914 0.0000 0.0000

15A) Time to Empty in hours: (Must be less than 48 hours) 1.9890 1.9890 #DIV/0! #DIV/0!



(ft3/s)8 Is the total post‐project peak runoff


peak runoff?


36.55

YES

36.55

YES

58.57

YES

POC14

47.96



STA::AR7A_117

POC15

47.96

84.29


CONNECTION (POC) POC12





STA::AR7A_116






CONNECTION (POC)





AT EXISTING WAUS, SHED:14BD_3_O RIVER

STA::SC_207



STA::SC_209

POC13

89.18









peak runoff?


YES

109.10




(ft3/s)

1200 1300 1400 15001/1/1997

0

20

40

60

80

100


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID

1200 1300 1400 15001/1/1997

0

20

40

60

80


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID

1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2



peak runoff?


YES YES








(ft3/s) 30.39 30.39






AT EXISTING WAUS, SHED:14BB_2_O RIVER

STA::SC_214


AT EXISTING WAUS, SHED:14BA_4_O RIVER

STA::SC_214


CONNECTION (POC)



POC16

88.60



STA::SC_211


AT EXISTING WAUS, SHED:AR7B_6_O RIVER

STA::AR7A_118

POC17

47.96







36.55

YES



peak runoff?


53.02

YES


(ft3/s)

1100 1200 1300 1400 15001/1/1997

0

20

40

60

80


Time

Flo

w (cf

s)Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1200 1300 14001/1/1997

0

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1200 1300 14001/1/1997

0

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2



peak runoff?


YES YES








(ft3/s) 36.55 36.55







STA::AR7A_118



STA::AR7A_114



peak runoff?

NOT COMPLETE YES





This item will be completed with a future

phase


Project Peak Runof (ft3/s) 45.49


(ft3/s) 29.46






AT EXISTING WAUS, SHED:AR7E_5_O RIVER

STA::FUTURE


AT EXISTING WAUS, SHED:14BC_3_O RIVER

STA::SC_213

1100 1200 1300 1400 15001/1/1997

0

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID

1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

You Can Paste in a Graphic of Hydrographs

Comparison if Unsteady State Method is

Used or provide additional description here

if needed.

This item will be completed with a future phase


(ft3/s) 63.05

8 Is the total post‐project peak runoff equal

to or less than the total pre‐project peak

runoff?

Yes, if Item 7B is less than item 7A. (Post is

YES NOT COMPLETE




AT EXISTING WAUS, SHED:CVN_2_O RIVER

STA::CV2_406



STA::FUTURE

7A Summarize the Total 2‐year Pre‐Project

Peak Runof (ft3/s) 64.63




if needed.




(ft3/s) 36.55 15.87



runoff?


YES YES




AT EXISTING WAUS, SHED:AR7A_3_O RIVER

STA::AR7A_118


AT EXISTING WAUS, SHED:CVK_5_O RIVER

STA::CV2_411


Peak Runof (ft3/s) 47.96 38.36




1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs

)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1100 1200 1300 1400 1500 16001/1/1997

0

10

20

30


Time

Flo

w (

cfs

)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID

1100 1200 1300 1400 1500 16001/1/1997

0

10

20

30

40

50

60


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2




if needed.

This item will be completed with a future phase This item will be completed with a future phase


(ft3/s)8 Is the total post‐project peak runoff equal


runoff?


NOT COMPLETE NOT COMPLETE




AT EXISTING WAUS, SHED:AR6C_6_O RIVER

STA::FUTURE



STA::FUTURE


Peak Runof (ft3/s)




if needed.





(ft3/s) 36.55



runoff?


NOT COMPLETE YES





STA::FUTURE



STA::AR7A_118





1200 1300 1400 15001/1/1997

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2




if needed.



(ft3/s)8 Is the total post‐project peak runoff equal


runoff?







STA::FUTURE



STA::FUTURE7A Summarize the Total 2‐year Pre‐Project

Peak Runof (ft3/s)




if needed.





(ft3/s) 63.05



runoff?

YES NOT COMPLETE




AT EXISTING WAUS, SHED:CVM_11_O RIVER

STA::CV2_406



STA::FUTURE





1100 1200 1300 1400 1500 16001/1/1997

0

10

20

30

40

50

60


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

8 Is the total post‐project peak runoff equal to

or less than the total pre‐project peak runoff?

Yes, if Item 7B is less than item 7A. (Post is less

than PRE)



Comparison if Unsteady State Method is Used

or provide additional description here if

needed.



Peak Runof (ft3/s)7B Total 2‐year Post‐Project Peak Runof (ft3/s)

Qtotal = Sum of Item 6D for all Post‐



Source of Hydrograph Modification Peak Flows

(ex. Form 3‐6 or HEC‐RAS)HEC‐RAS, COMPARE STREAM FLOWS DS of OUTFALL AT

EXISTING WAUS, SHED:AR4A_6_O RIVER STA::FUTURE



STA::FUTURE




than PRE)

NOT COMPLETE YES




needed.




7B Total 2‐year Post‐Project Peak Runof (ft3/s)

Qtotal = Sum of Item 6D for all Post‐ 20.48






EXISTING WAUS, SHED:AR4D_3_O RIVER STA::FUTURE


AT EXISTING WAUS, SHED:CVL_9_O RIVER

STA::CV2_114

1100 1200 1300 1400 15001/1/1997

0

10

20

30

40


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID




than PRE)

YES NOT COMPLETE




needed.










EXISTING WAUS, SHED:CVJ_4_O RIVER STA::CV1_515



STA::FUTURE




than PRE)





needed.



Peak Runof (ft3/s)










STA::FUTURE

1200 1300 1400 1500 16001/1/1997

0

20

40

60

80

100

120

140


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2




than PRE)

YES YES




needed.


Peak Runof (ft3/s) 126.49 127.83







EXISTING WAUS, SHED:CVH_3_O RIVER STA::CV1_531


AT EXISTING WAUS, SHED:CVI_5_O RIVER

STA::CV!_522








needed.



Peak Runof (ft3/s)







EXISTING WAUS, SHED:AR3C_2_O RIVER STA::FUTURE



STA::FUTURE

1200 1300 1400 1500 16001/1/1997

0

20

40

60

80

100

120


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID

1200 1300 1400 1500 16001/1/1997

0

20

40

60

80

100

120


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID




needed.






than PRE)

YES YES



EXISTING WAUS, SHED:CVD_4_O RIVER STA::CV1_541

HEC‐RAS, COMPARE STREAM FLOWS DS of OUTFALL AT

EXISTING WAUS, SHED:CVG_3_O RIVER STA::CV1_536

7A Summarize the Total 2‐year Pre‐Project Peak

Runof (ft3/s) 64.81 108.48




needed.









than PRE)

YES NOT COMPLETE



EXISTING WAUS, SHED:CVE_5_O RIVER STA::CV1_534




Runof (ft3/s) 116.12




1200 1300 1400 1500 16001/1/1997

0

20

40

60

80

100

120


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1100 1200 1300 1400 15001/1/1997

0

10

20

30

40

50

60


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID

1200 1300 1400 1500 16001/1/1997

0

20

40

60

80

100


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID




needed.







than PRE)

YES NOT COMPLETE



EXISTING WAUS, SHED:CVF_7_O RIVER STA::CV1_539




Runof (ft3/s) 78.15




needed.





Qtotal = Sum of Item 6D for all Post‐8 Is the total post‐project peak runoff equal to



than PRE)




EXISTING WAUS, SHED:AR3B_3_O RIVER STA::FUTURE


EXISTING WAUS, SHED:AR2B_3_O RIVER STA::FUTURE


Runof (ft3/s)



1200 1300 1400 15001/1/1997

20

40

60

80


Time

Flo

w (

cfs)

Legend

Flow - UnstPre_2

Flow - Mit_2 LID




needed.


Qtotal = Sum of Item 6D for all Post‐8 Is the total post‐project peak runoff equal to



than PRE)


(ex. Form 3‐6 or HEC‐RAS)7A Summarize the Total 2‐year Pre‐Project Peak

Runof (ft3/s)




needed.


CONNECTION (POC)






YES YES



EXISTING WAUS, SHED:CVA_16_O RIVER STA::CV1_5237


EXISTING WAUS, SHED:CVC_2_O RIVER STA::CV1_543


Runof (ft3/s) 108.87 51.16



1200 1300 1400 15001/1/1997

0

20

40

60

80

100


Time

Flo

w (

cfs

)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

1100 1200 1300 1400 15001/1/1997

10

20

30

40

50


Time

Flo

w (

cfs)

Legend

Flow - Mit_2 LID

Flow - UnstPre_2

APPENDIX C

SUGGESTED PROJECT SPECIFIC

PLANTING SPECIES FOR CHANNELS AND

STORMWATER QUALITY ELEMENTS

APPENDIX D

OVERSIZED EXHIBITS

14B-3

AR7-2

CV2-6

AR4-6

AR3-1

none

AC1-9

AR6-5

14B-4

AR6-8

AR5-3

AR3-2

AR4-5

AR4-3

AR7A-2AR5-4

CV1-6

14-B1

AR6-1

AR4-7

AC1-5

AR3-4

AR6-9

14B-9

AR5-12AR6-11

AR7-3

CV2-11

14-B2

AR2-1

CV1-5

AR5-7 AR1-5

CV2-8

AC1-7

AR6-7

CV2-2

CV1-1

CV2-7

AC1-4

AR1-6

AR7-1

AR6-10

CV2-4

CV1-8

CV2-9

AR2-9

CV1-3

AR6-2

AR3-2

AR7-9

AR6-3

AR2-3

AR4-1

CV2-5

AR5-2

AC1-3

CV1-2

14B-6

AR5-8

AR1-2

CV1-9

AR4-2

AR1-4

AR5-5

AR4-4

AR4B-2

AR5-1

AR4-9

CV2-1

AR4B-3

CV1-7

AR4-10

CV1-12

AR1-3

AR4-8

AR7-6

CV1-15

AC1-8

AR2-4AR3-4AR6-13

14B-7

AR2-7

AR5D-1

CV1-14

AC1-6

CV2-3

CV1-13

CV1-4

AR5C-1

AR5-11

CV1-10

AR5-13

14B-5

AR7A-1

AR6-4

CV2-10

AR6-6

AR5B-1

CV1-11

14B-8

AR5-10

AR5-6AR3-3

AR4B-1

AR7-5

AR7-10

AR7-8

AC1-2

AR7-7

AR5-9

AR7-4

AR6-12

AC1-4B

AR1-1

A6-C7

SC-3

none

SC-2

none

BICKFORD RANCHAPRIL 2014IWATERSHED MAP

PRE-PROJECT 0 710 1,420 2,130355

Feet SH-1

BICKFORD RANCH

LegendFLOW_DIRECTION

Pre-Project Sheds

Project Areas

World Street Map

AR7P_3OAR3C_2O

CVM_11O

CVJ_4_O

AR4D_3O

AR6C_5O

CVK_5_O

AR5C_2O

AR7K_2O

AR2A_2O

AR6A_3O

AR6B10O

AR3B_3O

AR2B_3O

AR5A_1O

CVH_3_O

CVL_2_O

14BA_4O

AR7A_3O

AR7B_6O

AR7E_5O

AR4B_1O

CVI_5_O

14BD_3O

14BC_3O

AR6D_4O

AR6A_4O

AR3A_3O

14BD_1O

AR4C_2O

CVF_7_O

CVG_3_O

AR7F_5O

AR5B_1O

CVE_5_O

CVD_4_O

CVC_2_OAR7H_1O

14BB_2O

AR7N_3O

AR7L_3O

AR7D_4O

AR7M_2O

AR7D_1O

AR7G_1O

14BD_2O

AR7I_1O

AR7D_2OAR7B_2O

AR7D_3O

AR4A_6_O

CVL_10_O

CVA_16_O

CVM_8

CVM_7

CVM_6

CVM_4

CVM_3

CVM_5

CVM_9

CVM_2CVM_1

CVN_2

CVN_1CVK_4

CVK_5

CVK_3

CVK_2

CVK_1

CVL_8

CVL_6CVL_7

CVL_4

CVL_5CVL_3

CVL_2

CVL_1

CVJ_5

CVJ_4

CVJ_6

CVJ_2CVJ_3

CVJ_1

CVI_5CVI_4 CVI_2

CVI_1

CVH_3

CVH_2CVH_1

CVG_3

CVG_2CVG_1

CVF_1

CVF_2

CVF_6CVF_7CVF_9

CVF_5

CVF_4

CVF_3

CVE_4

CVE_5CVE_2

CVE_3

CVE_1

CVD_4

CVD_2

CVD_3

CVD_1

CVC_2

CVC_1

CVA_9CVA_7

CVA_8

CVA_5

CVA_6

CVA_4

CVA_2CVA_3

CVA_1

CVB_3

CVB_8CVB_7

CVB_5

CVB_6

CVB_4

CVB_2

CVB_9

AR7B_6

CVL_10

AR7E_5

AR7E_4

AR7P_1

AR7N_2AR7N_3

AR7M_2

AR7M_1

AR7K_2

AR7K_1

AR7F_4

AR7F_3

AR7D_4

14BD_3AR7D_2

AR7D_1 AR7B_4AR7B_5

AR7B_3

AR7B_2AR7B_1

AR7A_3

AR7A_2

14BD_1

14BC_314BC_2

14BA_6

14BA_5

14BA_314BA_414BA_2

14BA_1

14BB_214BB_1

AR6C_8

AR6C_7

AR6C_6AR6C_4

AR6C_5AR6C_3

AR6C_2

AR6C_1

CVM_10CVM_11

AR6D_4

AR6D_3

AR6D_1

AR6A_4

AR6B_9

AR6B_8

AR6B_4

AR6B_5

AR6B_3AR6B_6

AR6B_2

AR6B_7

AR6B_1

AR6A_2

AR6A_3

AR5B_1

AR5A_1

AR4D_2AR5C_3

AR5C_2

AR5C_1

AR4D_3

AR4D_1

AR4A_9 AR4A_7

AR4A_3AR4A_5

AR4A_4

AR4C_2

AR4B_1

AR3C_2

AR3C_1

AR3A_2

AR3A_3

AR3A_1

AR3B_3

AR3B_2

AR4A_4

AR4A_2

AR4A_1

AR2A_3

AR2B_2

AR2B_3

AR2B_1

AR2A_2AR2A_1

CVA_15

CVA_12CVA_16

CVA_10

CVA_14

CVB_10

CVA_15

CVB_11

CVN_2_O

CVK_5_O

AR6B_10

CVJ_4_O

CVI_5_O

CVH_3_O

CVG_3_O

CVF_7_O

CVE_5_O

CVD_4_O

CVC_2_O

AR7P_3_O

AR7M_2_O

AR7L_3_OAR7K_2_O

AR7I_1_O

AR7H_1_O

AR7G_1_O

AR7F_5_O

AR7D_4_O

14BD_3_O AR7D_2_O

AR7D_1_O

AR7B_2_OAR7B_1_O

AR7A_3_O

14BC_3_O

14BB_2_O

AR6C_7_O

CVM_11_O

AR6D_4_O

AR6A_4_O

AR5B_1_O

AR5A_1_O

CVL_10_O

AR4D_3_O

AR5C_2_O

AR4A_6_O

AR4A_7_O

AR4C_2_O

AR4B_1_O

AR3A_3_O

AR2B_3_O

AR2A_2_O

CVA_16_O

BICKFORD RANCHFEB 2017ISTROMDRAIN PIPES, SHEDS

AND SWQ OUTFALLS 0 730 1,460 2,190365

Feet SD-1

BICKFORD RANCH

LegendStormdrain Node

Stormdrain Pipe

SWQ_BASIN

GRASSY_SWALES

Shed

LDR

MDR

OSMU

OSP

PF

REC_CH

REC_PK

ROAD

RR

World Street Map

World Imagery

Low Resolution 15m Imagery

High Resolution 60cm Imagery

High Resolution 30cm Imagery

14B-3

AR7-2

CV2-6

AR4-6

AR3-1

none

AC1-9

AR6-5

14B-4

AR6-8

AR5-3

AR3-2

AR4-5

AR4-3

AR7A-2 AR5-4

CV1-6

14-B1

AR6-1

AR4-7

AC1-5

AR3-4

AR6-9

14B-9

AR5-12AR6-11

AR7-3

CV2-11

14-B2

AR2-1

CV1-5

AR5-7 AR1-5

CV2-8

AC1-7

AR6-7

CV2-2

CV1-1

CV2-7

AC1-4

AR1-6

AR7-1

AR6-10

CV2-4

CV1-8

CV2-9

AR2-9

CV1-3

AR6-2

AR3-2

AR7-9

AR6-3

AR2-3

AR4-1

CV2-5

AR5-2

AC1-3

CV1-2

14B-6

AR5-8

AR1-2

CV1-9

AR4-2

AR1-4

AR5-5

AR4-4

AR4B-2

AR5-1

AR4-9

CV2-1

AR4B-3

CV1-7

AR4-10

CV1-12

AR1-3

AR4-8

AR7-6

CV1-15

AC1-8

AR2-4AR3-4

AR6-13

14B-7

AR2-7

AR5D-1

CV1-14

AC1-6

CV2-3

CV1-13

CV1-4

AR5C-1

AR5-11

CV1-10

AR5-13

14B-5

AR7A-1

AR6-4

CV2-10

AR6-6

AR5B-1

CV1-11

14B-8

AR5-10

AR5-6 AR3-3

AR4B-1

AR7-5

AR7-10

AR7-8

AC1-2

AR7-7

AR5-9

AR7-4

AR6-12

AC1-4B

AR1-1

A6-C7

SC-3

none

SC-2

none

XS

201

W

SE

=3

03

.64

XS

202

W

SE

=3

13

.05

XS

209

WS

E=

379.

94X

S 2

10 W

SE

=390

.80

XS 205 W

SE

=337.73

XS

4 W

SE

=26

4.4

3

XS

6 W

SE

=26

9.4

0

XS

211

WS

E=

40

4.5

5

XS 306 W

SE

=514.75

XS 206 W

SE

=352.29

XS

212

WS

E=4

37.0

3

XS

304 WS

E=501.06

XS

104

W

SE

=2

75

.66

XS

2 W

SE

=257

.65

XS

27

WS

E=

29

7.0

6

XS 157

WSE=312.1

8

XS 506 WSE=525.30

XS

213

WS

E=

451.

57

XS

214

W

SE

=4

67

.88

XS 510 W

SE

=550.33

XS

31

WS

E=

31

3.2

3

XS 503 WSE=520.41

XS

102

W

SE

=2

68

.89

XS

154

W

SE

=2

99

.96

XS

26

WS

E=2

93.6

9

XS

155

W

SE

=3

06

.82

XS

15

WS

E=

28

4.2

3

XS 516 WSE=578.99

XS

16

WS

E=

28

6.7

3

XS 151 WSE=293.02

XS 2

2 W

SE

=280

.57

XS 1

16 W

SE=3

80.4

3

XS 2

1 W

SE=2

77.5

7

XS 517 WSE=584.86

XS 406 WSE=536.58

XS 515 WSE=573.96

XS 539 W

SE

=699.43

XS 2

3 W

SE

=281

.50

XS

29 W

SE

=3

07

.13

XS

507

WS

E=

53

4.9

7

XS

519 WS

E=593.90

XS 109 WSE=299.48

XS

14

WS

E=

28

0.1

7

XS

512

W

SE

=5

59

.15

XS

117

WS

E=3

91.4

2

XS

402 WS

E=514.77

XS

541 WS

E=723.88

XS 152 WSE=295.87

XS

508 WS

E=

540.34

XS

536 WS

E=678.55

XS

302 WS

E=

494.67

XS 408 WSE=547.98

XS

28 WS

E=302.22

XS 113 W

SE=341.33

XS 543 WSE=748.98

XS 114 W

SE=349.57

XS

525

WS

E=

62

1.7

0

XS 514 WSE=568.24

XS 544 WSE=767.06

XS 534 WSE=666.65

XS

538 WS

E=691.14

XS 413 WSE=584.91

XS 115 W

SE=366.20

XS

522 WS

E=

608.36

XS 532 W

SE

=650.33

XS 530 W

SE

=646.58

XS

528 WS

E=

646.10

XS

208

WS

E=3

63.4

4

XS

5 W

SE

=26

9.3

9X

S 5

WS

E=

269

.39

XS

204

W

SE

=3

31

.62

XS

203

W

SE

=3

21

.80

XS

3 W

SE

=26

3.12

XS

305

WS

E=

51

4.7

0

XS

305

WS

E=

51

4.7

0

XS

304 WS

E=500.37

XS

104

W

SE

=2

74

.91

XS 2

07 W

SE

=355

.09

XS

105

W

SE

=2

78

.94

XS

105

W

SE

=2

78

.93

XS

103

WS

E=

27

1.4

3

XS

156

W

SE

=3

06

.84

XS 401 WSE=514.76 XS

504 WS

E=520.57

XS 501

WSE=51

4.77

XS

101

W

SE

=2

62

.49

XS

32 WS

E=317.41

XS

505 WS

E=521.46

XS

10

WS

E=

26

9.5

0

XS 1

07 W

SE

=286

.96

XS

106

WS

E=2

84.3

6

XS

1 W

SE

=254

.93

XS

30

WS

E=3

09.5

6

XS 2

5 W

SE=2

90.4

9

XS

540 WS

E=

711.77

XS 518 WSE=590.73

XS

11 W

SE

=26

9.65

XS 502 WSE=516.98

XS 2

0 W

SE

=272

.21

XS 407 WSE=542.25

XS 153 WSE=298.91

XS

542 WS

E=

728.84

XS 511 WSE=555.59

XS 405 WSE=532.37

XS 24 W

SE=287.69

XS

12

WS

E=

27

1.7

4

XS

404 WS

E=525.10

XS

403 WS

E=525.05

XS 301 WSE=492.90

XS 108 WSE=293.15

XS

303 WS

E=

497.53

XS 410 WSE=562.48

XS

13

WS

E=2

73.8

1

XS 520 W

SE

=597.11

XS 112 WSE=330.31

XS 546 WSE=790.02

XS 409 WSE=554.97

XS

537

WS

E=

68

2.1

6

XS 509 WSE=544.12

XS

11

8 W

SE

=3

99

.69

XS 513 WSE=563.53

XS 521 W

SE

=601.08

XS 411 WSE=569.74

XS 535 WSE=669.98

XS 412 WSE=575.74

XS

545

WS

E=

77

7.2

9

XS 414 WSE=597.23

XS

527 WS

E=

646.10

XS

527 WS

E=

646.10

XS 111 W

SE=319.08

XS 533 WSE=658.69

XS 524 WSE=618.66X

S 5

26

WS

E=

62

2.4

1

XS 110 WSE=308.50

XS

531 WS

E=647.36

XS

547

WS

E=

81

0.6

3

XS 523 WSE=613.15

XS 529 WSE=646.15

XS 306 W

SE

=514.75

XS 306 W

SE

=514.75

XS

6 W

SE

=26

9.4

0X

S 6

WS

E=

269

.40

BICKFORD RANCHFEB 2017I

PRE-PROJECTHEC-RAS MODEL

FLOODPLAIN ELEVATIONS0 740 1,480 2,220370

Feet FP-1

BICKFORD RANCH

LegendFLD_ZONE

FEMA-AE

FLOW_DIRECTION

Exist Attenuation In Model

Floodplain 100

Cross Sections

Pre-Project Sheds

Project Areas

14B-3

none

AC1-9

AR6-8

AR4-5

AR6-5

AR4-3

AR5-4AR7A-2

AR3-1

AR4-6

CV2-6

AR5-3

AR3-4

14B-9

CV1-3A

AR4-6A

AR5-12AR6-11

14B-4

AC1-5

AR3-2

AR1-5

AR1-6

AR5-7

AR7-4

AR6-9

AR6-7

CV2-9C

AR7-3

AC1-7

CV2-11

CV2-9

14B-4A

AR6-5B

AR2-9

AR6-2

AR7-2

AR4-7

AR7-9

CV2-9AAC1-4

AR1-4

CV1-6A

CV1-3B

AR5-8

14B-6

AR6-1

AC1-3

AR6-10AR2-3

AR5-5

CV1-10A

AR4-8

AR4-9

AR4B-3 AR4-10

AR4-B2

CV1-5

AR2-1A

CV2-4

AR4-4

14B-2AC1-8

CV1-6

AR2-4

AR6-13

CV1-8A

14B-7

AR4-1

AR1-3

AR5D-1

AR2-7

14B-1

AR6-5A

CV2-9B

AR7-1

CV2-4A

CV2-1

AR2-1

AC1-6

CV1-15

AR4-2

CV2-6B

AR5C-1

AR1-2

AR5-11

AR6-5E

AR2-2

CV1-8

CV1-3

CV2-2

AR5-13

14B-5

AR7-4E

AR4-7A

AR6-6

14B-1A

CV2-3

CV1-12A

CV1-7

CV1-10C

AR5B-1

AR7-3A

14B-8

AR5-10

CV2-2A

AR5-6

CV1-11

AR4B-1

AR7-6

AR7-10

CV2-6A

AR5-3B

AC1-2

14B-3A

AR3-2C

AR3-3

AR1-2A

CV1-13

AR7-4C

AR7-4A

AR6-5D

AR2-3A

AR4-6C

AR6-5C

AR5-9

CV2-6C

AR7-7

AR7-2A

CV1-4

AR5-1

CV1-12

CV1-5A

AR3-2A

AR5-2

14B-2A

AR7-1B

CV2-5

AR7-5

CV1-9

CV1-14

AR6-12

AR6-1A

AR7-1A

AC1-4B

AR7-5A

AR3-1A

AR7-6A

14B-3BAR6-5C

CV1-7A

AR7-4B

AR7-5E

CV1-10

AR5-3ACV1-8A

14B-3E

AR7-4D

AR4-6B

AR6-5C

AR3-2B

CS-4

AR7-8

AR7-5B

CV2-11A

14B-3D

AR1-1

A6-C7

14B-3C

SC-3

AR7-5F

AR5-2A

AR7-5D

SC-2

AR7-5C

AR7-8A

AR7-5G

CVM_8

CVM_7

CVM_6

CVM_4

CVM_3

CVM_5

CVM_9

CVM_2CVM_1

CVN_2

CVN_1CVK_4

CVK_5

CVK_3

CVK_2

CVK_1

CVL_8

CVL_6CVL_7

CVL_4

CVL_5CVL_3

CVL_2

CVL_1

CVJ_5

CVJ_4

CVJ_6

CVJ_2CVJ_3

CVJ_1

CVI_5CVI_4 CVI_2

CVI_1

CVH_3

CVH_2CVH_1

CVG_3

CVG_2CVG_1

CVF_1

CVF_2

CVF_6CVF_7CVF_9

CVF_5

CVF_4

CVF_3

CVE_4

CVE_5CVE_2

CVE_3

CVE_1

CVD_4

CVD_2

CVD_3

CVD_1

CVC_2

CVC_1

CVA_9CVA_7

CVA_8

CVA_5

CVA_6

CVA_4

CVA_2CVA_3

CVA_1

CVB_3

CVB_8CVB_7

CVB_5

CVB_6

CVB_2

CVB_9

AR7B_6

CVL_10

AR7E_5

AR7E_3

AR7E_2

AR7E_4

AR7E_1

AR7P_2

AR7N_2AR7N_3

AR7N_1

AR7M_2AR7M_1 AR7L_2

AR7K_2

AR7K_1AR7I_1

AR7H_1

AR7G_1 AR7F_4

AR7F_3

AR7A_4

AR7D_4AR7D_4

AR7D_3

14BD_3

14BD_2

AR7D_2

AR7D_1 AR7B_4AR7B_5

AR7B_3

AR7B_2AR7B_1

AR7A_3

AR7A_2

14BD_1

14BC_314BC_2

14BA_6

14BA_5

14BA_314BA_414BA_2

14BA_1

14BB_214BB_1

AR6C_8

AR6C_7

AR6C_6AR6C_4

AR6C_5AR6C_3

AR6C_2

AR6C_1

CVM_10CVM_11

AR6D_4

AR6D_2

AR6D_3

AR6D_1

AR6A_4

AR6B_9

AR6B_8

AR6B_4

AR6B_5

AR6B_3AR6B_6

AR6B_2

AR6B_7

AR6B_1

AR6A_2 AR6A_1

AR6A_3

AR5B_1

AR5A_1

CVL_10

AR4D_2AR5C_3

AR5C_2

AR5C_1

AR4D_3

AR4D_1

AR4A_9AR4A_8 AR4A_7

AR4A_3AR4A_5

AR4A_4

AR4C_2

AR4C_1

AR4B_1

AR3C_2

AR3C_1

AR3A_2

AR3A_3

AR3A_1

AR3B_3

AR3B_2

AR4A_4

AR4A_2

AR4A_1

AR2A_3

AR2B_2

AR2B_3

AR2B_1

AR2A_2AR2A_1

CVA_15

CVA_12CVA_16

CVA_10

CVA_14

CVB_10

CVA_15

CVB_11

CVN_2_O

CVK_5_O

AR6B_10

CVJ_4_O

CVI_5_O

CVH_3_O

CVG_3_O

CVF_7_O

CVE_5_O

CVD_4_O

CVC_2_O

AR7E_5_O

AR7P_3_O

AR7K_2_O

AR7I_1_O

AR7H_1_O

AR7G_1_O

AR7F_5_O

AR7D_4_O

AR7D_4_O

AR7D_3_O

14BD_3_O

14BD_2_O

AR7D_2_O

AR7D_1_OAR7B_6_O

AR7B_2_OAR7B_1_O

AR7A_3_O

14BD_1_O

14BC_3_O

14BA_4_O

14BB_2_O

AR6C_7_O

CVM_11_O

AR6D_4_O

AR6A_4_O

AR6A_3_O

AR5B_1_O

AR5A_1_O

CVL_10_O

AR4D_3_O

AR5C_2_O

AR4A_6_O

AR4A_7_O

AR4C_2_O

AR4B_1_O

AR3A_3_O

AR2B_3_O

AR2A_2_O

CVA_16_O

AR6B_10_O

XS

201

W

SE

=3

03

.27

XS

202

W

SE

=3

12

.93

XS

208

WS

E=

362.

72

XS

209

WS

E=

378.

75X

S 2

10 W

SE

=389

.31

XS 205 W

SE

=337.43

XS

4 W

SE

=26

4.3

0

XS

6 W

SE

=26

8.4

0

XS

211

WS

E=

40

3.9

5

XS

204

W

SE

=3

31

.47

XS 306 W

SE

=514.03

XS 206 W

SE

=352.12

XS

212

WS

E=4

34.9

2

XS

304 WS

E=501.04

XS

104

W

SE

=2

74

.86

XS

2 W

SE

=256

.93

XS

27

WS

E=

29

6.5

1

XS 157

WSE=312.1

3

XS 506 WSE=525.24

XS

213

WS

E=

449.

74

XS

214

W

SE

=4

66

.28

XS

31

WS

E=

31

3.1

3

XS 503 WSE=520.44

XS

102

W

SE

=2

68

.65

XS

154

W

SE

=2

99

.87

XS

26

WS

E=2

93.3

5

XS

15

WS

E=

28

4.2

6

XS 516 WSE=578.93

XS

16

WS

E=

28

6.9

3

XS 1

07 W

SE

=286

.31

XS

540 WS

E=711.50

XS 1

16 W

SE=3

80.7

3

XS 517 WSE=584.74

XS 406 WSE=536.60

XS 515 WSE=573.85

XS 539 W

SE

=699.28

XS 2

3 W

SE

=280

.53

XS 511 WSE=555.51

XS

29 W

SE

=3

06

.87

XS

507

WS

E=

53

4.9

3

XS

519 WS

E=593.65

XS 109 WSE=299.09

XS

14

WS

E=

28

0.1

7

XS

117

WS

E=3

91.5

1

XS

12

WS

E=

27

1.8

0

XS

402 WS

E=514.06

XS

541 WS

E=

722.87

XS 152 WSE=295.86

XS

508 WS

E=

540.30

XS

302 WS

E=

494.65

XS 408 WSE=547.91

XS

28 WS

E=301.64

XS 410 WSE=561.86

XS 543 WSE=748.14

XS

525

WS

E=

62

1.5

2

XS 112 WSE=330.04

XS

537

WS

E=6

82.0

7

XS 544 WSE=766.48

XS 534 WSE=666.71

XS

522 WS

E=

608.26

XS 532 W

SE

=650.44

XS 530 W

SE

=646.46

XS

528 WS

E=

645.90

CVI_3

CVF_8

CVB_4

CVB_1

AR7P_3 AR7P_1

AR7L_3AR7L_1

AR7F_5

AR7A_1

14BC_1

AR4A_6

AR3B_1

AR7N_3_O

AR7M_2_O

AR7L_3_O

AR6C_6_O

AR6C_5_O

AR3C_2_O

AR3B_3_O

XS

5 W

SE

=26

8.3

9X

S 5

WS

E=

268

.39

XS

6 W

SE

=26

8.4

1X

S 6

WS

E=

268

.41

XS

6 W

SE

=26

8.4

1

XS

203

W

SE

=3

21

.52

XS

3 W

SE

=26

1.51

XS

305

WS

E=

51

3.9

7

XS

305

WS

E=

51

3.9

7

XS

304 WS

E=500.36

XS

104

W

SE

=2

74

.88

XS 2

07 W

SE

=355

.19

XS

105

W

SE

=2

78

.26

XS

105

W

SE

=2

78

.30

XS

103

WS

E=

27

0.9

4

XS

156

W

SE

=3

06

.62

XS

214

WS

E=

466.

98

XS 510 W

SE

=550.28

XS

155

W

SE

=3

06

.61

XS

155

W

SE

=3

06

.61

XS 401 WSE=514.05 XS

504 WS

E=520.60

XS 501

WSE=51

4.06

XS

101

W

SE

=2

61

.94

XS

32 WS

E=316.59

XS

505 WS

E=521.41

XS

10

WS

E=

26

8.4

1

XS

106

WS

E=2

83.6

6

XS

1 W

SE

=253

.67

XS 151

WSE=2

93.0

0

XS

30

WS

E=3

09.3

4

XS 2

5 W

SE=2

90.3

2XS 2

2 W

SE

=279

.78

XS 518 WSE=590.55

XS 2

1 W

SE=2

75.8

1

XS

11 W

SE

=26

8.70

XS 502 WSE=517.05

XS 2

0 W

SE

=269

.53

XS 407 WSE=542.27

XS 153 WSE=298.90

XS

542 WS

E=

727.95

XS 405 WSE=532.38

XS 24 W

SE=288.25

XS

512

W

SE

=5

59

.12

XS

404 WS

E=525.12

XS 536 W

SE

=678.39

XS

403 WS

E=525.07

XS 301 WSE=492.89

XS 108 WSE=292.65

XS

303 WS

E=

497.51

XS 113 W

SE=341.03

XS

13

WS

E=2

73.8

1

XS 520 W

SE

=596.96

XS 114 W

SE=353.00

XS 114 W

SE=353.00

XS 546 WSE=790.10

XS 409 WSE=554.49

XS 514 WSE=568.14

XS 509 WSE=544.08

XS

11

8 W

SE

=3

99

.75

XS 513 WSE=563.44

XS

538 WS

E=

690.90

XS 521 W

SE

=600.98

XS 411 WSE=568.72

XS 535 WSE=669.83

XS 412 WSE=574.69

XS 413 WSE=584.54

XS 115 W

SE=366.35

XS

545

WS

E=

78

2.5

5X

S 5

45 W

SE

=7

82

.55

XS 414 WSE=603.11

XS 414 WSE=603.11

XS

527 WS

E=

645.90

XS

527 WS

E=

645.90

XS 111 W

SE=318.66

XS 533 WSE=658.80

XS 524 WSE=618.43X

S 5

26

WS

E=

62

2.1

9

XS 110 WSE=308.07

XS

547

WS

E=

811

.39

XS

531 WS

E=647.49

XS 523 WSE=612.97

XS 529 WSE=645.96

XS 306 W

SE

=514.03

XS 306 W

SE

=514.03

BICKFORD RANCHFEB 2017I

PROPOSEDFLOODPLAIN - ELEVATIONS 0 770 1,540 2,310385

Feet FP-2

BICKFORD RANCH

LegendFEMA-AE

Stormdrain Node

Stormdrain Pipe

SWQ_BASIN

PROPOSED_Attenuation

Exist Attenuation In Model

Floodplain 100

Cross Sections

Post-Project Sheds

LanduseLDR

MDR

OSMU

OSP

PF

REC_CH

REC_PK

ROAD

RR

World Street Map

amendment 2017 04 01 · 2017. 4. 3. · bickford unsteady 2017 plan: 1) pre-100 2/22/2017 2)...

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