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HomeMy WebLinkAboutCT 11-01; ROBERTSON RANCH WEST VILLAGE; PRELIMINARY ALTERNATIVE ANALYSYS; 2007-09-17A 7IQ KELLY DRIVE CHANNEL MAINTENANCE PROJECT PRELIMINARY ALTERNATIVE ANALYSIS Job Number 15369 September 17, 2007 "ãçice c.:ruot ENGINEERING COMPANY rickengineering. corn Kelly Drive Channel December 10, 2009 J-15369 Equivalent Conveyance Calculation K = 1.486/n * A * R"213 BOX CULVERT 3-3x9RCBs n 0.014 A = 81 sq-ft B = 9 feet P = 72 feet H = 3 feet R = NP 1.125 No. = 3 cells slope= 0.012ft/ft K= 9299.883 Circular PiDe Ootions Option 1: 1-8'RCP A= 51.00 sq-ft n.= 0.013 feet P= 25.32 feet D= 8.1 feet R = NP 2.014638 No. = I pipes K= 9299.883 Option 2: 2- 6.5 RCPs A.= 60.65 sq-ft n = 0.013 feet P = 39.04 feet D = 6.2 feet R = NP 1.55 No. = 2 pipes 9299.883 Option 3: 4 - 5 RCPs A= 72.13 sq-ft n= 0.013 feet P = 60.21 feet D = 4.8 feet R = NP 1.20 No. = 4 pipes 9299.883 KELLY DRIVE CHANNEL MAINTENANCE PROJECT PRELIMINARY ALTERNATIVE ANALYSIS Job Number 15369 Dennis C. Bowling, v)S. R.C.E. # 32838 Exp. 06/08 PREPARED FOR: City of Carlsbad 1635 Faraday Avenue Carlsbad, California 92008 . PREPARED BY:: Rick Engineering Company Water Resources Department 5620 Friars Road San Diego,. California 92110-2596 (619)291-0707 .• NO. 32838 G)1rn EXP. 6/30/08 1* ..CIVI September 17, 2007 I I Table of Contents Project Description .! HydraulicMethodology.......................................................................................................2 Table 1: 6-hr Precipitation Summary .............................................................................2 Existing Condition (No Action Alternative) ..................... . ................................................. 4 Description............................................ . .............................................................................. 4 AnticipatedImpacts ......................................... ................................................................... 4 Table 2: Existing Condition (No Action Alternative) Anticipated Impact Summary .... 4 HEC-RAS Results ...............................................................................................................6 Table 3: Existing Condition WSEL Summary for the 100-year and 2-year Storm Event....................................... . ................................................................................. 6 AnticipatedBenefits .............................................................................................................6 Opinionof Probable Cost ............. ....................................................................................... 6 Alternative A - Restore Earthen and Concrete Channel to Construction Plans...........7 Description.......................................................................................................................... 7 AnticipatedImpacts .............................................................................................................. 7 Table 4: Alternative A Anticipated Impact Summary .................................................... 8 HEC-RAS Results ..............................................................................................................8 Table 5: Alternative A WSEL Summary for the 100-year and 2-year Storm Event......9 AnticipatedBenefits ............................................................................................................9 Opinionof Probable Cost ................................................................................................... 10 Table 6: Alternative A - Opinion of Probable Cost Summary ..................................... 10 Alternative B - Restore Earthen Channel North of Concrete Channel Entrance to ConstructionPlans .....................................................................................11 Description...................................................................................... ......... . ........................ 11 AnticipatedImpacts ........................................................................................................... 11 Table 7: Alternative B Anticipated Impact Summary..................................................12 HEC-RAS Results ...............................................................................................................12 Table 8: Alternative B WSEL Summary for the 100-year and 2-year Storm Event.. ...13 AnticipatedBenefits ..........................................................................................................13 Opinionof Probable Cost ................................................................. ................................. 14 Table 9: Alternative B - Opinion of Probable Cost Summary ...... . .............................. 14 Alternative C - Maintained Concrete Channel with Earthen Low-Flow Channel along Western Slope Protection (Preferred Alternative) .................................. 15 Description......................................................................................................................... 15 AnticipatedImpacts ........................................................................................................... 15 Table 10: Alternative C Anticipated Impact Summary ................................................. 16 HEC-RAS Results ............................................................................................................16 Table 11: Alternative C WSEL Summary for the 100-year and 2-year Storm Event.. 17 Prepared By: DCB:HM:nsfReport/15369.001 Rick Engineering Company - Water Resources Division 9-17-07 I S I Existing Condition (No Action Alternative) Description The existing condition HEC-RAS hydraulic analysis is based on available city wide topography obtained from the City of Carlsbad (dated 2005) and additional project specific topography prepared by Melchoir Land Surveying Inc. (dated 2007). Existing culvert information, channel geometry, and alignments are based on the following plan sets obtained from the City of Carlsbad. Plan and Profiles for Street Improvements Storm Drain and Water - Laguna Riviera Unit No. 1, City of Carlsbad (Dwg. 152-8 Sheet 1 through 6)(Proj. 67-3) Approved I March 21, 1967 Grading Plan - Laguna Riviera Tract Unit No. 1, City of Carlsbad (Dwg. B-4-1 Sheet I 1 of 2)(Job 1-67) Dated March 21, 1967 Plan and Profiles for Street Improvements Storm Drain and Water - Laguna Riviera I Unit No. 3, City of Carlsbad (Dwg. 157-4 Sheet 1 through 3)(Proj. 68-18) Approved October 25, 1968 I . El Camino Real - Road Survey 1800-1 As-built (County of San Diego RS1800- 1)(Sht. 42 of 128) As Built Date December 13, 1971 Refer to Appendix 2 for reduced scale hard copies of the plan sets listed above. Anticipated Impacts I The following table summarizes the anticipated impacts associated with the Existing Condition I (No Action Alternative). All qlantities are estimates, and are subject to change with more detailed future studies. 1 Table 2: Existing Condition (No Action Alternative) Anticipated Impact Summary Approximate Limits of Impact N/A Approximate Impact Footprint (sq. ft.) N/A Estimated Export Quantity (cubic yards) N/A I Prepared By: DCB:HM:ns/Reporti.15369.001 Rick Engineering Company - Water Resources Division 4 9-17-07 I I, It I 9 The hydraulic analyses indicate Park Drive is subject to overtopping and flooding with flow I depths of approximately 1.5 feet during the 100-year storm, and approximately 0.5 feet during the 2-year storm. I . The hydraulic analyses indicate El Camino Real is subject to overtopping and flooding with flow depths of approximately 1.2 feet during the 100-year storm, and approximately 0.5 feet I during the 2-year storm. A portion of Kelly Drive between Park Drive and Hillside Drive is subject to flooding with I flow depths of approximately 2.0 feet for the 100-year storm, and 1.0 feet for the 2-year storm. I . Approximately 14 properties along Kelly Drive could be subject to flooding during the 100- I year storm. - . Accumulated sediment,. debris, .and vegetation within the earthen channel results in increased I flooding potential to properties and structures adjacent to the concrete slope protection along the western earthen channel bank. I . • Private properties along -the western earthen channel bank could be subject to erosion due to the failed concrete slope protection along the western earthen channel bank and failed riprap at the entrance to the concrete channel. 1 . - I I I Prepared By: . DCB:HM:nsfReport/15369.001 Rick Engineering Company - Water Resources Division 5 9-17-07 HEC-RAS Results Water surface elevations for the 100-year and 2-year storm event are summarized below. The existing condition will be the basis of comparison for each maintenance alternative. Refer to the exhibit titled Kelly Drive Channel Maintenance Project Existing Condition HEC- RAS Workmay located in Appendix 3 for the 100-year and 2-year floodplain and profile for the Existing Condition (No Action Alternative). Table 3: Existing Condition WSEL Summary for the 100-year and 2-year Storm Event HEC-RAS Cross-section Mm. Channel Elev. (ft) 100-year 2-year Q (cfs) WSEL (ft) Q (cfs) WSEL (ft) 100 10.0 2051 16.0 988 16.0 360 12.0 2051 . 16.1 988 _16.0 560 . 14.0 2051 16.6 988 16.1 710 15.0 2051 18.1 988 17.3 940 16.0 2037 20.6 981 19.8 ParkDrive 1100 15.8 2014 23.5 970 21.5 1190 16.0 2014 24.0 970 23.0 1360 18.0 2014 25.8 970 24.7 1500 19.0 2014 27.2 970 26.1 1670 20.4 2014 28.9 970. 27.0 1790 21.2 2014 30.0 970 28.3 1890 22.0 1952 . 30.4. 940 28.1 2010 24.5 1952 32.0 940 29.4 2220 29.7 1952 35.2 940 33.8 2370 33.6 1952 39.4 940 38.0 2580 36.1 1952 42.0 940 40.4 2720 . 39.2 1952 . 43.6 940 42.2 2880 41.2 1813 45.3 . 873 44.2 3070 42.0 1813 46.8 873 45.7 El Camino Real 3230 46.0 1813 51.2 873 50.5 3470 48.0 1770 52.2 852 . 51.2 3590 50.0 1770 53.1 852 5.1 3190 53.2 . 1770 . 56.0 852 55.4 Anticipated Benefits No impact to existing wildlife or vegetation habitats within the Kelly Drive Channel. Opinion of Probable Cost There are no anticipated construction costs associated with the Existing Condition (No Action Alternative) Prepared By: DCB:HM:ns/ReportI15369.00 1 Rick Engineering Company - Water Resources Division 6 9-17-07 I I I I I 1 I I I I I I I I I, I I I I, I Alternative A - Restore Earthen and Concrete Channel to Construction Plans Description Alternative A proposes to maintain the Kelly Drive Channel, between the upstream face of Park Drive and the downstream face of El Camino Real, to the original channel design shown on the construction plans. Horizontal alignment, vertical alignment, and channel geometry are based on information found on the construction plans listed previously, and included in Appendix 2. The existing concrete channel would be maintained by removing accumulated sediment and vegetation, and restoring the concrete channel flowline to the original channel design. The original concrete channel design is a trapezoidal channel with a 5'-6" bottom width and 1.5:1 (H:V) side slopes. The earthen portion of the channel would be maintained by removing the accumulated sediment and vegetation, and restoring the channel flowline, and geometry to the original channel design. The original earthen channel design is a trapezoidal channel with an approximate bottom with of 43' and a varying side slope from 1.5:1 (H:V) to 2:1 (H:V). Concrete slope protection along the western channel bank as well as riprap slope protection at the entrance to the concrete channel would be replaced per the original construction plans. Anticipated Impacts The following table summarizes the anticipated impacts associated with Alternative A. All quantities are estimates, and are subject to change with more detailed future studies. I I I I Prepared By: DCB:HM:ns/ReportJ15369.001 I Rick Engineering Company - Water Resources Division 7 9-17-07 I I I I I I I I I S I I I Table 4: Alternative A Anticipated Impact Summary Approximate Limits of Impact 2050 linear feet Approximate Impact Footprint 2.3 acres Estimated Export Quantity 9500 cubic yards - . The hydraulic analyses indicate Park Drive will remain subject to overtopping and flooding I with flow depths of approximately 1.5 feet during the 100-year storm, and approximately 0.4 feet during the 2-year storm. I . The hydraulic analyses indicate El Camino Real will remain subject to overtopping and flooding with flow depths of approximately 1.3 feet during the 100-year storm, and I approximately 0.5 feet during the 2-year storm. A portion of Kelly Drive between Park Drive and Hillside Drive will remain subject to I flooding with flow depths of approximately 2.0 feet for the 100-year storm. Approximately 1 property along Kelly Drive is could be subject to flooding during the 100- year storm. Proposed channel maintenance within Kelly Drive channel may require processing through I environmental resource agencies and the California Coastal Commission. I HEC-RAS Results Water surface elevations for the 100-year and 2-year storm event are summarized below. I Refer to the exhibit titled Kelly Drive Maintenance Protect Alternative A HEC-RAS Workmap located in Appendix 3 for the approximate 100-year. and 2-year floodplain and profile for I Alternative A, Existing Condition (No Action Alternative) 100-year floodplain, and proposed grading. I I - Prepared By: DCB:HM:nslReportl15369.001 Rick Engineering Company - Water Resources Division 8 9-17-07 Table 5: Alternative A WSEL Summary for the 100-year and 2-year Storm Event HEC-RAS Cross-section Mm. Channel Elev. (ft) 100-year 2-year Q (cfs) WSEL (ft) Q (cfs) WSEL (ft) 100 10.0 2051 16.0 988 16.0 360 12.0 2051 . 16.1 988 16.0 560 14.0 2051 16.6 988 16.1 710 15.0 2051 18.1 988 17.3 940 16.0 2037 20.6 981 19.9 Park Drive 1100 14.8 2014 23.5 970 22.0 1190 15.8 2014 24.0 970 21.8 1360 17.5 2014 25.9 970 23.6 1500 19.0 2014 27.2 970 24.9 1670 20.6 2014 28.9 970 26.6 1790 21.2 2014 29.9 970 27.2 1890 22.0 1952. 30.4 940 27.9 2010 24.1 1952 32.1 940 29.4 2220 27.0 1952 32.3 940 29.4 2370 29.1 1952 .34.8 940 33.3. 2580 32.0 1952 37.7 940 35.7 2720 34.7 1952 40.0 940 38.1 2880 38.0 1813 43.4 873 41.5 3070 41.5 1813 46.2 873 45.0. El Camino Real 3230 46.0 1813 51.3 873 50.5 3470 48.0 1770 . 52.2 : 852 51.2 3590 50.0 1770 53.1 852 52.1 3790 53.2 1770 56.0 852 55.4 I I I I I I I I I I I I I Anticipated Benefits The removal of accumulated sediment, debris, and vegetation within the earthen and concrete channels result in a decrease in flooding potential to properties and structures adjacent to the concrete slope protection along the viestem earthen channel bank. Approximately 13 of the 14 properties currently subject to flooding along Kelly Drive would be removed from the 100-year floodplain limits. WSELs decrease up to 4.7 feet within the Kelly Drive Channel between the upstream face of Park Drive and the downstream .face of El Camino Real during the 100-year storm. Kelly Drive would no longer be subject to flooding during the 2-year storm. Replacing the concrete slope protection along the western earthen channel bank would reduce the potential for erosion to the properties along Kelly Drive. Prepared By: . DCB:HM:nsfReportJ15369.001 Rick Engineering Company - Water Resources Division 9 • 9-17-07 I I I Opinion of Probable Cost Preliminary opinion of probable construction cost provided within this alternative analysis is approximate and is based on preliminary channel design. This estimate is based on unit costs from the San Diego Unit Price List (2006). Opinion of probable cost may be subject to change during final design. Table 6: Alternative A - Opinion of Probable Cost Summary BOND * ITEM DESCRIPTION UNIT QTY UNIT PRICE TOTAL COST Clearing & Grubbing AC 2.3 $20,000.00 $46,000 Excavate and Export Sediment CY 9500 $16.50 $156,750 Remove Concrete Slope Protection CY 80 $135.00 $10,800 1/4 Ton Rip-Rap CY 100 $60.00 $6,000 Concrete Slope Protection LF 640 $325.00 $208,000 Traffic Control LS I $20,000.00 $20,000 SUBTOTAL $447,550 10% Mobilization $44,760 20% Contingency $89,510 TOTAL $582,000 * Based on City of San Diego Unit Price List, January 2006 Prepared By: DCB:HM:ns/ReportJ15369.001 Rick Engineering Company - Water Resources Division 10 9-17-07 H I I I Alternative B - Restore Earthen Channel North of Concrete Channel Entrance to Construction Plans I Description Alternative B proposes to maintain the earthen channel and slope protection between the I entrance to the concrete channel to the downstream face of El Camino Real to the original channel design shown on the construction plans listed previously, and included in Appendix 2. I Restoring the riprap slope protection at the concrete channel entrance is also proposed. Horizontal alignment, vertical alignment, and channel geometry are based on information found on the construction plans listed previously. The earthen portion of the channel would be maintained by removing accumulated sediment and vegetation restoring the channel flowline to the original channel design. The original earthen channel design is a trapezoidal channel with an approximate bottom width of 43' and a varying side slope from 1.5:1 (Ei:V) to 2:1 (H:V) I Concrete slope protection along the western channel bank as well as riprap slope protection at the entrance to the concrete channel would be replaced per the original construction plans. The existing concrete channel would remain in its current condition. I Anticipated Impacts - The following table summarizes the anticipated impacts associated with Alternative B. All I quantities are estimates, and are subject to change with more detailed future studies. 11 I I I Prepared By: DCB:HM:nsfReportJ15369.001 Rick Engineering Company - Water Resources Division 11 9-17-07 I I I Table 7: Alternative B Anticipated Impact Summary Approximate Limits of Impact 1160 linear feet Approximate Impact Footprint 1.7 acres Estimated Export Quantity 9300 cubic yards The hydraulic analyses. indicate Park Drive will remain subject to overtopping and flooding I with flow depths of approximately 1.5 feet during the 100-year storm, and approximately 0.4 feet during the 2-year storm. I . The hydraulic analyses indicate El Camino Real will remain subject to overtopping and - flooding with flow, depths of approximately 1. .3 feet during the 100-year • storm, and I approximately 0.5 feet during the 2-year storm. - . A portion of Kelly Drive between Park Drive and Hillside Drive will remain subject to I flooding with flow depths of approximately 2.0 feet for the 1.00-year storm, and 1.0 feet for the 2-year storm. I • Approximately 5 properties along Kelly Drive could remain subject to flooding during the 100-year storm. I . Proposed channel majntenance. within Kelly Drive channel may require processing through environmental resource agencies and the California Coastal Commission. I HEC-RAS Results . . . . Water surface elevations for the 100-year and 2-year storm event are summarized below. Refer to the exhibit titled Kelly Drive Maintenance Protect Alternative B HEC-RAS Woricinap I located in Appendix 3 for the approximate 100-year and 2-year floodplain and profile for Alternative B compared to the Existing Condition (No Action Alternative) 100-year floodplain, and proposed grading. I I - Prepared By: DCB:HM:nslReportl15369.001 Rick Engineering Company - Water Resources Division 12 9-17-07 I I I I, I Table 8: Alternative B WSEL Summary for the 100-year and 2-year Storm Event HEC-RAS Cross-section Mm. Channel Elev. (ft) 100-year 2-year Q (cfs) WSEL (ft) Q (cfs) WSEL (ft) 100 10.0 2051 16.0 988 16.0 360 12.0 2051 16.1 988 16.0 560 14.0 2051 16.6 988 16.1 710 15.0 2051 18.1 988 17.3 940 16.0 2037 20.6 981 19.8 Park Drive 1100 15.8 2014 23.5 970 21.5. 1190 16.0 2014 24.0 970 23.0 1360 18.0 2014 25.8 970 24.7 1500 .19.0 2014 27.2 970 26.1 1670 20.4 2014 28.9 970 27.0 1790 21.2 2014 29.6 970 . 28.3 1890 22.0 1952 30.4 940 28.1 2010. 24.1 1952 32.2 940 29.6 2220 27.0 1952 32.4 . 940 29.6 2370 29.1 1952 34.8 940 33.2 2580 32.0 1952 37.7 940 35.7 2720 34.7 1952 40.0 940 38.1 2880 38.0 1813 . 43.4 873 41.5 3070 41.5 1813 46.2 873 45.0 El Camino Real 3230 46.0 1813 51.3 873 50.5 3470 48.0 1770 52.2 852 51.2 3590 50.0 1770 53.1 852 52.1 3790 53.2 1770 56;0 852 55.4 Anticipated Benefits The removal of accumulated sediment, debris, and vegetation within the earthen channel results in a decrease in flooding potential to properties and structures adjacent to the concrete slope protection along the western earthen channel bank. Approximately 9 of the 14 properties currently subject to flooding along Kelly Drive would be removed from the. 100-year floodplain limits. WSELs decrease up to 4.7 feet within the Kelly Drive Channel between the upstream face of Park Drive and the downstream face of El Camino Real during the 100-year storm. Replacing the concrete slope protection along the western earthen channel bank would reduce the potential for erosion to the properties along Kelly Drive. Prepared By: . DCB:HlvI:ns/Reportl15369.001 Rick Engineering Company - Water Resources Division 13 9-17-07 I I 1 I I I I I I I I I I I I I DCB:HM:ns/Report/15369.001 9-17-07 Prepared By: Rick Engineering Company - Water Resources Division 14 I I I I I I I I I I I I Opinion of Probable Cost Preliminary opinion of probable construction cost provided within this alternative analysis is approximate and is based on preliminary channel design. This opinion of probable cost is based on unit costs from the San Diego Unit Price List (2006). Opinion of probable cost may be subject to change during final design. Table 9: Alternative B - Opinion of Probable Cost Summary ITEM DESCRIPTION UNIT QTY BOND * UNIT PRICE TOTAL COST Clearing & Grubbing AC 1.7 $20,000.00 $34,000 Excavate and Export Sediment çy 9300 $16.50 $153,450 Remove Concrete Slope Protection CY 80 $135.00 $10,800 1/4 Ton Rip-Rap CY 100 $60.00 $6,000 Concrete Slope Protection LF 640 $325.00 $208,000 Traffic Control LS 1 $20,000.00 $20,000 SUBTOTAL $432,250 10% Mobilization $43,230 20% Contingency $86,450 TOTAL $562,000 * Based on City of San Diego Unit Price List, January 2006 Alternative C - Maintained Concrete Channel with Earthen Low-Flow Channel along Western Slope Protection (Preferred Alternative) Description Alternative C proposes to maintain the concrete channel located upstream of Park Drive by removing accumulated sediment and debris, and replacing the riprap slope protection at the concrete channel entrance to the original channel design shown on the construction plans listed previously, and included in Appendix 2. A portion of the earthen channel would also be maintained upstream of the concrete channel entrance (approximately HEC-RAS cross-section 2010) and adjacent to the concrete slope protection located along the western bank (approximately HEC-RAS cross-section 2580). The concrete channel would be maintained by removing accumulated sediment and vegetation, I restoring the concrete channel flowline to the original channel design. The original concrete channel design is a trapezoidal channel with a 5'-6" bottom width and 1.5:1' (H:V) side slopes. I A proposed low-flow earthen channel is proposed in this alternative which involves removing a portion of the accumulated sediment located upstream of the concrete channel to improve drainage. The proposed low-flow earthen channel would be aligned adjacent to the western slope protection, with an approximate bottom width of 20' and a'1.5:1 (H:V) side slopes. The proposed low-flow channel' begins at the concrete channel entrance and extends upstream at approximately 2% and daylights with the existing ground approximately 510 linear feet upstream of the concrete channel entrance. Concrete slope protection along the western channel bank as well as riprap slope protection at the entrance to the concrete channel would be replaced per the original construction plans. Anticipated Impacts The following table summarizes the anticipated impacts associated with Alternative C. All quantities are estimates, and are, subject to change with more detailed future studies. Prepared By: DCBHM:ns/Report/15369.001 Rick Engineering Company - Water Resources Division 15 9-17-07 Table 10: Alternative C Anticipated Impact Summary Approximate Limits of Impact 1540 linear feet Approximate Impact Footprint 1.2 acres Estimated Export Quantity 1700 cubic yards The hydraulic analyses indicate Park Drive will remain subject to overtopping and flooding with flow depths of approximately 1.5 feet during the 100-year storm, and approximately 0.4 feet during the 2-year storm. The hydraulic analyses indicate El Camino Real will remain subject to overtopping and flooding with flow depths of approximately l.2 feet during the 100-year storm, and approximately 0.5 feet during the 2-year storm. A portion of Kelly Drive between Park Drive and Hillside Drive will remain subject to flooding with flow depths of approximately 2.0 feet for the 100-year storm. Approximately 7 properties along Kelly Drive could remain subject to flooding during the 100-year storm. Proposed channel maintenance within Kelly Drive channel may require processing through environmental resource agencies and the California Coastal Commission. I HEC-RAS Results Water surface elevations for the 100-year and 2-year storm event are summarized below. Refer to the exhibit titled Kelly Drive Maintenance Project Alternative C HEC-RAS Workmap I located in Appendix 3 for the approximate 100-year and 2-year floodplain and profile for Alternative C compared to the Existing Condition (No Action Alternative) 100-year floodplain, and proposed grading. I I Prepared By: DCB:HM:nsfReportl15369.001 Rick Engineering Company - Water Resources Division, 16 9-17-07 Table 11: Alternative C WSEL Summary for the 100-year and 2-year Storm Event HEC-RAS Cross-section Mm. Channel Elev. (ft) 100-year 2-year Q (cfs) WSEL (ft) Q (cfs) WSEL (ft) 100 10.0 2051 16.0 988 16.0 360 12.0 2051 16.1 988 16.0 560 14.0 2051 16.6 988 16.1 710 15.0 2051 18.1 988 17.3 940 16.0 2037 20.6 981 19.9 Park Drive 1100 14.8 2014 23.5 970 22.0 1190 . 15.8 2014 24.0 970 21.8 1360 17.5 2014 25.9 970 23.6 1500 19.0 2014 27.2 970 24.9 1670 20.6 2014 28.9 970 26.6 1790 .21.2 2014 29.9 970 27.2 1890 22.0 1952 30.4 940 27.9 2010 24.5 1952 31.2 940 29.0 2220 28.6 1952 33.6 940 32.0 2370 31.8 1952 38.2 940 36.5 2580 35.9 1952 41.0 940 39.5 2720 39.2 1952 43.2 940 42.1 2880 41.2 1813 45.3 873 44.2 3070 42.0 1813 46.8 873 45.7 El Camino Real 3230 46.0 1813 51.2 873 50.5 3470 48.0 1770 52.2 852 51.2 3590 50.0 _1770 53.1 852 52.1 3790 53.2 1770 . 56.0 852 55.4 Anticipated Benefits . The removal of accumulated sediment, debris, and vegetation within a portion of the earthen and concrete channel results in a decrease in flooding potential to properties and structures adjacent to the concrete slope protection along the western earthen channel bank. Approximately 7 of the 14 properties currently subject to flooding along Kelly Drive would be removed from the 100-year floodplain limits. WSELs decrease up to 1.6 feet within the Kelly Drive Channel between the upstream face of Park Drive and the downstream face of El Camino Real during the 100-year storm. . . Kelly Drive would no longer be subject to flooding during the 2-year storm. Prepared By: DCB:HM:nslReportil5369.00 1 Rick Engineering Company- Water Resources Division 17 . 9-17-07 II I I I I I I I I I I 111 I I I I N II I I I I I I I I I I I I I I I I I I Replacing the concrete slope protection along the western earthen channel bank would reduce the potential for erosion to the properties along Kelly Drive. Opinion of Probable Cost Preliminary opinion of probable construction cost provided within this alternative analysis is approximate and is based on preliminary channel design. This opinion of probable cost is based on unit costs from the San Diego Unit Price List (2006). Opinion of probable cost may be subject to change during final design. Table 12: Alternative C - Opinion of Probable Cost Summary ITEM DESCRIPTION UNIT QTY BOND * UNIT PRICE TOTAL COST Clearing & Grubbing AC 1.2 $20,000.00 $24,000 Excavate and Export Sediment CY 1700 $22.00 $37,400 Remove Concrete Slope Protection CY 80 $135.00 $10,800 1/4 Ton Rip-Rap CY 100 $60.00 $6,000 Concrete Slope Protection LF 640 $325.00 $208,000 Traffic Control LS 1 $20,000.00 $20,000 SUBTOTAL $306,200 10% Mobilization $30,620 20% Contingency $61,240 TOTAL $399,000 * Based on City of San Diego Unit Price List, January 2006 Prepared By: DCB:HM:nslReportl15369.001 Rick Engineering Company - Water Resources Division 18 9-17-07 I I I Alternative D - Maintained Concrete Channel and Replaced Slope Protection Description I Alternative D proposes to maintain the concrete channel located upstream of Park Drive to remove accumulated sediment and debris, and replace the riprap slope protection at the concrete I channel entrance to the original channel design shown on the construction plans listed previously, and included in Appendix 2. The slope protection along the western channel bank I upstream of the concrete channel entrance would also be replaced per the original construction drawings listed previously, and included in Appendix 2. The concrete channel would be maintained by removing accumulated sediment and vegetation, I restoring the concrete channel flowline to the original channel design. The original concrete channel design is a trapezoidal channel with a'5'-6" bottom width and 1.5:1 (H:V) side slopes. I The slope protection along the western channel bank would be replaced between the concrete I channel entrance (approximately HEC-RAS cross-section 2010) and upstream edge of the slope protection (approximately HEC-RAS cross-section 2580). Horizontal alignment, veitical I alignment, and channel geometry are based on information found on the construction plans listed previously. I The maintenance of the slope protection along .the western channel bank will require removal of some material within the channel, due to the required key down depth. However, this alternative assumes the material removed from the earthen channel would be reused to return the earthen I channel to its current geometry. I Concrete slope protection along the western channel bank as well as riprap slope protectiOn at the entrance to the concrete channel would be replaced per the original construction plans. I I Prepared By: DCB:HM:ns/Reportl15369.001 Rick Engineering Company - Water Resources Division 19 9-17-07 Anticipated Impacts The following table summarizes the anticipated impacts associated with Alternative C. All quantities are estimates, and are subject to change with more detailed future studies. Table 13: Alternative D Anticipated Impact Summary Approximate Limits of Impact 1540 linear feet Approximate Impact Footprint 1.2 acres Estimated Export Quantity 200 cubic yards The hydraulic analyses indicate Park Drive will remain subject to overtopping and flooding with flow depths of approximately 1.5 feet during the 100-year storm, and approximately 0.4 feet during the 2-year storm. The hydraulic analyses indicate El Camino Real will remain subject to overtopping and flooding with flow depths of approximately 1.2 feet during the 100-year storm, and approximately 0.5 feet during the 2-year storm. A portion of Kelly Drive between Park Drive and Hillside Drive will remain subject to flooding with flow depths of approximately 2.0 feet for the 100-year storm. Approximately 11 properties along Kelly Drive could remain subject to flooding during the 100-year storm. Accumulated sediment, debris, and vegetation within the earthen channel will remain, which currently results in increased flooding potential to properties and structures adjacent to the concrete slope protection along the western earthen channel bank. Proposed channel maintenance within Kelly Drive channel may require processing through environmental resource agencies and the California Coastal Commission. I U I I] U I I I I I I I I I I Prepared By: DCB:HM:nsfReportJ15369.001 Rick Engineering Company - Water Resources Division 20 9-17-07 I Ii I HEC-RAS Results Water surface elevations for the 100-year and 2-year storm event are summarized below. Refer to the exhibit titled Kelly Drive Maintenance Project Alternative D HEC-RAS Workmap located in Appendix 3 for the approximate 100-year and 2-year floodplain and profile for Alternative D compared to the Existing Condition (No Action Alternative) 100-year floodplain, and proposed grading. Table 14: Alternative D WSEL Summary for the 100-year and 2-year Storm Event I I I I I I, I HEC-RAS Cross-section Min. Channel Elev. (ft) 100-year 2-year Q (cfs) WSEL (ft) Q (cfs) WSEL (ft) 100 . 10.0 2051 16.0 988 16.0 360 . 12.0 2051 16.1 988 16.0 560 14.0 2051 16.6 988 16.1 710 15.0 2051 18.1 988 17.3 940 16.0 . 2037 20.6 981 19.9 Park Drive 1100 14.8 2014 23.5 970 22.0 1190 15.8 2014 24.0 970 21.8 1360 17.5 2014 25.9 970, 23.6 1500 19.0 2014 27.2 970 24.9 1670 20.6 2014 28.9 970 26.6 1790 21.2 2014 29.9 970 27.2 1890 22.0 1952 30.4 940 27.9 2010 24.5 1952 31.3 940 29.5 2220 29.7 1952 35.2 940 33.8. 2310 33.6 1952 . 38.9 940 37.6 2580 36.1 1952 41.6 940 40.1 2720 39.2 1952 43.6 940 . 42.2 2880 41.2 1813 45.3 873 44.2 3070 42.0 1813 46.8 873 45.7 El Camino Real 3230 46.0 1813 51.2 873 50.5 3470 48.0 1770 52.2 852 51.2. 3590 50.0 1770 53.1 852 52.1 3790 53.2 1770 56.0 852 55.4 Anticipated Benefits . . The removal of accumulated sediment, debris, and vegetation within the concrete channel I results in a decrease in flooding potential to properties and structures along the concrete slope protection along the western earthen channel bank. I. Prepared By: DCB:HM:ns/ReportJ15369.001 Rick Engineering Company - Water Resources Division 21 . 9-17-07 Approximately 3 of the 14 properties currently subject to flooding along Kelly Drive would be removed from the 100-year floodplain limits. WSELs decrease up to 0.7 feet within the Kelly Drive Channel between the upstream face of Park Drive and the downstream face of El Camino Real during the 100-year. storm. Kelly Drive would no longer be subject to flooding during the 2-year storm. Replacing the concrete slope protection along the western earthen channel bank would reduce the potential for erosion to the properties along Kelly Drive. Opinion of Probable Cost Preliminary opinion of probable construction cost provided within this alternative analysis is approximate and is based on preliminary channel design. This opinion of probable cost is based on unit costs from the San Diego Unit Price List (2006). Opinion of probable cost may be subject to change during final design. Table 15: Alternative D - Opinion of Probable Cost Summary ITEM DESCRIPTION UNIT QTY BOND-* UNIT PRICE TOTAL COST Clearing & Grubbing AC 1.2 $20,000.00 $24,000 Excavate and Fill CY 1500 $11.50 $17,250 Excavate and Export Sediment CY 200 $27.50 $5,500 Remove Concrete Slope Protection CY 80 $135.00 $10,800 1/4 Ton Rip-Rap CY 100 $60.00 $6,000 Concrete Slope Protection LF 640 $325.00 $208,000 Traffic Control LS 1 $20,000.00 $20,000 SUBTOTAL . $291,550 10% Mobilization $29,160 20% Contingency $58,310 TOTAL $380,000 * Based on City of San Diego Unit Price List, January 2006 I Prepared By: DCB:HM:ns/Report/15369.001 Rick Engineering Company - Water Resources Division 22 9-17-07 I I £ I I I I I I I, I I I I I I Alternative E - Proposed Levee/Floodwall along Kelly Drive Channel Description I Alternative E proposes to maintain the concrete channel located upstream of Park Drive by removing accumulated sediment and debris, and replace the riprap slope protection at the I concrete channel entrance to the original channel design shown on the construction plans listed previously, and included in Appendix 2. The slope protection along the western channel bank I upstream of the concrete channel entrance would alsO be replaced per the original construction drawings listed previously, and included in Appendix 2. In addition, a proposed levee/floodwall I would also be constructed along the Kelly Drive Channel to prevent inundation of Kelly Drive and properties adjacent to the channel. The levee/floodwall would begin at approximately 100 feet upstream of Park Drive along the western edge of Kelly Drive Channel and extend upstream for approximately 1400 linear feet. The concrete channel would be maintained by removing accumulated sediment and vegetation, I restoring the concrete channel flowline to the original channel design. The original concrete channel design is a trapezoidal channel with a 5'-6" bottom width and 1.5:1 (H:V) side slopes. I The slope protection along the western channel bank would be replaced and the remaining I portions of the earthen channel would remain in its current condition. I Concrete slope protection along the western channel bank as well as riprap slope protection at the entrance to the concrete channel would be replaced per the original construction plans. I. - For purposes of this analysis, the proposed levee is assumed to be a concrete floodwall rather than an earthen berm due to footprint constraints from the existing roadway and the existing properties located along Kelly Drive Channel. The levee/floodwall will protect the properties along Kelly Drive but will not prevent flows from overtopping Park Drive. I - Prepared By: DCB:HM:ns/Reportl15369.001 Rick Engineering company - Water Resources Division 23 9-17-07 Anticipated Impacts The following table summarizes the anticipated impacts associated with Alternative E. All quantities are estimates, and are subject to change with more detailed future studies. Table 16: Alternative E Anticipated Impact Summary Approximate Limits of Impact 1540 linear feet Approximate Impact Footprint 1.2 acres Estimated Export Quantity 200 cubic yards The hydraulic analyses indicate Park Drive will remain subject to overtopping and flooding with flow depths of approximately 1.4 feet during the 100-year storm, and approximately 0.5 feet during the 2-year storm. The hydraulic analyses indicate El Camino Real will remain subject to overtopping and flooding with flow depths of approximately l .2 feet during the 100-year storm, and approximately 0.5 feet during the 2-year storm. A portion of Kelly Drive near Park Drive will remain subject to flooding with flow depths of approximately 2.2 feet for the 100-year storm. Proposed channel maintenance within Kelly Drive channel may require processing through environmental resource agencies and the California Coastal Commission. Proposed levee could create a new public safety hazard by blocking visibility into the channel. Further structural calculations would be required to design the levee/floodwall to qualify as a flood control structure, and to comply with design requirements set forth by applicable state and/or federal agencies. Local drainage issues may need to be addressed with the construction of the proposed levee/floodwall, and further hydraulic analysis may be required during final design. I I I I I I I I I I I I I ii I I Prepared By: DCB:HM:ns/ReportJ15369.001 Rick Engineering Company - Water Resources Division 24 9-17-07 HEC-RAS Results Water surface elevations for the 100-year and 2-year storm event are summarized below. Refer to the exhibit titled Kelly Drive Maintenance Project Alternative E HEC-RAS Workmap located in Appendix 3 for the approximate 100-year and 2-year floodplain and profile for Alternative E compared to the Existing Condition (No Action Alternative) 100-year floodplain, and proposed grading. Table 17: Alternative E WSEL Summary for the .100-year and 2-year Storm Event HEC-RAS Cross- section Mm. Channel Elev. (ft) 100-year 2-year Q (cfs) WSEL (ft) Q (cfs) WSEL (ft) 100 10.0 2051 16.0 988 16.0 360 12.0 2051 16;1 988 16.0 560 14.0 2051 16.6 988 16.1 710 15.0 2051 18.1 988 17.3 940 16.0 2037 20.8 981 19.9 Park Drive 1100 14.8 2014 23.4 970 22.0 1190 15.8 2014 24.2 970 21.8 1360 17.5 2014 26.0 970 23.6 1500 19.0 2014 27.3 970 24.9 1670 20.6 2014 28.9 970 26.6 1790 21.2 2014 29.5 970 27.2 1890 22.0 1952 30.2 940 27.9 2010 24.5 1952 31.8 940 29.5 2220 29.7 _1952 35.2 940 33.8 2370 33.6 - 952 39.2 940 37.6 2580 36.1 - 952 41.6 940 40.1 2720 39.2 - 952 43.6 940 42.2 2880 41.2 1813 45..3 873 44.2 3070 42.0 1813 46.8 873 45.7 El Camino Real 3230 46.0 1813 51.2 873 50.5 3470 48.0 1770 52.2 852 51.2 3590 50.0 1770 5.1 852 52.1 3790 53.2 1770 56.0 852 55.4 I I I -. Prepared By: DCB:HM:ns/ReportJ15369.001 Rick Engineering Company - Water Resources Division 25 9-17-07 I I I i I I I I II I I I I I Anticipated Benefits All 14 of the properties currently subject to flooding along Kelly Drive would be removed from the 100-year floodplain limits. Changes in WSELs range from an increase of 0.2 feet to a decrease of 0.5 feet within the Kelly Drive Channel between the upstream face of Park Drive and the downstream face of El Camino Real, however the increases in WSELs are within the proposed levee/floodwall and do not negatively affect private properties or structures adjacent to Kelly Drive Channel. Replacing the concrete slope protection along the western earthen channel bank would reduce the potential for erosion to the properties along Kelly Drive. Opinion of Probable Cost Preliminary opinion of probable construction cost provided within this alternative analysis is approximate and is based on preliminary channel design. This opinion of probable cost is based on unit costs from the San Diego Unit Price List (2006). Opinion of probable cost may be subject to change during final design. Table 18: Alternative E - Opinion of Probable Cost Summary ITEM DESCRIPTION UNIT QTY BOND * UNIT PRICE TOTAL COST Clearing & Grubbing AC 1.2 $20,000.00 $24,000 Excavate and Export Sediment CY 200 $27.50 $5,500 Levee wall SF 16000 100.00 $1,600,000 Remove Concrete Slope Protection CY 80 $135.00 . $10,800 1/4 Ton Rip-Rap CY . 100 $60.00 $6,000 Concrete Slope Protection LF 640 $325.00 $208,000 Traffic Control LS 1 $30,000.00 $30,000 SUBTOTAL $1,884,300 10% Mobilization $188,430 20% Contingency 1 $376,860 TOTAL $2,450,000 * Based on City of San Diego Unit Price List, January 2006 TI I I I I I I I I I I I I I I I Prepared By: Rick Engineering Company - Water Resources Division 26 DCB:HM:ns/Reportll5369.00 1 9-17-07 I Alternative F - Proposed Diversion Culvert under Kelly Drive Description Alternative F proposes to maintain the concrete channel located upstream of Park Drive by removing accumulated sediment and debris, and replacing the riprap slope protection at the concrete channel entrance to the original channel design shown on the construction plans listed previously, and included in Appendix 2. The slope protection along the western channel bank upstream of the concrete channel entrance would also be replaced per the original construction drawings listed previously, and included in Appendix 2. The remaining portions of the earthen channel would remain in its current condition. The concrete channel would be maintained by removing accumulated sediment and vegetation, restoring the concrete channel flowline to the original channel design. The original concrete channel design is a trapezoidal channel with a 5'-6" bottom width and 1.5:1 (H:V) side slopes. To prevent inundation of Kelly Drive and properties adjacent to Kelly Drive Channel during large storm flows, a proposed diversion culvert, consisting of a 9'W x 3'H triple-box culvert would be constructed under Kelly Drive Chaimel. The box culvert inlet would be located at the upstream side of El Camino Real and the outlet would be located at the downstream side of Park Drive. The horizontal alignment would be similar to the horizontal alignment of Kelly Drive. Based on the flowlines of the existing terrain at the inlet and outlet locations, the longitudinal slope of the culvert was assumed to be 1.2%. Water Surface Pressure Gradient for Windows (WSPGW) was used to model the proposed diversion culvert under Kelly Drive Channel within the study limits. WSPGW is intended for calculating WSELs and velocities for natural or engineered channels in addition to closed conduits such as culverts. The proposed diversion box would be designed to only intercept high flow. Low flows would remain in the, existing channel. This alternative will also involve modifications to the existing storm drain outlet at Hillside Drive to discharge to the box culvert, and not the channel. Prepared By: DCB:HM:ns/Reportl15369.001 Rick Engineering Company - Water Resources Division 27 9-17-07 I I I I Ii 1 I I I ri Concrete slope protection along the western channel bank as well as riprap slope protection at the entrance to the concrete channel would be replaced per the original construction plans. I Anticipated Impacts The following table summarizes the anticipated impacts associated with Alternative F. All quantities are estimates, and may be subject to change with more detailed future studies. Table 19: Alternative F Anticipated Impact Summary Approximate Limits of Impact * 1540 linear feet Approximate Impact Footprint * 1.2 acres Estimated Export Quantity * 200 cubic yards CAIUUS I1I1pULL IlIHILS witnin reuy urive The hydraulic analyses indicate Park Drive is subject will remain overtopping and flooding with flow depths of approximately 1.0 feet during the 100-year storm. The hydraulic analyses indicate El Camino Real will remain subject to overtopping and flooding with flow depths of approximately 0.3 feet during the 100-year storm. Proposed channel maintenance within Kelly Drive channel may require processing through environmental resource agencies and the California Coastal Commission. WSELS increase up to 0.4 feet at the downstream side of Park Drive as a result of the diversion culvert outlet location. Based on the results from the HEC-RAS analysis, to remove Kelly Drive and existing properties along the Kelly Drive Channel from the 100-year floodplain, approximately 60% of the 100-year flow rate, approximately 1090 cfs would need to be diverted at the upstream side of El Camino Real. Based on the preliminary WSPGW analysis, to convey this diverted flow rate under Kelly Drive it would require a triple 9' by 3' (WxH) box culvert. Additional grading would, be required upstream of El Camino Real and downstream of Park Drive to accommodate construction of the diversion culvert. The proposed diversion box would require special structural design considerations due to the size of the box culverts required. Prepared By: . DCBHMns/Report/15369.001 Rick Engineering Company - Water Resources Division 28 ' , 9-17-07 I 1 I I The proposed diversion box would follow the alignment of Kelly Drive, which is an existing I street with existing utilities underlying the roadway. There is a high potential for utility conflicts with the proposed diversion alternative. I . The proposed diversion box would directly discharge to Agua Hedionda Lagoon. I HEC-RAS Results Water surface elevations for the 100-year storm event are summarized below. Due to the impact of the diversion culvert proposed with this alternative, the 100-year flow rates between El Camino Real and Park Drive would be reduced to lower than the existing flow rates for the 2- year storm event, therefore the 2-year storm event has been excluded from the proposed condition hydraulic analysis for this alternative. Refer to the exhibit titled Kelly Drive Maintenance Protect Alternative F HEC-RAS Workmap I located in Appendix 3 for the approximate 100-year floodplain and profile for Alternative F compared to the Existing Condition (No Action Alternative) 100-year floodplain, and proposed I grading. I I. I Prepared By: DCB:HM:nsfReportl15369.001 Rick Engineering Company - Water Resources Division 29 9-17-07 I I I I I I I I Ii I I I I I I I Table 20: Alternative F WSEL Summary for the 100-year (Diverted) Storm Event HEC-RAS Cross-section Mm. Channel Elev. (ft) 100-year (Diverted) Q (cfs) WSEL (ft) 100 10.0 2051 16.0 360 12.0 2051 16.1 560 14.0 2051 16.6 710 15.0 2051 18.2 940 16.0 2037 21.0 Park Drive 1100 14.8 887 22.2 1190 15.8 887 21.7 1360 17.5 887 23.3 1500 19.0 887 24.7 1670 20.6 887 26.3 1790 21.2 887 2.9 1890 22.0 864 27.7 2010 24.5 864 29.3 2220 29.7 864 33.7 2370 33.6 864 37.5 2580 36.1 864 40.0 2720 39.2 864 42.1 2880 41.2 725 44.0 3070 42.0 725 45.4 El Camino Real 3230 46.0 725 50.3 3470 48.0 1770 51.6 3590 50.0 1770 53.1 3790 53.2 1770 56.0 Anticipated Benefits The removal of accumulated sediment, debris, and vegetation within the earthen and. concrete channels result in a decrease in flooding potential to properties and structures along the concrete slope protection along the western earthen channel bank. All 14 properties currently subject to flooding along Kelly Drive would be removed from the 100-year floodplain limits. WSELs decrease up to 3.1 feet within the Kelly Drive Channel between the upstream face of Park Drive and the downstream face of El Camino Real. Replacing the concrete slope protection along the western earthen channel bank would reduce the potential for erosion to the properties along Kelly Drive. Prepared By: DCB:HM:ns/ReportJ15369.001 Rick Engineering Company - Water Resources Division 30 9-17-07 I I I I I I I I U I I I I I I I I I I Opinion of Probable Cost Preliminary opinion of probable construction cost provided within this alternative analysis is approximate and is based on preliminary channel design. This opinion of probable is based on unit costs from the San Diego Unit Price List (2006). Opinion of probable cost may be subject to change during final design. Table 21: Alternative F - Opinion of Probable Cost Summary ITEM DESCRIPTION UNIT QTY BOND * UNIT PRICE TOTAL COST Clearing & Grubbing AC 1.2 $20,000.00 $24,000 Excavate and Export Sediment CY 200 $27.50 $5,500 Relocate existing Sewer, Water Mains & Lateral: LF 2200 400.00 $880,000 Triple box culvert LF 2400 $1,000.00 $2,400,000 Remove Concrete Slope Protection CY 80 $135.00 $10,800 1/4 Ton Rip-Rap CY 100 $60.00 $6,000 Concrete Slope Protection LF 640 $325.00 $208,000 Pavement SF 84000 $2.00 $168,000 Traffic Control LS 1 $50,000.00 $50,000 SUBTOTAL $3,752,300 10% Mobilization - $375,230 20% Contingency $750,460 AL * Based on City of San Diego Unit Price List, January 2006 Prepared By: DCB:HM:ns/ReportJ15369.001 Rick Engineering Company - Water Resources Division 31 9-17-07 Summary The concrete channel portion of the Kelly Drive Channel is currently in fair condition, based on visual inspection of the channel, with some accumulated sediment and vegetation. The existing earthen channel contains accumulated sediment and vegetation. Concrete slope protection failure along a portion of western earthen channel bank and riprap slope protection failure at the entrance to the concrete channel has occurred since construction of the channel circa the early 1970s. The accumulated sediment as well as the slope protection failure is threatening the private properties and residences adjacent to the channel with potential for both flooding and erosion. Based on hydraulic analysis performed within this preliminary alternatives analysis, the 100-year flow rate within the Kelly Drive Channel exceeds the capacity of the concrete channel and portions of the earthen channel based on current geometry, resulting in an increased potential for flooding to properties and structures along Kelly Drive Channel, and Kelly Drive. The failure of the existing slope protection has resulted in increased exposure to erosion for the adjacent private properties. Seven alternatives were explored within this preliminary alternative analysis, each having unique combination of flood control, impacted area, and cost benefits, to address the erosion potential and the flooding impacts associated with each maintenance alternative. A summary of anticipated impacts and anticipate benefits is located below. Prepared By: DCB:HM:ns/Report/15369.001 Rick Engineering Company - Water Resources Division 32 9-17-07 - _j _j _l - MOM - - - - _j - - Table 22: Anticipated Impact and Anticipated Benefit Comparison Chart Park Drive 100-yr Flooding Depth (feet) 1.5 1.5 1.5 1.5 1.5 1.4 1.0 Park. Drive 2-yr Flooding Depth (feet) 0.5 0.4 0.4 0.4 0.4 0.5 N/A El Camino Real 100-yr Flooding Depth (feet) 1.2 1.3 1.3 1.2 1.2 1.2 0.3 El Camino Real 2-yr Flooding Depth (feet) 0.5 0.5 0.5 0.5 0.5 0.5 N/A Kelly Drive 100-yr Flooding Depth (feet') 2.0 2.0 2.0 2.0 2.0 2.2 0.0 Kelly Drive 2-yr Flooding Depth (feet). 1.0 0.0 1.0 0.0 0.0 0.0 0.0 Number of Properties Inundated during the 100-year Storm 14 1 5 7 11 0 0 Approximate Limits of Impact (linear feet) 0 2,050 1,160 1,540 1,540 1,540 1,540 Approximate Area of Impact (acres) N/A 2.3 1.7 1.2 1.2 1.2 1.2 Approximate Volume of Export (cubic yards) N/A 9,500 9,300 1,700 200 200 200 Opinion of Probable Cost ($) 0 $582,000 $562,000 $399,000 $380,000 $2,450,000 $4,878,000 Requires Processing with Local State and/or Federal Agencies No Yes Yes Yes Yes Yes Yes ---.' 9 7 3 14 No. of Properties Removed from the 100-yr Floodplain 0 13 14 Maximum Decrease m 100-yr WSEL (ft) N/A 4.7 4.7 1.6 0.7 0.5 3.1 Replaces Western Slope Protection and Riprap No Yes Yes Yes Yes Yes Yes Impact to Existing wildlife or Vegetation. No Yes Yes Yes Yes Yes Yes LAtauuvzo ILJJj)dL Uumb WILLUJI riiy iitiVe Prepared By: . DCB:HM:ns/Report/15369.001 Rick Engineering Company - Water Resources Division 33 . 9-17-07 I I I Future Considerations All flood control benefits, potential project footprint, and cost estimates are approximate and - based on preliminary design. Results are subject to change during final design of the selected alternative. Number of properties inundated during the 100-year and 2-year storm events are based on the I 100-year and 2-year WSELs from the HEC-RAS analyses for each proposed alternative, and based on existing topography. Additional surveying and field verification may be required to I determine if insurable structures along Kelly Drive Channel are subject to inundation during the 100-year or 2-year storm event. Preliminary opinions of probable cost provided within this alternative analysis are approximate I and based on preliminary channel design. All quantities are estimates, and are subject to change with more detailed future studies. These estimates are based on unit costs from the San Diego I Unit Price List (2006) and exclude costs associated with engineering design, structural design, environmental permitting, mitigation, etc. Opinions of probable cost are subject to change during final design. I Additional engineering will be required during final design of the chosen alternative. An Environmental Consultant should be contracted to assess environmental impacts and/or I restrictions that may need to be addressed with the proposed channel maintenance. A Geotechnical Engineering Consultant should be contracted to assess the potential issues related I to hydrostatic forces and seepage. on the stability of the floodwall/levee proposed in Alternative E. The hydraulic calculations should be revised during final design of the selected alternative to I fiiialize floodplain limits and riprap sizing limits. I Future developments upstream of El Camino Real may impact sediment supply and sediment transport characteristics within the Kelly Drive Channel in the future and the sediment transport characteristics of Kelly Drive Channel should be evaluated during final design of the selected alternative. I - Prepared By: DCB:HM:nsfReportJ15369.001 Rick Engineering Company —Water Resources Division 34 9-17-07 Appendix 1 Vicinity Map Prepared By: DCB:HM:nsfReport/15369.001 Rick Engineering Company - Water Resources Division 9-17-07 A m mlCOIrAN Appendix 2 I. Reduced Hard Copies of Construction Plans for I: Kelly Drive Channel I I I I I I I I I Prepared By: DCB:HM:ns/Reportl15369001 Rick Engineering Company - Water Resources Division 9-17-07 WORK TO BE.DO...NE STRUION OF TYPE 4 .. THE CONSTRUCTION OF ASPHALTIC CONCRETE PAVING WITH DBCOMPc5ED GFAP4rtC SUBBASE SHOWN THUG. 4ENSTRUCTION OF G F.C.C. CROSS GUTTER 4 SPANDREL THUS -L& .-.- - .••--.- THE NETJCTIOl4 OP 4' F.C.C. SIDEWALK SHOWN THUS THE CLEARING 4 GRUBBING FF01.4 I. TO As SH01NN.014 Tim , CONSTRUCTION PLANS. e TH All E CONSTRUCTION OP BXTRA STRENGTH VITRIFIRD CLAY —0--- ---------- PIPE SEWER STAI4DA.RD PRECAST COWOREm MANHOLES THRU5-?INL 85001145 SHOWN li-IUS . STO. OWGS S-i CONSTRUCTION OF 4'V.G,Q SEWER LATERAL SHOWN THUS. ________ THE CONSTRUCTION OP ASBESTOS CEMESTO. NT (COWSLASS I5iQ'I WATER MAIN WITH GATE VALVES SHOWN THUG, S W- 1I4RU THE CON5TRUCT1ON OF' COP WA1R SERVICE wrr coma. ow THE OF STANDARD FIRE I4YDRANT SHOWN THUS. ............THE 1:0467RUCTION OF STANDARD WWe HYDR ANT SHOWN THUS. STO. 11-G00145TRUCTION OF 4-WAY STREET 'SIGN POST ('k' .0.)) .4 -....-THE CONSTRUCTION OF NOT.ATI4RU STREET SI6H.O STOP - 51014 SI.IOWN THUS. TI-IS CONSTRUCTION OF STANDARD WARNING POSTS WITH P.EFLECTORS SHOWN THUS, STO. DWG.T-I. PLININ STREET LIGHTS AS OWE IRECTE THE - 1145 CONB1RUCTION OP STANDARD STREET BARRICADE SHOWN THUS, STD.OWG.T1. THE CONSTRUCTION OF R.C.P. STORMDRAIP 4 STANDARD SQUARE MANHOLE SHOWN THUS, 'STO. OWS. 01. iNS CONSTRUCTION OF R.C.P. ETORMORAIN 4 TYPE 'H.' CURS - INLET 5140,414 THUG, STD. OWE. 0-IT. — 41_Ii %R1 PR CTIQN SHOWN THUS, THE CONSTRUCTION OF FCC. LINED DRAINAGE I-4AWNEL SHOWN THUG, 510. OWE. 0-48-Al, CITY OF SAN DIEGO APECS. BENCHMARK S SMKE 1. PON6Ft POLE NQ FERN DRIVE AND MARIE DRIVE ZZa7AR NORTHEASTEELY OF IN 5555011c,N OF ELEVATIoN_18.45M.S.L. SPIKENWESTEFUIDSER IDLE .2 154542 10 FT OF ASIA HEOIOHDA ELEVATION _425M.S.L. FT EC4 OF HOE ELEVATION.M.S.L. tET LOAD AND HAIL 'TOP CURE KELLYIVE AND HILL510E Ta "T 140Pm OF ICEINWEST SiNS REliSH ELEVATION M.S.L REVISIONS CHANOW CONSTRUCTION PLANS FOR THE IMPROVEMENT OF LAGU NA R UVD [ERA - U H UT H RAI NAGE CHANNEL SHEET G EL CAMINO REAL • • RR.PAL REGISTERED CIVIL B4RMEER NE 1135 • TTO S.REA BL VOEA,CAUF 'Fi4014E S2SsI ICITY OF CARLSBAD G I L_GNGIN&EFI&G DEPARTMENT SHiS PLANS 3 PROFILES FOR - -__ STREET,SEWER,WTER 4 DRAINAGE IM,,SMENTh IN LAGUNARIVIERA -UNITNQI - •+ I__1P0 3 21147 __ URETcW I ____ I OWN W,JM ERSi DS Ecr NUMR I r - I RRS 73 NG IBM - _ • I_152-6 GENERAL NOTES AU. CONSTRUCTION SHALL CONFORM lb THE SPECIFiCATIONS AND STANDARDS OP THE OIlY OF CARLESAD. PaPER lb CI OP CARLSSAD STANDARD DRAWING PAO,C5T IMATEG DSP SPCIFI CA11ONS AND rANoADO ORSM 1455. 2 DUET ITROL MEASURES ARE TO BE IN FORCE DURING 001451 -nON AND UNTiL IMPROVWMENTR ARE ACCEPTED 3Vfl CITY. 3 AADSATE EARRICADING I Rs 4. SEWER LATERAL STATIONING REFERS T0 SEWER MAIN AT STE. ELEVATION SHOWI.I IS LA1ERAL INVERT AT R. 5 WGl4T5R SYSTEM TO RE MADE 6 TYPICAL STREET SECTIONS ON SHEET ME I, I4aRBON. 7 DRIVEWAy LOCATIONS 10 BE VERIFIED WrTl.4 CA I ENSINE5II.I5 OEFARTMSNT BEFORE COIIOPaTR IS 65' 1 -_• L__10 24'— 24' ID' HILLSIDEDRIVE J. TYPICAL SECTION ED SCALE / / / / / / I , 1± I 42 INDEX M A P / N f/ SCALE: 0-10d - Al I') STOPMDRAIN ' SHEET 6 / -•---• 4' 14U / / / z- Av. / /1 1" / 4 / )/ )/ - \ ,. / :.. ii - J - - W.CuRB• •-••• I -_ I C r-1 I I I I I I 1 IAPPFWM. DATE I WMF vq~ Is 73 I DRA W.EiEER I t52-8 I TIO S.REA at.vo.,eREA,CAUF. 'PI4ONE 59 4991 I I-i I. I I I SECTION OFA.C.CHANNEL END OF KELLY DRIVE IMPROVEMENTS NO SCALE O.... CITY OFCARLSBAD 1 INGINRING ARTMaNT PLANS AND PROFILES FOR STREET IMPROVEMENTS IN SCALE; I_401 133 14 , 15 I 23 PLAN N I822'I 609.08' '70 00 10 00' 80.00. CU68 C A .I01 8. '468 'F. 44; zo 22 KELLY DRIVE ,,,. 3 R.400,. 10 L.;;918, / LW 69200.1 - 71f 4 I 11.1. I?.9932' l 1..59o4.q . i/ 1 U w I (1) w Lii 70 b 700 70 00 10 00 -4--tct I - ___-- 19 U) - (.S) G5 0 • 70 00' '70 00' 10 00 w z, 27 2G 5 'I II •1 wouft 9/4 is ld I N2 ri i wmwKr I I I I I' ri I 41 Ci FI..E I I I 400+ I I I I I I I I I H I I I I J I j Gt ON Ale TOP 01W. 8 49 47 o 41 19 to 12 tc IL 110 Its b SW ~d : REALIGNED EL --AMINO REAL(man CD El.L_.'y' ORI\/E: I PpFILEso1JTH CI...J'RE' LLCAPI1Nd kkL. iø I IS IS 20 I I 21 I I 22 r .4G 4e3 ALAN EL CAM IN'O REAL N SCALI-4O 14 > 1"14 - 6 AS NIM j< SECTION A-A TEMPORARY PAVING NO SCALE T' I]Lc13 OFCARLSAD11 G I N61Nu681N6 W6PATM2N'7 I PLANS AND PROFILES FOR, I . STREET IMPOVEMENTSIN LAGUNA RIVIERA UNIT W I' II 0AT* RAYMOND P. RIBAL QaGWrWtjW CIVIL 040HIMM NO 1196 'PHONE 529 4991 T7O S,BREA BLVC).REA,CALIF. rFP '8 '7 II SC.ALE*1 I ° WJM PJECtNUM88R I I - Ii AW442 I4UM88R 1 I 673 I us II 152-8 I I4j I, II I I I I I I I I I I I __ - J UR J. Jor dav, - -4- -:- - - -r T —"-- -. r i± +- .--t--1._i - '•i _____________ - -i---• _r3 \\ \ - , 17 a. 4-=r- I ;:- '\ XV - \ L1?L NOTE - DRAWING NO 144-7. SAGUA HEDIONDA' 8,v SEWER' FOR. EXISTING SEWER LAN POIL W KREA 4-i. i -T: \\ 0 -- - \\ 7 \\ D4IL0FJO1N1. S AN MH4j e Z - AT EX 15 40 WAX C. RAMS sauva lu IF er 34l so, .c VIM CON 10 4 I I I. I CC"t PLAN KELLY DIV I I I - S jTYOFCARL5AD I - NOTE /5 - GI M ON IN C1MINT PLANS AND PROFILES FOR WXfl! -row - 5WER4WArER IMPROVEMENTS IN f-AuNAvRA - I TIC S.BREALdREA,CALI .WIM Pou.crNuM8vR1 _ - - - 'PHONE 249I - °"° RR 67-3 DRANe 4UMEW - - - r'- - - Is I :1 I I iP i~Q F41 LL KELLY'd)PlVt I i I 'I ill 40 I I I SL i 42 l owd ii i Ii I OVER 5MWGIR I I I I 1 I I ' I I I I 3b wE Wm4mpawme, ( 7 g I I I sewrill I I 1/ I I I I I I I : PiIIIII I I I ::StALEP T I cQ Ta3 A;5 BUII-Ta I rl IIICITYOFCARLSBADI6 Ii 5 PATM(T RAYMOND R. RIAL *I1RD CIVIL NIN0 N II3 710 $..REA LVD.,eREA,CALIF PHONE 629'4991 I45 I liIi '(I 1 : i I• :. .; II II ii' 1TI II CHANNEL VL 2.1 I I At GRE TO EL aAhlR4O COW ELCtLVERr CHANNEL PE"iZ 214 RA 3 -- I I J I I I I I I SCALES 2o 1 r C.IJ1aIP I I I I . I I I I I ó J 3 I I I II I I I I II III 1 Mai 4A I I.1 j I I PROMLE STOr&MM"J I SIDE TLIC4L SECTION F I Nam SLOPE PROTEcTIOrI\ \X I — -, SECTION B-B - DETAIL Or 30"114A JUNCTION WITH DRAINAGE CHANNEL SAS FIRS 10 A4I.ID cINNITON ORAWD NI -S-Gt CITY CF SAN DIEGO WO1Ei CIAN NIL LININA'1 s O CLASS A CONIRETS OS SUNITE ozA • 1<ELL'?DRIVE SECTION A-A, CHANNEL LiNINe STORM bAI N DETAILS Ufl rAt SS OSAIMASS CHANNOIL DSAWINNQ48-5I CITY OF NOTE: Z'14iII1tI/ - .. 'S - GHEEICITY OF CARLSBAD1 6 0 u RAYMOND R IIBAL iERED CIVIl. ENGINISS NI 710 S.BREA 5LVD.,BREA1CALIF. 'PHONE 5294991 LI7-3 J 2-8 - ___7 --._--_ - - -- - - --- ~11 IT CC DCTAI~ -10 to Isk \RIVE -- V :wL 15L 5L : I I — — - - -- - - ---) p RCOR U RD GEND - - - - - - - AA tp -LAGUNA RIVIF-RATRXC / - - Z. t'tVPCAL S IQ3 H4t4EI / L3±_1t4Q1_A6P 5RAL- ____ AO S ULTI14 oirc scr%o1r 14 v DRIVE — - - EAav ep I DRIVEWAY APPROACH AND - - SERVICE LOCATIONS CONSTRUCTION PLANS FOR-THE IMPROVEMENT OF I. APPUR-MMAN LAGU HA UVULEA D UJ EU9T © 3 _______ / / •/ç .::• I -/ GENERAL NOTES WORK TO BE DONE _____ / / - _____ - OF CURB 4 .jiçp S1OWM TI4JU( OCE.MG t4 WETB 'BEYMBET IFCAlCMB ________ ,rAOARr, - C4€TRUCl'M 01 AGP,44121IC I BETE BEINBEBGRG w4 PbSBD GPVANITE I 2 -T . MCESUCEG AME 10 EM IN FCQCE wml IM Ic IOCN PCEA 041 40G - I -------.---__._ - - - - I IV I1O LIMTIL IMCEMENIS AGO ACCECrCO By 1MG CITy - r(PROCAUTIONG AND ADEQUATE BAGRICAOI#415 lb BE 44 THE CONGTGIJCl1OII OF SIX P.1CM •fl.l1CI< PC CONCBEtC 04005 9JT1E5 AND \.../ ,/' A \ I r- / 4 MAIN 'ffi5 -twe "CH DIE crcs 10 EXIP3B WATBE SYSTEiC M BE MACE BYCIIY GTPWA4ER CEPMBTWE)JT. - - - THE 4S1-GtICrIC.4 CM NG3A INCH 144104 PC 00GOrE SIMAI1C BB).4hI 1Lfl A~ LATERAL ST1 BEC11ONG SNDWN ON W.1GO1 HEREON. t--i-i g P.GOAoIPNS BE CLEAR NG AND FROM LINE lb PROPERTY LIMS AS - ,' . r i .- ) I I - OIIGINGOJG#4S 0EBTh BCr GE40EE 1 \\\ / \ i7I/ B THE WKTPA STWEN~M VITRIFIED CLAY PIPE SSWE_ / \ jp - F - ThE 004351104C1P041 CF WAER (510 055 I / T _.- -no o crr m< sI-1.I IT• -rose s IS IC NlMuM / ID E EWA WILL 0cCMc1P0N 0F S0E1 AN4WrT1.1 IL OPWGOICO-S BAGNDVEMOeXANIrSAND AGO IN 4PZ0IVPTAL 7 __— - / , 12 ANY G.CU.0 I 0 PER WAtGR CEWrI4 CITY OF CARU ARE 1C BE u-o.o -THE C 11043 04 STAP1OAWO FIWO P.4(CMANT(STD W - - - - - •' .. -. — B — - / - - . I no -• w-z) oy 4 ALSO1 GEE 4) 5I-PE05 OF 11-10 504004MG PLAN FOR THIS UNIT NO . 5. I 'V. - -' - -\ \\\ - / • - THE YACT 44UMSER AMO LOCATIOM O 0AMENTAL ---- CF JG- W 5P4 (z0) STREET LIGHTS SMALL BEDETERMIMED BEFORE - \V .- -\ \ \ A__•___ / CONSTRUCTION - mc %uCfl04-I CM o-r -ruoousi-r orlsas-i- s.s STOP 51643 V * / --) -- -- - - '' -.-V- V • CM A14DARD WAGIA .-. w BCcLEGO - - I V - V - /• / — V___ _••___V ••__ \•_ - V I - u - -----(510. 0*13 1-I) 54-10*44 1I-IL10LVI - - - 'V _' ' ' I / - I - 1410 'COPIGrW3CTI04I CM ORNAMENTAL STRBET 5104415 AS 0500150 BY 11A30LY1 00CC LUMEN - rHECISrRVIc,iow 04 6A440AR0 TGOET 16ARRICADE (4010 0*6 T I) I \\ 7/ - - - ICGGOP - - - - - . -- V . ------- - CONSTRUCTION OF P. AS .P-L1btTlLREOl _______ crrq O cs6.*o 0ip t'r'lvElc (104041 )G)S100U6 00 9NP4AG0 L THE CAMGmt0N CF PE lb CHANNEL C04il4ETCM ( 04130 - CI 00 SAN DINGO GPECI4ICA7I0P4%) SI-,OWII nusLyp \ / CF CC CGE -LINED CR543400 CWAN43EL (510 04 0 56-40 CITy CE 5AM 0000 54004 CA1IOP.IG) SI-tOWN ThIJGLY 0V• PEIIIP CO So\ CUL/ERT A14P P. P PP ENCHMAPKS PARK DRIVE 4-540 000E AND 4155414 EL6.VATIPN18.15 M.SVL. 7 ' 0r SO=ON I COLE 113125542 '70'S. CM AG&IA I EVDlCMCA 60 14'SI A ELEVATION 14 M9 L vt '141 X i12C1lb SUBGRACE(5G) - -: .- - --:- - - -- - - . Q .. --- -. --f-'-:--.--- - -- -- - - -. - 44) SCALE - - — 1104 5 I1CITY 0FCARLS.3 - lU I —1 1 — IJ 4411644401314116 0404514.IENT _ AD - I I. — - - - - - — — I PLANS 4 OFC.SS FOR I I DETAIL A TYPICAL - — - - - - - GOE iL4V?/ 0 STREET WWER WATER 4 DRAINAISE I - - - Ifl IMPR'I8MENTS It INDEX MAP ------------- I I - - - LLAGUNA RIVIERA _UNITNQ _________________ - ) I - - -• _• _ IT44. Ic_ A . 3fl -V] OA 5CALE 10 01 RAYMONDR_RI6AL — — --ç--- ZSW I I 4- 310 CHIPCEAI_ 40ANSTOREO CIVIL 0E1REALVO BREA CALIF .4591. _T51Z - - - . - - C. / t4 MI I r: - N FOR RMQB SSE.TS ILI LI'' MAP N° 57i Ir;';; - 35 I I 34 Ii CITY OF i CAR LSb1 I .. OPAThry I set PLAN Prll 'o FMEZI ses STORMDRAIN AND WATER' [LAGUNA RI VIERA NOS RAYMOND I ] 77 Sp LVDREA,CAUF. 'PHONE 5$499I _t_ POiECT -- -.--.--- f- L 4fl ±L L4tr -f 04 LL_ I 1 - -rt jLifL H I1NG.24.O=.— SECTION A-A DRAINAGE CHANNEL NO SCALE . 1CL . ... 10 RBs@I2'o. r 51 •O BSAIS'EC. : LONGITUDINAL S IS'ATSPLICE5, 1 j -' 7 BAEN S STO,C. 14 - . a'moc O.s'A' FEC. as, WALL. At 800*1 OlIn cRam t'CL.ASP TYPICAL- HAl_F. u-E.I SECTIOR PARK DRIVE NO GOALS I 10 SECTION B-B BOX CULVERT NC SCALE NOTES -- I.GILSITLIOtI4AL SOEEI_ OF WITS CLA.'INRT 1O ECTEI4D 2 FEET SOANErESAWI PENN DEWN51I0EAM END OR CULVEST 10 siss.asoa ca.sssr WALLS s,so NOrTON TO EXTEND TEN POET SW,0ND UP- STREAM END OF CULVERT TOW O TIE IN rP4N217I014 SECTION. DOE STEEL 1080 CONTINUOUS THOU 4 —THE TRANSITION SECTION HAU.. EN SO FORMED AS TO MAKE A UNIFORM TRANSITION FROM DRAINAGE CHANNEL SECTION 10 50)1 CULVERT SECTION. 5...1HN GIONWAIJ..S OP rNETEAASSITICFI EECflITJ ST 150 JJNCTIOAS CF THE Z1 RC.P SHALL 80 2 INCHES IN THICKNESS FOR A DISTANCEOF a FEET CLEAR EITHER 211)0 OP THE 21 HIPS . AND 1145 PiLL HEIGHT OP TN ISNSITION WALL. 6- sos AS.S. SI.SU ES0 lOSGIIOARD 1)FOAoIOAS OF lOW STATE OPCANHEIWIIA, DERAWO.WASTOF -F.WLIS SEINKS, 05155155 CF HENIAA'IS SACTEN DI. NOTE:- GE.E GPADIT'IE PI..AN F-OF. GRADS Ru.4O?FAr P.551 END Pw.GVIDE PM CHANNEL AS F..EWE.VTO F-REVS NI OGION. 7211.IIuj ICITY OF CAR LSbADul 31 tlIOINPCTSING DEPARTMENT PLANS AND PROFILES FOR STREET IMPROVEMENTS - DETAILS OF SIORMDCSAI N LAGUNA RIVIERA.' UNIT RAYMOND R. STESED GIVII. APIGINPAIN NA lISA TOS.BREAELVD..5EACAUF. PHONE 5a9499, I EIV NWNE15'LAT GA POGIACT 50M80R1 Wwr 1-57-4 I - KP F ELCAMINO REAL R.S.I800-I I I Appendix 3 Kelly Drive Maintenance Project HEC-RAS Workmaps Kelly Drive Channel Maintenance Project Existing Condition (No Action Alternative) Kelly Drive Channel Maintenance Project Alternative A HEC—RAS Workmap - Restore Earthen and Concrete Channel to Construction Plans Kelly Drive Channel Maintenance Project Alternative B HEC-RAS Workmap - Restore Earthen Channel North of Concrete Channel Entrance to Construction Plans Kelly Drive Channel Maintenance Project Alternative C HEC-RAS Workmap - Maintained Concrete Channel with Earthen Low Flow Channel along Western Slope Protection (Preferred Alternative) Kelly Drive Channel Maintenance Project Alternative D HEC-RAS Workmap - Maintained Concrete Channel and Replaced Slope Protection Kelly Drive Channel Maintenance Project Alternative E HEC-RAS Workmap - Proposed Levee along Kelly Drive Channel Kelly Drive Channel Maintenance Project Alternative F HEC-RAS Workmap - Proposed Diversion Culvert under Kelly Drive I I I El El I El I I I I I I I I I Prepared By: DCB:}llvl:nsIReportJ15369.001 Rick Engineering Company - Water Resources Division 9-17-07 L4-DV) S S S KELLY DRIVE CHANNEL . MAINTENANCE PROJECT EXISTING CONDITION HEC-RAS WORKMAP J-15369 09/14/07 WATER SURFACE ELEVATION DATA TABLE HEC-RAS XSECTION Mm. Ch El (ft) 100-YEAR 2-YEAR 0-Tot(71 (cfs) W.S.Elev (ft) 0-Tot(71 Ws) W S E/ev (ft) 3790 53.2 1770 56.0 852 55.4 3590 50.0 1770 53 1 852 52.1 3470 48.0 1770 52.2 852 51.2 3230 46.0 1813 51.2 873 50.5 3100 EXISTINGCULVERT AT EL CAMINO REAL 3070 42.01 1813 46.8 873 45.7 2880 41 2 1813 45.3 873 44.2 2720 39.2 1952 43.6 940 42.2 2580 36.1 1952 42.0 940 40.4 2370 33.6 1952 39.4 940 38.0 2220 29.7 1952 35.2 940 33.8 2010 24 5 1952 32.0 940 29.4 1890 22.0 1952 30.4 940 28.1 1790 21.2 2014 30.0 970 28.3 1670 20.4 2014 28.9 970 27.0 1500 19.0 2014 27.2 970 26.1 1360 18.0 2014 25.8 970 24.7 1190 16 0 2014 24.0 1 970 23.0 1100 15.8 2014 23.5 1 970 21.5 1000 EXISTING CULVERT AT PARK DRIVE 940 16 0 2037 20.6 981 19.8 710 15.0 2051 18 1 988 17.3 560 14.0 2051 16.6 988 16.1 360 12.0 2051 16.1 988 16.0 100 10.0 2051 16.0 988 16.0 ..: NOTES; 1 Topography, floodplain elevation and flowline data are based on NAVD 88 vertical datum LEGEND: 2 Existing culvert, proposed channel geometry, and proposed channel alignment information is based on the following plan sheets titled: Plan and Prof I les for Street Improvements Storm Drain and Water - Laguna Riviera Unit No 3, City of Carlsbad (Dwg 157-4 Sheet 1 through 3) (Proj 68-18 Approved October 25, 1968 HEC-RAS CROSS-SECTION 2000 Plan and Prof I les for Street lmprovments Storm Drain and Wafer - Laguna Riviera Unit No 1 City of Carlsbad (Dwg 152-8 Sheet I through 6) (Proj 67-3) Approved March 21, 1967 EXISTING 100-YEAR FLOODPLAIN Grading Plan - Laguna Riviera Tract Unit No 1, City of Carlsbad (Dwg B-4-1, Sheet 1 of 2) (Job 1-67) Dated March 21, 1967 EXISTING 2-YEAR FL000IPLAIN El Camino Real - Road Survey 1800-1 As-built (County of San Diego RS1800-1) (Sht 42 of 128) As Built Date December 13, 1971 EXISTING INEFFECTIVE FLOW AREA 3 Plan sheets (Listed in Note 2) are based on NVGD 29 vertical datum 4 At study location, to convert NGVD 29 to NAVD 88, add 2.21 feet. RIVER CENTERLINE 26 5 100-yr and 2-yr floodplain delineated based on WSELs from HEC--RAS analysis 562O FRIARS ROAD P SAN DIEGO, CA 92110 6 HEC-RAS cross-section designations are approximate, and based on channel stationing along horizontal alignment APN * 20723042 619.291.0707 (FAX)619291 4165 7 100-yr and 2-yr floodplain delineated based on the assumption that floodwater that splits onto Kelly Drive Is assumed ENGINEEBJNGCOMPANY rickeng,neeringcom to stay within Kelly Drive until rejoining the floodplain downstream at Park Drive San Diego Riverside Sacramento Orange Phoenix Tucson 8. Storm drain systems are approximated from schematic drawings and are shown for reference only. 300 KELLY DRIVE CHANNEL MAINTENANCE PROJECT ALTERNATIVE ,,,A HEC,-7xDxAll,.S WORKMAP J-15369 09/14/07 - . . \FL 4301 34+00 36+00 38+00 WATER SURFACE ELEVATION DATA TABLE 1-/EC-RAS XSECT10N Min. Ch El (ft) 100-YEAR 2-YEAR 0-Total (cfs) W S Elev (ft) 0-Total (cfs) W.S.E/ev (ft) 3790 53.2 1770 56.0 852 55.4 3590 50.0 1770 53.1 852 52.1 3470 48.0 1770 52.2 852 51 2 3230 46.0 1813 51.3 873 50.5 3100 EXISTINGCULVERT AT EL CAMINO REAL 3070 41 5 1813 46 2 873 45 0 2880 38 0 1813 43 4 873 41 5 2720 34 7 1952 40 0 940 38.1 2580 32 0 1952 37 7 940 35 7 2370 29.1 1952 34 8 940 33 3 2220 27 0 1952 32 3 940 29 4 2010 24.1 1952 32.1 940 29 4 1890 I 22 0 1952 30 4 940 27 9 1790 21 2 2014 29 9 970 27 2 1670 20 6 2014 28.9 970 26 6 1500 19 0 2014 27 2 970 24.9 1360 17 5 2014 25 9 970 23 6 1190 15 8 2014 24 0 970 21 8 1100 14.8 2014 23.5 970 22.0 1000 EXISTING CULVERT AT PARK DRIVE 940 16.0 2037 20.6 981 19.9 710 15.0 2051 18.1 988 17.3 560 14.0 2051 16.6 988 16.1 360 12.0 2051 16 1 988 16.0 100 10.0 2051 16.0 988 16.0 . ------- ----- FL 43.01 36+00 2+00 4+00 6+00 i0. il 10: it. 30+00 32+0-14- WATER SURFACE ELEVATION DATA TABLE HEC-RAS XSECT/ON Mm. Ch El. (ft) 100-YEAR 2-YEAR 0-Total (cfs) W.S. Elev (ft) 0-Tota1 (cfs) W.S. Elev (ft) 3790 53.2 1770 56.0 852 55.4 3590 50.0 1 770 53.1 852 52.1 3470 48.0 1770 52.2 852 51.2 3230 46.0 1813 51.3 873 1 50.5 3100 EXISTING CULVERT AT EL CAMINO REAL 3070 41.5 1813 46.2 873 45.0 2880 38.0 1813 43.4 873 41.5 2720 34.7 1952 40.0 940 38.1 2580 32.0 1952 37.7 940 35.7 2370 29.1 1952 34.8 940 33.2 2220 27.0 1952 32.4 940 29.6 2010 24.1 1952 32.2 940 29.6 1 890 22.0 1952 30.4 940 28.1 1 790 21.2 2014 29.6 970 28.3 1 670 20.4 2014 28.9 970 27.0 1500 19.0 2014 27.2 970 26.1 1360 18.0 2014 25.8 970 24.7 1190 16.0 2014 24.0 970 23.0 1100 15.8 2014 23.5 970 21.5 1000 EXISTING CULVERT AT PARK DRIVE 940 16.0 2037 20.6 981 19.8 710 560 15.0 14.0 2051 2051 18.1 16.6 988 988 17.3 16.1 360 12.0 2051 16.1 988 16.0 100 10.0 2051 11 16.0 988 1 6. 0 i) ALTERNATIVE DESCRIPTION: TITLE: Alternative B - Restore Earthen Channel North of Concrete Channel Entrance to Construction Plans DETAILS: Concrete channel between the U/S side of Park Drive and the concrete channel entrance (Approx 2010) remains in its current condition. Between the concrete channel entrance (Approx 2010) and the 0/S side of El Camino Real is restored to the construction plans. 5620 FRIARS ROAD SAN DIEGO, CA 92110 619.291.0707 (FAX)619.291.4 165 ENGINEERING COMPANY rickengineering.com San Diego Riverside Sacramento Orange Phoenix Tucson LEGEND: HEC-RAS CROSS-SECTION 2000 EXISTING 100-YEAR FLiOODPLAIN PRELIMINAR Y 1 PROPOSED 100-YEAR FLOODPLAIN NOT FOR CONSTRUCTION PROPOSED 2- YEAR FLOODPLAIN PROPOSED INEFFECTIVE: FLOW AREA ----------- 26 RIVER CENTERLINE APN * 20723042 100 50 0 100 200 300 LIMITS OF DISTURBANCIE 1 NOTES: 1. Topography, floodplaln elevation and flowline data are based on NAVD 88 vertIcal datum 2. Existing culvert, proposed channel geometry, and proposed channel alignment information Is based on the following plan sheets titled, Plan and Profiles for Street Improvements Storm Drain and Water - Laguna Riviera Unit No. 3, City of Carlsbad (Dwg. 157-4 Sheet 1 through 3) (ProJ. 68-18 Approved October 25, 1968. Plan and Prof i les for Street lmprovments Storm Drain and Water Laguna Riviera Unit No. 1 City of Carlsbad (0wg. 152-8 Sheet 1 through 6) (ProJ. 67-3) Approved March 21, 1967 Grading Plan - Laguna Riviera Tract Unit No. 1, City of Carlsbad (Dwg. B-4--1, Sheet 1 of 2) (Job 1-67) Dated March 21, 1967. 0) El Camino Real - Road Survey 1800-1 As-built (County of San Diego RS1800-1)(Sht. 42 of 128) As Built Date December 13, 1971 3. Plan sheets (Listed in Note 2) are based on NVGD 29 vertical datum. 4. At study location, to convert NCVO 29 to NAVD 88, add 2.21 feet. 5. 100-yr and 2-yr floodplain delineated based on WSELs from HEC-RAS analysis 6. HEC-RAS cross-section designations are approximate, and based on channel stationing along horizontal alignment. 7. 100-yr and 2-yr floodplain delineated based on the assumption that floodwater that splits onto Kelly Drive is assumed to stay within Kelly Drive until rejoining the floodplain downstream at Park Drive. 8. Storm drain systems are approximated from schematic drawings and are shown for reference only. GRAPHIC SCALE 11L-100' - I WATER SURFACE ELEVATION DATA TABLE 1-/EC-RAS XSECT/ON Mln. Ch El (ft) 100-YEAR 2-YEAR 0-Total (cfs) W.S.Elev (ft) 0-Total (cfs) W.S.E/ev (ft) 3790 53.2 1770 56.0 852 55.4 3590 50.0 1770 53 1 852 52.1 3470 48.0 1770 52.2 852 51.2 3230 46 0 1813 51.2 873 50.5 3100 EXISTINGCULVERT AT EL CAMINO REAL 3070 42.0 1813 46.8 873 45.7 2880 41.2 1813 45.3 873 44.2 2720 39.2 1952 43.2 940 42.1 2580 35.9 1952 41.0 940 39.5 2370 31 8 1952 38.2 940 -- 36.5 2220 28.6 1952 33.6 940 32.0 2010 24.5 1952 31.2 940 29.0 1890 22.0 1952 30.4 940 27.9 1790 21.2 2014 29.9 970 27.2 1670 20.6 2014 28.9 970 26.6 1 500 19.0 2014 27.2 970 - 24.9 1360 17 2014 25.9 970 23.6 1190 15.8 2014 24.0 970 21.8 1100 14.8 2014 23.5 970 22.0 1000 EXISTING CULVERT AT PARK DRIVE 940 16.0 2037 20.6 981 19.8 710 15.0 2051 18 1 988 17.3 560 14.0 2051 16.6 988 16.1 360 12.0 2051 1 16 1 988 1 16.0 100 10.0 2051 16.0 988 16.0 / is LEGEND: HEC-RAS CROSS-SECTION 2000 EXISTING 100-YEAR FLOODPLAIN PRELIMINARY PROPOSED 100-YEAR FLOODPLAIN NOT FOR CONSTRUCTION PROPOSED 2- YEAR FLOODPLAIN PROPOSED INEFFECTIVE FLOW AREA ----------- 26 1. RIVER CENTERLINE I APN * 20723042 100 50 0 100 200 300 LIMITS OF DISTURBANCE I GRAPHIC SCALE ?= 100' -- KELLY DRIVE C MAINTENANCE 1 U 0 £0 Dui NEL )TECT wc 07 ALTERNATIVE-D fi. 1J L nO HEC.-IDXLIIXS WORKMAP -Nl--,~ F- -.O 7 J-15369 09/14/07 Ln 300 1 . :'• •.. WATER SURFACE ELEVATION DATA TABLE HEC-RAS XSECTION Mm. Ch El (ft) 100-YEAR 2-YEAR Q-Tot(7l Ws) W.S.Elev (ft) Q-Total Ws) W.S.E/ev (ft) 3790 53.2 1770 56.0 852 55.4 3590 50.0 1770 53.1 852 52.1 3470 48.0 1770 52.2 852 51.2 3230 46.0 1813 51.2 873 50.5 3100 EXISTINGCULVERT AT EL CAMINO REAL 3070 42.0 1813 46.8 873 45.7 2880 41 2 1813 45.3 873 44.2 2720 39.2 1952 43.6 940 42.2 2580 36.1 1952 41.6 940 40.1 2370 33.6 1952 38.9 940 37.6 2220 29.7 1952 35.2 940 33.8 2010 24.5 1952 31.3 940 29.5 1890 22.0 1952 30 4 940 27.9 1790 21.2 2014 29.9 970 27.2 1670 20.6 2014 28.9 970 26.6 1500 19.0 2014 27.2 970 24.9 1360 17.'5 2014 25.9 970 23.6 1190 15.8 2014 24.0 970 21.8 1100 14.8 2014 23.5 1 970 1 22.0 1000 EXISTING CULVERT AT PARK DRIVE 940 16.0 2037 20.6 981 19.9 710 15.0 2051 18.1 988 17.3 560 14.0 2051 16.6 988 16.1 360 12.0 2051 16.1 988 16 0 100 10.0 2051 1 16.0 988 1 16.0 0 1 Topography, floodplain and flowline data is Dosed on NAVU vorrica I cal-urn 2 Existing culvert, proposed channel geometry, and proposed channel al ignment information Is based on the following plan sheets titled Alternative D - Maintained Concrete Channel and Replace Slope Protection A) Plan and Profiles for Street Improvements Storm Drain and Mater - Laguna Riviera Unit No 3, HEC-RAS CROSS-SECTION 2000 City of Carlsbad (Dwg 157-4 Sheet 1 through 3) (Proj 68-18 Approved October 25, 1968 DETAILS B) Plan and Profiles for Street lmprovments Storm Drain and Water - Laguna Riviera Unit No 1 EXISTING 100-YEAR FLOODPLAIN 1 Concrete channel between the U/S side City of Carlsbad (Dwg 152-8 Sheet I through 6) (ProJ 67-3) Approved March 21, 1967 PRELIMINARY o-fPark Drive and the transition (Approx C) Grading Plan - Laguna Riviera Tract Unit No 1, City of Carlsbad PROPOSED 100-YEAR FLOODPLAIN NOT FOR CONSTRUCTION 20O) is restore o cons1ruct ion plans (Dwg B-4-1, Sheet 1 of 2) (Job 1-67) Dated March 21, 1967 PROPOSED 2- YEAR FLOODPLAIN MMNI 2 Western slope protection is replaced, D) El Camino Real - Road Survey 1800-1 between HEC-RAS cross-section 2010 and As-built (County of San Diego RS1800-1) (Sh-l- 42 of 128) As Built Date December.-13, 1971 ))LLI PROPOSED TMCrr('TTIr ricvsz AREA Li1LirLILYL FLOW #r\LM 2580, the remaining portion of the 3 Plan sheets (Listed In Note 2) are based on NVGD 29 vertical del-urn 26 AL tri 0 hannel reamains in its current 4 At study location, to convert NGVD 29 to NAVD 88, add 2 21 feet RIVER CENTERLINE 5.100-yr a -y APN * 20723042 V 5620 FRIARS ROAD SAN DIEGO, CA 92110 6 HEC-RAS cross-section designations are approximate, and based on channel stationing along horizontal alignment ioo 50 0 100 200 300 HEC 619291 0707 (FAX)6192914165 7 100-yr and 2-yr floodplain delineated based on the as that floodwater that splits onto Kelly Drive is assumed LIMITS OF DISTURBANCE GRAPHIC SCALE ? 100' ENGINEERINOCOMPANY rickengineeringcom to stay within Kelly Drive until rejoining the floodplain downstream at Park Drive San Diego Riverside Sacramento Orange Phoenix Tucson 8 Storm drain systems are approximated from schematic drawings and are shown for reference only. WATER SURFACE ELEVATION DATA TABLE 1-/EC-RAS XSECT10N IMIA Ch El. (ft) 100-YEAR 2-YEAR 0-Total (cfs) W.S. Elev (ft) 0-Total (cfs) W.S. E/ev (ft) 3790 53.2 1770 56.0 852 55.4 3590 50.0 1770 53.1 852 52.1 3470 48.0 1770 52.2 852 51.2 3230 46.0 1813 51.2 873 50.5 3100 EXISTINGCULVERT AT EL CAMINO REAL 3070 42.0 1813 46.8 873 45.7 2880 41.2 1813 45.3 873 44.2 2720 39.2 1952 43.6 940 42.2 2580 36.1 1952 41.6 940 40.1 2370 33.6 1952 39.2 940 37.6 2220 29.7 1952 35.2 940 33.8 2010 24.5 1952 31.8 940 29.5 1890 22.0 1952 30.2 940 27.9 1790 21.2 2014 29.5 970 27.2 1670 20.6 2014 28.9 970 26.6 1500 19.0 2014 27.3 970 24.9 1360 17.5 2014 26.0 970 23.6 1190 15.8 2014 24.2 970 21.8 1100 14.8 2014 1 23.4 970 220 1000 EXISTING CULVERT AT PARK DRIVE 940 16.0 2037 20.8 981 19.9 710 15.0 2051 18.1 988 17.3 560 14.0 2051 16.6 988 16.1 360 12.0 2051 16.1 988 16.0 100 10.0 2051 16 0 988 16.0 -- tT- ................:.. ....................... ... ... ... .. ......... ................:H. rI -T ------------ - - :y:ffr. KELLY DRIVE CHANNEL MAINTENANCE PROJECT ALTERNATIVE-F. 300 HEC-R/lXS WORKNIAP J-15369 09/14/07 ,'- .c.- •.; '2 .114 •1. -- I :-' ; .. ' 4 pre WATER SURFACE ELEVATION DATA TABLE 1-/EC-RAS XSECT10N Min. Ch El. (ft) 100-YEAR 2-YEAR 0-Total (cfs) W.S. E/ev (ft) 0-Tota1 (cfs) W.S. E/ev (ft) 3790 53.2 1770 56.0 N/A N/A 3590 50.0 1770 53 1 N/A N/A 3470 48.0 1770 51.6 N/A N/A 3230 46.0 1813 50.3 N/A N/A 3100 EXISTINGCULVERT AT EL CAMINO REAL 3070 42.0 1813 45.4 N/A N/A 2880 41.2 1813 44.0 N/A N/A 2720 39.2 1952 42.1 N/A N/A 2580 36.1 1952 40.0 N/A N/A 2370 33.6 1952 37.5 N/A N/A 2220 29.7 1952 33.7 N/A N/A 2010 24.5 1952 29.3 N/A N/A 1890 22.0 1952 27.7 N/A N/A 1790 21.2 2014 26.9 N/A N/A 1670 20.6 2014 26.3 N/A N/A 1500 19.0 2014 24.7 N/A N/A 1360 17.5 2014 23.3 N/A N/A 1190 15.8 2014 21.7 N/A N/A 1100 14.8 2014 22.2 1 N/A N/A 1000 EXISTING CULVERT AT PARK DRIVE 940 16.0 2037 21.0 N/A N/A 710 15.0 2051 18.2 N/A N/A 560 14.0 2051 16.6 N/A N/A 360 12.0 2051 16.1 N/A N/A 100 10.0 2051 16.0 N/A N/A Appendix 4 through Appendix 11 Appendix 4 - Existing Condition HEC-RAS Model Summary and Output (On enclosed CD) Appendix 5— Alternative A HEC-RAS Model Summary and Output (On enclosed CD) Appendix 6.— Alternative B HEC-RAS Model Summary and Output (On enclosed CD) Appendix 7.— Alternative C HEC-RAS Model Summary and. Output (On enclosed CD) Appendix 8— Alternative D HEC-RAS Model Summary and Output (On enclosed CD) Appendix 9— Alternative E HEC-RAS Model Summary and Output (On enclosed CD) Appendix 10 —Alternative F HEC-RAS Model Summary and Output (On enclosed CD) Appendix!! - Alternative F WSPGW Model Summary. and Output (On enclosed CD) Prepared By: . . . . D.CB:HI:ns/Report/15369001 Rick Engineering Company - Water Resources Division . . . 9-17-07