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HomeMy WebLinkAboutSDP 96-14C; LEGOLAND HOTEL CALIFORNIA; DRAINAGE STUDY; 2013-10-29Legoland Waterpark Expansion JN 131014 DRAINAGE STUDY For '4p Legoland Waterpark Expansion CDP 13-26 DWG July 29, 2013 Revised: October 29, 2013 iN 131014 Prepared By: O'DAY CONSULTANTS 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010 a z ~e C., w C-, z 5 C70035 '- Nidhole Fine C 70035 C 0- Exp. 9/30/14 G:\131014\Drainage\Drainage\Drainage StudyR.doc 1 s,eq Legoland Waterpark Expansion JN 131014 Section Description Introduction and Description Hydrologic Calculations Existing Conditions Appendix A Excerpts of Hydrologic Calculations per Legoland Pirate Island , by Hofman Planning & Engineering, Dated 12/20/2011 Hydrologic Calculations Proposed Conditions Appendix B Proposed Conditions (Developed) 100-year hydrology for Legoland Waterpark Expansion Hydraulic Calculations Developed Conditions Appendix C Hydraulics Analysis of Grate Capacity & Storm Drains Detention Calculations Appendix D Detention Calculations 19 E. Page No. 4-5 7.45 46-53 54-59 EXHIBITS Exhibit A - Vicinity Map Exhibit B - Table 3-1 Runoff Coefficients For Urban Areas (Rational Method) Exhibit C - Soil Group Map Exhibit D - 100-year 6-hour precipitation map Exhibit E - 100-year 24-hour precipitation map Exhibit F - Figure 3-3 Urban Areas Overland Time of Flow Nomograph Exhibit G - Figure 3-2 Intensity Duration Design Chart Exhibit H - Capacity of Grate Inlet Chart from Bureau of Public Works Exhibit I - Table 3-2 Maximum Overland Flow Length and Initial Tc Exhibit J - 20-Scale Existing Conditions Hydrologic Map (Map Pocket) Exhibit 2 ofLegoland Pirate Island Drainage Study Exhibit K - 20-Scale Proposed Conditions Hydrologic Map (Map Pocket) G:\131014\Drainage\Drainage\Drainage StudyR.doc 2 Legoland Waterpark Expansion iN 131014 Declaration of Responsible Charge I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of this project as defined in section 6703 of the Business and Professions Code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as the Engineer of Work, of my responsibilities for the project design. O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010 (760) 931-7700 Date: ________________ Nichole A. Fine C 70035 Exp. 09/30/14 C 70035 iL G:\131014\Drainage\Drainage\Drainage StudyR.doc 3 Legoland Waterpark Expansion iN 131014 A. Introduction and Description Legoland California is a 128.32 acre theme park located in the City of Carlsbad. Legoland California is bounded on the north by Cannon Road, on the south by Palomar Airport Road and on the west by Legoland Drive. This Drainage Study was prepared to support the precise grading plans for the Legoland Waterpark Expansion. A site development plan for the Waterpark Expansion at Legoland California has been prepared by R.W. Apel Landscape Architects. See Exhibit A for Vicinity Map. The expansion site makes up approximately 2.2 acres and is located on the north side of Legoland, California. A Preliminary Stormwater Management Plan for Legoland Waterpark Expansion, dated July 22, 2013 was prepared by O'Day Consultants and will be referred to hereon as Reference 1. A drainage study for the Legoland Waterworks Cluster, SDP 96-14, was prepared on February 16, 2010 by Hofman Planning and Engineering and will be referred to as Reference 2. In addition a Preliminary. Drainage and Hydrology Study for Legoland Pirate Island, SDP 11-02, was prepared on December 20, 2011 by Hofman Planning and Engineering and will be referred to as Reference 3. Existing Conditions: Currently, the site consists of two areas. The upper area consists of a vacant pad with a slight ridge on the north side of the pad and a valley near the south side. The pad drains from an approximate elevation of 182 westerly at 6% towards an existing desiltation basin. An existing 18" HDPE storm drain outlets the desiltation basin to a storm drain system that runs along the north side of the maintenance access road that borders the site limits to the north and east. The lower area is a portion of the existing developed Legoland Waterpark. The lower portion of the expansion site consists of the existing sandy beach at elevation 166.7 together with a planter and a portion of an existing walkway. This portion of the site contains several existing private storm drains and minor catch basins that convey storm water through a 18" private storm drain, the outlet of which is located at the south corner of the expansion limits. For the 100-year storm event see Appendix 'A'. Calculations for the existing conditions are per Reference 3. Proposed Conditions: The Legoland Waterpark Expansion consists of a 12,000 square foot wave pool, a 6,000 square foot activity pool, a new sandy beach, a dining area, restroom facilities, a locker room and a new mechanical building in the upper area. The proposed site includes hardscape as well as several landscape areas. Since the activity pool site is over existing gas, storm drain and sewer lines, several existing utilities shall be relocated as part of the improvements of the site. The lower site, together with the new mechanical building, heaters and surge tank shall drain towards the existing storm drain system within the existing Legoland Waterpark. The upper site shall drain to the existing 18" HDPE storm drain in the maintenance access road. A series of bioretention areas shall be utilized to treat storm water for water quality and hydromodification prior to entering the storm drain system. During a 100 year storm event the G:\131014\Drainage\Drainage\Drainage StudyR.doc 4 Legoland Waterpark Expansion JN 131014 bioretention facilities shall act as detention facilities. Though all the bioretention facilities shall detain some storm water, only the largest one, Bioretention area 4, on the upper pad was analyzed because the flowrates on the lower pad are less than existing without the detention calc. See Appendix B for the proposed 100 year hydrologic calculations and Exhibit K for the drainage map. mmary Table- 100 Year Storm Event Hydrologic Calculations [7Basin Existing * Proposed 1 (Lower) 11.46 CFS 10.59 CFS Basin 2 (Upper) 4.97 CFS 2.78 CFS** *Existing Hydrology is per Reference 3. **After Detention, see Appendix D B. Hydrologic Calculations The Hydrologic calculations were performed utilizing the San Diego County Rational Method as described in the San Diego County Hydrology Manual, June 2003. Pertinent exhibits from the San Diego County Hydrology Manual are enclosed for reference, as follows: Exhibit B - Table 3-1 Runoff Coefficients For Urban Areas (Rational Method) Exhibit C - Soil Group Map Exhibit D - 100-year 6-hour precipitation map Exhibit E - 100-year 24-hour precipitation map Exhibit F - Figure 3-3 Urban Areas Overland Time of Flow Nomograph Exhibit G - Figure 3-1 Intensity Duration Design Chart Exhibit! - Table 3-2 Maximum Overland Flow Length and Initial Tc Exhibit J - 20-Scale Existing Conditions Hydrologic Map (Map Pocket) Exhibit K - 20-Scale Proposed Conditions Hydrologic Map (Map Pocket) G:\131014\Drainage\Drainage\Drainage StudyR.doc 5 Legoland Waterpark Expansion iN 131014 I APPENDIX A 100 Year Calculations for Existing Conditions Excerpts from Legoland Pirate Island Prepared by Hofman Planning and Engineering, Dated December 20, 2011 Node Analysis and Calculations (See Exhibit 'J') G:\131014\Drainage\Drainage\Drainage StudyR.doc 6 Legoland Waterpark Expansion iN 131014 APPENDIX B 100 Year Hydrologic Calculations for Proposed Conditions (See Exhibit 'K') G:\131014\Drainage\Drainage\Drainage StudyR.doc 7 Legoland Waterpark Expansion IN 131014 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/29/13 ------------------------------------------------------------------------ Proposed 100 Year Hydrology for Basin 1 Legoland Waterpark Expansion JN 131014 Calcs By NF 10/30/13 ********* Hydrology Study Control Information ********** Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++-f+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 INITIAL AREA EVALUATION " Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 170.900(Ft.) Lowest elevation = 170.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.500 % Top of Initial Area Slope adjusted by riser to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1_C)*distance(Ft.)f.5)/(% slope A(1/3)] TC=[1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000"(1/3)]= 3.90 G:\131014\Drainage\Drainage\Drainage StudyR.doc 8 Legoland Waterpark Expansion iN 131014 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.337(CFS) Total initial stream area = 0.060(Ac.) Process from Point/Station 101.000 to Point/Station 102.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 165.710(Ft.) Downstream point/station elevation = 165.560(Ft.) Pipe length = 29.05(Ft.) Slope = 0.0052 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.337(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.337(CFS) Normal flow depth in pipe = 4.20(In.) Flow top width inside pipe = 5.50(m.) Critical Depth = 3.53(In.) Pipe flow velocity = 2.30(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 4.11 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 4.115 minutes is less than 5 minutes, P resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.11 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.107 Subarea runoff = 0.393(CFS) for 0.070(Ac.) Total runoff = 0.730(CFS) Total area = 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.100 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 165.560(Ft.) Downstream point/station elevation = 165.310(Ft.) Pipe length = 52.00(Ft.) Slope = 0.0048 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.730(CFS) G:\131014\Drainage\Drainage\Drainage StudyR.doc 9 Legoland Waterpark Expansion iN 131014 Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.730(CFS) Normal flow depth in pipe = 5.21(In.) Flow top width inside pipe = 8.89(In.) Critical Depth = 4.67(In.) Pipe flow velocity = 2.75(Ft/s) Travel time through pipe = 0.32 mm. Time of concentration (TC) = 4.43 mm. +++++++++++++++++++++++++++++++++++++++++++++++-f+++++-1-++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 4.430 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.43 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.189 Subarea runoff = 0.562(CFS) for 0.100(Ac.) Total runoff = 1.292(CFS) Total area = 0.230(Ac.) ++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.100 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 161.700(Ft.) Downstream point/station elevation = 161.600(Ft.) Pipe length = 12.50(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.292(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.292(CFS) Normal flow depth in pipe = 6.52(In.) Flow top width inside pipe = 8.05(In.) Critical Depth = 6.28(m.) Pipe flow velocity = 3.78(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 4.48 min. Process from Point/Station 103.000 to Point/Station 103.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 G:\131014\Drainage\Drainage\Drainage StudyR.doc 10 Legoland Waterpark Expansion iN 131014 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.292(CFS) Time of concentration = 4.48 mm. Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 104.100 to Point/Station 104.200 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 U Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 78.000(Ft.) Highest elevation = 170.600(Ft.) Lowest elevation = 169.200(Ft.) Elevation difference = 1.400(Ft.) Slope = 1.795 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope A(1/3)] TC= [1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000A(1/3)]= 3.90 The initial area total distance of 78.00 (Ft.) entered leaves a remaining distance of 18.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.43 minutes for a distance of 18.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.18(Ft.) from the end of the top area Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]A.385 *60(min/hr) =0.426 Minutes Tt=[(11.9*0.0034'3)/( 0.18)]A.385= 0.43 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 0.43 minutes from the Figure 3-4 formula = 4.33 minutes Calculated TC of 4.330 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.067(CFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 104.200 to Point/Station 103.100 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 163.300(Ft.) Downstream point/station elevation = 161.800(Ft.) G:\131014\Drainage\Drainage\Drainage StudyR.doc 11 Legoland Waterpark Expansion iN 131014 Pipe length = 68.50(Ft.) Slope = 0.0219 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 1.067(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 1.067(CFS) Normal flow depth in pipe = 4.52(m.) Flow top width inside pipe = 9.00(In.) Critical Depth = 5.70(In.) Pipe flow velocity = 4.81(Ft/s) Travel time through pipe = 0.24 mm. Time of concentration (TC) = 4.57 mm. Process from Point/Station 104.200 to Point/Station 103.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.190(Ac.) Runoff from this stream = 1.067(CFS) Time of concentration = 4.57 mm. Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++++++++ Process from Point/Station 104.300 to Point/Station 104.300 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 mm. Rain intensity = 6.85(In/Hr) Total area = 0.160(Ac.) Total runoff = 0.900(CFS) Process from Point/Station 104.300 to Point/Station 103.100 " PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 161.800(Ft.) Downstream point/station elevation = 161.600(Ft.) Pipe length = 13.00(Ft.) Slope = 0.0154 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 0.900(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.900(CFS) Normal flow depth in pipe = 4.54 (In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 5.21(In.) Pipe flow velocity = 4.04(Ft/s) G:\131014\Drainage\Drainage\Drainage StudyR.doc 12 Legoland Waterpark Expansion iN 131014 Travel time through pipe = 0.05 mm. Time of concentration (TC) = 5.05 mm. Process from Point/Station 104.300 to Point/Station 103.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.900(CFS) Time of concentration = 5.05 mm. Rainfall intensity = 6.803(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.292 4.48 6.850 2 1.067 4.57 6.850 3 0.900 5.05 6.803 Qmax(1) = 1.000 * 1.000 * 1.292) + 1.000 * 0.982 * 1.067) + 1.000 * 0.887 * 0.900) + = 3.139 Qmax(2) = 1.000 * 1.000 * 1.292) + 1.000 * 1.000 * 1.067) + 1.000 * 0.904 * 0.900) + = 3.173 Qmax(3) = 0.993 * 1.000 * 1.292) + 0.993 * 1.000 * 1.067) + 1.000 * 1.000 * 0.900) + = 3.243 Total of 3 main streams to confluence: Flow rates before confluence point: 1.292 1.067 0.900 Maximum flow rates at confluence using above data: 3.139 3.173 3.243 Area of streams before confluence: 0.230 0.190 0.160 Results of confluence: Total flow rate = 3.243(CFS) Time of concentration = 5.054 mm. Effective stream area after confluence = 0.580 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.100 to Point/Station 104.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 161.600(Ft.) Downstream point/station elevation = 159.390(Ft.) G:\131014\Drainage\Dminage\Drainage StudyR.doc 13 Legoland Waterpark Expansion JN 131014 Pipe length = 95.00(Ft.) Slope = 0.0233 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 3.243(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.243(CFS) Normal flow depth in pipe = 7.32(In.) Flow top width inside pipe = 11.71(In.) Critical Depth = 9.25(In.) Pipe flow velocity = 6.47(Ft/s) Travel time through pipe = 0.24 mm. Time of concentration (TC) = 5.30 mm. Process from Point/Station 103.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.580(Ac.) Runoff from this stream = 3.243(CFS) Time of concentration = 5.30 mm. Rainfall intensity = 6.599(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 105.000 to Point/Station 106.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 48.000(Ft.) Highest elevation = 166.100(Ft.) Lowest elevation = 165.800(Ft.) Elevation difference = 0.300(Ft.) Slope = 0.625 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)) TC= [1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000A(1/3)J= 3.90 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/}Ir) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.056(CFS) Total initial stream area = 0.010 (Ac.) G:\131014\Drainage\Drainage\Drainage StudyR.doc 14 Legoland Waterpark Expansion iN 131014 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 106.000 to Point/Station 107.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 159.800(Ft.) Downstream point/station elevation = 159.690(Ft.) Pipe length = 11.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.056(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.056(CFS) Normal flow depth in pipe = 1.74 (In.) Flow top width inside pipe = 2.96(In.) Critical Depth = 1.71(In.) Pipe flow velocity = 1.91(Ft/s) Travel time through pipe = 0.10 nun. Time of concentration (TC) = 4.00 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 '' CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.010 (Ac.) Runoff from this stream = 0.056(CFS) Time of concentration = 4.00 mm. Rainfall intensity = 6.850(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 22.000(Ft.) Highest elevation = 167.500(Ft.) Lowest elevation = 166.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 6.818 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.46 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(l/3)] TC = [1.8*(1.1_0.8200)*( 75.000".5)/( 2.000A(1/3)1= 3.46 Calculated TC of 3.464 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations G:\131014\Drainage\Drainage\Drainage StudyR.doc 15 Legoland Waterpark Expansion JN 131014 Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020 (Ac.) Process from Point/Station 109.000 to Point/Station 107.000 '" IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 166.000(Ft.) Downstream point elevation = 165.500(Ft.) Channel length thru subarea = 53.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.281(CFS) Manning's 'N' = 0.023 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.281(CFS) Depth of flow = 0.294(Ft.), Average velocity = 1.623(Ft/s) Channel flow top width = 1.177(Ft.) Flow Velocity = 1.62 (Ft/s) Travel time = 0.54 mm. Time of concentration = 4.01 mm. Critical depth = 0.262(Ft.) Adding area flow to channel Calculated TC of 4.009 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.066 Subarea runoff = 0.337(CFS) for 0.060(Ac.) Total runoff = 0.449(CFS) Total area = 0.080(Ac.) Depth of flow = 0.351(Ft.), Average velocity = 1.825(Ft/s) Critical depth = 0.316(Ft.) Process from Point/Station 109.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.080(Ac.) Runoff from this stream = 0.449(CFS) Time of concentration = 4.01 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: G:\131014\Drainage\Drainage\Drainage StudyR.doc 16 Legoland Waterpark Expansion iN 131014 Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I . 1 0.056 4.00 6.850 2 0.449 4.01 6.850 Qmax(1) = 1.000 * 1.000 * 0.056) + 1.000 * 0.998 * 0.449) + = 0.505 Qmax(2) = 1.000 * 1.000 * 0.056) + 1.000 * 1.000 * 0.449) + = 0.506 Total of 2 streams to confluence: Flow rates before confluence point: 0.056 0.449 Maximum flow rates at confluence using above data: 0.505 0.506 Area of streams before confluence: 0.010 0.080 Results of confluence: Total flow rate = 0.506(CFS) Time of concentration = 4.009 mm. Effective stream area after confluence = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 104.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 159.690(Ft.) Downstream point/station elevation = 159.370(Ft.) Pipe length = 32.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.506(CFS) Nearest computed pipe diameter = 6.00(m.) Calculated individual pipe flow = 0.506(CFS) Normal flow depth in pipe = 4.45(In.) Flow top width inside pipe = 5.25(m.) Critical Depth = 4.35(In.) Pipe flow velocity = 3.23(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TC) = 4.17 mm. +++++++++++++ ++ +++ ++++++ + ++++++++++++++++++ ++++++ ++ + + + ++ +++++++ Process from Point/Station 107.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.506(CFS) Time of concentration = 4.17 mm. Rainfall intensity = 6.850(In/F!r) Summary of stream data: G:\131014\Drainage\Drainage\Drainage StudyR.doc 17 Legoland Waterpark Expansion IN 131014 Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/fir) 1 3.243 5.30 6.599 2 0.506 4.17 6.850 Qmax(1) = 1.000 * 1.000 * 3.243) + 0.963 * 1.000 * 0.506) + = 3.730 Qmax(2) = 1.000 * 0.788 * 3.243) + 1.000 * 1.000 * 0.506) + = 3.060 Total of 2 main streams to confluence: Flow rates before confluence point: 3.243 0.506 Maximum flow rates at confluence using above data: 3.730 3.060 Area of streams before confluence: 0.580 0.090 Results of confluence: Total flow rate = 3.730(CFS) Time of concentration = 5.299 mm. Effective stream area after confluence = 0.670 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 110.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 159.370 (Ft.) Downstream point/station elevation = 159.080(Ft.) Pipe length = 33.00(Ft.) Slope = 0.0088 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.730(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.730(CFS) Normal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 14.86(In.) Critical Depth = 9.36(In.) Pipe flow velocity = 5.19(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 5.40 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 6.515(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial G:\131014\Drainage\Drainage\Drainage StudyR.doc 18 Legoland Waterpark Expansion JN 131014 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.40 mm. Rainfall intensity = 6.515(In/Hr) for Effective runoff coefficient used for total (Q=KCIA) is C= 0.820 CA = 0.590 100.0 year storm area Subarea runoff = 0.116(CFS) for 0.050(Ac.) Total runoff = 3.846(CFS) Total area = 0.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 110.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.720 (Ac.) Runoff from this stream = 3.846(CFS) Time of concentration = 5.40 mm. Rainfall intensity = 6.515(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 6.150(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.91 mm. Rain intensity = 6.15(In/Hr) Total area = 0.420(Ac.) Total runoff = 2.280(CFS) NODE A-6 from Reference 3, See Attachment J Process from Point/Station 111.000 to Point/Station 112.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 160.090(Ft.) Downstream point/station elevation = 159.790(Ft.) Pipe length = 29.00(Ft.) Slope = 0.0103 Manning's No. of pipes = 1 Required pipe flow = 2.280(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 2.280(CFS) Normal flow depth in pipe = 6.90(In.) Flow top width inside pipe = 11.86(In.) Critical Depth = 7.75(In.) Pipe flow velocity = 4.88(Ft/s) Travel time through pipe = 0.10 mm. N = 0.013 G:\131014\Drainage\Drainage\Drainage StudyR.doc 19 Legoland Waterpark Expansion JN 131014 Time of concentration (TC) = 6.01 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 CONFLUENCE OF MINOR STREAMS '" Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.420(Ac.) Runoff from this stream = 2.280(CFS) Time of concentration = 6.01 mm. Rainfall intensity = 6.084(In/Hr) Process from Point/Station 113.000 to Point/Station 113.100 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 14.000(Ft.) Highest elevation = 176.500(Ft.) Lowest elevation = 173.100(Ft.) Elevation difference = 3.400(Ft.) Slope = 24.286 % Top of Initial Area Slope adjusted by User to 21.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 21.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.83 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8200)*( 100.000".5)/( 21.000A(1/3)1= 1.83 Calculated TC of 1.827 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.056(CFS) Total initial stream area = 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-I. Process from Point/Station 113.100 to Point/Station 114.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 170.000(Ft.) Downstream point/station elevation = 166.000(Ft.) Pipe length = 53.30(Ft.) Slope = 0.0750 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 0.056(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.056(CFS) G:\131014\Drainage\Drainage\Drainage StudyR.doc20 Legoland Waterpark Expansion JN 131014 Normal flow depth in pipe = 1.06(In.) Flow top width inside pipe = 2.87 (In.) Critical Depth = 1.71(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe = 0.25 mm. Time of concentration (TC) = 2.07 mm. Process from Point/Station 114.000 to Point/Station 114.000 SUBAREA FLOW ADDITION **** Calculated TC of 2.072 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 2.07 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.090 Subarea runoff = 0.562(CFS) for 0.100(Ac.) Total runoff = 0.618(CFS) Total area = 0.110(Ac.) Process from Point/Station 114.000 to Point/Station 114.100 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 166.000(Ft.) Downstream point/station elevation = 165.600(Ft.) Pipe length = 56.70(Ft.) Slope = 0.0071 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 0.618(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.618(CFS) Normal flow depth in pipe = 4.57(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 4.28(In.) Pipe flow velocity = 2.74(Ft/s) Travel time through pipe = 0.34 mm. Time of concentration (TC) = 2.42 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 114.100 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.110(Ac.) Runoff from this stream = 0.618(CFS) Time of concentration = 2.42 mm. G:\131014\Drainage\Drainage\Drainage StudyR.doc2 1 Legoland Waterpark Expansion iN 131014 Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.280 6.01 6.084 2 0.618 2.42 6.850 Qmax(1) = 1.000 * 1.000 * 2.280) + 0.888 * 1.000 * 0.618) + = 2.829 Qmax(2) = 1.000 * 0.402 * 2.280) + 1.000 * 1.000 * 0.618) + = 1.535 Total of 2 streams to confluence: Flow rates before confluence point: 2.280 0.618 Maximum flow rates at confluence using above data: 2.829 1.535 Area of streams before confluence: 0.420 0.110 Results of confluence: Total flow rate = 2.829(CFS) Time of concentration = 6.009 mm. Effective stream area after confluence = 0.530(Ac.) Process from Point/Station 114.100 to Point/Station 114.100 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 6.084(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 6.01 mm. Rainfall intensity = 6.084(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.574 Subarea runoff = 0.664(CFS) for 0.170(Ac.) Total runoff = 3.492(CFS) Total area = 0.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 115.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 160.070(Ft.) Downstream point/station elevation = 159.660(Ft.) Pipe length = 13.00(Ft.) Slope = 0.0315 Manning's N = 0.013 11 G:\131014\Drainage\Drainage\Drainage StudyR.doc22 Legoland Waterpark Expansion iN 131014 No. of pipes = 1 Required pipe flow = 3.492(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.492(CFS) Normal flow depth in pipe = 6.36(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.58(In.) I Pipe flow velocity = 8.25(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 6.04 mm. +++++ + .++ + ++ + ++++++++ + ++ + + + Process from Point/Station 112.000 to Point/Station 115.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.700 (Ac.) Runoff from this stream = 3.492(CFS) Time of concentration = 6.04 mm. Rainfall intensity = 6.067(In/Hr) + + ++ +++ ++++ + ++++ ++++ +++.+++++++ ++++++++++++ ++++ +++++++ ++ ++ +++++++.++ ++ Process from Point/Station 116.000 to Point/Station 116.000 USER DEFINED FLOW INFORMATION AT A POINT **** NODE A-9 per Reference 3, See Attachment J Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group. D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 6.449(In/Hr) for a 100.0 year storm User specified values are as follows: PC = 5.49 mm. Rain intensity = 6.45(In/Hr) Total area = 0.530(Ac.) Total runoff = 2.910(CFS) *Total Area for Node A-3 Calc'd per Reference 3 (0.25+0.14+0.14)= 0.53 not 0.70 as called out in existing study Process from Point/Station 116.000 to Point/Station 115.000 SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 6.449(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.49 mm. G:\131014\Drainage\Drainage\Drainage StudyR.doc23 Legoland Waterpark Expansion JN 131014 Rainfall intensity = 6.449(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.558 Subarea runoff = 0.686(CFS) for 0.150(Ac.) Total runoff = 3.596(CFS) Total area = 0.680(Ac.) Basin 10 per Reference 3= 0.28 Acres; however, a portion of Basin 10 shall be diverted with proposed design to Bioretention Basin 3, 0.13 acres added to Process from #114 to #112. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 115.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 161.610(Ft.) Downstream point/station elevation = 159.660(Ft.) Pipe length = 195.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.596(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.596(CFS) Normal flow depth in pipe = 8.00(In.) Flow top width inside pipe = 14.97(In.) Critical Depth = 9.19(In.) Pipe flow velocity = 5.40(Ft/s) Travel time through pipe = 0.60 mm. Time of concentration (TC) = 6.09 mm. ++ ++++++++++ + +++++++++++ +++++++++++ ++ +++++ ++ ++++++++++++++ + ++ + ++ Process from Point/Station 116.000 to Point/Station 115.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.680 (Ac.) Runoff from this stream = 3.596(CFS) Time of concentration = 6.09 mm. Rainfall intensity = 6.031(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 3.492 6.04 6.067 2 3.596 6.09 6.031 Qmax(l) = 1.000 * 1.000 * 3.492) + 1.000 * 0.991 * 3.596) + = 7.056 Qmax(2) = 0.994 * 1.000 * 3.492) + 1.000 * 1.000 * 3.596) + = 7.068 Total of 2 streams to confluence: Flow rates before confluence point: 3.492 3.596 Maximum flow rates at confluence using above data: 7.056 7.068 G:\131014\Drainage\Drainage\Drainage StudyR.doc24 Legoland Waterpark Expansion iN 131014 Area of streams before confluence: 0.700 0.680 Results of confluence: Total flow rate = 7.068(CFS) Time of concentration = 6.091 mm. Effective stream area after confluence = 1.380(Ac.) Process from Point/Station 115.000 to Point/Station 110.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 159.660(Ft.) Downstream point/station elevation = 159.080(Ft.) Pipe length = 42.00(Ft.) Slope = 0.0138 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.068(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.068(CFS) Normal flow depth in pipe = 11.46(In.) Flow top width inside pipe = 12.74 (In.) Critical Depth = 12.76(In.) Pipe flow velocity = 7.03(Ft/s) Travel time through pipe = 0.10 mm. Time of concentration (TC) = 6.19 mm. Process from Point/Station 115.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.380(Ac.) Runoff from this stream = 7.068(CFS) Time of concentration = 6.19 mm. Rainfall intensity = 5.968(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 3.846 5.40 6.515 2 7.068 6.19 5.968 Qmax(1) = 1.000 * 1.000 * 3.846) + 1.000 * 0.873 * 7.068) + = 10.017 Qmax(2) = 0.916 * 1.000 * 3.846) + 1.000 * 1.000 * 7.068) + = 10.592 Total of 2 main streams to confluence: Flow rates before confluence point: 3.846 7.068 Maximum flow rates at confluence using above data: 10.017 10.592 Area of streams before confluence: G:\131014\Drainage\Drainage\Drainage StudyR.doc25 Legoland Waterpark Expansion JN 131014 0.720 1.380 Results of confluence: Total flow rate = 10.592(CFS) Time of concentration = 6.191 mm. Effective stream area after confluence = 2.100(Ac.) End of computations, total study area = 2.100 (Ac.) 100 Year Flowrate from Reference 3 from Node B-4 to Node B-5 is 11.46 cfs which is greater than 10.59cfs. G:\131014\Drainage\Drainage\Drainage StudyR.doc26 Legoland Waterpark Expansion IN 131014 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/29/13 ------------------------------------------------------------------------ Proposed 100 Year Hydrology for Basin 2 Legoland Waterpark Expansion JN 131014 Calcs By NF 10/29/2013 ------------------------------------------------------------------------ Hydrology Study Control Information Program License Serial Number 6218 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600. 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 178.400(Ft.) Lowest elevation = 177.100(Ft.) Elevation difference = 1.300(Ft.) Slope = 1.733 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)] TC = [1.8*(1.1_0.8200)*( 60.000".5)/( 1.000A(1/3)]= 3.90 G:\131014\Drainage\Drainage\Drainage StudyR.doc27 Legoland Waterpark Expansion JN 131014 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.618(CFS) Total initial stream area = 0.110(Ac.) + +++++++.++++++ + + +++ +++++ ++++++++++++++++++++++++ ++++++ ++++ Process from Point/Station 201.000 to Point/Station 202.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 175.000(Ft.) Downstream point/station elevation = 174.800(Ft.) Pipe length = 41.60(Ft.) Slope = 0.0048 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.618(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.618(CFS) Normal flow depth in pipe = 4.71(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 4.28(In.) Pipe flow velocity = 2.64(Ft/s) Travel time through pipe = 0.26 mm. Time of concentration (TC) = 4.17 mm. +++++++++ ++ +++++++++++++ +++++ + + + +++++ ++++ ++++ +++++++ +++++++++ +++++ ++++ Process from Point/Station 201.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.110(Ac.) Runoff from this stream = 0.618(CFS) Time of concentration = 4.17 mm. Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++--+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 23.500(Ft.) Highest elevation = 177.500(Ft.) Lowest elevation = 176.800(Ft.) Elevation difference = 0.700(Ft.) Slope = 2.979 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) I G:\131014\Drainage\Drainage\Drainage StudyR.doc28 Legoland Waterpark Expansion JN 131014 for the top area slope value of 2.98 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.23 minutes TC = [l.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)) TC= [1.8*(1.1_0.8200)*( 85.000".5)•/( 2.979A(1/3)]= 3.23 Calculated TC of 3.229 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 204.000 to Point/Station 202.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 175. 000(Ft.) Downstream point/station elevation = 174.800(Ft.) Pipe length = 39.40(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.225(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.225(CFS) Normal flow depth in pipe = 3.21(In.) Flow top width inside pipe = 5.99(In.) Critical Depth = 2.85(In.) Pipe flow velocity = 2.09(Ft/s) Travel time through pipe = 0.31 mm. Time of concentration (PC) = 3.54 mm. +++ ++ ++ ++ + +++++++++++++ ++ + ++++++ +++ +++++++++++++++++ +++++++ ++++++++++ + Process from Point/Station 202.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION **** I Calculated TC of 3.543 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.54 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.074 Subarea runoff = 0.281(CFS) for 0.050(Ac.) Total runoff = 0.506(CFS) Total area = 0.090(Ac.) +++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 202.000 G:\131014\Drainage\Drainage\Drainage StudyR.doc29 I I Legoland Waterpark Expansion iN 131014 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.506(CFS) Time of concentration = 3.54 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.618 4.17 6.850 2 0.506 3.54 6.850 Qmax(1) = 1.000 * 1.000 * 0.618) + 1.000 * 1.000 * 0.506) + = 1.123 Qmax(2) = 1.000 * 0.850 * 0.618) + 1.000 1.000 * 0.506) + = 1.031 Total of 2 main streams to confluence: Flow rates before confluence point: 0.618 0.506 Maximum flow rates at confluence using above data: 1.123 1.031 Area of streams before confluence: 0.110 0.090 Results of confluence: Total flow rate = 1.123(CFS) Time of concentration = 4.166 mm. Effective stream area after confluence = 0.200(Ac.) I Process from Point/Station 202.000 to Point/Station 205.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 4.166 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall in (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.17 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.197 G:\131014\Drainage\Drainage\Drainage StudyR.doc30 Legoland Waterpark Expansion iN 131014 Subarea runoff = 0.225(CFS) for 0.040(Ac.) Total runoff = 1.348(CFS) Total area = 0.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 205.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 174.800(Ft.) Downstream point/station elevation = 174.200(Ft.) Pipe length = 111.10(Ft.) Slope = 0.0054 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.348(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.348(CFS) Normal flow depth in pipe = 6.11(In.) Flow top width inside pipe = 12.00(m.) Critical Depth = 5.89(In.) Pipe flow velocity = 3.36(Ft/s) Travel time through pipe = 0.55 mm. Time of concentration (TC) = 4.72 mm. +++++++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++ Process from Point/Station 202.000 to Point/Station 205.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.240 (Ac.) Runoff from this stream = 1.348(CFS) Time of concentration = 4.72 mm. Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 206.000 to Point/Station 206.100 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 177.400(Ft.) Lowest elevation = 177.100(Ft.) Elevation difference = 0.300(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development General Commercial In Accordance With Figure 3-3 type of G:\131014\Drainage\Drainage\Drainage StudyR.doc3 1 Legoland Waterpark Expansion JN 131014 Initial Area Time of Concentration = 3.46 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)J TC= [1.8*(1.1_0.8200)*( 75.000".5)/( 2.000'(1/3)1= 3.46 Calculated TC of 3.464 minutes is less than 5 minutes, resetting PC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020 (Ac.) Process from Point/Station 206.000 to Point/Station 207.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 175.100(Ft.) Downstream point/station elevation = 174.700(Ft.) Pipe length = 77.50(Ft.) Slope = 0.0052 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.112(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.112(CFS) Normal flow depth in pipe = 2.16(m.) Flow top width inside pipe = 5.76(In.) Critical Depth = 1.99(In.) Pipe flow velocity = 1.76(Ft/s) Travel time through pipe = 0.74 mm. Time of concentration (TC) = 4.20 mm. Process from Point/Station 207.000 to Point/Station 207.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 4.200 minutes is less resetting TC to 5.0 minutes Rainfall intensity (I) Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 for rainfall 6.850(In/Hr) A = 0.000 B = 0.000 C = 0.000 D = 1.000 than 5 minutes, intensity calculations for a 100.0 year storm Time of concentration = 4.20 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.049 Subarea runoff = 0.225(CFS) for 0.040(Ac.) Total runoff = 0.337(CFS) Total area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++.++++.++++++++++++++++.+++++++++++++ Process from Point/Station 207.000 to Point/Station 205.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 174.600(Ft.) G:\131014\Drainage\Drainage\Drainage StudyR.do02 Legoland Waterpark Expansion iN 131014 Downstream point/station elevation = 174.400(Ft.) Pipe length = 23.50(Ft.) Slope = 0.0085 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.337(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.337(CFS) Normal flow depth in pipe = 3.53(In.) Flow top width inside pipe = 5.91(In.) Critical Depth = 3.53(In.) Pipe flow velocity = 2.81(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (TC) = 4.34 mm. Process from Point/Station 207.000 to Point/Station 205.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.337(CFS) Time of concentration = 4.34 mm. Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 209.100 INITIAL AREA EVALUATION "' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 25.000(Ft.) Highest elevation = 177.500(Ft.) Lowest elevation = 176.700(Ft.) Elevation difference = 0.800(Ft.) Slope = 3.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.20 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.15 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope'(1/3)] TC = [1.8*(1.1_0.8200)*( 85.000".5)/( 3.200"(1/3)1= 3.15 Calculated TC of 3.153 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.281(CFS) Total initial stream area = 0.050 (Ac.) G:\131014\Drainage\Drainage\Drainage StudyR.do63 Legoland Waterpark Expansion iN 131014 ++++++ + + + ++++++ +++++++++++++ +++++++++++++++ + + ++++++++ +++ .+++++ +++ Process from Point/Station 209.100 to Point/Station 209.300 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 174.900(Ft.) Downstream point/station elevation = 174.500(Ft.) Pipe length = 61.40(Ft.) Slope = 0.0065 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.281(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.281(CFS) Normal flow depth in pipe = 3.42(In.) Flow top width inside pipe = 5.94(In.) Critical Depth = 3.21(In.) Pipe flow velocity = 2.43(Ft/s) Travel time through pipe = 0.42 mm. Time of concentration (TC) = 3.57 mm. Process from Point/Station 209.300 to Point/Station 209.300 SUBAREA FLOW ADDITION **** Calculated TC of 3.574 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.57 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.074 Subarea runoff = 0.225(CFS) for 0.040(Ac.) Total runoff = 0.506(CFS) Total area = 0.090(Ac.) Process from Point/Station 209.300 to Point/Station 210.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 174.500(Ft.) Downstream point/station elevation = 174.400(Ft.) Pipe length = 26.30(Ft.) Slope = 0.0038 Manning's No. of pipes = 1 Required pipe flow = 0.506(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.506(CFS) Normal flow depth in pipe = 4.48(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 3.85(In.) Pipe flow velocity = 2.30(Ft/s) Travel time through pipe = 0.19 mm. N = 0.013 G:\131014\Drainage\Drainage\Drainage StudyR.do64 Legoland Waterpark Expansion iN 131014 Time of concentration (TC) = 3.76 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+ Process from Point/Station 210.000 to Point/Station 211.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 3.765 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.76 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.123 Subarea runoff = 0.337(CFS) for 0.060(Ac.) Total runoff = 0.843(CFS) Total area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 174.500(Ft.) Downstream point/station elevation = 174.300(Ft.) Pipe length = 27.30(Ft.) Slope = 0.0073 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.843(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.843(CFS) Normal flow depth in pipe = 5.00(In.) Flow top width inside pipe = 8.94 (In.) Critical Depth = 5.03(In.) Pipe flow velocity = 3.34(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (TC) = 3.90 mm. +++++++++++++++++++++++++++++++++++++++++++++++-f-4-+++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.150(Ac.) Runoff from this stream = 0.843(CFS) Time of concentration = 3.90 mm. Rainfall intensity = 6.850(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 213.100 G:\131014\Drainage\Drainage\Drainage StudyR.doc35 Legoland Waterpark Expansion JN 131014 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 48.000(Ft.) Highest elevation = 180.000(Ft.) Lowest elevation = 179.300(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.458 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope "(1/3)) TC = [1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000"(1/3))= 3.90 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.100 to Point/Station 214.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 177.400(Ft.) Downstream point/station elevation = 177.000(Ft.) Pipe length = 16.30(Ft.) Slope = 0.0245 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.112(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.112(CFS) Normal flow depth in pipe = 2.04 (In.) Flow top width inside pipe = 2.80(In.) Critical Depth = 2.43(In.) Pipe flow velocity = 3.14 (Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 3.99 mm. +++++ ++++ +++ + + ++ + +++++++ +++++++++ ++ ++++ +++ Process from Point/Station 214.000 to Point/Station 214.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 3.991 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 G:\131014\Drainage\Drainage\Drainage StudyR.do66 Legoland Waterpark Expansion IN 131014 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 U Sub-Area C Value = 0.820 Time of concentration = 3.99 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.049 Subarea runoff = 0.225(CFS) for 0.040(Ac.) Total runoff = 0.337(CFS) Total area = Process from Point/Station 214.000 to Point/Station 214.100 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 177.000(Ft.) Downstream point/station elevation = 174.900(Ft.) Pipe length = 127.70(Ft.) Slope = 0.0164 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.337(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.337(CFS) Normal flow depth in pipe = 2.89(In.) Flow top width inside pipe = 6.00(m.) Critical Depth = 3.53(m.) Pipe flow velocity = 3.60(Ft/s) Travel time through pipe.= 0.59 mm. Time of concentration (TC) = 4.58 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.100 to Point/Station 214.100 **** SUBAREA FLOW ADDITION **** Calculated TC of 4.581 minutes is less than 5 minutes, resetting PC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.58 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.098 Subarea runoff = 0.337(CFS) for 0.060(Ac.) Total runoff = 0.674(CFS) Total area = 0.120(Ac.) +++ ++ + ++.+++ + +++ +++++ ++++ + +++++ year storm 0.060 (Ac.) G:\131014\Drainage\Drainage\Drainage StudyR.do0 7 Legoland Waterpark Expansion IN 131014 Process from Point/Station 214.100 to Point/Station PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 174.900(Ft.) Downstream point/station elevation = 174.600(Ft.) Pipe length = 25.90(Ft.) Slope = 0.0116 Manning's U No. of pipes = 1 Required pipe flow = 0.674(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.674(CFS) Normal flow depth in pipe = 3.84 (In.) Flow top width inside pipe = 8.90(In.) Critical Depth = 4.48(In.) Pipe flow velocity = 3.75(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 4.70 mm. 214.200 N = 0.013 +++ ++ + +++ + ++++++ ++++++ +++++++++ + +++++++++++++ ++++ ++ + +++++ ++ Process from Point/Station 214.200 to Point/Station 214.200 **** SUBAREA FLOW ADDITION **** Calculated TC of 4.696 minutes is less resetting TC to 5.0 minutes for rainfall Rainfall intensity (I) = 6.850(In/Hr Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.70 mm. than 5 minutes, intensity calculations for a 100.0 year storm Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.123 Subarea runoff = 0.169(CFS) for 0.030(Ac.) Total runoff = 0.843(CFS) Total area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.200 to Point/Station 214.300 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 174.600(Ft.) Downstream point/station elevation = 174.500(Ft.) Pipe length = 25.90(Ft.) Slope = 0.0039 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.843(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.843(CFS) Normal flow depth in pipe = 6.20(In.) Flow top width inside pipe = 8.33(In.) Critical Depth = 5.03(In.) Pipe flow velocity = 2.60(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 4.86 min. G:\131014\Drainage\Drainage\Drainage StudyR.do6 8 Legoland Waterpark Expansion IN 131014 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.300 to Point/Station 214.300 '" SUBAREA FLOW ADDITION **** Calculated TC of 4.862 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.86 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.139 Subarea runoff = 0.112(CFS) for 0.020(Ac.) Total runoff = 0.955(CFS) Total area = 0.170(Ac.) ++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.300 to Point/Station 211.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 164.500(Ft.) Downstream point/station elevation = 0.000(Ft.) Pipe length = 36.40(Ft.) Slope = 4.5192 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.955(CFS) Nearest computed pipe diameter = 3.00(m.) Calculated individual pipe flow = 0.955(CFS) Normal flow depth in pipe = 1.51(In.) Flow top width inside pipe = 3.00(In.) Critical depth could not be calculated. Pipe flow velocity = 38.43(Ft/s) Travel time through pipe =' 0.02 mm. Time of concentration (TC) = 4.88 min. Process from Point/Station 214.300 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.955(CFS) Time of concentration = 4.88 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) G:\131014\Drainage\Drainage\Drainage StudyR.do69 Legoland Waterpark Expansion iN 131014 1 0.843 3.90 6.850 2 0.955 4.88 6.850 Qrnax(1) = 1.000 * 1.000 * 0.843) + 1.000 * 0.800 * 0.955) + = 1.606 Qmax(2) = 1.000 * 1.000 * 0.843) + 1.000 * 1.000 * 0.955) + = 1.798 Total of 2 streams to confluence: Flow rates before confluence point: 0.843 0.955 Maximum flow rates at confluence using above data: 1.606 1.798 Area of streams before confluence: 0.150 0.170 Results of confluence: Total flow rate = 1.798(CFS) Time of concentration = 4.878 mm. Effective stream area after confluence = 0.320(Ac.) Process from Point/Station 211.000 to Point/Station 205.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 174.300(Ft.) Downstream point/station elevation = 164.200(Ft.) Pipe length = 14.90(Ft.) Slope = 0.6779 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.798(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.798(CFS) Normal flow depth in pipe = 2.60(In.) Flow top width inside pipe = 5.95(In.) Critical depth could not be calculated. Pipe flow velocity = 22.05(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 4.89 mm. Process from Point/Station 211.000 to Point/Station 211.000 SUBAREA FLOW ADDITION **** Calculated TC of 4.889 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.89 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm G:\131014\Drainage\Drainage\Drainage StudyR.doc40 Legoland Waterpark Expansion iN 131014 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.271 Subarea runoff = 0.056(CFS) for 0.010(Ac.) Total runoff = 1.854(CFS) Total area = 0.330(Ac.) Process from Point/Station 211.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.330(Ac.) Runoff from this stream = 1.854(CFS) Time of concentration = 4.89 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.348 4.72 6.850 2 0.337 4.34 6.850 3 1.854 4.89 6.850 Qmax(1) = 1.000 * 1.000 * 1.348) + 1.000 * 1.000 * 0.337) + 1.000 * 0.965 * 1.854) + = 3.474 Qmax(2) = 1.000 * 0.920 * 1.348) + 1.000 * 1.000 * 0.337) + 1.000 * 0.887 * 1.854) + = 3.222 Qmax(3) = 1.000 * 1.000 * 1.348) + 1.000 * 1.000 * 0.337) + 1.000 * 1.000 * 1.854) + = 3.539 Total of 3 main streams to confluence: Flow rates before confluence point: 1.348 0.337 1.854 Maximum flow rates at confluence using above data: 3.474 3.222 3.539 Area of streams before confluence: 0.240 0.060 0.330 Results of confluence: Total flow rate = 3.539(CFS) Time of concentration = 4.889 mm. Effective stream area after confluence = 0.630(Ac.) ++ ++++++++++ +++++++ + + ++++++++++ +++++++++++ ++++ +++++ +++++ + + +++++ + +++ Process from Point/Station 205.000 to Point/Station 216.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** G:\131014\Drainage\Drainage\Drainage StudyR.doc4l Legoland Waterpark Expansion iN 131014 Upstream point/station elevation = 174.200(Ft.) Downstream point/station elevation = 173.900(Ft.) Pipe length = 68.20(Ft.) Slope = 0.0044 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.539(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.539(CFS) Normal flow depth in pipe = 10.39(In.) Flow top width inside pipe = 13.84 (In.) Critical Depth = 9.11(In.) Pipe flow velocity = 3.90(Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 5.18 mm. ++ +++++ + ++ ++ .+++ .+++ + ++++++++++++++++++ ++++ +++++++.++++++++ + +++++ + Process from Point/Station 216.000 to Point/Station 216.000 SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 6.695(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.18 mm. Rainfall intensity = 6.695(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.549 Subarea runoff = 0.139(CFS) for 0.040 (Ac.) Total runoff = 3.678(CFS) Total area = 0.670(Ac.,) Process from Point/Station 216.000 to Point/Station 217.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 173.900(Ft.) Downstream point/station elevation = 173.330(Ft.) Pipe length = 99.40(Ft.) Slope = 0.0057 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.678(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.678(CFS) Normal flow depth in pipe = 9.70(In.) Flow top width inside pipe = 14.34 (In.) Critical Depth = 9.29(In.) Pipe flow velocity = 4.38(Ft/s) Travel time through pipe = 0.38 mm. Time of concentration (TC) = 5.56 mm. Process from Point/Station 216.000 to Point/Station 217.000 **** CONFLUENCE OF MAIN STREAMS **** G:\131014\Drainage\Drainage\Drainage StudyR.doc42 Legoland Waterpark Expansion JN 131014 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.670(Ac.) Runoff from this stream = 3.678(CFS) Time of concentration = 5.56 mm. Rainfall intensity = 6.397(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 213.000 to Point/Station 219.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 180.000(Ft.) Lowest elevation = 177.500(Ft.) Elevation difference = 2.500(Ft.) Slope = 3.125 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope'(1/3)1 TC= [1.8*(1.1_0.8200)*( 60.000.5)/( 1.000A(1/3)1= 3.90 The initial area total distance of 80.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.46 minutes for a distance of 20.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.20(Ft.) from the end of the top area Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(mjn/hr) = 0.462 Minutes Tt=[(11.9*0.00383)/( 0.20)]A.385= 0.46 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 0.46 minutes from the Figure 3-4 formula = 4.37 minutes Calculated TC of 4.366 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.506(CFS) Total initial stream area = 0.090 (Ac.) ++ ++++++++++++ + ++++++++ + ++++ + +++++++ ++ +++ Process from Point/Station 219.000 to Point/Station 220.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** G:\131014\Drainage\Drainage\Drainage StudyR.doc43 Legoland Waterpark Expansion iN 131014 Upstream point/station elevation = 174.400(Ft.) Downstream point/station elevation = 173.400(Ft.) Pipe length = 85.10(Ft.) Slope = 0.0118 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.506(CFS) Nearest computed pipe diameter = 6.00(m.) Calculated individual pipe flow = 0.506(CFS) Normal flow depth in pipe = 4.17 (In.) Flow top width inside pipe = 5.52(In.) Critical Depth = 4.35(In.) Pipe flow velocity = 3.46(Ft/s) Travel time through pipe = 0.41 mm. Time of concentration (TC) = 4.78 mm. Process from Point/Station 219.000 to Point/Station 220.000 SUBAREA FLOW ADDITION **** Calculated TC of 4.775 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.78 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.131 Subarea runoff = 0.393(CFS) for 0.070(Ac.) Total runoff = 0.899(CFS) Total area = 0.160(Ac.) Process from Point/Station 219.000 to Point/Station 220.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.899(CFS) Time of concentration = 4.78 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (mm) 1 3.678 5.56 2 0.899 4.78 Qmax(1) = 1.000 * 1.000 * G:\131014\Drainage\Drainage\Drainage StudyR.doc44 Rainfall Intensity (In/Hr) 6.397 6.850 3.678) + Legoland Waterpark Expansion iN 131014 0.934 * 1.000 * 0.899) + = 4.518 Qmax(2) = 1.000 * 0.859 * 3.678) + 1.000 * 1.000 * 0.899) + = 4.058 Total of 2 main streams to confluence: Flow rates before confluence point: 3.678 0.899 Maximum flow rates at confluence using above data: 4.518 4.058 Area of streams before confluence: 0.670 0.160 Results of confluence: Total flow rate = 4.518(CFS) Time of concentration = 5.559 mm. Effective stream area after confluence = 0.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 220.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 6.397(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.56 mm. Rainfall intensity = 6.397(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.918 Subarea runoff = 1.358(CFS) for 0.290(Ac.) Total runoff = 5.875(CFS) Total area = 1.120(Ac.) End of computations, total study area = 1.120 (Ac.) See Detention Calculations Appendix D for Outflow to 18" HDPE Storm Drain G:\131014\Drainage\Drainage\Drainage StudyR.doc45 Legoland Waterpark Expansion iN 131014 APPENDIX C Hydraulic Calculations for Grates and Storm Drains (See Exhibit 'K') G:\131014\Drainage\Drainage\Drainage StudyR.doc46 Legoland Waterpark Expansion iN 131014 Capacity Calculations for Type G Catch Basin Qmax/P = 3.0 * H'3/2 (Bureau of Public Roads Chart - See attached exhibit 'H') Q - Storm runoff P -Perimeter of catch basin grate D-15 (1.9'x 3.0' Area Drain P=1.9'+1.9'+3.0'+3.0'=9.8') H - Head (assume 14" depression, H=1.17) All Bioretention Areas are designed to have 14" minimum of freeboard Assuming grate is half clogged: (P=9.8/2=4.9') Qmax = (3.0 * 1.17"\3/2)*4.9' = 18.60 cfs, all Bioretention Areas are OK 3, 3' x 1.9' AREA DRAIN GRATE G:\131014\Drainage\Drainage\Drainage StudyR.doc47 Legoland Waterpark Expansion iN 131014 24"x 24" Catch Basin QmaxlP = 3.0 * H"3/2 (Bureau of Public Roads Chart - See attached exhibit) Q - Storm runoff P - Perimeter of catch basin grate (24" x 24" Area Drain P=24"+24"+24"+24"=8.0') H - Head (assume 6" depression, H=0.5') Assuming grate is half clogged: (P=8.0/2=4.0') Qmax = (3.0 * 05'A3/2)*40 = 4.24 cfs 24" 24" 24" x 24" AREA DRAIN GRATE G:\131014\Drainage\Drainage\Drainage StudyR.doc48 Legoland Waterpark Expansion IN 131014 6" Atrium Grate Qmax=CoA (2gd)".5 San Diego Drainage Design Manual Orifice Equation Q - Storm runoff A= effective Area of Orifice Opening ir2/2 = 7t*(0.25)2/2= 0.098sf d = Head (assume 6" depression, d=0.5') Co= Coefficient for Orifice = 0.67 Qmax = 0.67*0.098* (2*32.2*0.5)0.5 = 0.37 cfs G:\131014\Drainage\Drainage\Drainage StudyR.doc49 0 1 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3139 2012 by Autodesk, Inc. 6 HDPE Storm Drain Circular Highlighted Diameter (ft) = 0.50 Depth (ft) Q (cfs) Area (sqft) Invert Elev (ft) = 0.10 Velocity (ft/s) Slope (%) = 0.50 Wetted Perim (ft) N-Value = 0.013 Crit Depth, Yc(ft) Top Width (ft) Calculations EGL (ft) Compute by: Q vs Depth No. Increments = 10 Wednesday, Jul 312013 = 0.45 = 0.423 = 0.19 = 2.27 = 1.25 = 0.34 = 0.30 = 0.53 Elev (ft) 1.00 0.75 0.50 0.25 0.00 -0.25 Section Reach (ft) Elev (ft) 1.00 0.75 0.50 0.25 now -0.25 Section 0 1 Channel Report Hydraflow Express Extension for AutoCADV Civil 305 2012 by Autodesk, Inc. 8 HDPE Storm Drain Circular Diameter (ft) = 0.67 Invert Elev(ft) = 0.10 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Q vs Depth No. Increments = 10 Thursday, Aug 12013 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL(ft) = 0.60 = 0.923 = 0.33 = 2.76 = 1.68 = 0.46 = 0.40 = 0.72 I Reach (ft) Highlighted Depth (if) = 0.90 Q (cfs) = 2.685 Area (sqft) = 0.74 Velocity (ft/s) = 3.60 Wetted Perim (if) = 2.50 Crit Depth, Yc (if) = 0.71 Top Width (if) = 0.60 EGL(if) = 1.10 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. 12 HDPE Storm Drain Circular Diameter (if) = 1.00 Invert Elev (if) = 0.10 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Q vs Depth No. Increments = 10 Thursday, Aug 12013 Elev (if) Section Depth (if 2.00 1.90 1.50 1.40 H 1.00 I.' 0.50 0.40 I.. -0.10 -0.50 - -0.60 2 3 Reach (if) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Thursday, Aug 12013 18 HDPE Storm Drain Circular Highlighted Diameter (ft) = 1.50 Depth (ft) = 1.35 Q(cfs) = 7.916 Area (sqft) = 1.68 Invert Elev (ft) = 0.10 Velocity (ft/s) = 4.72 Slope (%) = 0.50 Wetted Perim (ft) = 3.75 N-Value = 0.013 Crit Depth, Yc (ft) = 1.09 Top Width (ft) = 0.90 Calculations EGL (ft) = 1.70 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 2.00 1.50 1.00 WE -0.50 0 1 2 3 Reach (ft) Legoland Waterpark Expansion JN 131014 APPENDIX D 100 Year Storm Detention Calculations for Bioretention Area G:\131014\Drainage\Drainage\Drainage StudyR.do64 Legoland Waterpark Expansion iN 131014 Detention Calculations for Legoland Waterpark Expansion A series of bioretention facilities are utilized throughout the site. The facilities were sized to contain from 0.1 Q2 up to the 10 year storm event, see the Preliminary Storm Water Management Plan for Legoland Waterpark Expansion, prepared by O'Day Consultants on July 22, 2013 (Reference 1). In a 100 year storm event the bioretention facilities will act as detention facilities. Though all the bioretention facilities shall detain some storm water, only the largest one, Bioretention area 4, on the upper pad was analyzed because the flowrates on the lower pad are less than existing without the detention calculation. During a 100 year storm event 2.78cfs will leave the site, the total hydraulic volume stored in Bioretention #4 is 4,412 cf. See calculations on the attached pages. The inflow hydrograph was determined using the RatHydro program developed by Rick Engineering for the County of San Diego. The RatHydro program utilizes the San Diego Hydrology Manual (Section 6) to determine the rainfall distribution. A summary of the methodology is shown below: The rainfall distribution for the a 6-hour rainfall is given by the following The total amount of rainfall (PT(N)) for any given block (N) is determined by the equation below: PT(N) (IT(N)*TT(N))/60 Since TT(N)=NTc in minutes, where (N= an integer number representing the given block number of rainfall) and I=7.44P6D'(-.645), substituting yields: PT(N)=0. 124P6(NTc)'(0.3 55) The distribution of the blocks are (2/3, 1/3), so the peak would occur at (2/3)*6 hours4 4hours. So the actual rainfall for any given time is PN=PT(N)-PT(N-1) The incremental hydrograph was calculated using the rainfall distribution where QN=CAI(N) (cfs); The incremental hydrograph was then inserted into the Hydraflow Hydrographs by Intellisolve software v9.22. See attached hydrographs. G:\131014\Drainage\Drainage\Drainage StudyR.doc55 Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Tuesday, 10 /29/2013 Pond No. I - Bloretention Basin 4 Pond Data Pond storage is based on user-defined values. Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 171.90 n/a 0 0 0.60 172.50 n/a 2,283 2,283 1.10 173.00 n/a 1,967 4,250 1.60 173.50 n/a 1,968 6,218 2.10 174.00 n/a 1,968 8,186 2.60 174.50 n/a 1,968 10,153 3.10 175.00 n/a 1,968 12,121 3.60 175.50 n/a 1,968 14,088 4.10 176.00 n/a 1,968 16,056 Culvert I Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (In) = 0.70 0.00 0.00 0.00 Crest Len (ft) = 9.80 0.00 0.00 0.00 Span (in) = 0.70 0.00 0.00 0.00 Crest El. (ft) = 173.33 0.00 0.00 0.00 No. Barrels = 1 0 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 171.90 0.00 0.00 0.00 Weir Type = Rect - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope (%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Wet area) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Welt risers chocked for orifice conditions (ic) and submergence (s). Stage! Storage! Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 171.90 0.00 - - - 0.00 - - - - -- 0.000 0.06 228 171.96 0.00 oc -- - - 0.00 - -- - - - 0.002 0.12 457 172.02 0.00 oc - - - 0.00 - - - - - 0.002 0.18 685 172.08 0.00 oc - - - 0.00 - - - - - 0.003 0.24 913 172.14 0.000c - - - 0.00 - - - - 0.003 0.30 1,142 172.20 0.000c - 0.00 - - - - 0.003 0.36 1,370 172.26 0.00 oc - -- - 0.00 - - - - 0.004 0.42 1,598 172.32 0.000c - - - 0.00 - - - - - 0.004 0.48 1,826 172.38 0.00 oc - - - 0.00 - - - - - 0.004 0.54 2,055 172.44 0.000c - - - 0.00 - - - - - 0.004 0.60 2,283 172.50 0.00 oc - - 0.00 - - - -- - 0.004 0.65 2,480 172.55 0.00 00 - - - 0.00 - - - - - 0.005 0.70 2,676 172.60 0.00 oc - - - 0.00 - - - - - 0.005 0.75 2,873 172.65 0.00 oc - - - 0.00 - - --- - - 0.005 0.80 3,070 172.70 0.01 oc - - 0.00 - - - - - 0.005 0.85 3,267 172.75 0.01 OC - - - 0.00 - - - 0.005 0.90 3,463 172.80 0.01 oc - - --- 0.00 - - - - - 0.005 0.95 3,660 172.85 0.01 oc -- - - 0.00 - - - -. - 0.006 1.00 3,857 172.90 0.01 oc - --- 0.00 -- -- - - 0.006 1.05 4,053 172.95 0.01 oc - - 0.00 -- - - -. - 0.006 1.10 4,250 173.00 0.01 00 -- - - 0.00 - - - - - 0.006 1.15 4,447 173.05 0.01 oc --- - - 0.00 - - -- - - 0.006 1.20 4,644 173.10 0.01 oc - - - 0.00 - - - -- - 0.006 1.25 4,840 173.15 0.01 oc - - - 0.00 - - - - - 0.006 1.30 5,037 173.20 0.01 oc - - - 0.00 - - - - - 0.006 1.35 5,234 173.25 0.01 OC - - - 0.00 - --- - -- - 0.007 1.40 5,431 173.30 0.01 oc --- - - 0.00 - --- -- -- 0.007 1.45 5,628 173.35 0.01 00 - - - 0.09 - - --- -- - 0.099 1.50 5,824 173.40 0.01 oc - --- - 0.60 - - - - - 0.612 1.55 6,021 173.45 0.01 oc - - - 1.36 -- - - - - 1.364 1.60 6,218 173.50 0.01 oc - - - 2.29 - - - - - 2.294 1.65 6,415 173.55 0.01 oc - - - 3.37 - - - - - 3.375 1.70 6,612 173.60 0.01 OC - - - 4.58 - - - - - 4.586 Continues on next page... Bioretention Basin 4 Stage I Storage I Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cts cfs cfs cfs cfs cfs cfs cts cfs cts 1.75 6,808 173.65 0.01 oc -- - - 5.91 -- - 5.915 1.80 7,005 173.70 0.01 oc - -- 7.34 -- - 7.352 1.85 7,202 173.75 0.01 oc - 8.88 - - 8.891 1.90 7,399 173.80 0.01 oc -- 10.52 - -- - - 10.52 1.95 7,595 173.85 0.01 oc - - - 12.24 - -- 12.25 2.00 7,792 173.90 0.01 oc - 14.04 - -- 14.05 2.05 7,989 173.95 0.01 oc --- 15.93 -- - - - 15.94 2.10 8,186 174.00 0.01 oc -- - 17.90 - - - 17.91 2.15 8,382 174.05 0.01 oc - - 19.94 - - - 19.95 2.20 8,579 174.10 0.01 oc - - 22.05 -- - - 22.06 2.25 8,776 174.15 0.01 oc - - 24.23 - - 24.24 2.30 8,973 174.20 0.01 oc - 26.48 - -- - 26.49 2.35 9,169 174.25 0.01 oc - - 28.80 - -- - 28.81 2.40 9,366 174.30 0.01 oc - - 31.18 - - - 31.19 2.45 9,563 174.35 0.01 oc - - 33.62 - - 33.63 2.50 9,760 174.40 0.01 oc 36.12 - - - - - 36.13 2.55 9,956 174.45 0.01 oc - - 38.68 - - -- 38.69 2.60 10,153 174.50 0.01 oc - -- - 41.30 - - 41.31 2.65 10,350 174.55 0.01 oc -- - 43.98 - - 43.99 2.70 10,547 174.60 0.01 oc - 46.71 - - - - - 46.72 2.75 10,743 174.65 0.01 cc - - 49.49 - 49.50 2.80 10,940 174.70 0.01 cc - - 52.33 -- - 52.34 2.85 11,137 174.75 0.01 oc - 55.22 - - - 55.23 2.90 11,334 174.80 0.01 oc - - 58.16 - -- 58.17 2.95 11,530 174.85 0.01 oc - - 61.16 - - - -- 61.17 3.00 11,727 174.90 0.01 cc - - 64.20 - - 64.21 3.05 11,924 174.95 0.01 cc - 67.29 - - - - 67.30 3.10 12,121 175.00 0.01 oc 70.43 - 70.44 3.15 12,317 175.05 0.01 cc - - 73.62 - - - 73.63 3.20 12,514 175.10 0.01 cc 76.85 - - 76.86 3.25 12,711 175.15 0.01 cc - - 80.13 - -- -- 80.14 3.30 12,908 175.20 0.01 cc - - 83.45 - 83.46 3.35 13,104 175.25 0.01 oc - - 86.82 - - - - 86.83 3.40 13,301 175.30 0.01 oc - - 90.24 - -- 90.25 3.45 13,498 175.35 0.01 oc - 93.69 - - - 93.70 3.50 3.55 13,695 13,891 175.40 175.45 0.01 oc 0.01 cc - - 97.19 - - 100.74 - - - 97.21 - - - 100.75 3.60 14,088 175.50 0.01 cc - - 104.32 - - 104.33 3.65 14,285 175.55 0.01 oc - - 107.95 - 107.96 3.70 14,482 175.60 0.01 oc -- - 111.61 - - - - 111.62 3.75 14,678 175.65 0.01 cc - - - 115.32 - - --- 115.33 3.80 14,875 175.70 0.01 cc 119.07 - - - 119.08 3.85 15,072 175.75 0.01 cc - - 122.86 - - - - 122.87 3.90 15,269 175.80 0.01 cc - - 126.69 - - - - - 126.70 3.95 15,465 175.85 0.01 cc - -- 130.55 - - - - - 130.56 4.00 15,662 175.90 0.01 cc -- 134.46 - - - - 134.47 4.05 15,859 175.95 0.01 oc -- - - 138.40 - 138.41 4.10 16,056 176.00 0.01 cc - 142.38 --- - - - -- 142.39 ...End \ CITY OF OCEANSIDE HIGHWAY CITY OF VISTA IT r ?DScS\D L .SITC WHThAL LP---, /v0 ZL E A AVE BURNERS PARK DR. AA S RD K P LU PACIFIC A AD CITY OF OCEAN LU RID SAN MARCOS AV CITY OF ENCINITAS VICINITY MAP NO SCALE EXHIBIT A San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-I RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I Runoff Coefficient "C" Soil Type Elements A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0' 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less ID 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR.) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.8 0.79 Commercial/Industrial (N. Coni) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (0. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 ComiucrcialIlndustnal (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 'The values associated with 01/6 impervious may be used for direct calculation of the runoff c o e f f i c i e n t a s d e s c r i b e d i n S e c t i o n 3 . 1 . 2 ( r e p r e s e n t i n g t h e pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A dwelling units per acre NRCS = National Resources Conservation Service 34 County of San Diego Hydrology Manual Soil Hydrologic Group Legend — Major Roads Incorporated City Bdy HYDROLOGIC SOIL GROUP Hydrologic Group Undefined - Hydrologic Group A Hydrologic Group B Hydrologic Group C Hydrologic Group D No Soil Data DPW imcis sicIs THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This product may contain information from the SANDAG Regional Information System which cannot be reproduced without the written pern'iosion of SANDAG. This product may contain information which has been reproduced with permission granted by Thomas Brothers Maps. 1173OO'W 117°15OW 117'0'0"W 116°45O"W 116°30OW 116°15'OW C Lr FA P. (\J co 1 1 1 1 1 n 4416 I11Th :H - I I T Z__ 1 t I _~t 7 + 4 tL :t — 4iaiM i1 I -------- —f irv' (cr' I +tT -tIN fill 7"1 so ZMEW tan A& tit 'in 71 Ar2 ; iL1 OF __ I ir I ",VISTA 1: rjy t TA 711 AAk- 4c, 1 f4, 0 Fin. It Ts LS Ab 00\ ± 71 41111 \ I ' f tt4 + t4ttJ-tl \1Pj I I 31M0041' Ai. 71 I - ' L r - 4ago Ott — + JAN DIEGO TIM P HAZ ,}, • rk M14 Y 0 ISO kSA AI IL -P4 4! ik4& Aj !4 7 t k 41 ia44St ' i P4 0, -------- 1rT-I -4 LH tit I 11A°45'fl'W 118°30'O'W 116'1 5'0'W Ii Note: Soil Data Source USDNN RCS SSURGO Soils 2007 z co N A 31.50 3 Miles D CxrnbT io -Il .-. (4 O IT4PQ1COUfltY rl L7 V I I 1 2 j ) I I ç - > I : - ' FA ( / - - - k --' .-•.•. .-'- - '- : - - - '- - - -. - - 7 'I- -- 9-LLU --. -----I- - - i--47 b - - L L 0 33-31 3330 -. -River idO County ( a I ç3 ci \ ••U_ ' ' ci ~w 77' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -24 Hours Lu 1 a1 30o 77, U 3o U \ 4. 3245k U U U U UU • U €• PAPERIAL U 32sO b;; UU • --U E:. tU V I : f245 GIS e x W-* E U U U U U • • - U U 32'3Q' -• UUUUU A, • 3 0 3MiIes 130 Cl) I - D Eu LU z U. 0 20 2 LU C) - LU 2 I- I- U) o UI 0 -J U) in o -10 2 o LU LU > 0 EXAMPLE: Given: Watercourse Distance (0) = 70 Feet Slope(s)=1.3% VDY Runoff Coefficient (C) 0.41 T - Overland Flow Time (1) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administratio n . 1 9 6 5 FIGURE Rational Formula - Overland Time of Flow Nomograph H 3-3 100 0 A V1iiI EQUATION llh1IIDIllhIIHhIIIIIII______________________________ 11111111 MCI lllllhIllIOIIIIIIIH1IIIi. rictiyr 11111111 quill 11110 11H11 1111 liiii tiil IflI*I, U1IIiI!IIi!1II h!IIhU!lIi: IIIIiii!uIIIIIii! 11111111111H!! ikiii~111111 Ill 11 111111101. 11 -1111 N1114 _.q 110 ;91111 ui•uiuiuiui Uu•uU.IIIIuIuuIlI u•iuuiiuiiiuiin 1111111111 I!tti!!lIIIIII IIHI; 11111111 II•IIuIuuIIIIIuI HIIIIIIIIIIIUII HhlullIllIllIlIl IHIHIIIIllIIII1IIIIII IlIllIllIllIllIll — — — — — -- — ••• • UUUtStPl liii llill•UU•lltl ItSll,llll,l,,ui 1111 — e - • •Un litlflhlfl I.. u •...,.fl., ii in,..,. .........flhilSluli,lSl.,,,___.. fl. UI .......liii .iI_....t..uIlul,n U.•••nUUl I IlluilIIulUUu.i CeaUb,'I..l.I 1111,1 ::Ono,: .....u.u.l,,,.,,,,,,_.__,..,..,,,,,,,,,,,,,,,,____.__._..,,..,,,,,,fl UUUIIIIIIlIlHhllllUI•UUIIIItIIlullIlluIIlIuIul________•_•,uu•,_.,,11., uuuu UUuIIuuUt IIIIIIIIIUIIIISuI,l,I,II,$,,,I,,,l,I_____.. son .,,,I mosommoseng ,.,,, 'I ..0 41,85111111 ....,ii,ti -______••.......0 uuuu,IIus, 1 11111111; 11111111111111 ---____••.......0 11111111 Ill IIUIlIIIUUuutIItlIuIIIItIItIIIIlIlpr.uU.pu Ill. .flh,,11111114 111tt,,,,,I ••USuuur - --"n IIuIiiiuu NIMBI i,iu, gill I •U•••R••••• lUlL lUhIllIltIlIllIflUl 1111111 1111111111111111111in UU••Ui•lI lUui Iuu.uslll UhhhIllhhIuuul hIIlUIhhlfflhhlHhhIhhU.II.U.I,,H 111111 Ihhhl ..R..RI..IIlu.II 1111111111 111H11111lflhi IHIH onsmm&amammRimmjmmumwj — _________________- 1.0 • , . •jg..., •. e...sl..,.,Is"r•I r- — - i -':': •-• ___ :':o:': : ': : : : ___ = EJL?.DS u nO A130__iI..IJR'VE CbJ'LIFS 15_OPtfr1>3N I islHlQINrr - ____ I 1..1 •_.I ____ 1 .1 ____ PL 3c4 L Zr. QI Z4 p s '. ,, •111....L...i.1.. ,, ..I.i..I.I ... .r .. ,,I, ' .t. ,,.,,. .•.. , , ., 3RU OF PUBLIC R3.3S •C?ACITY OF GRATE INLET IN SUM? pI iow-rwo WATER PONDED ON GRATE - :4. : :. - — sii*ri. 1 San Diego County Hydrology Manual Date: June 2003 Section: 3 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at t h e upstream end of a drainage basin. A single lot with an area of two or less acres does not ha v e a significant effect wiere the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (L1)) of sheet flow to be used i n hydrology studies. Initial Tj values based on average C values for the Land Use Element a r e also included. These values can be used in planning and design applications as describe d below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM Tj LM T1 LM T1 LM T, LM T1 LM T1 Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.21 70 11.51 85 10.01 100 9.51 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 1001 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 1001 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 1 65 8.4 1 80 7.4 1 95 7.0 1 100 6.0 100 4.8 MDR 10.9 50 8.71 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 1 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 1 75 4.0 1 85 3.8 1 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.81 95 3.4 100 2.7 G. Corn 50 4.7 60 4.1 75 3.6 85 3.41 90 2.9 1001 2.4 O.P./Corn 50 1 4.2 60 1 3.7 70 3.1 80 2.91 90 2.6 100 2.2 Limited 1. 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General 1. d50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 1 100 1.9 See Table 3-1 for more detailed description 3-12 -- - - ___ -- — 4401 2.8% SERVICE ROAD 17000 FF \\ \\\ 7 169.20 PAD \\ \ zz _ _ \ LJ NODE A-2 Rf Tc 7.59 MIN LEGOLAND® CALIFORNIA I LEGOLAND DRIVE CARLSBAD, CA 92008 (760) 918-5300 ReMed W. \\ \\\ NODE B-1 0.23 AC TC 5.00 MIN 0100 7=1.29CFS 2: 7 Hofman IIA/ NODE A-1 3 0.08 Ac Ojos =0.45 CFS \ IA. \ \ \\\ \\ \IJPlanning &EngIneertng \ (;7, \ \\ \\ \\ . — . BAI1e— 166-10 lie lei IG — 05.70 MIN It I I '.\ \.. \\\ \ N 197 cvs '.'. NODE A-4 -0.28 Ac Tc=5.18MIN / ,166 50 PAD NODE 8-3 / i\.j Na 53 0.81 Ac 1' -..\ I \ / 162. 0.06Aa 0 Ac- \ / '-1i"d, ODYS 57 1E \ 'itlit14 1 1 \1 t SYSTEM B / DI '-6 .. BASIVO J ----- \ OCe Act \ \ '\ \'\\ / 159.4 JlAa 165,0 r" 165.10 0. 42 Ac 159.66 JE 5.91 MIN 1* ATS LL i"'I NODE B-4 - / iir/PTh tit 11 CLEM Mo 62.93 E\ NOTICE -O 88 Ac—' 1f The contents of this document constitute proprietary ..—-Tc=6.00MIN...... / 152t -,. . / — S. :J /1 /11 /( Information of related entities. Any paq receiving this docurrient 11 It 1:A does so in confidence and agrees ftud the C\N Tc=62 \inbTnedon contained tmdn shall not be duplicated 'Z eAs'vv \ \:) - ---- / -014AJ- \\\\\\\\\\\\\\\ \\In whole or In part nor disclosed to others witlxxit 028 AC - / \ \ \ \ \ \ \ '\ \ \ \ \ "/ / *.$ the express prior written consent of LEGOLAND California NODEA-8 NODE A-7 0 IN.13 U 0.25 Ac BASW SITE \\ I I3o I - —iJ .1R 1—.—•-- , ____ -_----.. iMM 7!2i Z PIZ NODE A-9. UAUMAb 026 'A Om -2-91 CFS BEACH CABANAS 011 65.50 N Jim 17 Key Plan NO CITY SUBMITTALS 01 j Description r VILE ffli VEI OAD LEGOLAND T& . EWINtON 0 10' 20' 40' 80' SITE DEVELOPMENT PLAN SDP # xx-xx(x) SCALE 1" =2ôNDIflô SCale: as sham Demrnber 14, 2011 Sheet Number LEGOLAND PIRATE ISLAND . EXHIBIT 3 16,91 70 1705 0V 71.91 / I L - - - - - - - - - M H 1 80 __________ / / AREA - - ______ - P / I / / L J / - '7762 / I 0 / - 7 \ x7752 ol o x j1 ' \y7g /0 "1 175 A AREA / I I x JRS N _f77 / / / 0 06 A A=019A AREA 03 ;0 4AC A00AC Conc !~:l NN x 7 ___ 172.0 IN! IIAL A A-0/04 AC 4O 04 AC - /NIAL CALE1" = 20' \ Q'p a A 00 / 0 02/AC / A002 AC -- — of 7725 0 7876 78 0 __ 20 ... x/77 .. .• N \\ i I / o T A A 3 A=00'A AC / 77 48422 7.6 .. .. / 001AC x - - 7846 .15 IMUL 4C 66.7 N / Q ., '...... 7 . . / 0•• N ---..-.--.. NN) .\ N' x 784 ".. Z" ................ U1 V,io At' 3D 07 AC u Sign 7907 192.4 6 x / P / V ( c I 778 1 / 00 . / / / a) \ \\\\ ii /N/ IIAL AREA / / / / / : 1 / gn A=001 AC LID 'IQ / , V It,// HH - \\ / /f / \\ \ S 111 fr29 AC A06 6 0 A=0 1 AC : NODE A -6 ,I / / \ • \\\ Conc Par Wall N7 2 x x x 76 / / • A0Q5A N S 7677 : /0 55 / Conc I , ,/ EST PW 4 GAS *40 / L ; 10 — I / 000 / .67 I WaH 4 / 1811.93 / 7 W E HYDRANT A 6 RAWWTR all Conc (DO X /658 \\ CU R AR EA / N = - — 3 1 Conc 766J \ \ \ \Gate /14141 11 / ULTIAIATE CONDITIONS FOR LEGOLAND WATERPARI( EXPANSION €) DESIGNED BY: NF DATE: JULY 2013 / DRAWN BY: NE SCALE: 1" _20' PROJECT MGR.:_KH JOB NO.: 131014 CONSULT N T S 2710 Laker Avenue West Civil Engineering ENGINEER OF WORK' Suite 100 Planning Carlsbad, California 92010 Processing 760-931-7700 Surveying Fax: 760-931-8680 DATE: www.odayconsultants.com GEORGE 0'DAY RCE:32014 C:\131014\Drainage\0rainage\1314PROPOSED—DRAINAGE.dwg Oct 29, 2013 10:50am Xrefs 1314TP 13147UTL 2014WPSite 1314AUTL PRTO—SDP